Project on Market building

ACKNOWLEDGEMENT

We are team member of this project work render our sincere thanks to our beloved Principal Prof Er.G.RAJAGOPALAN,ME.for granting us permission to work on this project. We are render our sincere thank to Er.P.VETRISELVI,M.E.,Head of the department whoHas provide all the facilities to carry out the project successfully. Any success is not possible without the guidance.We take this auspicious moment to thank our guide Er.S.RADHA KRISHNAN,B.E.,For his valuable advice,Technical guidance and suggestion at each stage by the project. We render our thanks to Er.S.RADHA KRISHNAN B.E.,Er.VAIRAMANI B.E., Er.NEW JENY MARK B.E.,Er.KALAIVANI B.E., those who are the lectureres in civil department. Finally we are thank our Instructor and Attender Mr.P.DHANAPALAN who have been guided in many ways for computer for this project.

INTRODUCTION

INTRODUCTION

This project details with planning,designing and estimation of a MARKET BUILDING the site selected for the market building in kundur at Trichy district. The materials like stone,brick and sand in used for this building which are available from the near by area. The total estimated cost of the building is Rs Total plinth area of a building =

GENERAL DISCUSSION OF THE PROJECT WORK

GENERAL DISCUSSION OF THE PROJECT WORKDESIGN All these of roof slab,beam,column and footing are worked as per the specification mentioned in I.S CODE 456-2000 by limit state method.GENERAL AND DETAIL SPECIFICATION Specification are given for all the items of worth and solved.RATE The estimate to this project is been prepared on the basic of current schedule of rate (2014-2015) followed. By public work department,and high ways department In Trichy district.ESTIMATE It gives the detail measure of each item of the cost is worked but for each sub-head to the cost of whole prject, allowance for contingencies work charges,established tools,plants and other expenses are added. DRAWING All the drawings are prepared with full dimensions using suitable scale.The drawing is also enclosed.

SPECIFICATION

SPECIFICATIONThe following specifications Refer The Market building.FOUNDATIONIt shall of C.C.1:11/2:3 Using 40mm size broken stone R.C.C. 1.:2:4 for column.BASEMENTThe basement will be constructed in brick works of width of 200mm. The basement will be filled with clear river sand and will watered and consolidated.SUPER STRUCTUREThe super structure will be brick works in C.M.1:5 main walls, Partition walls in W.C. Bath and parapet walls are of 200mm.R.C.C WORKReinforce cement concrete works such as a roof slab, Lintels will be provided in C.C.1:11/2:3 mix by using 20mm size jelly as coarse aggregate. The concrete will be M20 grade and steel will be Fe415 grade.FLOORINGIt should mosaic tiles well polished and laid over a base concrete will be of C.C.1:4:8DOORS AND WINDOWSAll doors, windows and frames are country wood.PLASTERINGThe inner and outer walls will be plastered with C.M 1:5 of 12mm thick.PAINTINGThe entire shutters and bathrooms doors ate coated with good quality and approved colour of enamel paint

SYMBOLS

SYMBOLSfy - Characteristic strength of steelfck - Characteristic compressive strength of concreteLy - Length of longer side of slabD - Over all depth of beam or slabDreq - Effective depth of beam or slabWu - Design loadW - Total loadLeff - Effective span of beam or slab or columnMu - Bending momentB - Breadth of the slab or beam or column Ast - Area of tension steel Vu - design shear stress v - Nominal shear stressAsc - Area of cross section of single barK - Stiffness of memberv - shear stress in concretec - permissible shear stresscmax - Maximum shear stress with shear reinforcementAsv - Area of stirrupSv - Spacing of stirrupPu - Axial load on the memberS.B.C - Safe bearing capacity of soilM.R - moment of resistance

- Diameter of the barAg - Gross areaAsc - Area of longitudianal reinforcement for columnsM.F - Modification factorB.V - Basic value

