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DESIGN OF G+20 MULTISTOREY BUILDING

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PROJECT INCLUDES DESIGN OF g+20 MULTISTOREY BUILDING BOTH USING STAAD PRO AND MANUALLY IN PATNA

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DESIGN OF G+20 MULTISTOREY BUILDING

  1. 1. ``
  2. 2. A Project report on COMPUTER AIDED DESIGN AND ANALYSIS OF MULTISTOREY BUILDING(G+20) - USING STAAD- PRO Submitted in partial fulfillment of the requirement for the award of the degree of bachelor engineering in civil engineering Kumar Anjneya Indu Kumari ChowdhurY Under the guidance Mr. Anish
  3. 3. OBJECTIVE This project aims at preparing complete RCC design of G + 20 building in Patna. Analysis and designing will be carried out with the help of AutoCAD, STAAD and manually. Designs will be as per following codes: 1. IS 456: 2000 code for plain and reinforced concrete Indian Standard Plain and Reinforced Concrete code of Practice. IS 456: 2000 2. IS:875(1987) code of practice for design loads (other than earthquake) for buildings and structures a. Part 1 dead loads b. Part 2 imposed laods c. Part 3 wind load 3. IS 1893 ( Part 1 ) :2002 criteria for earthquake resistant design of structures
  4. 4. GENERAL  The building is a residential building, so there are wall inside buildings unlike commercial building.  Secondary floor beams are so arranged, that they acts as simply supported beams and the maximum numbers of main beams get flanged beam effect.  The main beams rest centrally on column to avoid eccentricity.  The floor diaphragms are assumed to be rigid.  Centre line distances are used in design and analysis.  Preliminary sizes are assumed.  For analysis purpose the beams are arranged to be rectangular so as to distribute slightly larger moments in columns.  Earthquake loads are the major lateral force acting on structure and is thus considered.  All the dimensions are in SI units.
  5. 5. INTRODUCTION  A combination of members connected together in such a way to serve a useful purpose is called Structure. 1. Load bearing structures A load-bearing wall or bearing wall is a wall that bears a load resting upon it by conducting its weight to a foundation structure. 2. Framed structure Frame structures are the structures having the combination of beam, column and slab to resist the lateral and gravity loads. Fig 1: Load bearing structure Source: http://www.understandconstruction.com/uploads/1/7 /0/2/17029032/3192994_orig.jpg Fig 2: Frame structure Source:https://encrypted- tbn1.gstatic.com/images?q=tbn:ANd9GcQL_Mi07nFP4L 37DY_25BIgQD8M5NBLk8GdWF4mk15fFelM1V61
  6. 6. The major advantages are:- 1.Thin panels 2.Speed in construction 3.Freedom in planning 4.Better resistant to vibrations Continued….
  7. 7.  PROGRESS OF WORK The whole work have been done in following steps: 1. Preparation of plans of building using AUTOCAD and locating beams, columns and providing floor beams as per requirement. 2. Loads calculation and design done. 1. Manually 2. STAAD-pro .
  8. 8. DESCRIPTION OF THE BUILDING  The building designed is a multi storey residential building i.e.G+20. The building is rectangular in shape.  The ground floor is left as a parking space for 80 flats of the building.  Every floor has 4 flats, two 2bhk and two 3bhk.  Plans of all the floors are identical.  Orientation of building is in such a way that the front is facing towards south.  The building has been designed as a RCC framed structure and the type of wall is a brick wall.  Details of the building has been discussed in two parts 1.Description of the plans 2. Description of the elevation
  9. 9. SL.NO DESCRIPTION VALUE 1. Carpet area 401.91sq metre 2. Built up area 510.60sq metre 3. Super built up area 664.35 sq metre • Length of the building 23.466m • Breadth 23.41m. • Two 2bhk and two 3 bhk on each floor -In every flat there is one master bedroom with attached washroom. • Stairs from three sides to serve as subsidiary route for going to roof and other floors, In case of emergency and others cases like maintenance, painting etc. • Lift has been provided too along with stairs. • Between two 3bhk there is hallway, and similar with 2bhk flats. DESCRIPTION OF THE PLAN
