Structural Design of a High-Rise Structure Using Protostructure Software

The layout in figure 3 identified the positions of the columns, beams, slab panels, and foundations. The drawing was organised using layers to distinguish the structural elements and was saved in DXF format for importation into ProtaStructure. The principal structural dimensions and design parameters were defined before analysis. The columns had a cross-sectional dimension of 225 × 225 mm. The floor beams measured 225 × 450 mm, while the roof beams measured 225 × 300 mm. The reinforced concrete slab was assigned a thickness of 150 mm and a concrete cover of 25 mm. A concrete unit weight of 24.0 kN/m3 and a blockwork unit weight of 4.50 kN/m3 were adopted. The characteristic slab dead load and imposed load were 3.47 kN/m2 and 1.5 kN/m2, respectively. Figure 5. Structural general arrangement prepared in AutoCAD. 2.2.2. Structural Modelling Using ProtaStructure The DXF drawing shown in figure 4 was generated in AutoCAD and imported into ProtaStructure used as a reference for developing the structural model. The structural elements were modelled according to their positions and dimensions in the general arrangement. Columns were positioned to provide load-transfer paths from the beams and slabs to the foundation system. Beams were modelled along the specified structural lines, while slab panels were defined within the beam layout. The slab panels were assigned the specified thickness and loading parameters. Slab strips were defined where required for slab analysis and reinforcement design. Partition walls were treated as non-structural elements and were excluded from the structural model. The physical three-dimensional model provided in figure 5 and 6 was subsequently converted into an analytical model for structural analysis. IJEMT Figure 6: DXF file on Protastructure Figure 7. Three-dimensional ground floor structural model developed in ProtaStructure. Figure 8. Three-dimensional first floor structural model developed in ProtaStructure IJEMT 2.3 Data reduction and metrics 2.3.1 Structural Analysis and Design The structural model was analysed using ProtaStructure as shown in figure 7, Material properties and reinforcement parameters were assigned to the relevant structural members. The loading information was entered, and the required load combinations were generated for the analysis. The analysis was used to determine the structural response under the applied loads, including bending moments, shear forces, axial forces, and deflections. The design process covered the reinforced concrete beams, columns, slabs, and pad foundations. The software’s design functions were used to determine the reinforcement requirements for the individual members. Following the initial analysis and design, the results were reviewed to identify members requiring further design attention. The post-analysis checks included the assessment of deflection and serviceability requirements. Where necessary, member reinforcement was reviewed and adjusted before the design was finalised. Figure 9. ProtaStructure analysis results or analytical model. The overall procedure integrated architectural planning, structural drafting, three-dimensional modelling, load application, structural analysis, member design, foundation design, and reinforcement detailing. The final outputs comprised the structural model, analysis and design results, and reinforcement drawings for the proposed residential building. 