Presentation on BNBC 2015
- 1. Presentation on BNBC 2015 Comparison with BNBC 2006 Souptik Barman Tirtha Structural Engineer Building Design Consultant Retrofit Design Consultant Detail Engineering ExpertJune 2018
- 2. Volume 1 PART 1 Scope And Definition PART 2 Administration And Enforcement PART 3 General Building Requirements, Control And Regulation PART 4 Fire Protection PART 5 Building Materials Volume 2 PART 6 Structural Design Volume 3 PART 7 Construction Practices And Safety PART 8 Building Services PART 9 Addition, Alteration To And Change Of Use Of Existing Buildings PART 10 Signs And Out-Door Display souptik's 2
- 3. PART 6 CHAPTER 1: Definitions And General Requirements CHAPTER 2: Loads On Buildings And Structures CHAPTER 3: Soils And Foundations CHAPTER 4: Bamboo CHAPTER 5: Concrete Material CHAPTER 6: Strength Design Of Reinforced Concrete Structures CHAPTER 7: Masonry Structures. CHAPTER 8: Detailing Of Reinforced Concrete Structures. CHAPTER 9: Prestressed Concrete Structures CHAPTER 10: Steel Structures CHAPTER 11: Timber CHAPTER 12: Ferrocement Structures CHAPTER 13: Steel-Concrete Composite Structural Members APPENDICES souptik's 3
- 4. souptik's 4 Here I will discuss only our point of interests. The points which an engineer have to adopt first
- 5. Minimum Uniformly Distributed and Concentrated Live LoadsTable 6.2.3 souptik's 5
- 6. Table 6.2.3: Minimum Uniformly Distributed and Concentrated Live Loads souptik's 6
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- 9. Wind Load Calculation Method 2: Analytical Procedure souptik's 9
- 10. Guest Factor No chart- Use Formula Topographic factor Velocity Pressure souptik's 10
- 11. Design Wind Loads on Enclosed and Partially Enclosed Buildings souptik's 11
- 12. Table 6.2.10 Is used for Gust co-efficient factor souptik's 12
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- 15. Seismic Calculation Divided by 4 seismic Zone Seismic Zone Coefficient Z for some important Towns of Bangladesh are given in Table 6.2.15 souptik's 15
- 16. Spectral Acceleration Here Cs can be calculated Η = 1 for 5% damping souptik's 16
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- 18. Need to consider during seismic evaluation of building Response modification factor souptik's 18
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- 21. Deflection and Storey Drift for Seismic force 1 1.4D 2 1.2D + 1.6(L + H) + 0.5Lr 3 1.2D + 1.6Lr + (1.0L or 0.8W) 4 1.2D + 1.6W + 1.0L + 0.5Lr 5 1.2D + 1.0E + 1.0L (1.2D + Ev ) + 1.0E(X) + 0.3E(Y) + 1.0L (1.2D + Ev ) + 1.0E(Y) + 0.3E(X) + 1.0L (1.2D + Ev ) + 1.0E(X) - 0.3E(Y) + 1.0L (1.2D + Ev ) + 1.0E(Y) - 0.3E(X) + 1.0L (1.2D + Ev ) - 1.0E(X) + 0.3E(Y) + 1.0L (1.2D + Ev ) - 1.0E(Y) + 0.3E(X) + 1.0L (1.2D + Ev ) - 1.0E(X) - 0.3E(Y) + 1.0L (1.2D + Ev ) - 1.0E(Y) - 0.3E(X) + 1.0L 6 0.9D + 1.6W 7 0.9D + 1.0E (0.9D - Ev ) + 1.0E(X) + 0.3E(Y) (0.9D - Ev ) + 1.0E(Y) + 0.3E(X) (0.9D - Ev ) + 1.0E(X) - 0.3E(Y) (0.9D - Ev ) + 1.0E(Y) - 0.3E(X) (0.9D - Ev ) - 1.0E(X) + 0.3E(Y) (0.9D - Ev ) - 1.0E(Y) + 0.3E(X) (0.9D - Ev ) - 1.0E(X) - 0.3E(Y) (0.9D - Ev ) - 1.0E(X) + 0.3E(Y) (0.9D - Ev ) - 1.0E(Y) - 0.3E(X) souptik's 21
- 22. R.C.Cstructuralmembershave been designed as per paragraph 2.7.5.1 Ev = Vertical Earthquake load = 0.5(ah)D Ah = expected horizontal peak ground acceleration for design. = (2/3) ZS Thus Ev = 0.5 x (2/3x0.2x1.15) xD= 0.077D In load combination (1.2D+Ev) = 1.277D (0.9D-Ev) = 0.823D souptik's 22
