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PROJECT REPORT

ON

“RESEDENTIAL BUILDING CONSTRUCTION (G+6)”

IN PARTIAL FULFILLMENT OF REQUIREMENTS FOR THE DEGREE OF

BACHELOR OF TECHNOLOGY

IN

CIVIL ENGINNERING

SUBMITTED BY:-

ANKUR SINGH (1336300020)

ANKIT SRIVASTAVA (1336300019)

ADITYA (1336300008)

RITESH SHUKLA (1336300066)

UNDER THE SUPERVISION OF

MR. R.S. MISHRA

DEPARTMENT OF CIVIL ENGINEERING

AMBALIKA INSTITUTE OF MANAGEMENT AND TECHNOLOGY

MOHANLALGANJ,LUCKNOW-226001

AFFILIATED TO DR. A.P.J ABDUL KALAM UNIVERSITY MAY 2017

DEPARTMENT OF CIVIL ENGINEERING

AIMT LUCKNOW

CERTIFICATE

This is to certify that the project entitled “RESIDENTIAL BUILDING (G+6)” submitted by group of students. ANKUR SINGH (1336300020), ANKIT SRIVASTAVA (1336300019), ADITYA (1336300008), RITESH SHUKLA (1336300066). Final year, the partial fulfilment of the requirement of the reward of the degree of bachelor of Technology (CIVIL ENGINEERING) of DR. APJ Abdul Kalam Technical University, is bonafide record of the report presented during the academic record 2016-17 and no part of this work has been submitted earlier for award of any degree.

MR. SURYAKANT SHUKLA

(PROJECT GUIDE)

CIVIL ENGINEERING

R.S. MISHRA

(Head OF Department)

CIVIL ENGINEERING

AMBALIKA INSTITUTE OF MANAGEMENT AND TECHNOLOGY

(FACULTY OF CIVIL ENGINEERING)

AFFILIATED TO DR. A.P.J ABDUL KALAM UNIVERSITY

DECLARATION

We hereby declare that the project entitled “MULTI-STOREY RESIDENTIAL BUILDING” Submitted by us in the partial fulfillment of the requirements for the award of the degree of bachelor of technology (civil engineering) from Abdul kalam technical university is record by our owns work carried under the supervision and guidance of Mr. SURYAKANT SHUKLA.

(Project Guide).

To the best of my knowledge this project has not been submitted to G.B. Technical university or any institute for the award of any degree.



ADITYA (1336300008)


ACKNOWLEDGEMENT

We hereby declare that the project entitled “RESIDENTIAL BUILDING (G+6) “ submitted by us in the partial fulfilment of the requirements for the award of the degree of the Bachelor of Technology in Civil Engineering of Dr. APJ Abdul Kalam Technical University, is record of our own work carried under the supervision and guidance of MR R S MISHRA in Department of Civil Engineering AIMT, Lucknow.

To the best of my knowledge this project has not been submitted to Dr. APJ Abdul Kalam Technical University or any University or institute for the reward of any degree.



ADITYA (1336300008)


TABLE OF CONTENT

Title Page I

Table of content II - IV

Certificate V

Preface VI

Acknowledgements VII

Report VIII

CHAPTER – 1 SPECIFICATION 1 - 15

1.1 Earth work in excavation of foundation of walls and column concrete block in foundation 2

1.2 First class brick in 1:6 cement, sand mortar in foundation up to plinth 3 - 4

1.3 Cement concrete block in foundation 9” thick having ratio of 1:5:10 4 - 5

1.4 Earth work in filling to raise the level of ground 5

1.5Laying of D.P.C. 4 cm thick with 1:2:4 cement concrete with

2% damp proofing powder 5 - 6

1.6 First class brick work in 1:6cement, sand mortar in superstructure 6 - 8

1.7 R.C.C. work in slab, beams and lintel in 1:2:4cement, concrete mix

(M-20) grade 8 - 9

1.8 Mild steel frames for doors and windows having 40 x 40 x 6 mm angle section 10

1.9 Teak wood works in doors and windows shutters 10 - 11

1.10 Plastering on ceiling with 1:4 cement, sand mortar 11- 12

1.11 Plastering on walls with 1:5 cement, sand mortar 12

1.12 Mosaic flooring over base concrete 12 - 13

1.13 Glazed tile work in kitchen and toilet up to door level 13

1.14 Roof terracing work with tiles said over mud phaska 14

1.15 White and colour washing on walls 15

CHAPTER – 2 DESIGNING 16 - 27

2.1 Design of slab for residential building

2.2 Design of beam for residential building 17 - 18

2.3 Design of column for residential building 21 – 22

2.4 Design of footing for residential building

2.5 Design of stair case for residential building 22 - 25

CHAPTER - 3 MARKET SURVEY 28 - 29

3.1 Market survey 29

CHAPTER - 4 ESTIMATING 30 - 36

4.1 Estimates for item of ground floor 31 - 34

4.2 Estimate fir item of first floor 34 - 36

CHAPTER – 5 ANALYSIS OF RATES 37 - 65

5.1 Earth work in excavation in foundation 38

5.2 Nine (9”) thick cement concrete in foundation having a ratio 1:5:10 39 - 40

5.3 First class brick work in 1:6 cement sand mortar in foundation & up to plinth 41 - 43

5.4 Earth work in filling to raise the level of ground by taking a lead of 1.5 Km. 44

5.5 4 cm thick D.P.C. in 1:2:4 cement concrete ratios with

2% damp proofing powder 45 - 46

5.6 First class brick work in 1:6cement, sand mortar in superstructure 47 - 48

5.7 R.C.C. work in beam, slab & lintel in (1:2:3) 49 - 50

5.8 HYDS for reinforcement (Fe 415) 51

5.9 Mild steel frames of doors & windows of (40 x 40 x 6) mm2 angle section 52

5.10 Teak wood work in door & windows shutters 53 - 54

5.11 Plastering in ceiling with 1:3 cement, sand mortar 55 - 56

5.12 Plastering on wall with 1:5 cement, sand mortar 57 - 58

5.13 Mosaic flooring over base concrete 1:2:4 59 - 60

5.14 Glazed tile work in kitchen & toilet up to door level 61 - 62

5.15 White colour washing on wall and ceiling both exterior & interior 63

5.16 Roof terracing work with brick tiles laid over mud phaska 64 - 65

CHAPTER – 6 BILL OF QUANTITY 66 - 68

6.1 Bill of quantity for the ground floor 67

6.2 Bill of quantity for the first floor 68

CHAPTER – 7 ABSTRACT OF COST 69 – 70

7.1 Abstract of cost of the G+6 residential building 70

SPECIFICATION

1.1 - EARTH WORK IN EXCAVATION OF FOUNDATION OF WALLS AND COLUMN CONCRETE BLOCK IN FOUNDATION

EXCAVATION:-Foundation trenches shall be dug out of the width of foundation concrete and the sides shall be vertical, if the soil is not good and does not permit vertical sides. The sides should be shall not places with 1 meter (3’3”) of the edge of trench.

FINISH OF TRENCH:-The bottom of foundation trenches shall be perfectly levelled both longitudinal transversely and the sides of trench shall be dressed perfectly vertical from bottom up to the least thickness of loose concrete so that concrete may be laid to the exact width as per design. The bed of trench shall be lightly watered and well rammed. Excess digging if contractor soft or defective spots shall be dug out and removed filled with concrete width stabilized so it. If rocks or boulders are found during excavation these should be removed and the bed of the trenches shall be levelled and made hard by consolidating the earth.

FINDS:-Any treasure and valuable are materials found during the excavation shall be properly of the government.

WATER IN FOUNDATION:-Water if any accumulates in the trench should be baled or pumped out without extra payment and necessary precautions shall be taken to prevent surface water to enter into the trench.

TRENCH FILLING:-After the concrete has been masonry has been constructed the remaining portion of the trenches shall be filled with earth in layer 1.5 cm (6”) and watered well rammed. The earth of air filling shall be broken before filling surplus earth not required. Shall be removed and disposed and site shall be levelled and dressed.

MEASUREMENT:-The measurement of the excavation shall be taken in cubic -meter or (cubic -feet) as per rectangular trench bottom width of concrete multiplied by the length vertical depth of the foundation from ground level and multiply by the length of the trenches even length the contractor have excavated with slopping side for his concurrence.

EXCAVATION:-Excavated excavation is saturated soil or below sub soil water level should be taken under a separate item and shall be carried out in the same manners as above. Pumping or boiling out of water and the sides of trenches if required in the item. Timbering of the sides of the trenches if required shall be taken under a separate item and paid separately.

1.2 - FIRST CLASS BRICK WORK IN 1:6 CEMENT SAND MORTAR IN FOUNDATION UPTO PLINTH

BRICK:-All bricks of first class of standard specification made of good earth through burnt and shall be of deep cherry red or copper colour. Bricks shall red regular is shape and hair edges should be sharp and small emit clear ringing sound of being struck and shall not absorb water more than one sixth of their weight after one hour soaking by in increase in water brick shall have a minimum crushing strength of 105 kg per square – cm.

CEMENT MORTAR:- Mortar shall be specified and material of mortar shall be of standard specification for cement mortar cement shall be sharp clean and free from organic and foreign matter for rich mortar coarse or medium sand be used and for weak mortar local fine sand may be used and proportion of cement sand mortar is specifies 1:6. Material of mortar shall measured to have then required proportions with measuring box and first mixed dry to have uniform colour in a clean masonry platform and then mixed by adding clean water slowly and gradually to have workable consistency and mixed thoroughly of by turning

at least three times fresh mixed mortar shall be used. Old and stare mortar shall not be used and mortar for one hours work only shall be mixed with water so that the mortar may be used before setting starts.

SOAKING OF BRICKS:- Bricks shall be fully soaked in clean water submerging in a tank for a period of 12 hours immediately before use. Soaking shall be continued till air bubbling increased.