2.3.2 Foundation Design and Reinforcement Detailing Pad foundations were introduced beneath the columns and designed using the foundation-design functions in ProtaStructure. The footing properties and design status were reviewed to establish whether the foundations satisfied the adopted design requirements. Reinforcement detailing was then prepared for the structural members. The detailing outputs included reinforcement bar diameters, spacing, arrangement, and anchorage information for the beams, columns, slabs, and foundations. These details were used to produce the structural reinforcement drawings required for construction. IJEMT 3. Results 3.1 Foundation Footing Results The structural analysis produced a pad footing of 1000 mm × 1000 mm with a thickness of 400 mm to support the 225 mm × 225 mm reinforced concrete column. The footing was designed using C16/20 concrete and 385 MPa reinforcement steel. The reinforcement detailing shown in figure 8 was generated by ProtaStructure/ProtaDetails comprised 5Y16 bars at 250 mm spacing in both directions at the top and bottom of the footing. F-1C8 1000 / 1000 (d = 400) 5Y16-1-250 950 5Y16-1-250 L=1650 5Y16-2-250 860 5Y16-2-250 L=1500 5Y16-3-250 950 5Y16-3-250 L=1600 5Y16-4-250 890 5Y16-4-250 L=1500 1000 1000 387.5 225 387.5 387.5 225 387.5 400 100 100 400 100 100 Figure 10. Reinforcement detail of the designed pad footing. The calculated corner soil stresses ranged from 76.56 to 92.15 kN/m2, indicating a slightly non- uniform pressure distribution beneath the footing. The maximum soil stress of 92.15 kN/m2 was below the assumed allowable bearing capacity of 280 kN/m2. This gives a substantial margin between the applied soil pressure and the assumed allowable capacity. The total vertical load used in the soil bearing assessment was 84.36 kN, including the column load and the additional weights of the footing and overlying soil. The footing self-weight was 9.6 kN, while the weight of the soil above the footing was 12.6 kN, giving a combined additional load of 22.2 kN. Table 1. Summary of foundation footing results Parameter Result Column size 225 × 225 mm Footing size 1000 × 1000 × 400 mm Concrete C16/20 Reinforcement 385 MPa Maximum soil stress 92.15 kN/m2 Allowable soil stress 280.00 kN/m2 Total vertical load 84.36 Kn Reinforcement provided 5Y16 @ 250 mm Required steel area 507.86 mm2 IJEMT Provided steel area 804.25 mm2 The eccentricity assessment also satisfied the specified limit. The calculated eccentricities were 0.31 mm and 15.09 mm in the X- and Y-directions, respectively, compared with the corresponding limiting value of 166.67 mm. The results indicate that the resultant load remained within the allowable central zone of the footing. The punching shear and one-way shear checks were also satisfactory. At the effective perimeter, the punching shear demand was 170.9 kN compared with a capacity of 982.5 kN, while at the column face the demand was 92.2 kN compared with a capacity of 1189.0 kN. Similarly, the one-way shear demands of 34.6 and 35.7 kN at the column faces were considerably lower than the capacity of 336.2 kN. The flexural design required 507.86 mm2 of reinforcement in each principal direction, while 804.25 mm2 was provided. Therefore, the reinforcement provided exceeded the calculated requirement in both directions. 