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Final Presentation

United Arab Emirates University College of Engineering Department of Civil & Environmental Engineering. Final Presentation. Three Dimensional Simulation AND DESIGN OF RC HIGH RISE BUILDING. Thursday 31 st of December, 2009. First Semester, Fall 2009. Advisor: Dr. Aman Mwafy.

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Final Presentation

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  1. United Arab Emirates University College of Engineering Department of Civil & Environmental Engineering Final Presentation Three Dimensional Simulation AND DESIGN OF RC HIGH RISE BUILDING Thursday 31st of December, 2009 First Semester, Fall 2009 Advisor: Dr. AmanMwafy Examining Committee: Dr. BasemYousef Dr. AshrafBiddah Dr. KhaledElsawy

  2. Introduction • Problem Statement And Purpose. • Project And Design Objectives. • Outcomes And Deliverables. • Summary Of Design Process.

  3. Problem Statement And Purpose High-rise buildings, which represent high levels of financial investment, are constructed on an impressive timescale in the UAE. The major challenge in designing high-rise structures in this region is to arrive at a reliable and cost-effective design approach that enables these structures to withstand anticipated gravity, wind and earthquake loads at a reasonable cost.

  4. Project and Design Objectives • Project aims at developing a thorough in-depth understanding of the basic principles of designing high-rise buildings. • Combined 2-phase graduation project (I and II) includes planning, analytical modeling, load calculations, analysis and fully design of different reinforced concrete elements that constitute the overall structural system of a 52-story high-rise building.

  5. Design Process Requirements Specifications Conceptual Design Embodiment Design (Simulation Model) Detailed Design Summary of Design Process • Requirement: • Plan area: 1100 m2 • Total number of stories: 52 • Story height: 3.5 m • Use of the building: residential building • Used materials: normal and high strength material and reinforcing steel. • Specification: • Building should be design according to: • ACI 318-05 Code. • UBC-97 for calculating the earthquake loads. • IBC 2009/ASCE 7-05 for calculating the wind loads. • Structural Analysis programs: • CSI ETABS • CSI SAFE • PROKON

  6. Design Process Requirements Specifications Conceptual Design Embodiment Design (Simulation Model) Detailed Design Summary of Design Process • Conceptual Design: • The building should resist the significant lateral loads anticipated from wind and earthquakes. • Suitable structural system should be selected. • Factors in the conceptual design: • Regularity in layout and elevation • Uniform mass distribution • Continuity of vertical structural members • Rigidity of floor diaphragm to distribute loads between vertical members • Detailed Design: • Floor slabs • Conventional beams • Coupling beams • Stairs • Shear Walls • Foundation

  7. Summary Of Achievements In GPI • Proposed Conceptual Designs. • Selected Conceptual Designs. • Embodiment Design. • Final Deliverables.

  8. Proposed Conceptual Designs • Started by drawing the suitable model. • Defining the loads which affect the building. • Using ETABS to design an important members like the shear • walls. • Using SAFE software is using to design many important parts like designing slab systems and foundations. • Prokon software will help us for designing beams and solid slabs.

  9. Selected Conceptual Designs • The building should resist significant lateral loads • Suitable structural system should be selected. • Most Important Points: • Regular layout & elevation. • Mass distribution • Continues vertically

  10. Embodiment Design • Loads Calculations:

  11. Embodiment Design • Actions: Axial Force Action For load combination 1.2D + 1.0 EY +1.0L Moment from load combination 1.2D +1.6L Deformation of the ground story Building Drift

  12. Embodiment Design • Final Deliverables and preliminary Cost: • Verified three dimensional analytical models for a high-rise building . • Structural design of elements with various alternatives (Slabs). • Structural design of shear walls under all anticipated load combinations. • Structural design of different types of beams. • Structural design of a reliable foundation system. Total Cost of Structural System = 108,795,471 Dhs Approximate Estimation of the Finishing Cost = 2 * 108,795,471 = 217,590,942 Dhs Total Cost of the building = 326, 386,413 Dhs

