Beam Shear - 3

[Audio] Let us now investigate the shear reinforcement design of the RC beam with the commercial software CSC Orion R18 SP5..

[Audio] The finite element model is built in the program with 500 x 1000mm, 5-bay, 10m span reinforced concrete beams of grade C35, i.e. concrete characteristic cube strength of 35Newton/mm2, and reinforcement yield strength of 460Newton/mm2, with a factor of safety of 1.05. The loading tributary of the continuous beam is 5m, over which width, it carries a 200mm thick slab, which also becomes its flange, upon which a superimposed dead load (SDL) of 15kPa, and live load (LL) of 10kPa are applied..

[Audio] The beam stiffness modifier should then be set by selecting Run, then, Building Analysis, then, Model Options Tab, then, Stiffnesses Tab, then, specify the beam moment of inertia factor as 0.70, and beam torsional stiffness factor as 0.01, to effectively switch the latter off. The structural analysis is then performed by selecting Run, then Building Analysis, then, Analysis Tab, then, Start Building Analysis..

[Audio] The bending moment analysis results are obtained by choosing Run, then, Building Analysis, then, Post-Analysis Tab, then, Model and Analysis Results Display, then, Results Tab, then, Diagrams, then, M3 to display the beam bending moment diagram. For the load combination case 1.4G+1.6Q, the structural analysis results in a hogging bending moment for the interior span of 1,852 kilo Newton metre, and sagging bending moment for the interior span of 1,076 kilo Newton metre, both figures being similar to that which is estimated by the hand method of calculation..

[Audio] The shear force analysis results are obtained by choosing Run, then, Building Analysis, then, Post-Analysis Tab, then, Model and Analysis Results Display, then, Results Tab, then, Diagrams, then, V2 to display the beam shear force diagram. For the load combination case 1.4G+1.6Q, the structural analysis results in a shear force for the interior span of 1,170kN, again being similar to that which is estimated by the hand method of calculation..

[Audio] The deflection analysis results are obtained by choosing Run, then, Building Analysis, then, Post-Analysis Tab, then, Model and Analysis Results Display, then, Results Tab, then, Displacements, then, Z to display the beam deflection diagram. For the load combination case 1.0G+1.0Q, the structural analysis results in a deflection for the end span of 14mm, again similar to that which is estimated by the hand method of calculation..

[Audio] The selected design code of practice is BS8110 Part 1 1997, chosen by selecting the command Run, then, Building Analysis, then, Pre-Analysis Tab, then, Parameters. When the code of practice BS8110 is selected, the concrete material strengths are automatically entered as, concrete cube strengths..

[Audio] The beam design is performed by selecting Run, then, Beam Section Design and Detailing, then, Storey Beams, then, Beam Design (Batch Mode), then, Calculate. The design report could then be subsequently interrogated, by selecting Design Report..

[Audio] The design report shows the design input and output parameters. The design ULS shear is shown as, Vd = 1,170kN. The beam width, b = 500mm, and depth, h = 1,000mm. The beam concrete grade is shown as C35, and the steel yield strength, fyv = 460Newton/mm2. The ULS ultimate and design shear stress, vd is shown as 2.55Newton/mm2. The concrete shear strength, vc, is calculated as 0.79Newton/mm2. This is on the basis of the provision of 8 numbers of T32 longitudinal reinforcement, totalling an area of 6,434 millimetre squared. The ultimate shear strength limit is calculated as 4.73Newton/mm2. The required area of shear steel reinforcement, Asv/S, is calculated as 4 legs of T10 shear reinforcement at 150mm centres, totalling an area of 2.094 millimetre squared per millimetre. Note that the nominal midspan concrete shear strength, vc, is calculated as 0.62Newton/mm2 based on the provided bottom (not top) midspan longitudinal steel. Accordingly, the nominal shear capacity, Vnom, of 730kN, is calculated based on this nominal midspan concrete shear strength, vc, and the provided nominal shear links 4 legs of T10 shear reinforcement at 300mm centres. And so, all the input and output parameters are similar to that which is obtained by the hand method of calculation..

