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DESIGN AND ANALYSIS OF MULTISTORYED RESIDENTIAL BUILDINGA PROJECT REPORTSubmitted by JANANI B922311103010RAJASURYA R922311103035RAMUNA M922311103038PONMALAR M922311103304In partial fulfillment for the award of the degreeofBACHELOR OF ENGINEERINGInCIVIL ENGINEERING

UNIVERSITY COLLEGE OF ENGINEERINGDINDIGUL-624 622ANNA UNIVERSITY: CHENNAI 600 025SEPTEMBER 2014ANNA UNIVERSITY:CHENNAI 600 025

BONAFIED CERTIFICATE

Certified that this project report DESIGN AND ANALYS OF MULTISTORIED RESIDENTIAL BUILDING is the bonafide work of JANANI B, PONMALAR M, RAJASURYA R, RAMUNA M who carried out the project work under my supervision.

SIGNATURESIGNATUREDr.R.ILANGOVAN Mrs. P. ARULMATHIHEAD OF THE DEPARTMENTSUPERVISORDepartment of Civil Engineering Department of Civil EngineeringUniversity College of EngineeringUniversity College of EngineeringDindigul - 622624.Dindigul - 622624.

Submitted for the project viva-voice examination held on

INTERNAL EXAMINEREXTERNAL EXAMINER

ACKNOWLEDGEMENT We express our sincere thanks to our beloved Dean Dr. D. Ramesh M.E.,Ph.D., University College of Engineering for hisInvaluable and suggestion during the course of this project work.

We also express our sincere gratitude to our Head of the DepartmentDr. Ilangovan, M.E., Ph.D., Assistant Professor ,Department Of Civil Engineering for her excellent Graidance, encouragement, support and blessings throughout our project.

We express our sincere gratitude thanks to our project guide Mrs.P.Arulmathi.,M.E.,(Ph.D)., Teaching fellow,Department Of Civil Engineering for her excellent Graidance, encouragement,support and blessings throughtout our project.

We also thank to all the teaching and non-teaching staffs of our department for helping us to proceed the project work without any hindrrance.

We are greatful to our parents and friends for their love and encouragement which kept us in wheel to do this work energetically.

TABLE OF CONTENT

CHAPTER NO TITLE PAGE NO ABSTRACT LIST OF FIGURE INTRODUCTION

2 LITERATURE REVIEW 3 STEPS OF CONSTRUCTION 3.1 Clearing the site 3.2 Earth work excavation 3.3 P.C.C work in foundation3.4 Filling and compaction3.5 RCC work3.6 Plinth work3.7 Specification of reinforcement bars3.8 Internal and external plastering work 4AUTOCADD DRAWING4.1 Plan and design drawing4.2 Columns and footing plan4.3 Stair case plan5DESIGN OF SLAB6DESIGN OF COLUMN7DESIGN OF BEAM8DESIGN OF FOOTINGS9DESIGN OF STAIR CASE10CONCLUSION

ABSTRACT The principle objective of this project is to analysis and design a multi-storied residential building. In the present study G+4 building at MADAKULAM at MADURAI is designed (Slabs, Beams, Columns and Footings) using Auto CAD software and analysis through STAAD-Pro. In order to design them, it is important to first obtain the plan of the particular building that is, positioning of the particular rooms (Drawing room, bed room, kitchen toilet etc.) such that they serve their respective purpose and also suiting to the requirement and comfort of the inhabitants. Thereby depending on the suitability; plan layout of beams and the position of columns are fixed. Thereafter, the loads are calculated namely the dead loads, which depend on the unit weight of the materials used (concrete, brick) and the live loads, which according to the code IS:456-2000 and HYSD BARS FE415 as per IS:1786-1985. Safe bearing capacity of soil is adopted as 200KN/M2 at a depth of 6ft and same soil should extent 1.5 times the width of footing below the base of footing. Footings are designed based on the safe bearing capacity of soil. For designing of columns and beams, it is necessary to know the moments they are subjected to. For this purpose, frame analysis is done by limit state method. Designing of slabs depends upon whether it is a one - way or a two way slab, the end conditions and the loading. From the slabs, the loads are transferred to the be STAAD-Pro has a very interactive user interface which allows the user to draw the frame and input the load value and dimensions then according to the specified criteria assigned it analysis the structure and design the member with reinforcement details for RCC frames. We continued with our work with some more multistoried 2-D and 3-D frames under various load combinations. Our final work wad the proper analysis and design of a G+4 3-D RCC frame under various load combinations. The ground floor height was 4m and rest of 4 floors had a height of 3m. The structure was subjected to self- weight, dead load, live load, wind load and seismic load under the load case details of STAAD-Pro. The wind load values were generated by STAAD-Pro considering the given wind intensities at different heights and strictly abiding by the specifications of IS-875.seismic load calculations were done following IS 1893-2000. The design of building is dependent upon the minimum requirement as prescribed in the Indian Standard Codes. Strict conformity to loading standards recommended in this code, It is hopped, will ensure the structural safety of the buildings which are being designed. Structure and structural elements were normally designed by Limit State Method. STADD-Pro provides us fast, efficient, easy to use and accurate platforms for analyzing and designing structure.