LAYING:-Brick shall be well bounded and laid in English bond unless otherwise specified. Every course shall be truly horizontal and well be truly plumb. Vertical joints of consecutive course shall b clean cut come directly one over other vertical joints in alternate course shall be clean cut bricks over one another. No damage or broken bricks shall be used. Closers shall be clean cut bricks shall be placed near the ends of the walls but not at the other edge. Selected base shaped brick shall be used for face work. Mortar joints shall not exceed 6 mm in thickness and joints shall be fully filled with mortar. Bricks shall be laid with frogs upward except in top course where frogs upward except in top course where frogs shall be placed downward. Brick work shall be carried out not more than 1 meter height at a time. When one part of the well has to be delayed stopping shall be left at an angle of 45° corbelling or projections were made should not be more then (1/4) brick projections in one course. All joints are racked face of wall cleaned at the end of each day’s work.

CURING:- The brick shall be kept wet for a period of at least 10 days after lying. At the end of day’s work the top of walls should be flooded with water by making small work mortar edging to contain to least 2.5 cm deep water.

PROTECTION:-The brick wall shall be protected from the effect of sun, rain, frost, etc, during the construction and up till such times it is green and likely to change.

SCAFFOLDING:-Necessary and suitable scaffolding should be provided to facilitate the construction of brick wall.

MEASUREMENT:-Brick wall shall be measured in cubic meter different kinds of bricks work with different mortar shall be taken under separate items thickness of wall shall be taken as multiple of half brick as half brick 10 cm. 1 brick 20 cm and 1.5 brick 30 cm and so on. The rates shall be for the complete work including scaffolding and all tools and plants.

1.3 - CEMENT CONCRETE BLOCK IN FOUNDATION 9” THICK HAVING RATIO OF 1:5:10

MATERIALS:-All the materials shall be as per specification coarse aggregate shall be of hard, well brunt or over brunt brick ballast of 40 mm gauge. It shall be deep cherry red or copper colour and be clean free from dust, dirt and other foreign matter it shall be homogenous in texture and roughly cubical in shape ballast which appears porous or shoes sign of salt petrel shall not be used. Fine aggregate shall be of surkhi or sand or cinder as specified and clean and free from dust, dirt and foreign matter surkhi shall be made of will brunt brick or brick bats (144 mesh per square inch) surkhi is preferably better concrete.

PROPORTION:-The concrete shall consist of 0.1 cubic meter brick ballast 0.05 cubic meter of surkhi (sand or cinder) and 0.01 cu-m of white lime in the proportion of 10:5:1 by volume.

MIXING:- Mixing shall be done a clean water tight necessary platform of sufficient size. Brick ballast shall be staked in a rectangular layer of uniform thickness usually 30 cm high and well soaked with clean water for a period of at least three hours.

SLUMP:-Regular slump test should carried out to control the addition of water and to maintain the required consistency.

FORM WORK:-From work should be provided as required as per standard specification before laying concrete in position.

LAYING AND COMPACTION:-Bed to foundation trenches shall be lightly sprinkled with water before concrete is laid, concrete should be laid slowly and gently (not thrown) in layers of not more than 20 dm and thoroughly consolidation of 15 dm with 6 kg iron rammer. The water level should be not sink more than 1.25 cm in 15 minutes, if concrete has been wall consolidation.

CURING:- Concrete after completion shall be kept wet for a period of at least of 7 days no masonry shall be constructed upon it during this period. The curing shall be done bray spreading gunny bags or sand or keeping then wet by water can at regular interval.

MEASURING:-Measurement shall be taken in cu – m for the finished concrete. The length and shall be measured concrete o 1 cm and depth concrete to 0.5 cm. The rate shall be for the complete work. Including the cost of form work if required and all tools and plants.

1.4 - EARTH WORK IN FILLING TO RAISE THE LEVEL OF GROUND

EARTH:-Earth is the filling should be used loose free from bat stone boulder no larger than 75 mm in any direction, organic or other foreign mattes. Normally excavated earth from the foundation shall be used for filling. However such earth contains materials etc, should not be used.

FILLING:-The spaces around the foundation pipes and drains in trench shall be cleared of all brick bates etc. The filling shall be done in layers not exceeding 20 cm. Each layer shall be done watered, rammed and consolidation before the succeeding one is laid. Earth shall be crammed with iron rammer special care should be taken that no damage is caused to the pipe, grains and masonry in the trenches below filling under floor i.e. in plinth the finished level of finishing shall be kept slopping intended to be given to the floor.

MEASUREMENT:-Earth work in plinth filling is calculated by taking the internal dimension in between the plinth wall which are usually less than the internal dimension s of the room b two sets of plinth wall i .e 10 cm and height is taken after deducting the thickness of concrete in floor usually 7.5 cm, if sand filling is done in plinth should e taken separately the height and breadth of each filling may be same as the internal dimension of the room if there is no offset in plinth wall.

1.5 - LAYING OF D.P.C. 4 CM THICK WITH 1:2:4CEMENT CONCRETE WITH 2% DAMP PROOFING POWDER

MATERIALS:-Damp proof course consist of cement coarse sand aggregate 1:2:4 proportions with 2% of impact cu – m seal, or according by weight of cement other standard water proofing component (1 kg per bag of cement). The damp proof course shall be applied at the plinth level in a horizontal layer of 4 cm. The cement shall be fresh Portland cement of standard specifications. The sand shall be clean, course, and other standard water proofing component may be used and the quantity shall be used as per construction of the manufactures.

MIXING:-Mixing shall be done in a platform or in a sheet or on a tray in the proportion of 1:2:4 by measuring with measuring boxes. The cement is first mixed thoroughly with the water proofing component to the required quantity and then mix dry with the sand in proportion of 1:2 the mix cement and shall be added slowly and gradually while being mixed to the required workable consistency. The mixing shall be done by turning at least three times to give a uniform and homogenous concrete.

LAYING:-The level of the surface of the plinth shall be checked longitudinally and transversely. The top of wall at damp proof course be laid with frogs of the bricks downward slides from or shutting of strong wooden batten of 205 cm thickness shall be fixed properly and formally on both sides for confine the concrete so that the shuttering dies not get disturbed compacting and mortar does not get disturbed during the shuttering shall b oiled to prevent concrete adhering to it to the surface of the wall shall be wetted by watering before concrete is laid. The concrete shall be laid within half an hour of mixing and compacted through by tamping to make dense concrete and levelled so that longitudinally and transversely after two hours of a laying the surface of concrete shall be rough and required so as to form a key with the wall above. The damp proof course shall be laid in continuation in one day without any joints. Joints or break if any unavoidable shall be given at the sell or opening. If joints cannot be avoided the joints shall be sloped and the sloped surface shall be applied with near cement wash just before starting concreting on the following day, shuttering may be removed after three days on removal the edges should become smooth without any honey combing.

CURING:- The damp proof course shall be covered by watering and kept wet for 7days and the construction of wall above may be started. The surface shall be cleaned and wetted before masonry is started.

PAINTING WITH ASPHAL:-Two coats of asphalt painting may be applied on the upper surface of damp proof course, if specified. The first coat of hot asphalt at 1.5 kg per square meter (15%sq.ft) shall be applied immediately with coarse sand and the concrete in dry painted surface is blinded immediately with coarse and coarse sand the surface tamped lightly. The 2nd coat hot asphalt at 1 kg per sq.mt should than be applied uniformly and the surface is immediately blinded with coarse sand tamped lightly.

2 CM DAMP PROOF COURSE:-The damp proof coursed may be 2 cm thick layer of 1:2 cement and coarse sand mortar with standard water proofing component at the side rate of 1 kg per bag of cement. The mixing, laying, curing etc. shall be done in the same manner as above. The form or shuttering shall be 2 cm thick.

1.6 - FIRST CLASS BRICK WORK IN 1:6 CEMENT SAND MORTAR IN SUPER STRUCTURE

BRICK:-All bricks shall be o first class of standard specifications made of good brick earth thoroughly burnt and shall be of deep cherry red or copper colour. Bricks shall be regular in shape and their edges should be sharp and shall emit clear ringing sound on being struck and shall be free from cracks, chips, flaws and lumps of any kinds bricks shall not absorb water more than one sixth of their weight after one hour of soaking by immersing in water, bricks shall have a minimum crushing strength of 105 kg per sq – met.

MORTAR:-Mortar shall be specified and material of mortar shall be of standard specification. Sand shall be sharp, clean, and free from organic and foreign matters for rich mortar coarse or medium should be used and for weak mortar local fine sand may be used. Proportion of cement sand mortar may be of 1:6 material of mortar shall be measured to have the required proportion with measuring boxes and first mixed dry to have a uniform colour in a clean water slowly and gradually to have consistency and mixed thoroughly by turning at least three times.

Fresh mixed mortar shall be used old and sate mortar not be used and mortar for one hour work only shall be mixed with water so that the mortar may be used setting starts. Lime surkhi mortar if specified shall mixed in the specified proportion by grinding in mortar mill for at least three hours shall be used old and stale mortar should not be used for small work hand mixing may be allowed in the same manner of for cement of for cement mortar described above.

SOAKING OF BRICKS:- Bricks shall be fully soaked in clean water submerging in a tank for a period of 12 hours immediately before use. Soaking shall be continued till the air bubbling is decreased.

LAYING:- Brick shall be bounded and laid English bond submerging and specified. Every course shall be truly horizontal and well shall be truly in plumb. Vertical joints in alternate consecutive not come directly over one another, vertical joints, I alternate course shall come directly over one another. No damage broken bricks shall be used closers shall be of clean cut bricks and shall be placed near the ends not at the other edges, selected near the ends of walls but not at the other edges selected best shaped bricks shall be used for face work. Mortar joints shall be exceed6mm in thickness and joints shall be fully filled with mortar. Bricks shall be laid with frogs upward except in the top course where frogs shall be left at an angle. Bricks shall be carried out more than1 meter height at a time when one part of the wall has to be delayed stepping shall be left at an angle 45° corbelling or projections were made should not be more that 1/4 bricks, projections in coarse.

CURING:-The bricks shall be kept for a period of at least of 10 days after laying. At the end of days work the tops of walls should be flouted water by a making small mortar ending at least 2.5 cm deep water.

PROTECTION:-The bricks shall be protected from the effect of rain, sun, froze etc. During the construction and until such times it is given and likely to be damaged.

