Al-Quds Open University -Nablus An-Najah National University Faculty of Engineering Civil Engineering Department Prepared by: Rana Adli Ramahi Supervised by: Eng. Imad Al-Qasim

Outline: Introduction Slabs preliminary design Beams preliminary design Three-dimensional structural modeling Columns design Walls design Footings design Stairs design An-Najah National University

Chapter One: Introduction An-Najah National University

Project Description The structure that designed is the building of Al-Quds Open University, Nablus-Palestine. the land area is 3208 m2 It consists of two Buildings, Academic & Administrative Buildings. They consists of five floors over ground & join together in two basement floors. The ground floor elevation is 4.5 m, all other floors are 3.5m elevated. An-Najah National University

An-Najah National University

Project Description The academic building will be designed in this project It’s divided by structural joints with thicknesses equal 10cm roughly into four parts: Part A is the central entrance for the academic building Parts B & C consists of garages in the second basement floor, lectures rooms in floors (B1-F3), & offices in the fourth floor. Part D is an auditorium (it’s design not completed) An-Najah National University

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Philosophy of analysis & design The structure was analyzed & designed by one & two dimensional structural models for the elements manually & using SAP, then using three dimensional structural model SAP2000 14.2.4 An-Najah National University

Design code & load combinations The structural design was according to American concrete institute code (ACI318-08) Depending on the used code the load combinations are: U1 = 1.4D U2 = 1.2D+1.6L+1.6H U3 = 0.9D+1.6H An-Najah National University

Materials Soil Bearing Structural materials used in the design are: concrete: f’c=24 MPa for horizontal elements f’c=28 MPa for vertical elements Steel(both longitudinal & transverse): fy=420 MPa Soil Bearing Bearing capacity of the soil is 400 KN/ m2 An-Najah National University

Loads: Gravity loads: Live loads: for all floors = 4 KN/m2 except the second basement floor which equal 5KN/m2 Dead Load: In addition to own weight of the structural elements, Superimposed dead load =4.36 KN/m2 Perimeter walls load =20.6 KN/m ………………. for h=3.5m =26.5 KN/m …………..…... for h=4.5m Lateral loads: Only soil pressure was taken into consider. An-Najah National University

Structural Systems: Part B & Part C are designed as one way ribbed slabs in X-direction, with hidden beams generally Part A & Part D are designed as two way solid slabs with drop beams. An-Najah National University

Chapter Two: Slabs Preliminary Design An-Najah National University

Thickness: For Part (B) & Part (C): One way ribbed slab L max = 5.8 m Hmin=L / 18.5 = 5.8 / 18.5 = 0.314 m →Use h = 0.32 m For Part (A) & Part (D): Two way solid slab Direct design method does not satisfied for this slab, so many trials for thicknesses done in the 3-d model to determine the suitable thickness. An-Najah National University

Loads estimation: As a sample calculation Take the ribbed slab (rib1.1): Own weight = 3.15 (KN/m) /0.55 = 5.73 KN/m2 Superimposed dead load =4.36 KN/m2 Total dead load = 5.73+4.36 = 10.2 KN/m2 Live load = 4 KN/m2 →Wu (for rib) = 10.2 KN/m/rib An-Najah National University

Analysis using SAP: An-Najah National University

Reinforcement: φVc = φ*0.1667*√24*150*290 = 26.67 KN > Vu No need for shear reinforcement As min = 0.0033*150*290 = 143 mm2 An-Najah National University

Chapter Three: Beams Preliminary Design An-Najah National University

Thickness: Take Beam B2 as a sample calculation: All spans of this beam have a length 5.6 m Hmin=L / 18.5 = 5.1 / 18.5 = 0.28 m →Use hidden beams (h=32cm) An-Najah National University

Loads estimation: Wu from slab (5.7) =60.7 KN/m Factored O.W. of beam = 0.32 * 1 * 25 *1.2 = 9.6 KN/m Total ultimate load on beam = 60.7 + 29.6 + 9.6 = 100 KN/m An-Najah National University

Using ACI-coefficient the moment diagram(KN.m),shear diagram (KN): As =ρ*b*d An-Najah National University

Torsion From ribs models in SAP, the moments in the supports of the slab act on the beams as torsion …….. Tm = 16.96 KN.m/m Tv(due to shear on the face of the beam from both sides)= 15.53 KN.m/m →Total factored torsion = 73.42 KN.m/m (64.58 at d from face of support) Reduction for compatibility torsion to be 47.5 KN.m/m No equilibrium torsion occur because the center of the beam same as the center of columns carry it An-Najah National University

Torsion Check section adequacy for beam OK, Good section Av/s +AT/s = 2.09 mm2/mm Use 1φ12/100mm Longitudinal steel at each support = 510 mm An-Najah National University

Total reinforcement (manual design) An-Najah National University

Model in SAP The beam was modeled in SAP with fixed ends firstly & pin ends also, then the average of loaded was used for the design Pin ended fix ended An-Najah National University

Model in SAP The average moment (KN.m): The total (torsion & flexure) longitudinal reinforcement: An-Najah National University

Section in beam B2 An-Najah National University

Three Dimensional Structural Modeling Chapter Four: Three Dimensional Structural Modeling An-Najah National University