3.2 Column Analysis and Reinforcement The column analysis in figure 9 produced 225 mm × 225 mm reinforced concrete columns. Most columns were detailed with four 16 mm diameter longitudinal bars and 8 mm links at 175 mm spacing. Columns 1C4 and 2C4 required four 18 mm diameter longitudinal bars. The adopted concrete and reinforcement materials were C16/20 and 385 MPa, respectively, with a 25 mm concrete cover. The critical loading condition produced an axial force of 49.9 kN, with bending moments of approximately 0.0 kN·m and 4.2 kN·m about the principal axes. The column was therefore subjected to combined axial compression and biaxial bending. The interaction assessment showed that the selected reinforcement was adequate for the applied combination. The shear assessment also indicated satisfactory performance. The maximum shear stress reported was 0.04 N/mm2, compared with a concrete shear capacity of 0.81 N/mm2. The calculated slenderness ratios were 8.7 and 8.6 in the two principal directions, both below 15, indicating that the assessed column behaved as a short column. The provided longitudinal reinforcement area of 804.25 mm2 exceeded the minimum required area of 202.50 mm2. Table 2. Summary of column design results Parameter Result Column size 225 × 225 mm Concrete grade C16/20 Reinforcement grade 385 MPa Concrete cover 25 mm Typical longitudinal reinforcement 4Y16 Critical columns 4Y18 Links Y8 @ 175 mm Required steel area 202.50 mm2 Provided steel area 804.25 mm2 Maximum reported shear stress 0.04 N/mm2 Concrete shear capacity 0.81 N/mm2 Maximum slenderness ratio 8.7 IJEMT 1100 2550 450 112.5112.5 225 112.5 112.5 225 1C1 (225x225) A27 A3 4Y16-1 L=3600 1660 80 2Y16-2 L=1750 1660 80 2Y16-2 L=1750 170 170 170 170 23Y8-3-175 L=900 (Hook:100) 23Y8-3-175 3850 50 250 +3.00 ±0.00 -1.10 2700 300 112.5112.5 225 112.5 112.5 225 2C1 (225x225) A27 A3 2900 80 2Y16-4 L=3000 2900 80 2Y16-4 L=3000 170 170 170 170 18Y8-3-175 L=900 (Hook:100) 18Y8-3-175 2900 50 100 +6.00 +3.00 2700 300 112.5112.5 225 112.5 112.5 225 2C4 (225x225) A18 A3 2900 80 3Y16-4 L=3000 2900 80 5Y16-4 L=3000 170 170 170 170 18Y8-3-175 L=900 (Hook:100) 18Y8-3-175 2900 50 100 +6.00 +3.00 1100 3000 112.5112.5 225 112.5 112.5 225 1C16 (225x225) A31 1C16Y 2900 80 2Y16-4 L=3000 1660 80 2Y16-2 L=1750 2900 80 2Y16-4 L=3000 1660 80 2Y16-2 L=1750 170 170 170 170 23Y8-3-175 L=900 (Hook:100) 23Y8-3-175 3850 50 250 +3.00 ±0.00 -1.10 Figure 11. Column reinforcement and interaction diagram generated from ProtaStructure. 3.3 Beam Analysis and Reinforcement The analysis produced two principal beam sizes as seen in figure 10. The floor beams had dimensions of 225 × 450 mm, while the roof beams had dimensions of 225 × 300 mm. The larger floor-beam depth reflects the greater loading associated with the floor system, whereas the roof beams primarily support roof-level loads. The beam reinforcement schedule generally consisted of 16 mm diameter longitudinal reinforcement and 8 mm diameter links. Floor beam links were provided at 300 mm spacing, while roof beam links were provided at 175 mm spacing. A typical floor beam, 1B1, was designed with a section of 225 × 450 mm. For beam 1B1, the reported bending moments ranged from 0.2 to 0.9 kN·m at the bottom and up to 0.7 kN·m at the top. The calculated required steel areas were relatively small, ranging from 1.22 to 7.33 mm2 at the bottom and 5.29 mm2 at the top. However, the provided reinforcement area was 402.12 mm2. This indicates that the reinforcement provided was greater than the calculated flexural steel requirement. 