Necessary and suitable scaffolding shall be provided to facile the construction of brick wall. Scaffolding shall be sound and strong and supports and members sufficiently strong so as to with stand loads likely to come upon them.

MEASUREMENT:-Brick work shall be measured in cu – m different kinds of bricks work with different mortar shall be taken as multiple of half brick of 10 cm, 1 brick of 20 cm and 1.5 brick 30 cm and so on. The rate shall be for the complete work including scaffolding and all tools and plants

BRICK WORK:-In addition to above type of arch rough or axial or round or gauged as the case may be and the centring of the arch should be specified.

1.7 - R.C.C WORK IN SLAB, BEAMS AND LINTEL IN 1:2:4 CEMENT CONCRETE MIX (M-20) GRADE

STEEL:-Steel reinforcing bars shall be mild steel or deformed steel of standard specification and shall be free from corrosion loose rust states, oil grease without fractures. Bars shall be hooked and bend accurately and placed in positions as per design and drawing and bound together light with 20 S.W.G. annealed steel wire at three point on intersection. Bar shall be bent cold by applying gradual and motion bars of 40 mm diameter above may be bent by heating to dull red allowed to cool slowly without immersing in water or quenching joints in the bars should be provided as far as possible, when joints have to be jointed of welding and made an overlap of 40 times diameter of bars shall be given with roper hooks at ends and joints shall be staggered. Bigger diameter bar should be jointed of welding and tested before placing in opposition while concreting steel bars shall be given side and bottom coursed of concrete by placing precise cover blocks under beneath of 1:2 cement mortar 2.5 x2.5 cm in section and thickness of specified cover.

CENTERING AND SHUTTRING:-Cantering and shuttering shall be made with timber or steel close and tight to prevent leakage or mortar with necessary props. Breaking and wedges , sufficient strong and stable and should not yield on laying concrete and made in such a manner that they can be slab and remove gradually without disturbing the concrete. No plastering should be made the concrete surface. A coat of oil washing should applied over shattering or paper should be spread o have a smooth and finished surface and to prevent adherence of concrete for slab and beam smaller member should be given in cantering 1 cm per 25 cm with a maximum of 4 cm. The cantering and shuttering shall be removed slowly and carefully so that one part is disturbed or damaged.

LAYING:-Before laying the concrete the shuttering shall be clean free from dust first and other foreign materials. The concrete shall be deposited in its final height in practical so as to avoid construction joints but the progress of concreting on then vertical directions shall be retracted to one meter to per hour care should be taken that the initial setting process is dense concrete is obtained. The end shall be stopped at an angle of 30°and rougher for future jointing structures exceeding 45 meter in length shall be divided by one more expansion joints.

CURING:-After about two hours laying when concrete has began to harder, if shall be kept damp by covering with wet sunny bags or wet sand for 24 hours and then cured with flooding with water making mud wall 7.5 cm high or by covering with wet sand or earth and dept damp continuously for 15 days if specified curing may be done by covering concrete with special type of water proofing paper as to prevent water escaping or evaporation.

FINISHING:- If specified the expose surface shall be plastered which 1.5 cement sand mortar not exceeding 6 mm thickness and the plastering shall be applied immediately after removed of the cantering while the concrete is green. Immediately before applying the plaster the surface of concrete shall be wetted and that cement wash shall be given.

PROPORTION OF CEMENT:-Cement concrete shall be of 1:2 proportions by volume of slab, beams, lintels and 1:1:5 proportion for volume unless otherwise specified.

MATERIAL FOR CONCRETE:-Cement sand mortar and course aggregate shall be as cement concrete aggregate shall be of hard broken stone of Granite or similar stone free from dust dirty and other foreign matters. The stones ballast shall be of 30 mm size and down all should be retained in 5 mm square mesh and well grade such that the voids do not exceeds 42%.

Fine aggregate shall be of course and consisting of hard and sharp any grains and shall pass through screen of 5 mm square mesh, cement shall be fresh Portland cement of standard I.S.I. specifications for heavy reinforced concrete member as in case of 5 mm less than the minimum clear distance between covered to the reinforcement which main bars or 5 mm less than minimum covered to the reinforcement which is smaller.

MIXING:-Stone ballast course sand cement shall be put into the cement concrete to have the required proportion for the concrete of 1:2:3 proportion first four boxes of stone ballast then two boxes of sand and then one bag of cement of shall be put into the cement concrete mixer. The machine shall than is revolved quantity 25 - 30 litter per bag of cement to have the required water cement ratio. The mixing should be through to have a plastic mix of uniform colour. It requires 1.5 – 2 minutes rotations for through mixing. Mixed concrete shall be unloaded on a masonry platform or on a sheet of iron.

MEASUREMENT:-Measurement shall be taken in cu – m for finishing work and know deductions shall be made for this volume of steel. Steel reinforcement shall be measured under a separate item in quintal (weight). Plastering if any shall not be included in the measurement the rate of R.C.C. shell be for the complete work excluding cantering and shuttering and all tools and plants

1.8 - MILD STEEL FRAMES FOR DOOR AND WINDOWS HAVING 40X40X6 MM ANGLE SECTION

Steel door frames can be made out of angle “Tee” channel or pressed steel plates. At the joints the member are either welded or rigidly fixed together by mechanical means at the base of floor level. This member is known as there should in case of frame hold face or legs and hinges are in variable welded to frame.

METHOD OF FIXING:-Steel frame are always fixed in in proposed door openings i. e, after the masonry work for the door opening as well as lintel etc are complete and fully set. In addition the sizes of doors frames is kept slightly less that the of door openings. This arrangement is necessary to ensure that the mild steel frames dies not get distorted of damaged on the account of likely of loads or stress from the surrounding masonry.

In case of frame is to be fixed in brick masonry chasses of required sized are cut in the walls for accommodating the hold fast or lugs and the frame is secured to opening by graduating the lugs with cement concrete is (R.C.C.). Where it is difficult is cut chasses wooden plugs are embedded at appropriate lace or construction of the wall of the opening door is prepared the door until is placed in position and fixed with the plugs with galvanization on wooden series.

MOSQUITO PROOF JALI OR FLY PROOF DOOR:-This type door is used to check the entry of flies, mosquito, insect etc, into the room and allow free circulation of air at the same time. The doors consist of timber frame work of the vertical slides and horizontal rails and the opening of the panels are fitted of rails and timber bending generally the stutters opening inside open cut sides. The room or vice – versa fly doors are commonly provided for kitchen refreshment rooms, for stone foods, sweets etc.

1.9 - TEAK WOOD WORKS IN DOORS AND WINDOWS SHUTTERS

Timber shall be of the best kind of specified may be Teak, Shisham, Sal, Deodar etc. The timber shall be of best quality well seasoned and free from sap, warps, cracks and other defects. All wood work shall be neat and strong truly accurately fitted and glued before fitted together.

CHAUKHAT:-The chaukhat shall be properly framed and jointed by mortise and tennon joints with harsh wooden pins and the joints shall be coated with white lead before being filled together. The chaukhat shall be of section as per drawing may be 7.5x10 cm, 10x10 cm, 5x12 cm or similar section.

SHUTTERS:-The shutters may be panelled glazed part panelled and part glazed battened or as specified. The thickness of shutters shall be panelled and neatly rails and panels shall be planed and neatly and truly finish to the exact dimensions. Panels shall be of one piece without any joints shall be fixed with 12 mm intersection into the rails produced with moulding as per designs.

The thickness o panels shall 12 mm to 25 mm as specifies. All rails over 15 cm in width shall have double tennon. One fourth of the thickness of the plank, for glazed window sash bars shall not be less than 40mm x40mm glasses shall be fixes with rails and putty or with wooden beading over falls as specified.

FITTING:-All doors shall be provided with handles on both sides and all windows with handles on the inner side. One of the doors of each room shall be provided with sliding bolts on the outer side of locking. Necessary hinges tower bolts, hook bolts, stops for keeping the items open and also wooden block to prevent the striking the jambs of walls etc shall be provided. The fitting screws shall be of suitable length and correct diameter and shall be fixed with screw driver and not be hammering.

PAINTING:-The surface of shutters and chaukhat shall be painted with two coats of approved paint over a coat of priming. Faces of chaukhat in contact with masons shall be painted with two coats of Soliognum or coal tar or other preservative on the remaining surface before fixing in position.

1.10 - PLASTERING OF CELLING WITH 1:4 CEMENT SAND MORTAR

MATERIAL:-Cement should be fresh Portland of standards specifications.

PREPARATION OF SURFACE:-Plastering on ceiling should start only after the roof tracing duo to the gaps at the joints in shuttering be removed. The surface plastering.

APPLICATION OF PLASTERING:-The thickness of plastering shall be usually 12 mm applied two or three coats and thickness should be maintained throughout ceiling plastering should be complete before starting of the wall plaster to uniform thickness of the plaster of 5cm x 15cm, strips in apart the first coat should be applied on the prepared cleaned and wetted surface by dusting the mortar and pressing it over surface and finally the surface is floated roughly with wooden float. The thickness of first coat may be vary between 6mm to 9mm.

When the first coat has set is should be kept wet for a least two days when first coat has gained sufficient strength. Generally 12 mm thick is finally finished obviously. The third coat being applied in some manner as second coat and is finally finished.

TESTING OF PLASTER:- The work should be tested frequently with a straight edge and plumb bob. At the end of day work water should be left, cut and clean to time, when the next day plastering is started to edges of the old should be spread clean with wetted cement slurry.

CURING:-Curing should be started as soon as the plaster harden sufficiently not be damaged when watered. The plaster should be kept wet for at least 10 days.

1.11 - PLASTERING ON WALLS WITH 1:5 CEMENT SAND MORTAR

The joints of the bricks should be racked out of a depth of 18mm and the surface of the wall shall be washed out and kept wet for two days before plastering. The materials of mortar cement and sand as specified should be a standard specifications. The material or mortar should be first dry mixed by measuring with boxes to have the required proportion and water added slowly and gradually and mixed thoroughly.