- 23. souptik's 23 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 DHAKA CHITTAGONG GAZIPUR MANIKGANJ MUNSHIGANJ WIND VELOCITY 2006 2015
- 24. Sample calculation on BNBC 2006 and BNBC 2015 Assume Building length = 30m Building width = 50m Building Height = 30m Ground floor 4m and typical floor 3.3m each. Location of the building is in Dhaka souptik's 24
- 25. Designed wind pressure according to BNBC 2006 REF. Velocity pressure co-efficient Cc 0.0000472 Section 2.4.6.2 Structure importance co-efficient CI Special occupancy structures 1 Table-6.2.9 Basic wind speed Vb Dhaka 210 Km/hr Table-6.2.8 Building information h L B 17.2 50.00 50.00 Cpe NS direction 1.40 Table-6.2.15 Cpe EW direction 1.40 Table-6.2.15 Height Cz (T-6.2.10) Cg (T-6.2.11) P (NS) P (EW) F(NS) F(EW) z Exposure A Exposure A KPa KPa KN KN 0 0.368 1.418 1.521 1.521 152.1 152.1 4 0.368 1.418 1.521 1.521 277.5 277.5 7.3 0.436 1.418 1.800 1.800 296.9 296.9 10.6 0.497 1.418 2.054 2.054 338.9 338.9 13.9 0.565 1.418 2.335 2.335 385.2 385.2 17.2 0.624 1.418 2.579 2.579 309.4 309.4 souptik's 25
- 26. Wind load according to BNBC 2015 Ref. Natural Frequency 2.0 s "seismic evaluation" The Building is RIGID Design Wind Pressure qh 3.65 When wind normal to B Location Level z qGCp qiGCp p+ p- Wind RD 0 0.97 0.66 1.62 0.31 Ward 1F 4 0.97 0.66 1.62 0.31 2F 7.3 1.13 0.66 1.79 0.48 3F 10.6 1.63 0.66 2.28 0.97 ROOF 13.9 1.91 0.66 2.57 1.26 RFT 17.2 2.39 0.66 3.04 1.73 --- 0 0.00 0.66 0.66 -0.66 LW … ALL -1.49 0.66 -0.84 -2.15 SW … ALL -2.09 0.66 -1.43 -2.75 ROOF … H -0.72 0.66 -0.06 -1.37 Design Wind Pressure qh 3.65 When wind normal to L Location Level z qGCp qiGCp p+ p- Wind RD 0 0.97 0.66 1.62 0.31 Ward 1F 4 0.97 0.66 1.62 0.31 2F 7.3 1.13 0.66 1.79 0.48 3F 10.6 1.63 0.66 2.28 0.97 ROOF 13.9 1.91 0.66 2.57 1.26 RFT 17.2 2.39 0.66 3.04 1.73 --- 0 0.00 0.66 0.66 -0.66 LW … ALL -1.49 0.66 -0.84 -2.15 SW … ALL -2.09 0.66 -1.43 -2.75 ROOF … H -0.72 0.66 -0.06 -1.37 Ref. Vulnerability Assessment and Damage Prediction of Reinforced Concrete Buildings Against Non-Seismic Hazards (CNCRP) BNBC 2015 souptik's 26
- 27. souptik's 27 Wind load graphical representation 0.000 0.500 1.000 1.500 2.000 2.500 3.000 3.500 4.000 0 5 10 15 20 25 30 35 2006 L 2006 B 2015 L 2015 B BUILDING IS RIGID
- 28. souptik's 28 Site Class Lower bound for Sa SC T 6.2.13 β Lower bound for Sa 0.15 2.5.4.3 Z Seismic zone coefficient 0.2 Fig. 6.2.24 I Structure importance factor 1 T 6.2.17 R Response reduction factor (Table 6.2.19) 5 T 6.2.19 TB Lower limit of the period 0.2 T 6.2.16 TC Upper limit of the period 0.6 T 6.2.16 TD Lower limit of the period 2 T 6.2.16 S Site dependent soil factor 1.15 hn building height 30 T Structure period 0.995 T-6.2.20 η Damping correction factor. Cannot be smaller than 0.55. 1 Cs Normalized acceleration response spectrum 1.73 2.5.4.3 d Damping ratio 0.05 Sa Coefficient of equation (6.2.14) of BNBC2015 0.046 eqn 6.2.34 k coefficient of equation 1.25 2.5.7.4 SEISMIC BNBC 2015
- 29. souptik's 29 Occupancy IV Standard Zone II hn Ct I S R Z T C 30 0.073 1 1.5 8 0.15 0.936 2.00 SEISMIC 2006 W Seismic weight 180050 KN V Base shear 8324.46KN 4.62% BNBC 2015 BASE SHEAR W Seismic weight 180050 KN V Base shear 6764.4 KN 3.757% BNBC 2006 BASE SHEAR
- 31. souptik's 31 0 5 10 15 20 25 30 35 0.0 1000.0 2000.0 3000.0 4000.0 5000.0 6000.0 7000.0 8000.0 9000.0 2006.0 2015 SEISMIC SHEAR FORCE