DESIGN OF ANALYSIS

DESIGN OF SLAB

DESIGN OF SLABGIVEN:Size = 2000 mm X 3000 mmlx = 2mly = 3mly / lx = 1.5mImposed load = 2KN/m2Wheathering cause = 1 KN/m2DESIGN CONSTANTfck = 20 N/mm2fy = 415 N/mm2Q = 2.76B.V = 40 x 0.8 = 32M.F = 1.5CALCULATION:DEPTH REQUIRED FOR STIFFNESSdstiff (d) = Span / (B.V x M.F) = 2000 / (32 x1.5) d = 50 mmOverall depth (D) = d + cover + (1/2)dia = 50 + 20 + 5 D = 75 mmEFFECTIVE DEPTH For shorter span (dx)= D - cover (1/2) dia= 75 20 5 dx = 50 mmfor longer span (dy) = D - cover (1/2) dia - dia =50 - 20 5 10 dy = 40 mmEFFECTIVE SPANFor shorter span lex = 2 + 0.3 = 2.03 mFor longer span ley = 3 + 0.3 = 3.03 mLOAD CALCULATIONImposed load = 3 KN/m2 Floor finish = 1 KN/m2Self weight of slab = 1 x b x D x 25 = 1 x 1 x 0.075 x 25 = 1.875 KN/m2Total load (W) = 1.875 + 1 + 3 = 5.875 KN/m2Design load (Wu) = 5.875 x 1.5 = 8.812 KN/m2BENDING MOMENT CO-EFFICIENTly / lx = 3 / 2 = 1.5 mDESIGN OF INTERIOR PANELB.M at support shorter span Mux = x Wu lex2 = 0.041 x 8.812 x (2.03)2 = 1.488 x 106 N.mmB.M at support longer span Muy = y Wu lex2 = 0.024 x 8.812 x (2.03)2 = 0.871 x 106 N.mmDEPTH REQUIREDdreq = ax / Q x b =06 / (2.76 x 1000) = 30 mmdprov > dreq Hence is OkeyAREA OF STEEL FOR MAIN REINFORCEMENTMux = 0.87 fy Astx ( dx (fy Astx/ fck b)1.488 x 106 = 0.87 x 415 Astx (50 (415 Astx/ 20 x 1000)1.488 x 106 = 361.05 Astx (50 0.02075 Astx)7.4971 Astx2 - 18052.5 Astx + 1.488 x 106 = 0Astx = 85.45 mm2Spacing at middle strip ( Sx) Sx = (astx / Astx) x 1000 = (28 / 85.45) x 1000 = 320 mmProvided 6mm at a spacing of 320 mm c/c Muy = 0.87 fy Asty ( dy (fy Asty/ fck b)0.871 x 106 = 0.87 x 415 Asty (40 (415 Asty/ 20 x 1000)0.871 x 106 = 14442 Asty 7.491 Asty27.491 Asty2 14442 Asty + 0.871 x 106 = 0Asty = 62.32 mm2Spacing at middle strip ( Sy) Sy = (asty / Asty) x 1000 = (28 / 62.32) x 1000 = 450 mmProvided 6 mm dia bar at a spacing of 450 mm c/c.SPACING LIMITi. 3d = 3 x 50 = 150 mmii. 300 mmProvided 6 mm dia bar at a spacing of 150 mm c/c.AST FOR MINIMUM REINFORCEMENTAst min = 1.2D = 1.2 x 75Ast min = 90 mm2Spacing = (ast / Ast min) x 1000 = (28/90) x 1000 = 300 mmSPACING LIMITi. 5d = 5 x 50 = 250 mmii. 450 mmProvided 6mm dia bar at a spacing of 250 mm c/c.RESULT:Depth of the slab = 50 mmProvided 6 mm dia bar at a spacing of 150 mm c/c.Provided 6mm dia bar at a spacing of 250 mm c/c.

DESIGN OF BEAM

DESIGN OF BEAM

SIZE OF BEAM Clear span of the beam = 3m Assume the over all depth (D) = l/10 = 3000/10 D = 300mm Assume the effective cover = 40mm Effective depth of beam (d) = 300-40 d = 260mm breath of the beam (b) = (2/3) x d = (2/3) x 260 b = 180mmLOAD CALCULATION Self weight of the beam = 1xbxdx25 = 1x0.18x0.260x25 = 1.17 KN/m2 Load from slab = 7.5 KN/m2 Total load (W) = 8.67 KN/m2 Design load (Wu) = 8.67x1.5 = 13.005 KN/m2 Design dead load = 2x1.5 = 3 KN/m

EFFECTIVE SPANClear span + d (or) clean span + support wallle = 3+0.26 = 3.26mle = 3+0.23 = 3.23mDESIGN CONSTANT fck = 20 N/mm2 fy = 415 N/mm2 Q = 2.76DESIGN BENDING MOMENT BM at middle of the end span Mu1 = (Wud l2/ 12) + ( Wul l2/ 10) = (3x3.232/ 12) + (13x3.232/10) = 16.18 KN.mmBM at middle of the interior span Mu2 = (Wud l2/ 16) + ( Wul l2/ 12) = (3x3.232/ 16) + (13x3.232/12) = 13.25 KN.mmBM at support next to end support Mu3 = -(Wud l2/ 10) + ( Wul l2/ 9) = -(3x3.232/ 10) + (13x3.232/9) = -18.18 KN.mm BM at other interior support Mu4 = -(Wud l2/ 12) + ( Wul l2/ 9) = -(3x3.232/ 12) + (13x3.232/9) = -17.66 KN.mm Maximum bending moment = 18.18x106N.mmEFFECTIVE DEPTH REQUIRED dreq = ax / Q x b =06 / (2.76 x 180) = 200mm dprov>dreq Hence is o.k Mulimit = Qbd2 = 2.76x180x2602 = 33.58x106 N.mm Mu