  13. Design of Solid Slab • β = L long / L short = 6/5.52 = 1.0869 • I slab = 552 * 12^2 /12 = 79488 cm4 • I beam = 25 * 603^2 /12 = 450,000 cm4 • α = I beam/ I slab = 450,000/79488 = 5.66 • Assume ts = 12 cm • For α > 2: • h = Ln (0.8 + fy/1400) / 36 + (9 * β ) • h = 14.79 cm ≈ 15 cm 6 m 1 m strip 5.52 m

  14. Design of Solid Slab …..Cont’d Slab Loads: • WD = ts. γc+ F.C = 25 kN/m3 * 0.15 m + 5 kN/m2 = 8.75 kN/m2 • WL = 2 KN/m2 ……..( from ASTM 07 ) • Wu= 1.2WD+ 1.6WL =1.2 * (8.75) + 1.6 * (2) = 13.7 kn/m2 • Mo = load on the frame (Wu* L2)*(Ln^2 / 8) • Mo = 13.7 * 6 * 5.52^2 / 8 = 313.1 kN.m • - Moment = 0.65 * (313.1) = 203.5 kN.m • +Moment = 0.35 * (313.1) = 109.6 kN.m

  15. Design of Solid Slab …..Cont’d • The loads on the two way slab divide into the • two directions we use equations from the ACI • Code: • % of negative factored Moment at interior support to be resisted by col. Strip = 72.4% • % of positive factored Moment at interior support to be resisted by col. Strip = 72.4% - M = 0.724 * 203.5 = 147.334 kN.m +M = 0.724 * 109.6 = 79.35 kN.m b = 1000 mm ( width) d = ts– cover =150 - 20= 130 mm

  16. Design of Solid Slab …..Cont’d

  17. Design of Flat Slab Thickness of the Slab

  18. Design of Flat Slab…..Cont’d • Export 3 slabs from the ETABS model to the SAFE software • which are: • Ground Floor • Story 30 • Story 52 • introduce 4 strips in the X&Y direction to get the Max. Moment affect in • our slabs

  19. Design of Flat Slab…..Cont’d • Y direction • X direction

  20. Design of Flat Slab…..Cont’d • Moments from the slab strips • Ground Floor

  21. Design of Flat Slab…..Cont’d • We took the maximum moments in the X&Y directions for each • slab and use Prokon to get the area of the steel needed

  22. Design of Beams…Cont’d • Design of RC Section Requires Determination of: • 1. Concrete Dimensions • Beam width (b) • Depth of steel reinforcement (d) • Section height ….h = d + cover-to-center of steel • 2. Area of steel reinforcement (As ) • Ensure safety requirements (As)min ≤ As ≤ (As)max

  23. Design of Beams…Cont’d

  24. Design of Beams…Cont’d

  25. Design of Beams…Cont’d

  26. Design of Shear Walls…..Cont’d • Distribution of the • Shear Walls

  27. Design of Shear Walls…..Cont’d • Shear Walls thicknesses are changing gradually from bottom to the top of the high rise building as showing in this table: Sudden change may cause high stress at the point of change

  28. Design of Shear Walls…..Cont’d • We defined the 4 x-sections in ETABS Software as shown below: • Figure below is example of defining CORE1 at the First Floor:

  29. Design of Shear Walls…..Cont’d • After that we defined the type of steel which using in that x-section as showing below:

  30. Design of Shear Walls…..Cont’d Defining the section at bottom and top and we consider it same. That’s Icon used to check if the selection steel will give save model or no

  31. Design of Shear Walls…..Cont’d • When we design the x-section, we got many information about it and its reinforcement: 2 3 1 4

  32. Design of Shear Walls…..Cont’d “D/C” Ratio That’s mean demand over capacity ratio which its amount of steel needed on that x-section to what I already have. If “D/C” > 1 that’s mean that’s building is not safe because I need steel more than what I already have. If “D/C” < 1 that’s mean I used amount of steel more than I need. That’s mean when D/C ratio approaches zero that’s mean we consume more unused steel.