LIST OF FIGURESS.NOTITLEPAGE NOAUTOCADD DRAWING

1 Building plan2 Columns and footing plan3 Stair case plan

CHAPTER-1INTROCUCTION A Multi-Stored is a building that has multiple floors above ground in the building. Multi-storey buildings aim to increase the floor area of the building without increasing the area of the land the building is built on, hence saving land and, in most cases, money (depending on material used and land prices in the area). The main objective of our project is to learn the techniques and skill needed to reduce the duration of the construction effectively using the software like Auto CADD, STADD-Pro etc., Auto CADD is a software application for Computer Aided Design (CAD) and drafting, in both 2D and 3D formats. It generates standard 2D drawings, such as elevations and selections, from a 3D architectural model. Similarly, Civil Design, Civil Design 3D, Civil Design professional support data-specific objects, facilitating easy standard civil engineering calculations and representations. STADD-Pro is a structural analysis and design computer program. STADD-Pro is one of the most widely used structural analysis and design software.it supports several steel, concrete and timber design codes.it can make use of various forms of analysis.

CHAPTER-2LITERATURE REVIEWMuhanadfakhri (2008)In recent years, many companies around the world have adopted different forms of quality systems, or BS-based quality systems.It has been perceived that a qualityn based company provides higher quality service and products in comparison with non-quality based-companies.As a result,quality-based companies have become reputable and attract more customers and owners.contractors tend to provide high quality deliverables to satisfy their clients,and to remain sucessful in turbulent bussiness field,while owners want to receive high quality and end products and services,and to ensure that their deleverables matching contractual quality requirements.therfore owners have developed different means to measure in their projects,such as hiring professional consultants who cooperate with owners project team. An extensive analysis based on real observation during QMS implementation and these results has been carried in order to determine driving force. Finally, conclusion and recommendation have been drawn.

CHAPTER-3STEPS OF CONSTRUCTION & ITS SPECIFICATION3.1 Clearing the site: The proposed area is cleaned off and all the plants, trees, unwanted materials, rubbish, etc. , are entirely rubbed out. The whole place is cleaned properly. For cleaning the heavy machines like JCB is used to dig the place and the loading and unloading is done.3.2 Earthwork excavation: Excavation is the preliminary activity construction of this project. It starts from digging pits from the foundation and continuous unto the handing over the project. After cleaning the site, marking the centerline and earth work excavation is started. The depth of the excavation is decided according to the requirements which should be minimum or more then 1.5m below the ground level.Excavation is need for:-Foundation of buildingPlinth beamBasement of buildingUnder ground water tankSeptic tankLaying drainage, water line, electrical cablesFoundation of compound wall