The thickness of plastering shall be specified usually 12mm applied in two and three coats. To ensure uniform thickness of plastering batches of 15cm x 15cm strips 1 meter apart or 10cm wide plaster shall be applied first at about 2meter apart to acts as a guide. First mortar shall be dashed and pressed over the surface and then brought to a pure smooth and uniform surface by means of float and trowel. Internal plastering shall be started whenever the building frame is ready and entering the roof slabs have been removed the surface plastered shall be kept wet for 10 days. The surface shall be protected from rail seen frost etc.

For ideal work, the plastering should be applied in the three coats. The rendering or first coat of 10mm, to floating or second coat of 10mm to 6mm and finishing coat of 5-6mm, having a total minimum thickness of 20mm. It shall be kept damp for at least two days, when he first has sufficiently set, the surface shall be wetted and a second coat of plaster shall be applied and bought to true even surface wetted and a second coat of plaster shall be applied and brought to true even surface and then lightly roughened with a wooden float to provide bond for the finished coat.

1.12 - MOSAIC FLOORING OVER BASE CONCRETE

The mosaic floor consist of two layers, the bottom layers 2cm to 2.5cm, cement concrete 1:2:4 as specified and the upper layer 6mm thick the proportion of 1:1.5 on 1 part of cement and 1.5 parts of marbles chips. The top layer is laid on the following days. It should be laid more than the specified thickness in order to get the specified thickness after cutting and finishing cement shall be of standard specification. The stone grit shall be hard and tough of 12mm gauge well graded clean and free from dust and direct. The marble chips shall be of 3mm gauge having maximum size 3mm and minimum size of 1.5mm larger size of marble chips limited to 6mm may be used in floor or big rooms.

Cement concrete shall be prepared by mixing the ingredients dry by using with boxes to have required proportion. First cement and shall be mixed with stone chips dry and then mixed by adding water slowly and gradually mixed thoroughly to have a uniform plastic mix. The bows shall be made thoroughly and wetted and given cement was and the concrete shall be laid in 2cm thick layer in panels of 1m x 2m bounded by heating and tempering and levelled with wooden float.

Finally when the surface is absolutely dry oxalic acid powder shall be well rubbed on the surface with piece of felt and a few drops of water and this operation is repeated until the surface become perfectly smooth and glossy. The surface may also be rubbed with wax to give glazing surface white cement or coloured cement shall be used to have the required colour if specified proportion of mosaic layers may be 1:2 or1:1 cement marble chips as specified.

The mosaic layer also is applied on following day instead of some day of concreting if specified. In that case surface should be left rough and a neat cement wash shall be applied just before mosaic layer is laid.

For ground floor a base of lane concrete or weak cement concrete and for first and upper roughening and cement washing shall be provided.

The grinding and polishing may also be done by grinding machine in three operations. First grinding with machine fitted with coarse grade stone, second grinding with machine with medium grade and final grinding with fine grade stone

1.13 - GLAZED TILE WORK IN KITCHEN AND TOILET UPTO DOOR LEVEL

Glazed tile work in kitchen and toilet shall be conforming to be 777-1970. They shall be flat and trace to shape and free from cracks chipped and corner. The glazing shall be uniform shades.

The tile shall be normal size such as 150mm x 100mm as specified. The tolerance on facial dimension value shall be positive or negative 1mm and positive and negative 0.05mm in thickness. The thickness of tiles shall be 5mm or specified. The top surface of the shall be free from glazed.

PREPARATION OF SRUFACE:-Sub grade concrete or the R.C.C. slab on which the tiles are to be laid tile should be cleaned wetted and mopped. The laid should be of up to 2cm height the bleeding of the tile shall be of 1:3 mortar as specified having 10mm thickness the mortar shall be spread tamped and corrected to proper level and allowed to hardened sufficiently to offer a fairly cushion for the tile to set and to enable the mason to place the wooden plank across and squeak to honey like consistency shall be spread at the rate 3.3 kg of cement per square meter.

1.14 - ROOF TERRAACING WORK WITH BRICK TILE SAID OVER MUD PHASKA

Mud phaska terracing well be suitable in hot dry region where the rainfall does not exceed 130 cm per annum and externally hot temperature occur during summer.

MUD PHASKA MORTAR:-Mud mortar shall be prepared for one earth good brick earth free from gross root, kankar etc. The earth shall be produced to a fine powdered state and mixed with bhusa at 8kg per cubic meter of mortar per 4 cu- ft and then mixed with sufficient water in a pit. The mix shall be worked up with (Phawras) and feet daily for at least 4 days so as to get a homogenous mass.

LAYING:-The mud mortar shall be laid on the terrace to the requisite thickness 7.5cm to 10cm and a minimum slope of 1 in 48 towards the outlet and rammed with wooden Therapies under optimum moisture conditions. The surface shall be checked with straight edge and spirits and corrected where necessary with the same mortar. The surface shall be soaked in water and powdered to dry somewhat and if and cracks appear these shall be filled with liquid cow dung.

MUD GOBRI PLASTER:-The surface shall be then be given a coat of 12mm plaster of mud gobri mortar 3:1 (3 mud and 1 cow dung) free from grass straw and other impurities shall be soaked in water and powdered earth shall be added in the ratio of 3:1 and mixed thoroughly adding to have a homogenous mix of the workable consistency. The mortar shall then be applied to a uniform thickness of 12mm.

PAVING WITH THE BRICK:-First class flat tiles 4cm thick well brunt made of good brick shall be used. The tiles shall be laid dry on the mud gobri plaster before it dries up completely then 6mm wide tiles should be inserted into parapet wall be 4cm the open joints shall thin be see that no joints remain unfilled or partially filled.

The joints shall then be finished flush with wet begs or wet sand for at least seven days and during this period the surface shall be protected for damaged.

MEASUREMENT:-The rate shall be for complete work of mud layer of the stipulated thickness of mud gobri plaster and the tiles paving. The measurement shall be taken for the finished work over the tiled surface in sq- m; no deductions shall be made for opening or recesses up to 0.4 sq- m

Mud terracing may be over R.C.C. slab or two layer of tile or one layer of brick or one layer of stone slab or wooden planks supported on batten or beam or R.C.C. steel or timber.

One coat of asphalt may be applied on the base slab of concrete before laying the mud mortar if specified.

1.15 - WHITE AND COLOUR WASHING ON WALLS

WHITE WASHING:-Fresh white lime slaked at site of work should be mixed with sufficient water to make a thin cream. The approximate quantity of water required in making the cream is 5 litters of water to 1kg of lime. It shall then be screened through a course cloth and glue in the proportion of 10 grams of gum to 16 litters of wash shall be added the surface should be dry and thoroughly cleaned from dust and dirty. The wash shall be applied with brush vertically and horizontally alternately and the wash kept stir applied as specified and each coat shall be perfectly dry the before succeeding coat is applied as specified and each coat shall be perfectly dry before the succeeding coat is applied over it. After finishing surface shall be of uniform colour. The white wash should be not splash on the floor and the other surfaces is old surface the surface should be cleaned and reprised with cement mortar when necessary to allow to dry before white wash is applied for final coat blue pigment powder should be mixed to the required with the lime water to guy a bright white surface.

COLOUR WASHING:-Colour wash shall be prepared with fresh slaked white lime mixed with water to make thin cream adding the coloured tint, glue in the proportion of 100 grams of glue to 16 litters of wash shall be added. The colour wash may be applied one or two coats as specified. The method of application should be same as for white washing. For new work the priming coat shall be of white wash.

DESIGN OF SLAB

DESIGN OF SLAB

Hall-1and Bedroom-2

Panel Size = 4.389 x 5.7

d= = 112.53 mm

d= 115 mm

D= 115+20+=140 mm

Effective depth= =140-20-5=115 mm

dy=115-10=105 mm

According to Clause 22.2

ly = 5.7 + 0.105 = 5.805 m

l = 4.389+0.115 = 4.504 m

= = 1.28

Hence this slab will be two way desined load on slab:

Imposed load = 2KN/m2

floor finished = 1 KN/m2

Wind load = Yz = Ybk1k2k3

Vb = 47m/sec (Lucknow Zone)

K1 = 1.07 m/sec

K2 = 0.98 m/sec

K3 = 1 m/sec

Yz = 47x1.67x0.98x1

Yz = 49.29 m/sec

Design of wind pressure

Pz = 0.66

= 0.66x49.292 = 1457.70 N/m2

Pz = 1.457 KN/m2

Dead load = 25x0.14x1 = 3.5 KN/m2

Total = 2+1+1.457+3.5 = 7.957

Factored load = 1.5x7.957 = 11.93 KN/m2

Design Moment

Mu+ve= W.Ln2

= 0.046x11.93x4.5042

Mu+ve= 11.132 KNm

Mu-ve= 0.0356x11.93x4.5042

Mu-ve= 8.61 KNm

My+ve= 0.032x11.93x4.5042

My+ve= 7.74 KNm

Muy-ve= 0.024x11.93x4.5042

Muy-ve= 5.8 KNm

Reinforcement

Width of middle strip = ly

=

=4353.75 mm

I. Along shorter span in X- direction (middle strip)

Mu+ve= 0.87 fy Ast d

11.1326= 0.87

11.1326= 41520.752

Ast1 = 5255.9 mm2

Ast1 = 287.55 mm2

Assume 10 mm bar

A = 78.5 mm2

Spacing = = 273 mm

Spacing = 273 mm

Assume spacing 270 mm

Ast provided = 2

Mu-ve = 0.87 fy Ast d

6= 0.87

6= 2

Ast1 = 215.76 mm2

Assume 10 mm bar

A = 78.5 mm2

Spacing = = 363.3 mm

Spacing = 363.3 mm


Ast provided = 2

Ast provided 2

II. Along longer span In Y direction (middle strip)

Width of middle strip = l

= 4.504

= 3.078m = 3378 mm

Muy+ve= 0.87 fy Ast d

7.746= 0.87

7.746= 37910.252

Ast = 213.14 mm2

Assume 10 mm bar = 78.5 mm2 = A

Spacing = = 368.30

Assume 300 mm spacing

Ast provide =

Ast3 Provide = 261.67 mm2

Muy-ve = 0.07 fy Ast d

6= 0.87

6= 379102

Ast = 157.92 mm2



Ast4 Provide = 261.67 mm2

Ast min =

Ast4 min 2

Ast min

Hence Ok.