[Audio] The next selected design code of practice is EC2, chosen by selecting the command Run, then, Building Analysis, then, Pre-Analysis Tab, then, Parameters. The choice of the national annex, of the UK for instance, is important in the beam shear design because, the coefficient alpha cc for shear of 1.00 (stipulated within clause 3.1.6(1) of the EC2), features within the design value of concrete compressive strength, fcd equation, which in turn, features within the concrete maximum shear strength, vRd,max(45) equation..

[Audio] Correspondingly, the concrete beam material grade is chosen as C28/35, i.e. concrete characteristic cylinder strength of 28Newton/mm2, and reinforcement yield strength of 500Newton/mm2, with a factor of safety of 1.15. When the code of practice EC2 is selected, the concrete material strengths are automatically expected to be entered as, concrete cylinder strengths. The structural analysis could then be reperformed by selecting Run, then Building Analysis, then, Analysis Tab, then, Start Building Analysis..

[Audio] The beam design could then be reperformed by selecting Run, then, Beam Section Design and Detailing, then, Storey Beams, then, Beam Design (Batch Mode), then, Calculate. The design report could then be subsequently interrogated, by selecting Design Report..

[Audio] The design report based on the EC2 design is now shown herewith. The design ULS shear is shown as, Vd = 1,170kN. The beam width, b = 500mm, and depth, h = 1,000mm. The beam concrete grade is shown as C28/35, and the steel yield strength, fyv = 500Newton/mm2. The ULS ultimate and design shear stress, vd is shown as 2.55Newton/mm2. The concrete shear strength, vRd,c, is calculated as 0.60Newton/mm2. This is on the basis of the provision of 8 numbers of T32 longitudinal reinforcement, totalling an area of 6,434 millimetre squared. The ultimate shear strength limit vRd,max(45) is calculated as 4.48Newton/mm2. The required area of shear steel reinforcement, Asv/S, is calculated as 4 legs of T10 shear reinforcement at 225mm centres, totalling an area of 1.396 millimetre squared per millimetre. Correspondingly, the design shear capacity is calculated as 1,296kN, on the basis of the provision of 4 legs of T10 shear reinforcement at 225mm centres, totalling an area of 1.396 millimetre squared per millimetre. Note that the nominal shear capacity, Vnom, of 972kN, is calculated based on the provided nominal shear links 4 legs of T10 shear reinforcement at 300mm centres, independent of the concrete shear strength, vRd,c. And so, all the input and output parameters are similar to that which is obtained by the hand method of calculation..

[Audio] Let us now investigate the shear reinforcement design of the RC beam with the commercial software ProtaStructure 2019 SP7..

[Audio] The finite element model is built in the program with 500 x 1000mm, 5-bay, 10m span reinforced concrete beams of grade C35, i.e. concrete characteristic cube strength of 35Newton/mm2, and reinforcement yield strength of 460Newton/mm2, with a factor of safety of 1.05. The loading tributary of the continuous beam is 5m, over which width, it carries a 200mm thick slab, which also becomes its flange, upon which a superimposed dead load (SDL) of 15kPa, and live load (LL) of 10kPa are applied..

[Audio] The beam stiffness modifier should then be set by selecting Analysis, then, Building Analysis, then, Model Options Tab, then, Model Tab, then, Material and Section Effective Stiffness Factor, then, set Beam Bending Stiffness to 0.70 say (note to utilise elastic modulus modifier as the bending stiffness modifier does not work in ProtaStructure 2019 SP7.0). The beam torsional stiffness modifier is set to 0.01, to effectively switch it off. The structural analysis is then performed by selecting Analysis, then Building Analysis, then, Analysis Tab, then, Start Building Analysis..

