An- Najah National University Engineering Collage Civil Engineering Department

1. An-Najah National UniversityEngineering CollageCivil Engineering Department Graduation project: 3D Dynamic Design of Mythloon School Building Supervised by: Dr. Riyad Awad By :Kefah ,Mahmoud ,& Mohammed

2. Chapter One: Introduction

3. Project description • Mythaloon school building is to be constructed in Jenin. • It consists of three stories, each of 1029m2 area and 4m height. • Each story consists of class rooms ,laps ,meeting room ,and corridors.

4. Project description • From a structural point of view the structural elements, footings, columns, beams, and slabs will be designed statically firstly by hand and using SAP, and then dynamically by means of SAP. • There is a four construction joint divide structure into four parts: part A and part B. (symmetrical structure)

5. Construction materials • Concrete Fc = 280 Kg/cm2 (28 Mpa) ,ρ= 2500 Kg/m3 • Reinforcing Steel: Fy =4200 Kg/cm2 (420 Mpa) • Soil : Bearing capacity = 2.5 Kg/cm2……. 250KN/m2 • Unit weight of materials: Plain concrete = 23 KN/m3, Stone = 27 KN/m3, Blocks = 12 KN/m3, filling = 18KN/m3

6. Design & Loads Combinations: • Own weight of structural members is calculated by SAP, in addition of super imposed dead load = 4KN/m2 • Live load in classrooms = 2 KN/m2 and in corridors = 4 KN/m2. • Combination • Wu= 1.4D.L • Wu= 1.2D.L+ 1.6L.L • Wu= 1.2D.L +1.0L.L ±1.0E • Wu= 0.9D.L ±1.0E Where: D.L: Dead load. L.L: live load. E: Earthquake load

7. Chapter two : Preliminary design

8. Preliminary design 1- Beams Dimensions : 30cm*60cm drop beams • h min. = (6700/18.5) = 362mm = 0.362m • However beams fail by strength not by deflection, so use drop beams 30cm×60cm

9. Preliminary design • Using 1D model: 238.8 205

10. Preliminary design 2-Column : Dimension : 30cm*50cm By conceptual: 400\50= 8< 15 → short column. Pd= λ Φ {0.85*fc (Ag – As) + (As fy)} • Total load on column =1202 kN Use ρ =1%, f 'c=280 Kg/cm2 column (B3) Ag= 832.7cm2(30cm×30cm) Use column of 30cm×50 cm.

11. Preliminary design 3.Slab (Ribbed slabs)

12. Chapter Three:3D MODELING & CHECKS(for one story)Part A

13. Checks • Compatibility

14. Checks • Equilibrium result from SAP DL=5682.95 KN , LL=761.67 KN as shown in figure below

15. Checks • Equilibrium Manual calculation DL=5634.55 , LL=758.16 % error less than 5%

16. checks • Stress strain relationship For an interior beam A7-B7 SAP result :

17. checks • Stress strain relationship manual result : Total ultimate load on beam = 39.359 KN/m ….L = 6.7m Wu*L2/8 = 220.853 KN.m .

18. Chapter Four:Static design

19. Replicating to three stories • According to preliminary design (Columns: 30X50 cm, Beams: 30X60 cm, Ribbed Slab : 20 cm (equivalent to 15 solid slab)) • After replicating the structure to three stories and checking the structure by SAP, failure do not happen in any structural elements.

20. Equilibrium check(3stories) SAP results: • Manual results and errors :

21. Static design • Slab • Beams • Columns • Footings

22. 1.One way ribbed Slab A-Bending resistance B-Check shear for slab C-Check deflection for slab

23. A-Bending resistance • From SAP it is found that the difference in moment on the slab from one floor to another is very small and can be ignored since columns are stiff and small loads which make the axial deflection very small. • Procedure of calculating moment in slabs is shown below.

24. Bending resistance 5.33 4.00 7.28 6.00 5.64

25. Sample calculation

26. Area of steel in slab

27. B-Check shear for slab

28. C. Check deflection for slab: • In order to check the deflection in the slab, total deflection will be calculated and compared with the allowable deflection. 1. Δ allowable = L/240 ( Roof or floor attached to non structural elements not likely to be damaged by large deflections). 2.Total deflection equals the Long term deflection. Δ long term = Δ L+ λ∞ ΔD + λT ΔSL Δ D =7.2mm, Δ L =1.5mm, Δ SL=1.5 /2 = 0.75mm, λ∞ = 1.9, λ T = 1.55 Δ long term = 16.34 mm. Δ allowable = =27.9mm • Deflection is OK

29. 2-Design of beams

30. A-Longitudinal reinforcement: • Beams in this project are divided into 3 groups:B1, B2 and B3. The following table providing bars needed in each type: B3 is all other beams with minimum reinforcement: 3ø16 as top and bottom steel and 2ø16 middle steel. Also tie beams have the same reinforcement.

31. B-Stirrup reinforcement:

32. 3- Design of columns

33. 1-SAP design

34. 2-Manual design A- column type

35. B) Area of steel in column.

36. Design using interaction diagram

37. 4.Footing design

38. Footing design Single footing: • Is one of the most economical types of footing. • Bearing capacity of the soil=250 KN/m2.

39. Footing grouping

40. Design of group F1: • (1) Required area of the footing • F1 • Area of footing = 2.76m2 • B= 180 cm, L= 160cm • Use 180cm*160cm isolated footing. (2) Effective depth of footing d= 35cm , use h= 40 cm

41. Design of group F1: • Check for punching shear: Vn required =670.0KN Vn provided=1375.0 > 670.0 …………………..OK • Check for wide beam shear: Vn required =88.54 KN Vn provided=231.5 > 88.54 …………………..OK

42. Design of group F1: • Flexural design: Mu= 62.34 KN.m ρ=0.00136 > ρ min = 0.0018( min for shrinkage) As=7.2 mm2/m Use 5ϕ14mm/m' in both directions. • Shrinkage steel: • From practical point of view use half of the shrinkage steel on top. • A shrinkage =0.0018Ag /2 • A shrinkage =(0.0018*100cm*40) = 7.2cm2/m.  use 1ϕ12@30cm in both direction.

43. Dynamic Design

44. content • Calculation of modal periods in two main directions (X,Y) and to compare these periods with SAP results. • design using response spectrum.

45. Calculation of periods • SAP results: • Period (T) in the X-direction • Part A 0.195 sec with modal mass participation ratio 0.732 • Part B 0.224 sec with modal mass participation ratio 0.537 • Period (T) in the Y-direction • Part A0.141 sec with modal mass participation ratio =0.756 • Part B0.124sec with modal mass participation ratio =0.705

48. Calculation of periods • Manual solution using Rayleigh’ formula :

49. Part A

50. Part B