3D-Dynamic Building Design with Shear Walls

1. بسم الله الرحمن الرحيم AN-NAJAH NATIONAL UNIVERSITY ENGINEERING COLLEGE Civil Engineering Department Graduation project " 3D-DYNAMIC BUILDING DESIGN INCLUDE SHEAR WALLS " Prepared By Ra`fat Amarneh Hammad Judeh Nidal Abu-Baker Instructor Dr.Imad Al-Qasem

2. Abstract Firstly the building designed under a static load by both, hand calculation and SAP 2000 v.12 program, after that it is analysis for dynamic by exposing the building lateral load; finally the building is redesigned by using shear walls. This project is a design of an office building which located in Ramallah city. This building is consisted of seven stories.

4. 3D of the building

5. Contents Chapter One: Introduction 1-1 About the project 1-2 Philosophy of analysis & design 1-3 Materials 1-4 Loads 1-5 Codes Chapter Two: Design of floor system 2-1 Slab systems 2-2 Floor system 2-3 Thickness of the slab 2-4 Design of rib 2-5 Shear design of rib

6. Contents Chapter Three: Beams 3-1 Beams system 3-2 Shear design of beams Chapter Four: Columns 4-1 Introduction 4-2 Types of columns 4-3 Column groups 4-4 Group design 4-5 Summary

7. Contents Chapter Five: Footing 5.1 Footing system 5.2 Footing groups 5.3 Groups design 5.4 Structural analysis program modal for footing F4 5.5 Summary of footing group 5.6 Tie beam Chapter Six: Dynamic Analysis 6.1 Introduction 6.2 Static Analysis 6.3 Required dynamic analysis 6.4 Summary Comment

8. Contents Chapter Seven: Redesign the Building with Shear Walls 7.1 Introduction 7.2 Design of walls 7.3 Design of Slabs 7.4 Design of beams 7.5 Design of Columns 7.6 Design of Footings

9. INTRODUCTION • About the project: The building in Ramallah, is an office building consists of seven floors having the same area(600m2) and height(3.5m), the first floor will be used as a garage(4m). • Philosophy of analysis & design: • Sap 2000v12 is used to analysis of building. • Ultimate design method is used to design the building.

10. INTRODUCTION • Materials of construction: • Reinforced concrete: unit weight= 2.5ton/m3 fc= 250 kg/cm2 But for columns fc = 300 kg/cm2 • Fy =4200 kg/cm2 • Block density = 1.4 ton/m3 • Stone density = 3 ton/m3 • Soil capacity = 4.0 kg/cm²

11. INTRODUCTION • loads: • Live load: LL=0.4 ton/m2 • Dead load: Owen weight=(Calculated By SAP) • SID= 0.3 ton/m2 • Earthquake load: its represents the lateral load that comes from an earthquake.

12. INTRODUCTION • Code Used: American Concrete Institute Code (ACI 318-05) • Combination: Ultimate load= 1.2D+1.6L

13. SLAB • One way ribbed slab is used : (L/B)=(21.38/5.63)= 3.8 > 2 Thickness of slab: hmin = Ln/18.5 =533/18.5=28.81cm Use h=30cm. Slab consists of two strips (strip 1 & 2)

16. cross section in ribbed slab

17. SLAB • Design of Slab : • Rib 1 :

18. SLAB M-ve. =3.02 ton.m ρ = ρ= 0.0094 As = ρ* b* d = 3.52 cm2 Use (2Φ16) M+ve. =2.24 ton.m ρ= 0.00175 As = ρ* b* d = 2.41 cm2 Use (2Φ14)

19. SLAB Shear Design Vu = 3.05 ton at distance d from support Shear strength of concrete Vc=1.1* 0.53 * * bw* d = 3.45 ton min. Vs = 3.5 * bw* d = 1.31 ton Vc<Vu <Vc + min. Vs So use minimum shear reinforcement. S= use stirrups Φ8 Use 1Φ8 / 40 cm .

20. BEAMS • BEAMS SYSTEM: Beams will be designed using reaction method (Loads from slab reactions), all the beams are dropped.