370 370 600 450 150 225 1B1 (225x450) 370 370 1800 450 150 225 450 150 225 450 150 225 1B2 (225x450) b=Y16-4(T1) b=Y16-4(T1) b=Y16-4(T1) 2Y16-4(T1) 2Y16-5(B1) a=Y16-5(B1) a=Y16-5(B1) a=Y16-5(B1) c=Y8-3-300 c c=Y8-3-300 c c=Y8-3-300 c 2Y16-1(T1) b=Y16-1(T1) 2Y16-2(B1) a=Y16-2(B1) c=Y8-3-300 c (A26) 1 (A26) 1 (A3) 1 (A3) 1 (A3) 2 (A3) 2 (A3) 3 (A3) 3 Y8-3-300 Y8-3-300 (A3) 1 - 1 a-a b-b (A3) 2 - 2 a-a b-b (A3) 3 - 3 a-a b-b (A26) 1 - 1 a-a b-b A26 A27 A2 A3 Figure 10. Typical beam reinforcement generated by ProtaStructure. IJEMT The shear assessment of beam 1B1 produced design shear forces of 5.4 and 3.2 kN, corresponding to shear stresses of 0.06 and 0.03 MPa. These values were below the reported concrete shear capacity of 0.48 MPa and the maximum allowable shear stress of 3.58 MPa. The nominal shear capacity was 93.3 kN, substantially exceeding the applied shear forces. The reported torsional moment was 0.2 kN·m, with negligible torsional stress. The beam deflection check also satisfied the specified limit, with an L/d ratio of 1.47 compared with a limiting value of 45.09. The results therefore indicate satisfactory flexural, shear, torsional and serviceability performance for the assessed beam. Table 3. Summary of beam 1B1 design results Parameter Result Beam size 225 × 450 mm Design moment 0.2–0.9 kN·m Maximum shear force 5.4 kN Maximum shear stress 0.06 MPa Concrete shear capacity 0.48 MPa Maximum allowable shear stress 3.58 MPa Nominal shear capacity 93.3 kN Torsional moment 0.2 kN·m Provided steel area 402.12 mm2 Typical hanger reinforcement 2Y16 Typical bottom reinforcement 2Y16 Link reinforcement Y8 @ 300 mm L/d ratio 1.47 Allowable L/d 45.09 3.4 Slab Analysis Figure 11 is the slab analysis considered the different slab types within the building, including room slabs, flat roof areas, terrace/balcony slabs and lowered slab areas. The software calculated the contribution of the individual material layers, including screed, grout, finishing materials and lightweight concrete, to establish the additional dead loads acting on the slab system. IJEMT STOREY: 1 - LEVEL: +3.00m - SCALE: 1/50 A3 A3 A6 A6 A10 A10 A14 A14 A17 A17 A29 A29 A31 A31 A7 A7 A8 A8 A9 A9 A11 A11 A12 A12 A13 A13 A15 A15 A16 A16 A2 A2 A5 A5 A1 A1 A4 A4 A19 A19 A21 A21 A23 A23 A28 A28 A30 A30 1C3X 1C3X 1C7X 1C7X 1C16Y 1C16Y 1C17X 1C17X 1C22X 1C22X B B A18 A18 A24 A24 A27 A27 A20 A20 A22 A22 A25 A25 A26 A26 1C2 (225x225) 1C6 (225x225) 1C9 (225x225) 1C1 (225x225) 1C5 (225x225) 1C7 (225x225) 1C8 (225x225) 1C11 (225x225) 1C12 (225x225) 1C22 (225x225) 1C25 (225x225) 1C29 (225x225) 1C30 (225x225) 1C34 (225x225) 1C35 (225x225) 1C38 (225x225) 1C39 (225x225) 1C42 (225x225) 1C46 (225x225) 1C31 (225x225) 1C32 (225x225) 1C33 (225x225) 1C36 (225x225) 1C37 (225x225) 1C17 (225x225) 1C18 (225x225) 1C26 (225x225) 1C27 (225x225) 1C28 (225x225) 1C43 (225x225) 1C44 (225x225) 1C40 (225x225) 1C13 (225x225) 1C14 (225x225) 1C16 (225x225) 1C19 (225x225) 1C20 (225x225) 1C21 (225x225) 1C41 (225x225) 1C45 (225x225) 1C3 (225x225) 1C4 (225x225) 1C10 (225x225) 1B2 225x450 1B3 225x450 1B4 225x450 1B5 225x450 1B26 225x450 1B27 225x450 1B28 225x450 1B29 225x450 1B39 225x450 1B40 225x450 1B41 225x450 1B42 225x450 1B43 225x450 1B44 225x450 1B45 225x450 1B46 225x450 1B57 225x450 1B58 225x450 1B59 225x450 1B60 225x450 1B6 225x450 1B7 225x450 1B8 225x450 1B9 225x450 1B10 225x450 1B11 225x450 1B12 225x450 1B13 225x450 1B14 225x450 1B15 225x450 1B16 225x450 1B17 225x450 1B18 225x450 1B19 225x450 1B20 225x450 1B21 225x450 1B62 225x450 1B63 225x450 1B64 225x450 1B65 225x450 1B66 225x450 1B67 225x450 1B68 225x450 1B69 225x450 1B37 225x450 1B70 225x450 1B72 225x450 1B50 225x450 1B53 225x450 1B1 225x450 1B22 225x450 1B23 225x450 1B24 225x450 1B25 225x450 1B30 225x450 1B31 225x450 1B32 225x450 1B33 225x450 1B34 225x450 1B35 225x450 1B36 225x450 1B38 225x450 1B47 225x450 1B48 225x450 1B49 225x450 1B51 225x450 1B52 225x450 1B54 225x450 1B55 225x450 1B56 225x450 1B61 225x450 1S2 d=150 1S3 d=150 1S4 d=150 1S5 d=150 1S6 d=150 1S7 d=150 1S8 d=150 1S9 d=150 1S10 d=150 1S11 d=150 1S12 d=150 1S14 d=150 1S15 d=150 1S16 d=150 1S17 d=150 1S18 d=150 1S19 d=150 1S20 d=150 1S21 d=150 1S22 d=120 1S23 d=120 1S24 d=150 1S25 d=150 1S13 d=150 1S1 d=150 300 600 22Y8-16-150(T1) L=900 600 300 22Y8-16-150(T1) L=900 300 610 16Y8-25-150(T1) L=950 610 300 16Y8-25-150(T1) L=950 600 300 16Y8-16-150(T1) L=900 30Y8-26-175(B1) L=5650 30Y8-28-175(B2) L=7500 300 1300 10Y8-29-150(T1) L=1600 1300 300 35Y8-29-150(T1) L=1600 780 300 28Y8-4-150(T1) L=1100 21Y8-30-175(B2) L=4650 9Y8-32-175(B2) L=3200 300 660 10Y8-33-150(T1) L=1000 21Y8-18-175(B2) L=5150 300 950 24Y8-12-150(T1) L=1250 690 300 23Y8-20-150(T1) L=1000 14Y8-24-175(B2) L=2900 14Y8-15-175(B1) L=2800 300 600 16Y8-16-150(T1) L=900 300 1020 35Y8-27-150(T1) L=1350 1020 300 47Y8-27-150(T1) L=1350 24Y8-3-175(B1) L=4050 300 780 28Y8-4-150(T1) L=1100 300 870 24Y8-31-150(T1) L=1200 870 300 24Y8-31-150(T1) L=1200 660 300 10Y8-33-150(T1) L=1000 16Y8-34-175(B1) L=1900 21Y8-1-175(B2) L=4300 300 820 12Y8-2-150(T1) L=1150 820 300 24Y8-2-150(T1) L=1150 19Y8-3-175(B2) L=4000 300 780 22Y8-4-150(T1) L=1100 780 300 26Y8-4-150(T1) L=1100 15Y8-5-175(B1) L=2600 300 560 17Y8-6-150(T1) L=900 560 300 17Y8-6-150(T1) L=900 13Y8-7-175(B2) L=3050 300 630 14Y8-8-150(T1) L=950 630 300 14Y8-8-150(T1) L=950 21Y8-9-175(B1) L=3700 300 730 24Y8-10-150(T1) L=1050 730 300 24Y8-10-150(T1) L=1050 19Y8-3-175(B2) L=4000 300 780 22Y8-4-150(T1) L=1100 780 300 22Y8-4-150(T1) L=1100 27Y8-3-175(B1) L=4000 300 780 31Y8-4-150(T1) L=1100 780 300 31Y8-4-150(T1) L=1100 21Y8-11-175(B2) L=5150 300 950 24Y8-12-150(T1) L=1250 950 300 24Y8-12-150(T1) L=1250 22Y8-7-175(B1) L=3050 300 630 25Y8-8-150(T1) L=950 630 300 25Y8-8-150(T1) L=950 15Y8-13-175(B2) L=4250 300 810 17Y8-14-150(T1) L=1150 810 300 17Y8-14-150(T1) L=1150 19Y8-15-175(B1) L=2800 300 560 19Y8-6-150(T1) L=900 560 300 19Y8-6-150(T1) L=900 7Y8-34-175(B2) L=1900 300 560 8Y8-6-150(T1) L=900 560 300 8Y8-6-150(T1) L=900 9Y8-21-175(B1) L=1600 300 560 10Y8-6-150(T1) L=900 560 300 10Y8-6-150(T1) L=900 22Y8-35-175(B2) L=5450 300 990 26Y8-36-150(T1) L=1300 990 300 26Y8-36-150(T1) L=1300 29Y8-1-175(B1) L=4300 300 820 33Y8-2-150(T1) L=1150 820 300 33Y8-2-150(T1) L=1150 21Y8-21-175(B1) L=1600 300 560 24Y8-6-150(T1) L=900 560 300 24Y8-6-150(T1) L=900 