3.3 P.C.C works in foundation: P.C.C. stands for plain cement concrete. Before starting any R.C.C or masonry work directly on the excavated soil, P.C.C is done to a leveled surface. P.C.C is done on the excavated soil strata soil provided. Unless specified a volumetric mix proportion of (1:4:8) or (1:3:6) is normally used or P.C.C P.C.C mixing is generally a manual process.3.4 Filling and compaction: Column pits refilled should be with suitable excavated material. Filling should be done in layers and compacted with steel rammer or wooden logs. The approved excavated materials which have been stocked shall be cleaned of all rubbish, large size stones, vegetation, etc.3.5 R.C.C work:Cement concrete is the most widely used man made construction material.it is popular as a construction material because it is cheep, durable and has insulation and thermal property as well as the ability to be molded into the desired shape.Cement , sand, coarse aggregate and water are the raw material required for manufacturing concrete. They are easily available.For tensil strength, steel is used in concrete. R.C.C is termedthe reinforced cement concrete (R.C.C). This material is not likely to be replaced easily by an alternate building material.

Basic requirement and specifications of materialsThe basic ingredients for P.C.C areCementSandCoarse aggregateWater

3.6 Plinth work:From the architectural and engineering point of view, plinth work is the most important activity in building construction. All the peripheral and internal room dimensions are to be checked at this stage of the work and offset and projection of the building are to be confirmed. The efficiency and accuracy of the engineer-in-charge is judged at this level. Mistake committed at plinth level cannot be rectified at a later stage.Therefore during plinth work maximum attention is expected of all the personnel concerned.

Generally, projection building are divided in two parts:Parking sidePlinth side

1)Parking side:In parking, the place is kept vacant for vehicular movement. While in plinth,residential construction is planned. Hence, all plinth work is to be completed before taking any R.C.C work above the plinth area. 2)Plinth side:Casting of column up to plinth levelConstructing rubble/brick masonry up to plinth level.Casting of plinth/tie beams at designed levelAnti-treatment in foundation.Refilling of column pits plinth with selected materials.Soiling over the compacted refilling material.D.P.C over plinth walls.Floor P.C.C.Plinth foundation.

3.7 Specification of reinforcement bars:BAR TYPEGRADE OF STEEL TYPEYIELD STRESSMIN ELONGATION FAILURE AT %M.S.ROUNDFe25025023H.Y.S.D(Tor)Fe41541514.5H.Y.S.D(Tor)Fe50050012

3.8 Internal and external plastering workPlastering provide a finishing surface that is firm and smooth. The plaster acts as a sound and the thermal insulating layer, to extent. It also serves as a fire protecting layer. Plastering is a layer of cement sand mortar, applied over the masonry work, which also act as a damp-proof coat the masonry work.Plastering enhance the appearance of the building. Material required for plastering CementSandWaterAdmixture

CHAPTER-5DESIGN OF SLABInterior panel:a) Data:Lx = 8.27m = 8270mmLy = 5.27m = 5270mmFck= 15N/mm2Fy = 415 N/mm2Ly/Lx = 5.27/8.2 = 1.56 < 2Hence the slab is two way slabs. b)Depth of slab:As per IS 456 Clause 24.1Short span length up to 5.27m, span / depth ratio is 26 for continuous slabSpan / depth = 26Depth = 200mmAdopt clear cover = 15mmOver all depth, D = 200 + 15 + (16/2) = 250 D = 250mm.