Reinforcement on edge strip

Ast min = 157.92 mm2

A = 50.3 mm2

Spacing = = 318.515 mm = 318 mm

Spacing should be lcss than 450 mm and 5d

Hence provide 318 mm

Check for min. depth

dreq= 0.36 [1-0.42]bfck

11.32 x10^6=0.36 x0.48[1-0.42 x0.48]x1000 x 20 x

dreq = = 64.04

Hence Ok

Check for Shear

τv =

Vu = = = 26.86 Kn

τv = = 0.233 N/mm2

τv = 0.233 N/mm2

Pt == = 0.233 N/mm2

Pt = 0.25 % and M20 concrete

τc = 0.36 n/mm2

for= 140 mm depth K= 1.30

τc= 0.361.30

τc= 0.450 N/mm2

Hence shear reinforcement is not check for deflcction

pt= 0.25%

fs= 0.58 fy

= 0.58 415

fs= 220 N/mm2

fs=240 – 1.5

fs=190 – 1.92

= 1.92 + (220-190)

K= 1.668

max = K 26 ( for continous slab)

= 1.668 26

max = 43.368

Provided =

max Provided

Hence Safe in deflection

Torsional Reinforcement at corners

Mesh size =

Using 8mm dia bars A50.3 mm2

Area of forsional reinforcement

= 215.66 mm2

Spacing =

Spacing = 230 mm

Hall-2

Slab = 4.389 x 5.1 m2

d= = 112.53 mm

d= 115 mm

D= 115+20+=140 mm


dy=115-10=105 mm

According to Clause 22.2 -

ly = 5.1 + 0.105 = 5.205 m

l = 4.389+0.115 = 4.504 m

= = 1.15

Hence this slab will be two way-

Load on slab:


floor finish = 1 KN/m2

Wind load = 1.457 KN/m2

Dead load = 25x0.14x1 = 3.5 KN/m2

Total load = 2+1+1.457+3.5

= 7.957 KN/m2

Factored load = 1.5x7.957

= 11.93 KN/m2

Desiin Moment Negative moment at continous edge

(1.15-1.1)

= 0.045

(Mu-ve= 2

= 0.045x11.93x4.5042

[(Mu-ve= 10.89x106 Nmm]

(Mu-ve= 2

= 0.037x11.93x4.5042

[(Mu-ve= 8.95x106 KNm]

Positive moment at Mid span-

(1.15-1.1)

(Mu+ve= 2

= 0.034x11.93x4.5042

[(Mu+ve= 8.22x106 Nmm]

[(Mu+ve= 6.77x106 Nmm]

Reinforcement


=

= 3903.75 mm

I. Along shorter span in X- direction (middle strip)

(Mu+ve= 0.87 fy Ast d

10.89 6= 0.87

10.89 6= 41520.752

Ast1 = 5794.4 mm2

Ast2 = 250.92 mm2

Assume 10 mm bar-

A

A= 78.5 mm2



Ast provided =

2]

(Mu-ve = 0.87 fy Ast d

6= 0

Ast1 = 5734.552

Ast2 = 191.36 mm2

Assume 10 mm bar –

A

A78.5 mm2

Spacing = = 410.22

Assume Spacis = 400 mm2

Ast provided =

2]

2)Along longer span in Y direction


= 4.504

= 3.078m = 3378 mm

(Muy)+ve= 0.87 fy Ast d

8.956= 0.87

8.956= 37910.252

Ast 1 = 5287.44 mm2]

Ast 2 = 225.99 mm2]

Assume 10 mm bar -

A = 78.5 mm2

Spacing = = 347.36


Ast provided = = 261.66 mm2

Ast Provided = 261.66 mm2

(Muy)-ve = 0.87 fy Ast d

6= 379102

Ast1 = 5234.13 mm2

Ast2 = 172.68 mm2


Assume Spacis = 450 mm

Ast provided =


Ast min =

[Ast min 2]

Ast min

Hence Ok.

Reinforcement in edge strip-


A = 50.3 mm2

Spacing = = 291.29

Assume spacis 300 mm

Spacing should be less than 5d and 450 mm.

Hence provide 300 mm


Mu = 0.36 [1-0.42]bfck

10.89 x10^6=0.36 x0.48[1-0.42 x 0.48]x 1000 x 20 x

dreq = 62.81

(Hence Ok)

Check for Shear-

τv =

Vu = = = 26.86 Kn

τv = = 0.233 N/mm2

[τv = 0.233 N/mm2]

Pt ==

Pt = 0.21 % and Mzo concrete

τc = 0.36 N/mm2

For 140 mm depth

K= 1.30

τc= 1.30.36

[τc= 0.450 N/mm2]

[τc ]

Hence shear reinforcement is not required.

check for deflection:-

Pt = 0.21 %

fs= 0.58 fy

= 0.58 415

fs= 230 N/mm2

fs=240 – 1.5

fs=190 – 1.92

K = 1.92 + (230-190)

K= 1.584

max = K 26

= 1.55 26

max = 41.184

Provided =

max Provided

Hence Safe is safe in deflection


Mesh size =

Using 8mm dia bar A = 50.3mm2

Area of torsional reinforcement = ¾ x 261.66

= 196.24m m2

Spacing = (1000x50.3)/ 196.24 = 256

Spacing = 250 mm

SLAB

slab= 4.389 2.1 m2

Imposed load = 2 KN/m2

Floor finish = 1 KN/m2


Dead load = 25 0.14 1 = 3.5 KN/m2

Total load = 2 + 1 + 1.457 + 3.5

= 7.957

Factored load = 1.5 7.957

= 11.93 KN/m2

Soln:- =

· Assuming total depth = 140 mm

d= 140-20-5 = 115 mm

[clcar cover 20 mm and dic. of main bar = 10 mm]

· Effective span (l)

It should be lcast of the following:-

1) Centre to centre distance = 2.1+0.2=2.3m [Assuming bearing= 200mm]

2) Clcar span + Effective depth = 3.5 + 0.115 = 3.615m

l = 3.615 m

· Design load (Wu) and factored moment (Mu)

Self wt. of slab = 0.14 1.0 25

= 3.5 KN/m

Imposed load = 2

Wind load = 1.457 1 = 1.457 KN/m

Total load = 2 + 1 + 1.457 + 3.5

= 7.957 KN/m

Factored load = 7.957 1.5

= 11.93 KN/m

Factored moment =

=

Mu = 19.48 6 Nmm

· Effective depth required

[For Fe 415 steel]

Mu = 0.36 fck (1-0.42 bfck

19.48 x 10^6 = 0.36 20 0.48 (1-0.42 0.48) x 1000 x20 x

= 84 mm

84 mm Hence Ok

d > dreq Hence section is under reinforced.

· Area of Tensile steel (Ast)

Mu = 0.87 fy Ast d

19.48 = 0.87

7.49 Ast2- 41520.75 Ast + 19.48 = 0

Ast = 5026.02mm2, 517.4 mm2

Hence

Ast = 517.4 mm2

using dia 10 mm dia bars

A = 78.5 mm2

Spacing of 10 mm dia bars =

= = 151.72 mm

· Provide 10 mm @ 150 mm c/c

This spacing is lcss than:

i. 3d = 3115 = 345 mm

ii. 300 mm

· Distribution steel

Distribution reinforcement is provided in the longer direction i.e.

4.389m, choosing mild steel bars

= 0.15 % of - sectional area.

= = 210 mm2

Using 6mm bars A = 28.3 mm2

Spacing of 6 mm bars =

=

= 134.76 mm

· Provide 6 mm @ 134 mm c/c in the longer direction

· Check for shear

Factored shear force = Vu =

Vu = = 12.5265 KN

Vu = 125.26 N

· Nominal shear stress, τv

τv = = = 0.10 N/mm2

· Design shear strength of concrete (τc)

Pt= (Ast at support = = 258.5 mm2

= = 0.22%

Pt= 0.22% and M20 concrete

τc = 0.28 + (0.22-0.15)

τc= 0.336 N/mm2

· τv < τc . Hence Ok

Check for deflcction.

Pt=

Pt = = 0.4%

fs = 0.58 fs

fs = 0.58

fs= 240 N/mm2

For Pt = 0.4 %, fs = 240 N/mm2, kt = 1.55

man = 20 kt = 20 1.55 = 31

Provided =

man Provide Hence Ok.

· Check for development lcngth

Moment of resistance at support by 10 mm bars @ 300 mm c/c = M1

Ast = = 259 mm2

M1 = 0.87 fy Ast d

= 0.87

= 10251317.65 Nmm.

= 10.25

Vu = 125.26 N.

Providing no hooks.

+ lo = = 818 mm.

Ld = = = 470 mm.

+ lo > Ld.

Slab design Bedroom-1

Panel Size = 4.389 x 5.1 m2

Two adjacent edges discontinuous

d= = 112.53 mm

d= 115 mm

D= 115+20+=140 mm


dy=115-10=105 mm

According to Clause 22.2 -

ly = 5.1 + 0.105 = 5.205 m

= 4.389+0.115 = 4.504 m

= = 1.15

Hence slab will be two way-

Load on slab:


floor finish = 1 KN/m2


Dead load = 25x0.14x1 = 3.5 KN/m2

Total load = 2+1+1.457+3.5 = 7.957 KN/m2

Factored load = 1.5x7.957 = 11.93 KN/m2

Desiin Moment Negative moment at continous edge

(1.15-1.1)

(Mu-ve= 2

= 0.0635x11.93x4.5042

[(Mu-ve= 15.367x106 KNm]

(Mu-ve= 2

= 0.047x11.93x4.5042

[(Mu-ve= 11.37x106 KNm]

Positive moment at Mid span-

(1.15-1.1)

(Mu+ve= 2

= 0.0475x11.93x4.5042

[(Mu+ve= 11.49x106 KNm]

(Mu+ve= 2

= 0.035x11.93x4.5042

[(Mu+ve= 8.47x106 KNm]

Reinforcement


=

= 3903.75 mm

II. Along shorter span in X- direction (middle strip)

(Mu+ve= 0.87 fy Ast d

11.49 6= 0.87

11.49 6= 41520.752

Ast1 = 264.14 mm2

Assume 10 mm bar

A2 =

A= 78.5 mm2



Ast provided =

2]

(Mu-ve = 0.87 fy Ast d

(Mu-ve = 0

6= 2

Ast2 = 348.22 mm2

Assume 10 mm bar

A78.5 mm2


Spacing = 220 mm

Ast provided = 2

III. Along longer span in Y direction


= 4.504

= 3.078m = 3378 mm

(Muy)+ve= 0.87 fy Ast d

8.476= 0.87

8.476= 37910.252

[Ast 3 = 214.34 mm2]

A = 78.5 mm2

Spacing = = 366.24

Assume spacing

Ast provide =

Ast Provide = 261.66 mm2

(Muy)-ve = 0.87 fy Ast d

6= 379102

Ast4 = 283.928 mm2

A = 78.5 mm2


Ast provided =


Ast min =

Ast min 2

Ast min

(Hence Ok).