  10. 10. • G+20 building. • Total height 70.4088m (231ft). • Height of each floor is 3.35 m (11ft). • No plinth level as the ground floor rests directly on earth(ground). • 3ft height parapet on roof. DESCRIPTION OF THE ELEVATION
  11. 11. P L A N
  12. 12. FRONT VIEWLEFT SIDE RIGHT SIDE ELEVATION
  13. 13. LOAD CALCULATION LOAD CALCULATION Gravity load calculations (self weight of members, wt. of walls) Lateral load calculations(wind load/ earthqauke)
  14. 14. LOAD TRANSFER MECHANISM IN STRUCTURE 1. Gravity Load Path 2. Lateral Load Path
  15. 15. CALCULATION OF GRAVITY LOADS Our multistorey building has 21 floors including ground floors. Loads on every floors(except roof),and lintel levels are same so we will be dividing the load calculations in three steps. 1.Loads on roof level 2.Loads on lintel beams 3.Loads on floor. LOADS ON ROOF LEVEL Load on the roof consists of parapet load, roof floor slab load self wt. Of beam. Load calculation of slab on roof has been done as per triangular and trapezoidal rule load distribution as per is 456. SLAB LOAD Dead load on slab = 0.127*25 (density of concrete as per is 456 ) Water proofing = 2kN/m2 Floor finish = 1 kN/m2 TOTAL DEAD LOAD = 6.175 kN/m2 Live load = 1.5 kN/m2 Wall load Wall thickness =254mm Ht. of parapet =0.9144m Unit wt. of wall = 21.20 KN/m3 (as per is 875 part1) Unit wt. of plaster = 20.40 KN/m3 (as per is 875 part1) Load of wall = 0.254*21.20+2*.012*20.40= 5.8744KN/m2 Beam load Width of beam=250mm Depth of beam=450mm Load of beam=0.250*0.450*25= 2.8125KN/m Floor beam= 0.125*0.450*25=1.4062 5KN/m
  16. 16. LOADS ON LINTEL LEVEL  Load on lintel level of 20th floor  Beam load=0.250*0.150*25=0.9375kN/m  F.B.(C1Q-C2Q)=0.125*0.150*25=0.46875KN/m  Wall on f.b.=0.127*21.20+2*0.012*20.40=3.182KN/m 2  Wall load=5.8744KN/m2  Ht. of wall above lintel= we took 4’ wall  Converting wall load to udl=5.8744*1.2192= 7.16KN/m  Wall load on F.B.(C1Q-C2Q)= 3.182*1.2192=3.879 KN/M  Net load on lintel beam (beam+wall) =0.9375N+7.162=8.0995 KN/m  Net load on F.B.(C1Q-C2Q) (beam+wall)= 4.34775KN/m LOADS ON FLOOR We will only calculate extra load due to wall and not slab because we have already calculated load due to slab earlier & parapet on floor level. So for places where there are parapet we will be taking only 4’ wall height because on roof level we have taken 3’ parapet so when we add to it 4’(1.2192m) wall height it will give wt. of 7’ wall. At the balcony side it will be only 3’ wall ht. railing so no need of extra load to be added to roof load to get floor load. Wall load =.254*21.20+2*.012*20.40=5.8744KN/m2 Extra load to be added on beam that carried parapet on roof=5.8744*1.2192=7.162068KN/m Extra load on to be added on beam not carrying parapet on roof (wall 7’)=5.8744*2.1336=12.5336KN/m Extra load on to be added on F.B. (C1Q- C2Q)=3.182*2.1336=6.789KN/m On balcony side no extra load due to wall.
  17. 17. FLOOR HEIGHT K2 VZ PZ 1 3.35 0.82 38.54 891.198 2 6.7 0.82 38.54 891.198 3 10.05 0.82 38.54 891.198 4 13.4 0.854 40.138 966.635 5 16.75 0.896 42.112 1064.052 6 20.1 0.9105 42.7935 1098.77 7 23.45 0.92725 43.58075 1139.529 8 26.8 0.944 44.368 1181.112 9 30.15 0.96045 45.14115 1222.634 10 33.5 0.9705 45.6135 1248.355 11 36.85 0.98055 46.08585 1274.343 12 40.2 0.9906 46.5582 1300.599 13 43.55 1 47 1325.4 14 46.9 1.0107 47.5029 1353.91 15 50.25 1.0204 47.9588 1379.52 16 53.6 1.02576 48.21072 1394.564 17 56.95 1.03112 48.46264 1409.023 18 60.3 1.03648 48.71456 1423.86 19 63.65 1.04185 48.96695 1438.65 20 67 1.0472 49.2184 1453.47 21 70.4088 1.05265 49.47455 1468.606 WIND LOAD AS LATERAL LOADS Wind load calculation Wind load is a lateral force and acts at nodes only so it is a nodal force. The wind speed in the atmospheric boundary varies with the height from zero at ground level to maximum at the height called gradient height. The variation with height depends primarily on the terrain conditions.. TABLE SHOWING VARIATION OF PZ WITH HEIGHT Design wind speed= Vz = Vb X K1XK2XK3 K1= Probability factor=1 (is 456 part3 table 1) K2= varies with height terrain category III, Class C= Varies with height (is 456 part3 table no.2 pg no. 12) K3 = topography factor = 1 (IS 456 5.3.3) DESIGN WIND PRESSURE Pd = 0.6 Vz^2 Vz= 47 x 1 x k2 x1= 47 k2.