c)Effective span:Effective span = clear span + effective depth =5.27 + 0.250 = 5.52md)LoadsSelf weight of slab = D * 25 =0.25 * 25 = 6.25 KN/m2 Floor finish= 1 KN/m2Live load=2 KN/m2Total load=6.25 + 1 + 2 = 9.25 KN/m2Factored load, Wu= 1.5 * W= 1.5 * 9.25 = 13.88 KN/m2e) Ultimate design moments & shear force:As per IS 456 : 2000Table :26Ly/Lx= 1.56f) Bending moment calculation:Mx = x *W * Lx2My = y *W * Lx2x = 0.1155y= 0.033Mx= 0.1155 * 9.25 * (5.27)2 = 29.67 KNmMx= 0.1180 * 9.25 * (5.27)2 = 30.30 KNm My= 0.0330 * 9.25 * (5.27)2 = 08.47 KNmM max = 30.30 KNmf) Check for depth:M max = 0.138 fck * b * d230.3*106= 0.138 * 15 * 1000* d2 d req= 120.9mm d req < dHence safeAst (min) = 12% b * D= 0.12 * 1000 * 250Ast (min)= 300 mm2g) Reinforcement (short & long span):Main steel calculation:Mu= 0.87fy. Ast .d [ (1-(Ast * fy/ (fck * b * d)) ]30.3*106 = 0.87 * 415 * Ast * d [ (1-(Ast * 415/(15 * 1000*200)) ]Ast req = 447 mm2.Provide 10mm dia barArea of one bar = ( * d2)/ 4= ( 3.14 * 10*10 ) / 4 =78.54mm2No s= Ast req / Area of one bar= 447/78.54 = 5.6 N= 6 nosSpacing= (Area of one bar/ Ast ) * 1000= (78.54/ (6 * 78.54 )) * 1000 = 166.7mmMax spacing = 3 * d (or) 300mm= 3* 200 = 600mmMax spacing > spacing provided (600 > 166.7)Area of distribution rod: Ast= 300 mm2Provide 8 mm barSpacing= (Area of one bar/ Ast ) * 1000= [ ((3.14 * 8*8)/4) / 300] * 1000= 167 . 5 mmMax spacing = 5 * d (or) 450mm= 5 * 200= 1000mmMax spacing > spacing provided ( 1000 > 167.5)

Check for shear:u= Vu / ( b * d )Vu= Wu * l / 2Vu= 13.87 * 0.2 / 2= 1.387 KN

u = 1.387* 103 / ( 1000 * 200 )=6.9 * 10 -3 KN/mm2% of steel provided= 100 * Ast (pro) / ( b* d )= 0.22%X = 0.27 x1 = 0.15 ; x2 = 0.25;y1 = 0.28 ; y2 = 0.35 (using inter polation formula)c = 0.365c> uHence ok.Check for deflection:% of steel provided Pt (pro)= 0.27%( Actual span / dp ) < (l/d)max(l/d)max= basic value * modification factor

By using code book: M.f = 2(l/d)max= 26 * 2= 52( Actual span / dp ) = 5.44 / 200 = 27.2 < 52( Actual span / dp ) < (l/d)maxHence ok.Result:Overall depth= 250mm.Provide 10mm dia bars @ 150mm c/c as main reinforcement.Provide 8mm dia bars @ 150mm c/c as distribution bars.

DESIGN OF BEAM:a)Data:Effective span= 8.839mLive load= 2 KN/mM15= fck = 15 K N/mm2Fe 415 = fy= 415K N/mm2b) Depth calculation:Span / depth = 15Effective Depth= 8.839/15= 580mmOver all depth= d + 15 + 16/2= 580 + 15+ 8

D= 600mmc) Load calculation:Self weight of slab = D * 25 * b = 0.3 * 25 * 0.2 = 3 KN/m2 Live load=2 KN/m2Total load= 3 + 2 = 5 KN/m2Factored load, Wu= 1.5 * W= 1.5 * 5 = 7.5 KN/m2e) Ultimate design moments & shear force: Mu= (Wu * le2 )/ 8= (7.5 * 8.839^2 ) / 8 Mu= 73.2 KNm

f) Check for shear:Factored shear force Vu= Wu * l / 2Vu= 5.25 * 8.839 / 2 = 23.20KNmTension Reinforcement:Mu limit = 0.138 fck * b * d2= 0.138 * 15 * 0.2* (0.58) 2= 139.26KNmMu< Mu limitSo it is singly reinforced section (or) under reinforced sectionMu = 0.87 .fy. Ast .d [ (1-(Ast * fy/ (fck * b * d)) ]73.2*106 = 0.87 * 415 * Ast * 580 [ (1-(Ast * 415/(15 * 200 * 580)) ]Ast req = 384.9 mm2.Provide 16mm dia barArea of one bar = ( * d2)/ 4= ( 3.14 * 16*16 ) / 4 = 201.6mm2No s= Ast req / Area of one bar= 384.9 / 201.06 = 1.9 N= 2 nosAst (prov)= 402.12mm2Provide 2 rods of 16 mm & 2 hangers bar 10mm u= Vu / ( b * d )Vu= Wu * l / 2u = 23.2* 103 / ( 200 * 580 )= 0.2 N/mm2% of steel provided= 100 * Ast (pro) / ( b* d )= 0.346%c = 0.35 N/mm2c> uHence safe.Provide 8mm strips with 2 hanger bars.Asv / (b* v)>= 0.4 /(0.87 Fy) v= 456mm mini Max spacing = 0.75 * d= 0.75 * 580= 435v> o.75 * d Hence safe.g) Check for deflection:( Actual span / dp ) < (l/d)max(l/d)max= basic value * modification factor

