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Innovative 3D Dynamic Design of Al-Nour Building for An-Najah National University

This document presents a comprehensive design study of the Al-Nour building, a reinforced concrete structure located in Nablus, dedicated to housing the Faculty of Engineering at An-Najah National University. The building consists of eight stories of residential apartments and a garage on the ground floor. The design encompasses the structural system, material specifications, and detailed methodologies for static design, including calculations for bending moments, shear stresses, and preliminary dimensions. The design adheres to established codes and incorporates 3D modeling for enhanced visualization.

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Innovative 3D Dynamic Design of Al-Nour Building for An-Najah National University

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  1. 3D Dynamic Design Of AL-Nour Building An-Najah National University Faculty of Engineering Civil Engineering Department Prepared by: 1. Ahmad Rashdan. 2. Jaffar Hassan . 3. Mustafa Aqra. 4. Odai Odeh. Supervised by: Dr. Abdul Razzaq Touqan

  2. Chapter 1 :Introduction

  3. Introduction: • Al-Nour building is 8 stories reinforced concrete building ,located in Nablus city and used as residential building. • The first story is used as garages with plan area of 700 m^2 and the above 7 stories used as residential apartment (two apartments per floor) with plan area of 490 m^2 due to the setback. • The soil bearing capacity = 400 KN/m2

  4. Introduction : • The Following slides shows : • 1. columns centers plan. • 2. 3D model of the building.

  5. Columns Centers Plan :

  6. Structural System : • The structural system used is on way ribbed slab with load path in x-direction.

  7. Materials: • - Concrete : - f’c= 320 kg/cm²( 32 MPa) For columns. - f’c= 240 kg/cm²( 24 MPa) for others. - The concrete unit weight = 25 (KN/m3). • -Reinforcing Steel:The yield strength of steel is equal to 4200 Kg/cm2 (420 MPa). • -Others :

  8. Design loads : • - Dead loads in addition to slab own weight : • Superimposed dead load = 4.5 KN/m2 • Partition load = 1 KN/m2 . • Masonry wall weight = 21.22 KN/m. • - Live load = 2 KN/m2 . • -Water tanks load = 1.14 KN/m2 • - Seismic loads : shown later.

  9. Design codes and load combinations: • - The following are the design codes used : • ACI – code 2008 . • IBC 2009 . • ASCE for design loads. • The following are the load combinationsused : • Wu = 1.4DL. • Wu = 1.2DL + 1.6LL . • Wu = 1.2DL + LL ± E. • Wu = 0.9DL ± E

  10. Chapter 2 :Preliminary Design

  11. Preliminary design • We performed a preliminary design for all structural elements conceptually. • The story height is 3.12 m. • The following are the preliminary dimensions : • Slab : - depth = 25 cm (based on deflection criteria) . - web width = 12 cm. - slab own weight = 4.55KN/m². - Ultimate load = 14.06KN/m².

  12. Preliminary Design • Beams : Since the structural system is one way ribbed slab (load path in x-direction) we have : • Main beams in y-direction : 30x60 cm. • Secondary beams in x-direction : 40x25 cm. • Columns : Take a sample columns ( B3) : Area carried by column = 28 m2 Ultimate slab load = 14.06KN/m² Pu = 3769.6 KN. Ag = 2326.9 cm2. → Use columns of 40x60cm2.

  13. Preliminary design and checks • Footing : we performed an preliminary design for footing of the previous column as single footing. with dimensions of 2.9x2.7x0.7 m.

  14. Chapter 3 :Static Design

  15. Static design : • Final dimensions : • 1. frame sections :

  16. Static Design: • The new web width (bw) = 15 cm. • Area sections dimensions : • The story height = 3.5 m

  17. Static design: • Verification Of SAP model: • We perform the verification for SAP models( one and eight stories and it was OK) the following is verification for eight stories : • 1. Compatibility satisfied :

  18. 2.Equilibrium Satisfied : Static Design 3.Stress -Strain relationship satisfied: Taking beam C in second story (taking 8 m span) :

  19. Static Design : • Slab design : 1. Check slab deflection : So, ∆dead = 2.92 mm. ∆Live = 0.78mm. Δ long term = 7.16mm. The allowable deflection = 4000 /240 = 16.67 mm. • So the slab deflection = 7.16mm < allowable long term def. OK. 2. Design for shear : The rib shear strength = 23.2KN. The max shear = 36.75 KN/m. shear per rib = 0.55*36.75 = 20.2 KN. • So 23.2 ≥ 20.2 OK • So the slab is Ok for shear.

  20. Static Design : • 3. Design for bending moment : • The moments are read from SAP using section cut :

  21. Static Design : • Design of beams in y-direction : • Taking a sample beam (beam B in the first floor) : - The beam section dimensions are : - Total depth (h) = 700 mm. - The effective depth (d) = 650 mm. -Beam width (bw) = 400 mm. - min reinforcement ratio = 0.0033. - As min = ρbd = 0.0033*400*650 = 858 mm2 - φVc = 159.1 KN. - (Av/s)min = 0.333.

  22. Static Design : • - Design information :

  23. Static Design : • Design of secondary beams: • Total depth(H) = 25cm.(hidden beam) • d= 21cm (cover =4cm) • Width = 40cm. • The following are the values of min reinforcement: • (As) min = 0.0033*b*d=0.0033*400*210= 277.2 mm (3Φ12). • Vc = 0.75*0.167**400*210/1000= 68.58KN.