[Audio] The bending moment analysis results are obtained by choosing Analysis, then, Building Analysis, then, Post-Analysis Tab, then, Model and Analysis Results Display, then, Results Tab, then, Diagrams, then, M3 to display the beam bending moment diagram. For the load combination case 1.4G+1.6Q, the structural analysis results in a hogging bending moment for the interior span of 1,863 kilo Newton metre, and sagging bending moment for the interior span of 1,081 kilo Newton metre, both figures being similar to that which is estimated by the hand method of calculation..

[Audio] The shear force analysis results are obtained by choosing Analysis, then, Building Analysis, then, Post-Analysis Tab, then, Model and Analysis Results Display, then, Results Tab, then, Diagrams, then, V2 to display the beam shear force diagram. For the load combination case 1.4G+1.6Q, the structural analysis results in a shear force for the interior span of 1,175kN, again being similar to that which is estimated by the hand method of calculation..

[Audio] The deflection analysis results are obtained by choosing Analysis, then, Building Analysis, then, Post-Analysis Tab, then, Model and Analysis Results Display, then, Results Tab, then, Displacements, then, Z to display the beam deflection diagram. For the load combination case 1.0G+1.0Q, the structural analysis results in a deflection for the end span of 14mm, again similar to that which is estimated by the hand method of calculation..

[Audio] The selected design code of practice is BS8110 Part 1 1997, chosen by selecting the command Analysis, then, Building Analysis, then, Pre-Analysis Tab, then, Parameters. When the code of practice BS8110 is selected, the concrete material strengths are automatically entered as, concrete cube strengths..

[Audio] The beam design is performed by selecting Concrete Design, then, RC Beam Design, then, Storey Beams, then, Beam Design (Batch Mode), then, Calculate. The design report could then be subsequently interrogated, by selecting Design Report..

[Audio] The design report shows the design input and output parameters. The design ULS shear is shown as, Vd = 1,175kN. The beam width, b = 500mm, and depth, h = 1,000mm. The beam concrete grade is shown as C35, and the steel yield strength, fyv = 460Newton/mm2. The ULS ultimate and design shear stress, vd is shown as 2.56Newton/mm2. The concrete shear strength, vc, is calculated as 0.64Newton/mm2. This is on the basis of the provision of 8 numbers of T32 longitudinal reinforcement, totalling an area of 6,434 millimetre squared. It is noted that the calculated concrete shear strength, vc, is slightly lower than that which is calculated by the hand method of calculation. The ultimate shear strength limit is calculated as 4.73Newton/mm2. The required area of shear steel reinforcement, Asv/S, is calculated as 4 legs of T10 shear reinforcement at 125mm centres, totalling an area of 2.513 millimetre squared per millimetre. Note that the nominal midspan concrete shear strength, vc, is calculated as 0.30Newton/mm2 based on the provided top (not bottom) midspan longitudinal steel. Accordingly, the nominal shear capacity, Vnom, of 595kN, is calculated based on this nominal midspan concrete shear strength, vc, and the provided nominal shear links 4 legs of T10 shear reinforcement at 300mm centres. And so, all the input and output parameters are somewhat similar to that which is obtained by the hand method of calculation..

[Audio] The next selected design code of practice is EC2, chosen by selecting the command Analysis, then, Building Analysis, then, Pre-Analysis Tab, then, Parameters. The choice of the national annex, of the UK for instance, is important in the beam shear design because, the coefficient alpha cc for shear of 1.00 (stipulated within clause 3.1.6(1) of the EC2), features within the design value of concrete compressive strength, fcd equation, which in turn, features within the concrete maximum shear strength, vRd,max(45) equation..

[Audio] Correspondingly, the concrete beam material grade is chosen as C28/35, i.e. concrete characteristic cylinder strength of 28Newton/mm2, and reinforcement yield strength of 500Newton/mm2, with a factor of safety of 1.15. When the code of practice EC2 is selected, the concrete material strengths are automatically expected to be entered as, concrete cylinder strengths. The structural analysis could then be reperformed by selecting Analysis, then Building Analysis, then, Analysis Tab, then, Start Building Analysis..