  33. Design of Shear Walls…..Cont’d Approximate value of “D/C” Ratio In Ground Levels: 0.75 < D/C < 1 In Medium Levels: 0.4 < D/C < 0.7 In Upper Levels: 0.2 < D/C < 0.35 We can’t change and decrease the amount of steel because depend on that cross section, I have minimum amount of steel which we can’t go below. (Will talk about it later)

  34. Design of Shear Walls…..Cont’d After the design, we calculated the minimum steel area in mm2 to know the limit of the steel which we use it in our x-section, and we used that 0.25% of the gross area of that cross section as showing below: As(min) = (0.25/100) X Ag

  35. Design of Shear Walls…..Cont’d We made a 3 trails of different types of steel to take the best solution and the most economic as possible and we can know that from the D/C ratio as shown below: Optimizations

  36. Design of Shear Walls…..Cont’d Summery Tables

  37. Coupling Beam • New mixed systems consists of steel beams and reinforced concrete shear wall, which represents a cost- and time-effective type of construction. • The concept that coupled core wall systems perform well in resisting lateral loads. • Steel coupling beams have been found to dissipate energy much more efficiently than the traditional concrete coupling beams.

  38. Coupling Beam Coupling Beams Between The Cores

  39. Coupling Beam After Run the building, we got the shear force acting on that beams

  40. Coupling Beam By clicking on that beam we got the shear and moment acting on that beam and we have to choose the maximum value of shear and moment to use it in designing that beam.

  41. Coupling Beam Here Example of data from ETABS Software.

  42. Design of Foundation Using SAFE Distribution Of Piles

  43. Design of Foundation Using SAFE • Total load (Pt) = 1176551 kN • Pile diameter (Dp) = 50 cm • Mat thickness (t Mat) =2.5 m • Bearing capacity (BC) = 150 kN/m2 • Foundation area needed = Bc/Pt =1176551/ 150 =7843.7 m2

  44. Design of Foundation Using SAFE • Area of Raft = 40x35 = 1400 m2 < 7843.7 m2 • Use pile foundation and raft. • Pile capacity( 50 cm diameter) = 1900 kN • Number of piles = Pt *Safety factor/ Capacity Pile • =1176551 x 1.2 / 1900 = 743 piles • Used number of pile is 780 piles • The minimum spacing should be used = 2.5 d = 2.5 * 0.5 =1.25 m • Used spacing is 1.5 m

  45. Design of Foundation Using SAFE • Calculate pile stiffness: • P = Δ*K • K=P/ Δ = 1900 kN/0.025 kN / m • Use K= 80000 kN/m • By Using SAFE Software, we distribute the number of piles and its dimension to be within the limit of raft foundation which equals 1.5 x the diameter of pile and the spacing equal 2.5 x the diameter

  46. Design of Stairs • Height of the floor is 3.5 m • Height of each part of the stairs will be 1.75 m • Length of each step = 30 cm • We need 22 steps for each floor. (11 steps for each direction)

  47. Design of Stairs • Loads Calculations for the Stairs: • Own weight of stairs = 25 kN/m3 * 0.15 m = 3.75 kN/m • Super Imposed = 5 kN/m2 • Dead Load = 3.75 + 5 = 8.75 kN/m2 • Live Load = 4.8 kN/m2 • Wu = 1.2 D.L + 1.6 L.L = (1.2 x 8.75) + (1.6 x 4.8) = 18.18 kN/m2 • For 1 m Strip: Wu = 18.18 kN/m • M acting on the stairs = (Wu x L2)/8 = (18.18 x 7.232)/8 = 118.79 kN.m

  48. Results • Solid Slab Reinforcement Using Hand Calculation • - M = 0.724 * 203.5 = 147.334 kN.m As = ρ*b*d = 0.0224*1000mm*130= 2912 mm2/strip 1 m # of bars = 485.33/113.09 ≈ 4@12/1m • +M = 0.724 * 109.6 = 79.35 kN.m • As = ρ*b*d • = 0.0126*1000mm*130= 1634 mm2/strip 1 m • # of bars = 272.33/113.09 ≈ 3@12/1m

  49. Results • Solid Slab Reinforcement Using PROKON

  50. Results • Flat Slab Reinforcement using PROKON

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