Reinforcement in edge strip-


A = 50.3 mm2

Spacing = = 234.67

= 230 mm

Spacing should be less than 5d and 450 mm.


Mu = 0.36 [1-0.42]bfck

15.367 x 10^6 =0.36 x 0.48 x [1-0.42 x 0.48]x 1000 x 20x

dreq = 74.61

dreq

(Hence Ok)

Check for Shear-

τv =

Vu = =

Vu = 26.86 Kn

τv = = 0.233 N/mm2

[τv = 0.233 N/mm2]

Pt ==

Pt = 0.30 % and M20 concrete

τc = 0.236 n/mm2

For= 140 mm depth

K= 1.30

τc= 0.30.236

[τc= 0.306 N/mm2]

τc

· Hence shear reinforcement is not required.

check for deflection:-

Pt = 0.30 %

fs= 0.58 fy

= 0.58 415

fs= 234.91 N/mm2

fs=240 – 1.5

fs=190 – 1.92

K = 1.92 + (234-190)

K= 1.55

max = K 26

= 1.55 26

max = 40.3

Provided =

max Provided

Hence Slab is safe in deflection


Mesh size =

Using 8mm dia bar

A50.3 mm2

Area of torsional reinforcement

= 267.6

Spacing =

[Spacing = 180 mm]

BEAM

BEAM 1

Width of beam = 500 mm

depth of beam = 600 mm

Effective depth = 600 - 20 - 8 -

= 567 mm

fe 415 & m20 concrete

Design of span

a) eff span leff = 3.889 + 0.5 = 4.389 m

b) leff = lc + deff = 3.889 + 0.6 = 4.489 m

Taking min leff = 4.389 m

Load calculation

M (+)2 = leff2

M (+)2 = 4.3892 = 39.03 kNm

M (-)2 = = 52.04 KNm

Live load = (0.711 + 5.1) 2 12 (total load) = 69.732 KN

UDL= = 15.88 KN/m

WUL = 15.88 KN/m

DL = 25

WUD = 1.5 7.5 = 11.25 KN/m

Moment Calculation

M (+)1 = leff2

= 4.3892

M (+)1 = 48.64 KNm

M (-)1 = leff2

= 4.3892

M (-)1 = 55.66 KNm

Depth check for span

fe 415, M20

Mu = 0.36 [1-0.42]bfck

48.64 x 10^6 = 0.36 x 0.48 [1-0.42 x 0.48] x 1000 x 20 x

dreq = 132.99

Hence Ok.

Area of steel

Ast min =

=


For max moment area of steel

Mumax = 55.66 Nmm

Mu = 0.87 fy Ast d

55.66

55.66 2

Ast1= 13388.38 mm2

Ast2= 277.52 mm2

A = 78.5 mm2

No. of bars= = 7.8

No. of bars = 8 bars

Spacing =

Spacing = 60.57 mm

Shear check

WUD = 11.25 KN/m

WUL = 15.88 KN/m

lc = 3.889 m

Vu1 = (0.4 WUD + 0.45 WUL) lc

= (0.4 11.25 + 0.45 15.88)

Vu1 = 45.29 KN

Vu2 = (0.6 WUD + 0.6 WUL) lc

= (0.6 11.25 + 0.6 15.88) 3.889

= (6.75 + 9.528) 3.889

Vu2 = 63.305 KN

Vu3 = (0.55 WUD + 0.66 WUL) lc

= (0.55 11.25 + 0.66 15.88)

= (6.1875 + 10.4808)

Vu3 = 64.82 KN

Vu4 = (0.5 11.25 + 0.6 15.88)

= (5.625 + 9.528)

Vu4 = 58.93 KN

Ast provided = 8 = 628 mm2

Pt = = = 0.22%

τc = 0.28 + (0.22-0.15)

τc = 0.336 N/ mm2

τv1 = = = 0.159 N/ mm2

τv2 = = = 0.22 N/ mm2

τv3 = = = 0.22 N/ mm2

τv4 = = = 0.20 N/ mm2

Vu = Wu = = 26.334 kN

τu = = = 0.092 N/ mm2

τc > τu

Asv = 2 = 157.07 mm2

Sv 284.03

Sv = =

Sv = 283.55

BEAM 2




= 567 mm

using fe 415 & m20 concrete

Design of span

a) eff span leff = 3.889 + 0.5 = 4.389 m

b) leff = lc + deff = 3.889 + 0.567 = 4.456 m


Live load = (1.311 + 5.7) 2 12

= 84.132 KN

UDL = 19.16 KN/m

[WUL = 19.16 KN/m]

DL = 25

WUD = 1.5 7.5 = 11.25 KN/m

[WUD = 11.25 KN/m]

Load calculation

M (+)1 = leff2

= 4.3892

[M (+)1 = 54.96 kNm]

M (-)1 = leff2

= 4.3892

[M (-)1 = 62.68 KNm]

M (+)2 = leff2

= 4.3892

[M (+)2 = 44.30 KNm]

M (-)2 = 4.3892

M (-)2 = 59.06 KNm

Depth check for span –

fe 415, M20

Mu = 0.36 bfck

54.96 x 10^6 = 0.36 0.48 (1-0.42 0.48) 20 x1000 x

dreq = 141.36

Hence Ok.

Area of steel

Ast min =

=



Mumax = 62.68 KNm

Mu = 0.87 fy Ast d

62.68

62.68 2

Ast1= 13352.5443 mm2

Ast2= 313.36 mm2

A = 78.5 mm2

No. of bars= = 7.8

= 8 bars

Ast provided = 8 78.5

= 628 mm2

Spacing =

Spacing = 60.57 mm

WUD = 11.25 KN/m

WUL = 19.16 KN/m

lc = 3.889 m

Vu1 = (0.4 WUD + 0.45 WUL) lc

= (0.4 11.25 + 0.45 19.16)

Vu1 = 51.03 KN

Vu2 = (0.6 WUD + 0.6 WUL) lc

= (0.6 11.25 + 0.6 19.16) 3.889

Vu2 = 70.95 KN

Vu3 = (0.55 WUD + 0.66 WUL) lc

= (0.55 11.25 + 0.66 19.16)

Vu3 = 73.24 KN

Vu4 = (0.5 11.25 + 0.6 19.16)

Vu4 = 66.58 KN

Ast provided = 8 = 628 mm

Pt = = = 0.22

τc = 0.28 + (0.22-0.15)

τc = 0.336 N/ mm2

τv1 = = = 0.18 N/ mm2

τv2 = = = 0.25 N/ mm2

τv3 = = = 0.255 N/ mm2

τv4 = = = 0.34 N/ mm2

Vu = Wu = = 26.334 kN

τu = = = 0.092 N/ mm2

τc > τu

Asv = 2 = 157.07 mm2

Sv 284.03

Sv = =

Sv = 283.55

BEAM 3



Effective depth = 600 - 20 - 8 - = 567 mm

Fe 415 & M20 concrete

Design of span ;

a) eff span Leff = 5.85 m

b) Leff = le + deff = 5.1 + 0.600 = 5.7 m

Taking min Leff = 5.7 m

Load calculation

Live load = (5.7 + 1.02) 2.34 12

= 94.34 KN/m2

UDL= = 16.55 KN/m

WUL = 16.55 KN/m

DL = 25

WUD = 1.5 7.5 = 11.25 KN/m

Moment Calculation

M (+) = Leff 2

= 5.72

= 5.72

M (+) = 84.23 KNm

M (-) = Leff 2

= 5.72

M (-) = 96.29 KNm


fe 415, m20

Mu = 0.36 bfck

84.23 x 10^6 = 0.36 0.48 (1-0.42 0.48) 20 x1000 x

dreq =

dreq = 175.01 assumed

Hence Ok.

Area of steel

Ast min =

= = 614.45 mm2



Mumax = 96.29 Nmm

Mu = 0.87 fy Ast d

96.29

96.29 2

Ast1= 26853.096

Ast2= 478.74 mm2

A = 78.5 mm2

No. of bars= = 7.8

No. of bars = 8 bars

Spacing =

Spacing = 74.85 mm

Shear check

WUD = 11.25 KN/m

WUL = 16.55 KN/m

lc = 4.8 m

Vu1 = (0.4 WUD + 0.4 WUL) lc

= (0.4 11.25 + 0.45 16.55)

Vu1 = 57.348 KN

Vu2 = (0.6 WUL + 0.6 WUL) lc

= (0.6 11.25 + 0.6 16.55) 4.8

Vu2 = 80.064 KN

Vu3 = (0.55 WUL + 0.66 WUL) 4.8

Vu3 = 82.13 KN


Pt = = = 0.184%

τc = 0.28 + (0.18-0.15)

τc = 0.304 N/ mm2

τv1 = = = 0.168 N/ mm2

τv2 = = = 0.235 N/ mm2

τv3 = = = 0.241 N/ mm2

V4 = Wu = = 34.2 kN

τv4 = = = 0.10 N/ mm2

τc > τv

Asv = 2 = 157.07 mm2

Sv= 236.55

Sv = =

Sv = 236.29

BEAM 4




fe 415 & m20 concreTc

Design of span

c) eff span = 5.95 m

d) leff = lc + deff = 5.7 + 0.6 = 6.3 m


Load calculation

Live load = [5.7 + 1.27] 2.34 12

= 101.368 KN/m2

UDL= = 17.18 KN/m

WUL = 17.18 KN/m

DL = 25

WUD = 1.5 7.5 = 11.25 KN/m

Moment Calculation

M (+)1 = leff2

= 5.952

M (+)1 = 75.57 KNm

M (-)1 = leff2

= 5.952

M (-)1 = 107.40 KNm

M (-)2 = leff2

= 5.952

=

M (-) = 100.76 KN


fe 415, m20

Mu = 0.36 fck

dreq = 199.44

dreq assumed

Hence Ok.