[Audio] The beam design could then be reperformed by selecting Concrete Design, then, RC Beam Design, then, Storey Beams, then, Beam Design (Batch Mode), then, Calculate. The design report could then be subsequently interrogated, by selecting Design Report..

[Audio] The design report based on the EC2 design is now shown herewith. The design ULS shear is shown as, Vd = 1,175kN. The beam width, b = 500mm, and depth, h = 1,000mm. The beam concrete grade is shown as C28/35, and the steel yield strength, fyv = 500Newton/mm2. The ULS ultimate and design shear stress, vd is shown as 2.56Newton/mm2. The concrete shear strength, vRd,c, is calculated as 0.60Newton/mm2. This is on the basis of the provision of 8 numbers of T32 longitudinal reinforcement, totalling an area of 6,434 millimetre squared. The ultimate shear strength limit vRd,max(45) is calculated as 4.48Newton/mm2. The required area of shear steel reinforcement, Asv/S, is calculated as 4 legs of T10 shear reinforcement at 225mm centres, totalling an area of 1.396 millimetre squared per millimetre. Correspondingly, the design shear capacity is calculated as 1,296kN, on the basis of the provision of 4 legs of T10 shear reinforcement at 225mm centres, totalling an area of 1.396 millimetre squared per millimetre. Note that the nominal shear capacity, Vnom, of 999kN, is calculated based on the provided nominal shear links 4 legs of T10 shear reinforcement at 300mm centres, independent of the concrete shear strength, vRd,c. And so, all the input and output parameters are similar to that which is obtained by the hand method of calculation..

[Audio] The next selected design code of practice is ACI318 14, chosen by selecting the command Analysis, then, Building Analysis, then, Pre-Analysis Tab, then, Parameters..

[Audio] Correspondingly, the concrete beam material grade is chosen as C28/35, i.e. concrete characteristic cylinder strength of 28Newton/mm2, and reinforcement yield strength of 460Newton/mm2, with a factor of safety of 1.15. When the code of practice ACI318 is selected, the concrete material strengths are automatically expected to be entered as, concrete cylinder strengths. The structural analysis could then be reperformed by selecting Analysis, then Building Analysis, then, Analysis Tab, then, Start Building Analysis..

[Audio] The beam design could then be reperformed by selecting Concrete Design, then, RC Beam Design, then, Storey Beams, then, Beam Design (Batch Mode), then, Calculate. The design report could then be subsequently interrogated, by selecting Design Report..

[Audio] The design report based on the ACI318 design is now shown herewith. The design ULS shear is shown as, Vd* = 1,175kN. The beam width, b = 500mm, and depth, h = 1,000mm. The beam concrete grade is shown as C28/35, and the steel yield strength, fyv = 460Newton/mm2. The concrete shear strength, vc, is calculated as 304kN, divided by b of 500mm, and h of 1,000mm, resulting in a figure of 0.61Newton/mm2. The ultimate shear strength limit, is calculated as 2,923kN, divided by b of 500mm, and h of 1,000mm, resulting in a figure of 5.85Newton/mm2. The required area of shear steel reinforcement, Asv/S, is calculated as 4 legs of T10 shear reinforcement at 100mm centres, totalling an area of 3.142 millimetre squared per millimetre. And so, all the input and output parameters, with the exception of the ultimate shear strength limit, are similar somewhat to that which is obtained by the hand method of calculation..

[Audio] Let us now investigate the shear reinforcement design of the RC beam with the commercial software CSI Etabs 2020.3.0..

[Audio] The finite element model is built in the program with 500 x 1000mm, 5-bay, 10m span reinforced concrete beams..