General A three dimensional structural modeling done using SAP2000(v14.2.4) Many verification checks must be achieved, serviceability, equilibrium, compatibility, & stress-strain relation ship. An-Najah National University

Serviceability Long Term Deflection Check Take Part (C) & Part (B) as sample calculation, the check occurs for many spans, the critical one is the span between H-G&15-17 SAP information: Mu=10.3 KN.m ∆D = 0.0094, ∆D+L = 0.0114 Calculations summery: ∆allowable = L/480 = 2.9/480 = 0.00604 m ∆LT = ∆L +α ∆D+α T ∆Ls = 0.0226 >∆all ,find Ig/Icr An-Najah National University

∆LT = ∆L +α ∆D+α T ∆Ls = 0.001 < ∆all=0.006 OK Ig = 7.03*104 cm4 Icr = 8277 cm4 . ∆L = ∆D - ∆D+L = 0.125 mm ∆LT = ∆L +α ∆D+α T ∆Ls = 0.001 < ∆all=0.006 OK An-Najah National University

Check Compatibility From start animation in SAP, the compatibility(structure work as one unit) was verified An-Najah National University

Check Equilibrium Take Part (B) as sample calculation Dead load (own weight) An-Najah National University

Dead load (Superimposed dead load) Live load An-Najah National University

Error (own weight) = 2.4% OK Error in SID = 2.64% OK Comparing results: Error (own weight) = 2.4% OK Error in SID = 2.64% OK Error in live load = 0.33% OK An-Najah National University

Check stress-strain relationship Take Part (B) as sample calculation, check for span 5-6 in beam B4 (1m*0.32m) & Wu =92 KN/m +ve M = Wu*Ln2/16 = 92*3.92/16 = 87.46 KN.m -ve M =127.2 KN.m at each support & avg is 127.2KN.m 1-D model: (+ve M) + [(–ve MR + -ve ML)/2] = 214.67 KN.m 3-D model: M = 233 KN.m Error = 8.7………………….. OK An-Najah National University

Slab Design Take Part (B) as sample calculation, design slab thickness 32cm (ribbed slab R1) & cover 3cm. Bending moment diagram for rib 1 (KN.m/m) An-Najah National University

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Beam Design Take Part (B) as sample calculation, design beam on grid (F) An-Najah National University

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Chapter Five: Columns Design An-Najah National University

Preliminary Design Take group G2 as sample Pu = 2000 KN , assume ρ = 0.01 Pu = 0.65 * 0.8 * [0.85* f’c *(0.99Ag) + Fy*(0.01Ag)] → Ag = 0.1523 m2 , use section b*h = 0.5 m *0.5 m As = ρ * Ag = 0.01 *0.25 = 2.5*10-3 m2 = 2500 cm2 So, use 8φ20 mm An-Najah National University

(3-D)Design Take group G2 as sample( Pu = 1727.8KN & M2=47 KN.m &M1=29.66 KN.m), design for axial, flexure & shear Check buckling, depend on stiffness's of column & related beams: K factor =0.82 (Non-sway) An-Najah National University

34 – 12(M1/M2) >22.96 (neglect slenderness) K*Lu/r = 0.82*4.2/0.15 = 22.96 Check slenderness: 34 – 12(M1/M2) >22.96 (neglect slenderness) δns = 0.92, use δns = 1 →Md=Mu = 47 KN.m Using interaction diagram(f’c=28, fy=420, ƴ=0.75) →ρ=0.015, As=30 cm2 → Use 8φ22 mm Use φ10/200 mm Vn<Vc/2 …………… no shear reinforcement An-Najah National University

Chapter Six: Walls Design An-Najah National University

Bearing wall design Take wall 6as sample, design for axial loads. average axial load=337 KN An-Najah National University

Section used has a thickness =25 cm = 1952KN > Pu OK Reinforcement (minimum) Vertical reinforcement = 0.0012*Ag (Use 1φ10/300 mm) Horizontal reinforcement = 0.002*Ag (Use 1φ10/300 mm) An-Najah National University

Basement wall design Take wall 11 as sample, design for axial loads & soil load. Vu (from sap) = 122 KN φVc = 127KN>Vu OK From SAP: Vertical Moments: M +ve max = 55 KN.m/m (ρ=0.004) → (1φ14/250mm) M-ve max = 30 KN.m/m (ρ=0.0033) → (1φ14/250mm)  Horizontal Moments: M +ve max = 33 KN.m/m (ρ=0.003) → (1φ12/300mm) An-Najah National University

Chapter Seven: Footings Design An-Najah National University

Footing system Footings that used in this project can be classified into three types: Wall footing Single footing Combined footing No need for using mat foundation because the soil has high bearing capacity. The footings was grouped into 27 group, depending on the column load, dimension, shape, adjacency. An-Najah National University

Single footing (G22) Footing area=Pa/Qall →B= 2.5m & L= 2.6m Footing thickness designed to resist the wide beam & Punching shear: φVc > Vu & φVcp > Vup Flexure design: Mu = qu*l2/2 In B direction: M= 411 KN.m → 7φ20/m In L direction: M= 197 KN.m →5φ18/m An-Najah National University

Single footing (G22) An-Najah National University

Chapter Eight: Stairs Design An-Najah National University

The stair was designed manually & using SAP: An-Najah National University

Thank You An-Najah National University