  18. 18.  AREA CALCULATION FOR WIND LOAD  1.Area for front columns and wall portion  C1R12-C3R12-C5R12 , C9R12-C11R12-C13R12  Area for C9R12-C11R12-C13R12 column portion is same  as the C1R12-C3R12-C5R12 column portion because of  symmetricity so we will calculate area for C1R12-C3R12-C5R12 column portion only.  The influence area for C1R12-C3R12-C5R12 column portion is as following figure Force on the individual member F= (Cpe- Cpi) x A X Pd ( is 456 part 3, 6.2.1) Where Cpe= external pressure coefficient. Cpi= internal pressure coefficient A= area Pd= design wind pressure Calculating Cpe As per is 456 part 3 table no. 4 pg.no. 14 L= 23.466M B= 23.14M H= 70.4088M We have h/w = 70.4088/ 23.41 =3 ; here (3/2)< h/w < 6. Now l/w = 1.00239 >1 and <(3/2) From table as per plan side angle Cpe- Cpi value Aa 0 0.8-(- 0.5) 1.3 90 -0.8- 0.5 -1.3 Bb 0 -0.25- 0.50 -0.75 90 -0.8- 0.5 -1.3 Cc 0 -0.8- 0.5 -1.3 90 0.8-(- 0.5) 1.3 Dd 0 -0.8- 0.5 -1.3 90 -0.25- 0.5 -0.75 Calculation of Cpe-Cpi Maximum values are as follow for aa side = 1.3 pressure For bb sides = -1.3 suction For cc side = 1.3 pressure For dd side = -1.3 suction For medium and large openings 6.2.3.2 pg- 36 IS 875 PART 3 Cpi= +/- 0.5
  19. 19. NODES PZ Cpe F(N) C1R1F1 891.198 1.3 2605.59 LINTEL 891.198 1.3 4095.037 C1R1F2 891.198 1.3 4095.037 LINTEL 891.198 1.3 4095.037 C1R1F3 891.198 1.3 4095.037 LINTEL 928.9 1.3 4268.277 C1R1F4 966.635 1.3 4441.668 LINTEL 1015.703 1.3 4667.133 C1R1F5 1064.052 1.3 4889.298 LINTEL 1081.411 1.3 4969.062 C1R1F6 1098.77 1.3 5048.826 LINTEL 1119.15 1.3 5142.47 C1R1F7 1139.529 1.3 5236.113 LINTEL 1160.321 1.3 5331.649 C1R1F8 1181.112 1.3 5427.184 LINTEL 1201.873 1.3 5522.582 C1R1F9 1222.634 1.3 5617.979 LINTEL 1235.495 1.3 5677.073 C1R1F10 1248.355 1.3 5736.165 LINTEL 1261.347 1.3 5795.862 C1R1F11 1274.343 1.3 5855.582 LINTEL 1287.471 1.3 5915.903 C1R1F12 1300.599 1.3 5976.226 LINTEL 1312.7 1.3 6031.83 C1R1F13 1325.4 1.3 6090.186 LINTEL 1339.655 1.3 6155.688 C1R1F14 1353.91 1.3 6221.189 LINTEL 1366.715 1.3 6280.028 C1R1F15 1379.52 1.3 6338.867 LINTEL 1387.042 1.3 6373.43 C1R1F16 1394.564 1.3 6407.994 LINTEL 1401.794 1.3 6441.213 C1R1F17 1409.023 1.3 6474.432 LINTEL 1416.442 1.3 6508.52 C1R1F18 1423.86 1.3 6542.608 LINTEL 1431.255 1.3 6576.588 C1R1F19 1438.65 1.3 6610.568 LINTEL 1446.06 1.3 6644.617 C1R1F20 1453.47 1.3 6678.666 LINTEL 1461.038 1.3 6713.44 C1R1F21 1468.606 1.3 2453.879
  20. 20. Wind load on roof for roof h/w=(70.4088/23.41)=3: roof angle=0° ( is456 part 3 table 5) ANGLE = 0° ANGLE =90° E -0.7 -0.9 F -0.7 -0.7 G -0.6 -0.9 H -0.6 -0.7 After checking for all combinations for max suction=Cpnet=- 1.4 ; No pressure will act only suction will act. Fnet=-1.4*1*1*1468.606=-2056.0484N/M2 (AT HEIGHT OF 70.4088 Pd=1468.606N/M2 Wind load on frame along G1 and C1 We have calculated influence area for nodes and on multiplying it with force above we get total force. Force on node Force (KN) C1R1 16.73 C2R1 11.999 C4R1 17.2860 C6R1 9.4699 C1R2 6.8538 C1R4 2.6705
  21. 21. WORKING WITH STAAD PRO STAAD or (STAAD-Pro) is a structural analysis and design computer program originally developed by Research Engineers International at Yorba Linda, CA in year 1997. In late 2005, Research Engineers International was bought by Bentley System Assumptions made in STAAD 1.Roof beams were also designed for the wall loads although there is no wall. 2.All beams were designed for wall loads even if some of them do not carry wall because selecting specific beams and assigning different load to it is a difficult job in STAAD. STEPS IN STADD PRO
  22. 22. DESIGN PROCEDURE WITH STAADPRO GENERATION OF STRUCTURE All columns = 0.70 x 0.70 m for earthquake case 0.65X0.65 m for wind load case All beams = 0.450x 0.250 m All slabs = 0.127m Parapet = 0.9 m height Physical parameters of building: Length = 23.368m Width =23.419m Height = 70.413m (1.0m parapet being non- structural for seismic purposes, is not considered for building frame height) Live load for all floors is 2kN/m2