[Audio] The continuous 500 x 1000mm beam, carries a uniformly distributed load, beam self-weight (SW) UDL of, 0.5m x 1.0m x 25kN/m^3 = 12.5kN/m. The continuous beam also carries a uniformly distributed load, slab self-weight (SW) UDL of, 0.2m x 25kN/m^3 x 5m tributary = 25kN/m. The beam and slab overlap could then be calculated as, -0.2m x 25kN/m^3 x 0.5m overlap = -2.5kN/m. However, in this program, the beam self-weight is not inserted as an applied external dead load, but instead as a beam material density, in which case, the same dead load would be automatically calculated. The overlap reduction, is however, not incorporated in this program. Thus, because the beam self-weight is automatically calculated, the program would not display its magnitude as an externally applied dead load. And so, the externally applied dead load from self-weight uniformly distributed load, is simply 25kN/m. The continuous beam also carries a uniformly distributed load, superimposed dead load (SDL) UDL of, 15kPa x 5m tributary = 75kN/m. Thus, the total externally applied dead load G uniformly distributed load UDL, would then be 25 + 75 = 100kN/m. This is the figure that is on display when we choose Display, then, Load Assigns, then, Frame, then, selecting Load Pattern G, then, Apply to read the 100kN/m load on the beam. Note that within the program, an additional dead load of 12.5kN/m representing the beam self-weight, is automatically included within the calculations, even though this magnitude is not depicted herein..

[Audio] The continuous beam also carries a uniformly distributed load, live load (LL) UDL of, 10kPa x 5m tributary = 50kN/m. This is the figure that is on display when we choose Display, then, Load Assigns, then, Frame, then, selecting Load Pattern Q, then, Apply to read the 50kN/m load on the beam..

[Audio] To define the concrete material stiffness for analysis, we would choose Model Explorer, then, Model, then, Properties, then, Materials, then, choosing Beam Material, then, change Material Type to Concrete, specify concrete density as 25kN/m^3, and specify modulus of elasticity E as 27GPa, or here as 27,000MPa..

[Audio] The beam stiffness modifier should then be set by selecting Model Explorer, then, Model, then, Properties, then, Frame Sections, then, choosing Beam Section, then, Property Modifiers, then, set bending stiffness modifiers, I22 and I33 to 0.70 (note torsional constant J is 0.01). To perform the beam analysis, we would then choose Analyze, then, Run Analysis..

[Audio] The bending moment analysis results are obtained by choosing Display, then, Force/Stress Diagrams, then, Frame / Pier / Spandrel / Link Forces, then, Moment 3 3, for the load combination case 1.4G+1.6Q. The structural analysis results in a hogging bending moment for the interior span of 1,870 kilo Newton metre, and sagging bending moment for the interior span of 1,087 kilo Newton metre, both figures being similar to that which is estimated by the hand method of calculation..

[Audio] The shear force analysis results are obtained by choosing Display, then, Force/Stress Diagrams, then, Frame / Pier / Spandrel / Link Forces, then, Shear 2 2, for the load combination case 1.4G+1.6Q. The structural analysis results in a shear force for the interior span of 1,181kN, again being similar to that which is estimated by the hand method of calculation..

[Audio] The deflection analysis results are obtained by right-clicking the beam in a Display Force/Stress Diagrams mode, to display the beam deflection diagram. For the load combination case 1.0G+1.0Q, the structural analysis results in a deflection for the end span of 14mm, again similar to that which is estimated by the hand method of calculation..

[Audio] The selected design code of practice is firstly BS8110 Part 1 1997, chosen by selecting the command Design, then, Concrete Frame Design, then, View/Revise Preferences, then selecting the BS8110 97 code. The steel reinforcement yield strength factor of safety, could be set to 1.05 in this dialog box..

[Audio] To further define the concrete material strength for design, we would choose Model Explorer, then, Model, then, Properties, then, Materials, then, choosing Beam Material, then, choose Modify/Show Material Property Design Data to define the concrete cube compressive strength, fcu as 35MPa..