By using code book: M.f = 2(l/d)max= 26 * 2= 52(Actual span / dp) = 15.2= 15.2 < 52(Actual span / dp) < (l/d)maxHence ok.

Result:Overall depth= 600mm.Provide 2 rods of 16 mm & 2 hangers bar 10mm Provide 8mm strips with 2 hanger bars .

COLUMN DESIGNa)Data Collected: Breadth of the column = 230 mm Depth of the column = 380 mm Axial load P = 800 KN fck = 15 N/mm2 fy = 415 N/mm2 (d/D) = 0.1b) Load Calculations: Factored load Pu = 1.5*800 = 1200 KN Bending Moment Mu = 0.14 fck bd2 = 70 KN-m

Non Dimensional Parameter (Pu / fckbd) = (1200*103 / 15*230*380) = 0.91 (Mu / fckbd2) = (70*106 / 15*230*(3802) ) = 0.14

c) Longitudinal Reinforcement:From SP-16 chart number 32 (d/D) = 0fy = 415 N/mm2 (p/fck ) = 0.24 p = 3.6Area of steel calculation: ASC = (pdb/100) = (3.6*230*380)/100 = 3146.4 mm2Provide 25mm longitudinal bars *(252) / 4 = 490.87mm2 Number of bars = 3146.4/490.8 = 6.4Number of bars = 7Provide 7 membars of 25mm longitudinal bars

d) Design of ties: Provide 8mm of ties Tie diameter > 1/4 * diameter of longitudinal bars8mm > 1/4 * 25 = 6.25m 2. Spacing = 16* of main bars= 16*25= 400mm3. 48*diameter of ties = 48*8 = 384m 4. 300mm spacing Provide 8mm ties for 300mm spacing at c/c.e) Check for deflection: (actual span / dp) < (l / d)max (l/d)max = Basic value * Modification Factor = 26*2 = 52 (actual span /dp) = 15.2Hence safe.

STAIRCASE DESIGNa)Data collected: Type of staircase = Dog legged staircase with waist slab, Treads and Rises Number of steps in the flight = 10 Rise (R) = 150 mm Thread (T) = 230 mWidth of landing beams (W) = 230 mmMaterials used = M 15 grade concrete = Fe415 steel HYSD barsb) Effective Span:Effective span = (10*230) + 230 = 2530mm (or) 2.53Thickness of waist slab = span / 20 = 126.5 mm Adopt overall depth (D) = 130 mm Effective depth (d) = 105 mm c) Load Calculation:Dead load of slab on slope (WS) = (0.130*1*25)= 3.25 KN/m Dead load of slab on horizontal span W = (WS(R2+T2)1/2 )/ T = ( 3.25* (1502 + 2302)) /230 W = 3.88 KN/m Dead load at one step = (0.5*0.15*0.23*25) = 0.43 KN/mLoad of steps per metre length = ( 0.86*1000) / 230 = 1.86 KN/m Finishing load = 0.53 KN/m Total dead load = (3.88+1.86+0.53) = 6.27 KN/m Service live load = 3KN/m Total service load = (6.27+3) = 9.27 KN/m Factored load WU = (1.5 * 9.27) = 13.905 KN/m

e)Bending Moments:Maximum B.M at centre of span M = 0.125*WUL2 = 0.125*13.905*(2.53)2 = 11.13 KN-mCheck for depth of waist slab d = (Mu / 0.138 fck b) = ( 16.695*106 / 0.138*15*1000) = 90 mmf) Main Reinforcement: Mu =(0.87fy Ast d) [1- Ast fy / bdfck]( 11.13*106) =(0.87*415*Ast*125)[1-415Ast/ 1000*105*15] =37910.25Ast - [2.635*10-4 Ast * 37910.25Ast] Ast = 320mm2g) Distribution Reinforcement:0.12% of bd Ast = 0.12/100 *1000*130 = 156mm2