  23. 23. Grades of concrete and steel used: Used M30 concrete and Fe 415 steel Generation of member property: Supports:
  24. 24.  LOADS 1.DEAD LOAD 2.LIVE LOAD 3.WIND LOAD 4.EARTHQUAKE LOAD DEAD LOADS LIVE LOADS DEAD AND LIVE LOADS TOGETHER ON STRUCTURE
  25. 25. WIND LOAD The wind load was generated using the primary load case tab in STAAD pro. First of all the wind load was defined as per IS code 875 part 3. The wind load varies with height and was calculated accordingly. The wind load being nodal load was assigned from bottom to top up to height of 70.413m.
  26. 26. The seismic load values were calculated as per IS 1893-2002. STAAD.Pro has a seismic load generator in accordance with the IS code mentioned. STAAD utilizes the following procedure to generate the lateral seismic loads. SESISMIC LOAD
  27. 27. The structure was analyzed for two cases a) when wind load acting b) when earthquake load is acting load combination taken were a) When wind load acting b) when earthquake load is acting Image when all loads were acting on structure 1.5(dl+ll)+wi 1.2(dl+ll+wi) 1.5(dl+ll)+el LOAD COMBINATION
  28. 28. ANALYSIS OF THE STRUCTURE The analysis of the structure starts with the concrete designing. The required values of the grade of the reinforcement as main bars and shear bars ,and stirrups were inserted in the concerned tabs as per is code 456. Commands for design of beams ,columns, slabs were given in the STAAD. Fy main = 415000 N/m2, Fy sec= 415000 N/m2, grade of concrete = M30. Reinforcement ratio = 4%. Considering the case of earthquake acting on structure The max reactions and stresses are as follow Considering the case of wind forces acting on structure The max reactions and stresses are as follow
  29. 29.  Beam no 3759  For earthquake load
  30. 30.  Beam no 3759  For wind loads
  31. 31.  SLAB NO. 8175
  32. 32.  Column no 189 (carrying max reaction at node 117)  Column has been designed for max loading i.e. earthquake loading case
  33. 33.  Post processing mode
  34. 34.  STAAD pro is capable of generating the reinforcement details for each and every column and beams making use of preset code.  The structure has been designed for two cases wind and earthquake loading case. But in case of the earthquake loading case the max reaction on the column is coming more than in the case of the wind load for patna region . so the designing has been done for the case of earthquake loading  Thus for the patna zone the earthquake will be the dominating load  The size of the column is coming around 700x700mm for 21 storey building.  The pattern of the shear bending for one of the sample beam no 3759 is same except that values are more in case of earthquake loading. CONCLUSION
  35. 35. 1.IS 456 2. IS 875 Part 1 for dead load Part 2 for live load Part3 for wind load 3.IS 1893 1.2002 CRITERIA FOR EARTHQUAKE RESISTANT 4.DESIGN OF STRUCTURES 5.Fundamentals for seismic design of rcc building by prof ARYA 6.Design of multistory building –by Bedabrata bhattacharjee nit Rourkela 7.Analysis of lateral loads –prof S.R. SATISH KR & A.R Santha kumar 8.Design of residential building guide 9.Load paths –builder’s guide to coastal construction. Fema home building guide 10.Design of a six storey building iit kharagpur B. Y.Shah department of applied mechanics ms.university of barorda. 11.Wind load distribution on framed structure –Hannah Davies,-mei mathematics in work completion zone. 12.Building frames ce iit kharagpur 13.Rcc project 5 storey building office –Andrew bartolini REFERENCES

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