  24. Static Design : • Design information :

  25. Design of columns: • Column grouping, Area of steel& stirrups:

  26. Manual design Check slenderness ratio for corner column C.A-1 From the graph  K = 3.5 = 40.83 >22 Column is long. = 81.66 >22Column is long. • Pu=3034.75KN • MY = 11.02 KN.m(maximum value) • MX = 153.1 KN.m( maximum value) • Mc = ns*M2 = 1.67(153.1) = 255 KN.m • From the interaction diagram: • ≤1% use minimum steel ratio use =1%. • As =0.01xAg =0.01x40x80 =3200mm2 • Same as SAP value.

  27. Tie beam design Minimum area of steel = 0.0033*b*d =436 mm2. Use 4Ф12mm bottom steel. Use 4Ф12mm top steel. Shear design : Vu at distance (d = 44cm) = 16.35KN, ФVc = 80.83KN. Use 1Ф8 mm@200mm.

  28. Footing design Single footing: • Is one of the most economical types of footing and is used when columns are spaced at relatively long distances . • Bearing capacity of the soil=400 KN/m2.

  29. Footing grouping Footing grouping according to column’s ultimate load.

  30. footing details

  31. Design of Stairs • . • Own Weight=0.2x25=5KN/m2. • Live load = 5KN/m2. • Superimposed loads =2.14 KN/m2 • Superimposed loads of extra of stairs=1.76 KN/m2 • Wu=1.2(5+3.9) +1.6(5) =18.68KN/m2.

  32. Verification of SAP model: Compatibility: “Compatibility Satisfied”

  33. Cont. Equilibrium: “Equilibrium Satisfied” Stress-Strain Relationships: “Stress–strain relationship satisfied”

  34. Chapter 4 :Dynamic Design

  35. Dynamic Design: • Methods for dynamic analysis: • Equivalent static method. • Time history method. • Response spectrum analysis. • Input parameters in dynamic analysis : - Importance factor (I) = 1 . - Peak ground acceleration (PGA) = 0.2g . - Area mass = 0.458 ton/m2 - Soil class = Class B. - Spectral accelerations : Ss = 0.5 . S1 = 0.2 . - response modification factor R = 3 in x-direction. R = 4.5 in y-direction.

  36. Dynamic Design : • Modal information : - For eight stories before enlarging beams in x-direction : • - Enlarge the beams 2 &4 to 30x70 (width*depth)

  37. - For eight stories after enlarging beams in x-direction : Dynamic Design: • - Comparison with manual results :

  38. Dynamic Design : • Response spectrum analysis : We will perform the dynamic design using response spectrum method: Define two response spectrum load cases one in x-direction and the another in y-direction : - For response-x: * Scale factor = 3.27. *Scale factor = 0.654. - For response-y: * Scale factor = 2.18. *Scale factor = 0.981. • Perform design using envelope combination and check whether static or dynamic combination controls .

  39. Dynamic Design : • Slab design : The comparison is performed. Static design controls

  40. Dynamic Design : • Design of beams in y-direction : - Reinforcement from envelope combination: - Reinforcement from static combination: Static design Controls

  41. Dynamic Design : • Design of beams in X-direction : - Reinforcement from envelope combination is considered since the dimensions are increased: Dynamic design Controls

  42. Dynamic Design : • Design of columns : Three representative columns are selected : • Interior column B3. • Edge column B2. • Corner column A4 . The comparison is performed and static design controls for all columns. The following table shows the comparison for column B3 :

  43. Dynamic Design : The following table shows the comparison for column B3 (M3, V2 ): Static design OK for columns.

  44. Chapter 5 :Structural Modeling Of One Way Ribbed Slab

  45. Structural Modeling Of One Way Ribbed Slabs • The ribbed slabs can be represented by one of the following ways : • Equivalent stiffness method : find the equivalent thickness of a solid slab that can achieve the same rib stiffness. • Represent it as separate ribs (T-section). • Represent the ribs by rectangular ribs and flange. • The main objective is to prove that three models give the nearly the same results.

  46. Structural Modeling Of One Way Ribbed Slabs • Model 1 : Equivalent stiffness method : • Equivalent slab thickness (t) = 19.45 cm. • I T-sec = I rec →( 0.55*h3eq /12) = 3.371*10-4 h3eq = 19.45 cm. γeq = 23.87 KN/m^3 . . . . .. .to achieve the same weight. - Stiffness modifiers : M11 = 0.35 . M22 = 0.0244 M1-2 = 0.0244.

  47. Structural Modeling Of One Way Ribbed Slabs • Model 2 : Representation as separate ribs : - Stiffness modifiers : I 3-3 = 0.35 . I 2-2 = 0.35 . Torsional constant(J)= 0.35 . • The loads are inserted as line Loads on ribs. • Substitute the weight of blocks.

  48. Structural Modeling Of One Way Ribbed Slabs 55 cm 8 cm • Model 3 : the slab is represented as rectangular ribs and flange. 1. The rectangle section should satisfy The actual T-section. 2. Stiffness modifiers : I 3-3 = 0.6 . I2-2 = 0.6 . J = 0.52 . 3. Weight modifier = 0.68 . Flange Modifiers : - M11 = 0.0001 .(almost zero). - M 22 = 0.25 . - M 1-2 = 0.0001(almost zero). → we have to substitute the weight of blocks. 25 cm 15 cm

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