Design using SP-16 charts (MU / bd2) = (16.695*106) / (1000*1052) = 1.51Refer table 1 in SP-16 design table for corresponding fck =15 N/mm2 and read out the percentage of reinforcement as Pt = 0.487 Ast = Ptbd/100 = ( 0.487*1000*105 )/100 = 511.35 mm2/mThe reinforcement quantity is same as that obtained by analytical method.

DESIGN OF FOOTINGa)Data:Ultimate column load , Pu = 1200 KNBreadth b = 230 mmDepth d = 380 mmSafe baring capacity of soil = 250 KN/m fck = 15 N/mm fy = 415 N/mmb)Size of footing:Load of column = 1200 KNSelf weight of footing = 10% load of column = 120 KNTotal factored load Wu= 1320 KNFooting Area = 1320/(1.5250) = 3.52 mSize footing = 2 mUpward soil pressure of service loads 1320/(22) = 330 KN/m < 1.5 250 330 < 375 KN/mHence it is safec) Factored soil pressure:Pu = 1.5 330 = 495 N/m = 0.495 KN/m d) Factored Moments:Cantilever projection from the short side face of the column = 0.38 (2 0.38) = 0.62 mCantilever projection from the long side face of the column = 0.38 (2- 0.23) = 0.67Bending moment at short side face of column is 0.5 Pu L = 0.5 495 0.62 =95.139 KNmBending moment at long side face of column is 0.5 Pu L = 0.5 495 0.67 =111.103 KNme) Depth of footing:a)From moment considerationMu = 0.138 fck b d d = Mu/ 0.138 fck b = 111.103 / (0.138 15 1000) = 230 mmb)From shear consideration Provide eff depth d = 230 mm D = 320 mmf) Reinforcement in footing: Mu = 0.87 fy Ast d (1- Ast fy /bd fck)111.103 106 = 0.87415Ast 230 (1- Ast415/151000380) 111.103 106 = 83041.5 Ast ( 1-7.28 10-5) Ast = 1500 mmProvide 12 mm bar Ast = d/4 = 113.097 mmNo of bars = 14 NosAst provide= 14 d/4Spacing = 113.097/1583.36 1000 = 71 say 100 mm c/cProvide 14 Nos of 12mm bars @ 100 mm c/cg)Check for shear stress:a)One way shear The critical section for one way shear is located at a distance "d" from the force of the column factored shear force per m widthVu = ( 495 1.05 ) = 519.75 KN ( 100 Ast / bd ) = 100 1500 / 1000 380 = 0.46 %Permissible shear stress (ks c ) vu = 495 10/ (2000 380) = 0.65 N/mm c = 0.35+ ( 0.45 0.35)/(0.50-0.25) (0.46-0.25) = 0.44 N/mmSince ks c > vu, shear stress are with in safe permissible limitsb)Two way shear The critical section for two way shear is located at a distance of "0.05" from the force of the column Shear force on critical section Vu = (22) (0.67 0.67) 111.103 = 394.54 KNPeriphery of the critical section Bo = 2 (0.62 0.62) = 0.77 v = ( Vu/ Bo d) = 394.54 10/(770380) = 1.34 N/mmPermissible shear stress (ks c ) c = 0.25 fck= 0.968 N/mmPermissible shear stress = 1.5 c = 1.5 0.968 = 1.45 N/mmHence the footing is safeCONCLUSION The present study was undertaken in the project of Multistoried -Residential Building. The total area of the building is 1050m2.From car parking to 4th floor we have designed the above project. It has been observed that AUTO CADD and STADD-Pro software techniques have helped for proper planning for the building.