7Y8-3-175(B2) L=4000 300 780 8Y8-4-150(T1) L=1100 780 300 8Y8-4-150(T1) L=1100 7Y8-21-175(B1) L=1600 300 560 8Y8-6-150(T1) L=900 560 300 8Y8-6-150(T1) L=900 7Y8-21-175(B2) L=1600 300 560 8Y8-6-150(T1) L=900 560 300 8Y8-6-150(T1) L=900 31Y8-34-175(B1) L=1900 300 560 35Y8-6-150(T1) L=900 560 300 35Y8-6-150(T1) L=900 9Y8-37-175(B2) L=5750 300 1040 10Y8-38-150(T1) L=1350 1040 300 10Y8-38-150(T1) L=1350 14Y8-9-175(B2) L=3700 300 730 16Y8-10-150(T1) L=1050 730 300 16Y8-10-150(T1) L=1050 4Y8-15-225(B2) L=2800 300 600 5Y8-16-200(T1) L=900 600 300 5Y8-16-200(T1) L=900 11Y8-17-225(B1) L=1350 300 560 12Y8-6-200(T1) L=900 560 300 12Y8-6-200(T1) L=900 14Y8-3-175(B2) L=4050 300 780 16Y8-4-150(T1) L=1100 780 300 16Y8-4-150(T1) L=1100 21Y8-15-175(B1) L=2800 300 600 24Y8-16-150(T1) L=900 600 300 24Y8-16-150(T1) L=900 21Y8-18-175(B2) L=5150 300 950 24Y8-12-150(T1) L=1250 950 300 24Y8-12-150(T1) L=1250 27Y8-3-175(B1) L=4050 300 780 32Y8-4-150(T1) L=1100 780 300 32Y8-4-150(T1) L=1100 7Y8-19-175(B2) L=3450 300 690 8Y8-20-150(T1) L=1000 690 300 8Y8-20-150(T1) L=1000 17Y8-21-175(B1) L=1600 300 560 20Y8-6-150(T1) L=900 560 300 20Y8-6-150(T1) L=900 17Y8-22-175(B2) L=3900 300 760 20Y8-23-150(T1) L=1100 760 300 20Y8-23-150(T1) L=1100 20Y8-19-175(B1) L=3450 300 690 23Y8-20-150(T1) L=1000 950 300 24Y8-12-150(T1) L=1250 27Y8-3-175(B1) L=4000 300 780 32Y8-4-150(T1) L=1100 780 300 32Y8-4-150(T1) L=1100 3Y8-3-175(B2) L=4000 300 780 3Y8-4-150(T1) L=1100 780 300 3Y8-4-150(T1) L=1100 Figure 12. Slab layout and reinforcement generated by ProtaStructure. The slab loading results formed the basis for the subsequent structural analysis and reinforcement design. The adopted slab thickness was 150 mm with a concrete cover of 25 mm. The characteristic dead load applied to the slab was 3.47 kN/m2, while the characteristic imposed load was 1.50 kN/m2. These loads were incorporated into the structural model for the analysis of the slab panels and their supporting beams. 4. Discussion The results obtained from the structural analysis indicate that the major reinforced concrete components of the proposed Highrise structure satisfied the reported design checks. The foundation footing satisfied the soil bearing, eccentricity, punching shear, one-way shear and flexural reinforcement checks. The columns satisfied the reported axial, bending and shear requirements, while the assessed beam satisfied the reported flexural, shear, torsional and deflection requirements. The reinforcement generated by ProtaStructure/ProtaDetails provided practical detailing information for the construction of the structural members. The results demonstrate the application of computer-aided structural analysis and design to the development of a reinforced concrete Highrise structure in accordance with the adopted British Standard design provisions. IJEMT 5. Conclusion Based on the research made, the following conclusions can be drawn: 1. Detailing with ProtaStructure software makes the design and analysis process faster. 2. When a structure is properly analysed, structural failures like cracking, uneven settlement and total collapse can be prevented. 3. The study proved that using Protastructure software improves accuracy and prevent under or over reinforcement. 4. The analysis results showed that the structure is safe, stable, and economical to build.