[Audio] Next, to define the steel reinforcement material strength for design, we would choose Model Explorer, then, Model, then, Properties, then, Materials, then, choosing Beam Reinforcement Material, then, choose Modify/Show Material Property Design Data to define the steel reinforcement yield strength, fyv as 460MPa..

[Audio] Finally, for design, we need to assign the steel reinforcement onto the beam section. This is done by selecting Model Explorer, then, Model, then, Properties, then, Frame Sections, then, choosing Beam Section, then, Reinforcement, then, Modify/Show Rebar, then set Design Type as M3 Design Only (Beam), Distance to the Centroids of the Top Bars and Bottom Bars as 83mm and 51mm respectively, and the Rebar Material assignment as RMAT here for the Longitudinal Bars and Ties..

[Audio] Prior to performing the beam design, we need to select the load combinations to be considered for design. This is done by choosing Design, then, Concrete Frame Design, then, Select Design Combinations, then, choose Loads Combinations to be considered for design..

[Audio] To reperform the beam analysis, we would then choose Analyze, then, Run Analysis. The design could then be performed by selecting Design, then, Concrete Frame Design, then, Start Design/Check. The required area of shear steel reinforcement, Asv/S, would then be diagrammatically presented as shown, as 2,075 millimetre squared per metre by selecting Design, then, Concrete Frame Design, then, Display Design Info, then, choosing Design Output as Shear Reinforcing..

[Audio] Right-clicking the beam in question, and clicking Details, would then enable a more detailed calculation sheet to be presented as shown. The design report shows the design input and output parameters. The beam width, b = 500mm, and depth, h = 1,000mm. The beam concrete grade is shown as C35, and the steel yield strength, fyv = 460Newton/mm2. The steel reinforcement yield strength factor of safety, is shown as 1.05..

[Audio] Further down the report, the design ULS shear is shown as, Vd = 1,181kN. And the required area of shear steel reinforcement, Asv/S, is again shown as 2,075 millimetre squared per metre, or 2.075 millimetre squared per millimetre. Accordingly, the shear capacity is calculated in terms of a concrete component, Vc of 347kN, and a steel component, V s of 834kN. And so, all the input and output parameters are similar to that which is obtained by the hand method of calculation..

[Audio] The next selected design code of practice is EC2, chosen by selecting the command Design, then, Concrete Frame Design, then, View/Revise Preferences, then selecting the EC2 code. The choice of the national annex, of the UK for instance, is made. The steel reinforcement yield strength factor of safety, is also shown as 1.15 in this dialog box, as we shall be using the steel reinforcement yield strength of 500Newton/mm2..

[Audio] Correspondingly, the concrete beam material grade needs to be defined by choosing Model Explorer, then, Model, then, Properties, then, Materials, then, choosing Beam Material, then, choose Modify/Show Material Property Design Data to define the concrete characteristic cylinder strength, fck as 28MPa. When the code of practice EC2 is selected, the concrete material strengths are automatically expected to be entered as, concrete cylinder strengths..

[Audio] Next, to define the steel reinforcement material strength for design, we would choose Model Explorer, then, Model, then, Properties, then, Materials, then, choosing Beam Reinforcement Material, then, choose Modify/Show Material Property Design Data to define the steel reinforcement yield strength, fyv as 500MPa..

[Audio] Finally, for design, we need to assign the steel reinforcement onto the beam section. This is done by selecting Model Explorer, then, Model, then, Properties, then, Frame Sections, then, choosing Beam Section, then, Reinforcement, then, Modify/Show Rebar, then set Design Type as M3 Design Only (Beam), Distance to the Centroids of the Top Bars and Bottom Bars as 83mm and 51mm respectively, and the Rebar Material assignment as RMAT here for the Longitudinal Bars and Ties..

[Audio] Prior to performing the beam design, we need to select the load combinations to be considered for design. This is done by choosing Design, then, Concrete Frame Design, then, