Structural Analysis and Design of Panorama Parking and Mall in Tulkarm-Palestine Location Tulkarem Palestine 04. 05. 06. 01. 02. 03. Level & Height - Leverl : 83 m above sea Level. -Total Height : 50 m. Site Coordenates X: 152719.36364 Y=191073.39097 Goals Parking, Shopping center and other supplements. Area Around 36 000 m2 Floors 16 Floors , three of them below ground level Internal walls : 300 mm External walls : 400 mm X: 800*650 mm Y: 700*500 mm WALLS BEAMS Option One : 70 Mpa Concrete Strength Option two : composite, 40 Mpa columns. COLUMNS Evaluation of the preliminary design 01 Design Verification Design Verification frame Beam specification Shear design verification column Bressler’s Reciprocal load method Flexural design verification 4d X-direction : 2.96 Y-direction : 2.56 Smallest Ln X-direction : 4.45 m Y-direction : 6.85 m BEAMS Shall be at least 4d BEAMS b is the larger of : - 0.3h - 250 mm in x-direction : 650 in y-direction : 500 BEAMS 5667 2670 1579 4560 5641 2658 maximum moment strength:1420 Kn.m Minimum moment strength : 476 Kn.m Ratio=0.34>0.25. steel ratio: Max : 0.25 Min : 0.00333 0.0168<0.025 bottom moment strength at left and right > 0.5 Their corresponding values at top øMn at top=1420.38 øMn at bottom=711 Ratio= 0.5 BEAMS Strong column Weak beam concept 0.65 < 0.75 m 0.65 < 0.80 m Mu 1420 KN.m ρ manual 0.0117 As Manual : 5655.88 From ETABS : 5667 Beam Flexural Verification Beams Shear Verification ETABS result Manual result Different percentage ΦVc 317.01 313.15 1.20% ΦVs 399.89 398.75 0.25% Vp 245.54 245.55 0.004% Av/s 1741.75 1715.55 1.50% Pu 2522.23 KN Mu,2 250.18 KN.m Mu,3 114.10 KN.m Column Design Verification COLUMNS ØPn,3=16051.8 kN ØPn,2=16051.8 kN COLUMNS Bressler’s Reciprocal load method: ØPn,o = Ø ƛ (0.85 f’c (Ag-As) + As fy) ØPn,o =0.65×0.8× (0.85×40(800000-9505) +9505×420) =17968.05 KN Then ØPn=14504.88 KN > 17968.05. Pier Walls Wall Thickness 400 mm Wall Length 7200 mm WALLS Shear check : Vu 2082.244 KN Փ Vc Manual : 1554.4 KN ETABS: 1518.49 KN Փ Vn Manual : 3367.87 KN ETABS: 3332.89 KN WALLS Boundary Elements: Pu 20206.20 KN Mu 2858.243 KN.m Stress Stress : 6.19 Mpa Stress limit : 5.6 Mpa Now Mat Foundation Allowable Stress : 450 KN/ m2 Thickness : 2200 mm Footing Footing Soil Pressure The max soli pressure on the foundation is 430 KN/m2 < 450 KN/m2 ∅𝑉𝑐 V13 V23 1747.4 KN/m 321.3 KN < ∅𝑉𝑐 822.3 KN < ∅𝑉𝑐 Footing wide beam shear 𝜙𝑉𝑐 = 2.087 ∗ 0.75 = 1.57 𝑀𝑝𝑎 𝑉𝑢 = 1.46 𝑀𝑝a D/C = 1.46/1.57 = 0.93 Difference = 0% Punching Check Shear Check ∅𝑉c= 100.6𝐾N Maximum shear = 74 KN Vu < ∅𝑉c No need shear reinforcement SLABS STRUCTURAL ELEMENTS DESIGN 02 BEAM DESIGN BEAM DESIGN 4Ø25 4Ø25 4Ø25 4Ø25 Longitudinal Reinforcement BEAM DESIGN 9Ø25 9Ø25 8Ø25 No Need 2m 2m 2m Longitudinal Reinforcement BEAM DESIGN 8Ø25 8Ø22 8Ø22 8Ø18 Longitudinal Reinforcement BEAM DESIGN 2Ø20 3Ø25 2Ø16 1.6m 1.6m 1.6m Longitudinal Reinforcement BEAM DESIGN Transverse Reinforcement Max spacing (So)between stirrups equal the lesser of: d/4 150mm 6db (185, 150, 120) 2Ø12 / 120 mm Confinement length = 3 m COLUMN DESIGN COLUMN DESIGN M1 = 865.13 KN.m M2 = 558.50 KN.m M= 1305.278 + 1318.482 = 2623.760 KN.m Ratio = 3.03 > 1.2 COLUMN DESIGN Flexural Reinforcement 30Ø25 COLUMN DESIGN Transverse Reinforcement 3Ø10/120 mm Lo shall not be less than the largest of: One-sixth the clear span of the column Maximum cross-sectional dimension of the column 450 mm 4.08/6=0.68m 1.1m 450mm Spacing of transverse reinforcement (So) : 120 mm 1Ø10/120 mm FOOTING DESIGN Design Verification As= 1317.6 mm2 As min = 3888 mm2 As= 3781 mm2 FOOTING DESIGN Flexural Design Minimum Area of Steel = 0.0018*1000*2160 = 3888 mm2 Use Ø25/125 mm in all directions FOOTING DESIGN Flexural Design Wall DESIGN Flexural Design As from ETABS = Use Փ14/300mm on each side. As min Ls =500mm Wall DESIGN Shear Design As min = As from ETABS= Use Փ20/300mm on each side Boundary element Design Width of boundary: b=400mm Wall DESIGN SLAB DESIGN Solid Slab Design Flexure As,min use 1Φ14/200mm SLAB DESIGN Solid Slab Direction1-TOP As =1351.58 mm2 ∴ Use 1Φ14/100 mm. SLAB DESIGN Solid Slab As 3314.12 ∴ Use 1Φ22/100 mm. SLAB DESIGN Solid Slab Direction2-TOP As =1203.63 mm2 ∴ Use 1Φ14/100 mm. SLAB DESIGN Solid Slab As =2015.04 mm2 ∴ Use 1Φ16/100 mm. Direction1-Bottom&Direction2-Bottom: No additional reinforcement needed. Stairs DESIGN Flexural Design As min 360 . From ETABS, the ultimate moment is 25.699 KN.m, then the steel needed is 208, use min steel. For Top and Bottom steel As= 360mm2 , use 1Ø12/250 mm Development length 𝐿𝑑𝑡 ≈ 500 𝑚𝑚. Vu < ∅Vc, so no need for shear reinforcement. Shear Design THANK YOU image1.png image2.png image3.png image4.png image5.png image6.png image7.png image8.png image9.png image10.png image11.png image12.png image13.png image14.png image15.png image16.png image17.png image18.png image19.png image20.png image21.png image22.png image23.png image24.png image25.png image26.png image27.png image28.png image29.png image30.jpeg image31.png image32.png image33.png image34.png image35.png image36.png image37.png image38.png image39.png image40.png image41.png image42.png image43.png image44.png image45.png image46.png image47.png image48.png image49.png image50.png image51.png