22. BEAMS Design of beam 2: DL(ton/m) LL(ton/m)

23. BEAMS S.F.D(ton) B.M.D(ton.m) Reinforcement

24. BEAMS • Design of Beam 2: • M-ve = 49.65 ton.m • ρ = 0.0087 • As = 19.39 cm2 Use (8Φ18). • M+ve = 47.3 ton.m • ρ = 0.0083 • As = 18.38 cm2 Use (8Φ18)

25. BEAMS Check shear for B2 • Vu =42.95 ton. • min. Vs = 3.5 * bw* d = 7.77 ton . • Vc<Vn<Vc + min. Vs • Vc + min. Vs = 18.6 + 7.77 =19.7 ton. • Use Φ10  S = 70 cm  not Ok . use Smax • Smax= d/2 < 60cm if Vs<1.06 * * b * d Or Smax= d/4 < 30cm if Vs>1.06 * * b * d Here Vs<1.06 * * b * d  S=d/2=74/2=37 cm • Use 1Φ10 /30 cm .

26. BEAMS • Summary:

27. COLUMNS • Columns System : • Columns are used primarily to support axial compressive loads, that coming from beams that stand over them. • 24 columns in this project are classified into 2 groups depending on the ultimate axial load. • The ultimate axial load on each column from the reactions of beams. .

28. .

29. COLUMNS .

30. COLUMNS Design columns in group (1): Maximum ultimate load at C3 =381.22 ton. Use ρ=1.5 % lie between (1-8) % ok Pnreq =Pu/Ф = 381.22/0.7 = 544.6ton. Pn=.8 Po =0.8 (0.85* fc*Ac + As Fy) 544.6*103 = 0.8[(0.85*300(Ag -0 .015Ag) + 0.015*Ag*4200] Ag = 2166.77 cm2 Use 30 x 75 Ag=2250 cm2 As = 0.015*30*75 = 33.75 cm2 Use (14 Ф18) .

31. Summary of Columns: .

32. FOOTING : • Footing System: • All footings were designed as isolated footings. • The design depends on the total axial load carried by each column. • Groups of footings :

33. FOOTING : Summary

34. FOOTING : • Group 2 using sap :

35. FOOTING : • Group 2 using sap : • Moment per meter= (128.75/3) = 42.9 ton.m/m • Compare it with hand calculation Mu= 44.5 ton.m • % of error = (44.5-42.9)/44.5 = 3.5 % ok

36. Tie Beam Design: • Tie Beam Design: • Tie beams are beams used to connect between columns necks, its work to provide resistance moments applied on the columns and to resist earthquakes load to provide limitation of footings movement. • Tie beam was designed based on minimum requirements with dimensions of 30 cm width and 60 cm depth.

37. Tie Beam Design: Tie beam 1 : DL(ton/m) S.F.D(ton)

38. Tie Beam Design: Tie beam 1 : B.M.D(ton.m) Reinforcement

39. DYNAMIC ANALYSIS In this chapter the investigation of building in static and dynamic analysis is very important by using manual and SAP results the building is exposed to EL-Centro earthquake in dynamic analysis, the building consists of seven stories but in this chapter the analysis will be made for one, three, seven and ten stories, and the comparison made between them.

40. DYNAMIC ANALYSIS Static Analysis • Reactions Reactions from tributary area & from SAP for 3 storey building. Reactions from tributary area & from SAP for 7 storey building

41. DYNAMIC ANALYSIS Reactions from tributary area & from SAP for 10 storey building There are differences between the values of reactions in columns from tributary area and from SAP, this because the assumption that the building is rigid , and the true that the building is semi rigid.

42. DYNAMIC ANALYSIS Manual Reactions & Reactions from SAP (3story building).

43. DYNAMIC ANALYSIS Manual Reactions & Reactions from SAP (7story building).

44. DYNAMIC ANALYSIS Manual Reactions & Reactions from SAP (10 story building).

45. DYNAMIC ANALYSIS • These figures show a linear graph between the reactions from manual and SAP, the correct equations with no difference must be( Y=X), but the fact that the reactions are different from SAP and manual, so these figures show these differences, if the three equations for the graphs checked; the conclusion that the coefficients of ( X) decrease; and get closer to one and this is good because the equation get closer to (Y=X) and this means the percentage of difference decreases when the number of floors increases .

46. DYNAMIC ANALYSIS • The building will be analyzed due to an earthquake of (0.2 g) amplitude with duration and frequencies similar to El-Centro earthquake and comparing the results with static results.

47. DYNAMIC ANALYSIS Periods For Building :( 2, 3, 7&10 floors): T = Rayleigh equation. Where: M: mass of floor (ton). F: earth quake force (KN). : Deflection for floor (m). • The building was exposed to earth quake in the wake direction (X- direction), and this the periods in this direction.

48. DYNAMIC ANALYSIS periods for 1 storey building periods for 3 storey building

49. DYNAMIC ANALYSIS periods for 7 storey building

50. DYNAMIC ANALYSIS periods for 10 storey building