Area of steel

Ast min =

= = 614.45 mm2



Mumax = 107.40 Nmm

Mu = 0.87 fy Ast d

107.40

107.40 2

Ast1= 26796.7

Ast2= 535.10 mm2

A = 78.5 mm2

No. of bars= = 7.8 = 8 bars

Spacing =

Spacing = 74.85 mm

Shear check

WUD = 11.25 KN/m

WUL = 17.18 KN/m

lc = 5.7 m

Vu1 = (0.55 WUD + 0.66 WUL) lc

= (0.55 11.25 + 0.66 17.18)

Vu1 = 99.89 KN

Vu2 = (0.5 WUD + 0.6 WUL) lc

= (0.5 11.25 + 0.6 17.18) 5.7

Vu2 = 90.81 KN

Vu3 = (0.55 WUD + 0.6 WUL) 5.7

= (0.55 11.25 + 0.6 17.18) 5.7

Vu3 = 94.02 KN


Pt = = = 0.22%

τc = 0.28 + (0.22-0.15)

τc = 0.336 N/ mm2

τv1 = = = 0.293 N/ mm2

τv2 = = = 0.266 N/ mm2

τv3 = = = 0.276 N/ mm2

V4 = Wu = = 35.7 kN

τu = = = 0.104 N/ mm2

Asv = 2 = 157.07 mm2

Sv 236.55

Sv =

Sv = 236.29

DESIGN OF COLUMN

DESIGN OF COLUMN

Column C1 = C5

Pu = 260.85 KN

e min =

=

= 7.316 + 20 = 27.316

e min = 27.316

e min

e min

e min < 0.05 x 600

e min < 18

Area of steel

Ag = 500 x 600 = 300000

Ac = Ag-Asc

P4 = 0.4 fck Ac + 0.67 fy Asc

= 0.4 fck (Ag Asc) + 0.67 fy Asc

260.85 x 103 = 24 x 105 – 8 Asc + 278.05 Asc

= 270.05 Asc

[Asc = 7921.310 mm2]

Asc min = 2

Asc max = 2

A

No. of bars =

= 14 bars

Load on C1 = 27.13

= 119.07 + 141.78

= 260.85 KN

Load on C2 = 27.8

= 426.438

Lateral Pies

Dia of ties >

=

or

6 mm

Providing 8 mm bar for lateral ties.

The pitch of ties should not be less than

1. Least lateral dimensions i.e. 500 mm

1. 16 16 = 256 mm

1. 300 mm

Providing 8 mm bars @ 256 mm c/c as double ties.

Column C2 = C3 = C4

Pu = 426.438 KN

e min =

=

= 7.316 + 20

= 27.316

e min = 27.316

e min

e min

e min < 0.05 x 600

e min < 18

Area of steel-

Ag = 500 x 600 = 300000

Ac = Ag-Asc

P4 = 0.4 fck Ac + 0.67 fy Asc

P4 = 0.4 fck (Ag-Asc) + 0.67 fy Asc

426.438 x 103 = 0.4 x 20 [300000 – Asc] + 0.67 x 415 Asc

426.438 x 103 = 24 x 105 – 8 Asc + 278.05 Asc

Asc = 7308.135 mm2

Asc min = 2

Asc max =

2

A

No. of bars = 7308.135

11.56 = 12 bars

Lateral Pies

Dia of ties >

=

6 mm

Providing 8 mm bar for lateral ties.

The pitch of tie should not be less than

1. Least lateral dimensions i.e. 500 mm

1. 16 28 = 448 mm

1. 300 mm

Providing 8 mm bar @ 448 c/c as double ties.

FOOTING

DESIGN OF FOOTING 1

Wc =426.438 KN

Wf =10% of Wc

=42.643 KN

Wc +Wf =470 KN

qu =200 KN/M²

for M20 concrete and Fe415 steel

Xumax/d=0.48

Ru=2.76

Area of footing

Ac =(Wc+Wf)/qu

=470/200=2.35 m²

Y=2x

Area of footing = xXy=xX2x

=2x²

2.35x=2x²

X=1.175 m

Y =2.35 m

Soil pressure due to extreme load only

= 426.438/(1.175 X 2.35)

=154.43 KN/M²

Factored soil pressure=1.5x154.43 =231.65 KN/M²

Calculation of depth of footing

(a)By one way shear criterion

S.F. in longer direction = 231.65 x 2.35[(1.175-0.5)/2-d]

=183.72-544.37d

S.F. in shorter direction =231.65x1.175[(2.35-0.6)/2-d]

=238.16-272.18d-----------------1

S.F. in shorter direction is more

S.F. resisted by the concrete =Ʈc xd

= (0.32/10^3) x 10⁶ x 1.175d

=376d ------------------2

Equating 1 and 2

376d = 238.16-272.18d

d = 0.367m

(b) Depth of footing by two way shear

Shear force at critical section face to area

= 231.65[2.35x 1.175-(0.5+d)(0.6+d)]

=639.64-231.65[0.3+0.5d+.6d+d²]

= 639.64-69.495-254.815d-231.65d²

= 570.145-254.815d-231.65d² -------------------3

Punching shear resisted by section = x A

Ʈc = 0.25 √fck = 1.118 B/mm²

A = perimeter x d

= [(0.50+d)+(0.6+d)] x d

= [1.1+2d]d = 1.1d+2d²

Shear force resisted = 1.118 X (10⁶/10^3) X (1.1d+2d²)

= 1229.8d+2236d² ------------------4

Equating 3 and 4

We get

2467.65d²+1484.615d = 570.145

d = 0.30m

(c)Depth by bending moment critrerion

B.M. in longer direction = 231.65 x 1.175 x 0.54 x 0.54/2 = 39.68 KNm ----------------5

B.M. in shorter direction = 231.65 x 2.35 x 0.17 x 0.17/2 = 7.86 KNm

Hence BM shorter direction is more

Moment of resistance in longer direction

Mr = 0.138fck x d² x X

= 0.138 x 20 x 1175 x d²

= 3243d² ------------------6

Equating 5 and 6

39.68 x 10⁶ = 3243d²

d = 0.12m

d = 0.30m is highest

using 16mm diameter and 50mm clear cover

overall depth = 300+8+50

= 358 ≈ 370mm

d =370-8-50 = 312

AREA OF REIENFORCEMENT

Mu = 0.87 fy Ast d [1-(Ast x fy)/(b x d x fck)]

39.68 x 10⁶ = 0.87 x 415 Ast x 312 [1-(Ast x fy)/(1175 x 312 x 20)]

39.68 x 10⁶ = 112647.6 Ast-6.37Ast²

Ast₁ = 18029.58

Ast₂ = 345.49

Using 10mm Ф bars

Spacing = 78.5/345.49

= 230mm

Provide 10Фmm @ 0.12%

= (0.12/100) x 1680 x 312 = 628.9

628.9mm² > 58.81mm²

As per IS code provision

Reinfdorcement in central / total reinforcement in shorter span = 2 / (β+1)

Β = y/x

=2.35/1.175 = 2

Reinforcement in central / 628.9 = 2/(2+1)

Reinforcement in central band = (2/3) x 628.9

= 419.26 mm²

Spacing = (78.5/419.26) x 840

= 155 mm

Provide 10 Ф 155mm c/c in central band

Balance area of steel to be distributed in outer band

628.9-419.26 = 209.64 mm²

Spacing = (78.5/209.64) x 1175 = 440mm

Max spacing allowed = 300mm

Provide 10 Ф bars @ 300mm c/c for the outer band

CHECK FOR DEVELOPMENT LENGTH

Ld = (0.87 x fy x Ф)/(4 x Ʈbd)

= (0.87 x 415 x 10)/(4 x 1.92)

= 470.117mm

Available length in shorter direction , beyond column face

(840-500)/2 = 70

70 < 470.117mm

Provide 90 degree band at the face end of the reinforcement , as per IS provisions anchorage value of 90 degree band 8Ф = 80mm

Hence total anchorage length

= 170+80+80+80+80 = 490

490 > 470.117

Hence ok

DESIGN OF FOOTING 2

Wc =260.85 KN

Wf =10% of Wc

=26.085 KN

Wc +Wf =287 KN

qu =200 KN/M²

for M20 concrete and Fe415 steel

Xumax/d=0.48

Ru=2.76

Area of footing

Ac =(Wc+Wf)/qu

=287/200=1.435 m²

Y=2x

Area of footing = xXy=xX2x

=2x²

1.495x=2x²

X=0.847 m

Y =1.694 m

Soil pressure due to extreme load only

= 200.85/0.847*1.694

=181.79 KN/M²

Factored soil pressure=1.5x181.79 =272.68 KN/M²

Calculation of depth of footing

(a)By one way shear criterion

S.F. in longer direction = 272.68x1.694[(0.847-0.5)/2-d]

=80.143-461.91d

S.F. in shorter direction =272.68x0.847[(1.694-0.6)/2-d]

=126.335-230.95d-----------------1

S.F. in shorter direction is more

S.F. resisted by the concrete =Ʈc xd

= (0.32/10^3) x 10⁶ x 0.847d

=271.04d ------------------2

Equating 1 and 2

271.04d = 126.335-230.95d

d = 0.251m

(b) Depth of footing by two way shear

Shear force at critical section face to area

= 272.68[1.68 x 0.84-(0.5+d)(0.6+d)]

=384.8060-272.68[0.3+0.5d+.6d+d²]

= 384.8060-81.804-299.948d-272.68d²

= 303.002-299.948d-272.68d² -------------------3

Punching shear resisted by section = x A

Ʈc = 0.25 √fck = 1.118 B/mm²

A = perimeter x d

= [(0.50+d)+(0.6+d)] x d

= [1.1+2d]d = 1.1d+2d²

Shear force resisted = 1.118 X (10⁶/10^3) X (1.1d+2d²)

= 1229.8d+2236d² ------------------4

Equating 3 and 4

We get

2508.68d²+1529.748d = 303.002

d = 0.304m

(c)Depth by bending moment critrerion

B.M. in longer direction = 272.68 x 0.84 x 0.54 x 0.54/2 = 33.39 KNm ----------------5

B.M. in shorter direction = 272.68 x 1.68 x 0.17 x 0.17/2 = 6.61 KNm

Hence BM shorter direction is more

Moment of resistance in longer direction

Mr = 0.138fck x d² x X

= 0.138 x 20 x 840 x d²

= 2318.4d² ------------------6

Equating 5 and 6

33.339 x 10⁶ = 2319.4d²

d = 0.12m

d = 0.304m is highest

using 16mm diameter and 50mm clear cover

overall depth = 304+8+50

= 362 ≈ 370mm

d =370-8-50 = 312

AREA OF REIENFORCEMENT

Mu = 0.87 fy Ast d [1-(Ast x fy)/(b x d x fck)]

33.39 x 10^6 = 0.87 x 415 Ast x 312 [1-(Ast x fy)/(840 x 312 x 20)]

33.39 x 10^6 = 112647.6 Ast-8.91Ast²

Ast1 = 12339.12

Ast2 = 303.702

Using 10mm Ф bars

Spacing = 78.5/303.702

= 215mm

Provide 10Фmm @ 0.12%

= (0.12/100) x 1680 x 312 = 628.9

628.9mm² > 58.81mm²

As per IS code provision

Reinforcement in central / total reinforcement in shorter span = 2 / (β+1)

Β = y/x

=1.68/0.84 = 2

Reinforcement in central / 628.9 = 2/(2+1)

Reinforcement in central band = (2/3) x 628.9

= 419.26 mm²

Spacing = (78.5/419.26) x 840

= 155 mm

Provide 10 Ф 155mm c/c in central band

Balance area of steel to be distributed in outer band

628.9-419.26 = 209.64 mm²

Spacing = (78.5/209.64) x 840 = 310mm

Max spacing allowed = 300mm

Provide 10 Ф bars @ 300mm c/c for the outer band

CHECK FOR DEVELOPMENT LENGTH

Ld = (0.87 x fy x Ф)/(4 x Ʈbd)

= (0.87 x 415 x 10)/(4 x 1.92)

= 470.117mm

Available length in shorter direction , beyond column face

(840-500)/2 = 70

70 < 470.117mm

Provide 90 degree band at the face end of the reinforcement , as per IS provisions anchorage value of 90 degree band 8Ф = 80mm

Hence total anchorage length

= 170+80+80+80+80 = 490

490 > 470.117

\Hence ok

DESIGN OF STAIR CASE FOR RESIDENTIAL BUILDINGAll dimension are in mm Trade = 254 m Riser = 150 mmProvide overall depth D of waist slab as approximately D = le / 20 D = 4389/20 = 219.45 mm

Adopt overall depth D = 220 mmProvide 14 mm c/c & 12 mm diameter barsEffective depth d = 220 – 14 – 6 = 200 mmSince the bending moment in landing region is relatively low, so that slab thickness of landing may be taken in plan.Let us provide slab thickness in landing region: T = 220 mm LOAD CALCULATIONSelf Weight w = 0.25 x D x (R2 + T2) ^ (1/2)/T = 0.25 x 0.22 x (0.152 x 0.2542) ^ (1/2)0.254 = 6.38 KN/ m2Self Weight of steps @ 25 KN/ m2 = 25 x (0.5 x 0.015) = 1.875 KN/m2 Take steps finish = 0.7 KN/m2Live Load L.L. = 3 KN/m2Total Load T.L. = 11.958 KN/m2Factored Load = F.O.S. x Total Load F.L. = 1.5 x 11.958 = 17.93 KN/m2Load on landingSelf weight of landing @ 23 KN/m2 = 25 x 0.23 = 5.5 KN/m2 Floor Finish = 0.70 KN/m2Live Load L.L. = 5 KN/m2Total Load T.L. = 11.20 KN/m2Factored Load F.L. = 1.5 x 11.20 = 17 KN/m2Since edge of stairs is simply supported = 0RA + RB = 0 RA + RB = (2 x 17 x 1.315) + (18 x 3.30) = 104.11 KN/mRA + RB = (Due to symmetry) RA + RB = 104.11 / 2 = 52.05 KN/mRA = RB = 52.05 KN/mCalculation For Effective Span d2 = (78.24 x 106)/ 20000 d = 168.37 mmAst = 0.5 x ck /y x [(1- (1 – (4.6 x BM) / (ck bd2) ^ (0.5) x b d)]Ast = 0.5 x 25 / 415 x [(1- (1 – (4.6 x 78240000) / (25 x 1000 x 2662) ^ (0.5) x 1000 x 266)] = 874.77 mm2Adopt 12 mm diameter bars Spacing = 1000 x (/4) x 122/ 874.77 = 129.28 mmAs per I.S code, c/c spacing less than or equal to 300 or 3d Hence provide 12 mm diameter bars @ 125 mm c/cDistribution steel For distribution steel Ast min is provide Since Ast min = 0.12% of b x d = 0.12 x 100 x 1000 x 220 = 264 mm2Taking 10 mm diameter barsSo c/c spacing = [(1000 x (/4) x 102)/264] = 297.49 mmProvide 10 mm diameter bars @ 290 mm c/c

MARKET SURVEY

3.1 - MARKET SURVEY

S.N.

MATERIALS

RATES

UNIT

1

First Class brick work

Rs. 6000.00

Per 1000

2

Coarse Sand

Rs. 1800.00

Per cu - m

3

Fine Sand

Rs. 200.00

Per cu – m

4

Stone Sand

Rs. 150.00

Per cu – m

5

Stone Aggregate

Rs. 730.00

Per cu – m

6

Brick Ballast

Rs. 400.00

Per cu – m

7

Ordinary Portland Cement

Rs. 600.00

Per Bag

8

Lime

Rs. 15.00

Per Kg

9

Plane Sheet Glass (4 mm Thick)

Rs. 70.00

Per cu – ft

10

C.I. Pipes 100 mm

Rs. 400.00

Per Meter

11

P.V.C. Pipes

Rs. 60.00

Per Feet

12

G.I. Pipes 100 mm

Rs. 50.00

Per Feet

13

C.I. Main Hole Cover

Rs.700.00

Per Nos.

14

W.C. (Indian) 570 mm

Rs. 700.00

Per Nos.

15

Wash Basin 650 mm

Rs. 1350.00

Per Nos.

16

Distemper Oil Bound

Rs. 150.00

Per kg

17

Tar Steel

Rs. 60.00

Per Kg

TIMBER

18

Teak

Rs. 2500.00

Per cu – ft

19

Kail

Rs. 1900.00

Per cu – ft

20

Sheesham

Rs. 2300.00

Per cu – ft

LABOUR

1

Mason

Rs. 500.00

Per Day

2

Carpenter

Rs. 400.00

Per Day

3

Plumber

Rs. 350.00

Per Day

4

Welder

Rs. 350.00

Per Day

5

Waterman (Bhishti)

Rs. 150.00

Per Day

6

Mazdoor (Beldar)

Rs. 250.00

Per Day

ESTIMATE

4.1 - ESTIMATE FOR ITEM OF GROUND FLOOR:

Length of main wall wall in x – direction = 21.95 meter

Length of main wall wall in y – direction = 21.6 meter

Total length of main wall = 43.55 meter

Covered area on ground floor = 100 sq. Meter.

SCHEDULE OF OPENING IN MM

Doors:

Symbol Size No. of doors

D = 1000 x 2100 4

D1 = 900 x 2100 12

D2 = 750 x 2100 8

Windows:

Symbol Size No. of windows

W1 = 1500 x 1200 8

Ventilation:

Symbol Size No. of ventilation

V = 400 x 400 8

1. Earth work in excavation of foundation of wall

= (43.55 x 0.9 x 0.9)

= 35.27m3

2. 1:5:10 concrete block (30 cm) or 9” thick in foundation

= ¼ x (43.55)

= 10.88 m3

3.1st class brick work in 1:5 cement sand mortar in foundation up to plinth level

= (43.55 x 0.97)

= 42.24 m3

4. Earth work in filling to raise the level of ground

= 100 x 0.525

= 78.75 m3

5. Laying of D.P.C. 4 cm thick with 1:2:4 with 2% damp proof powder

= (43.55 x 0.23)

= 10.27 m2

6. 1st class brick work in 1:6 cement sand mortar in superstructure

= (43.55 x 0.23 x 3.6)

= 36.59 m3

7. Reinforced cement concrete work

Floor

= 100 x 0.14

= 14 m3

Lintel / Beam

= 43.55 x 0.23 x 0.23

= 2.30 m3

Base slab for stair = 1.68 m3

Column = 43.5 x 0.5 x 0.6 = 13.05

Total of R.C.C. work

= (14+2.30+1.68+13.05)

= 31.03 m3

8. Mild steel reinforced of R.C.C. work at 1.5% of R.C.C. work

= (1.50/100) x 31.03 x 7.85

= 3.65 qt.

9. Mild steel frames 40 x 40 x 6 angle section

= 102 @ 3.5 Kg / meter

= 357 Kg

10. Wood works in Doors, Windows shutters

= 23.88 m2

11. Plastering on ceiling in 1:3 cement sand mortar

= 100 – (43.55 x 0.23)

= 89.98 m2

12. Plastering on wall with 1:6 cement sand mortar on both sides

= [(43.55 x 3.6) x 2)]

= 313.56 m2

1

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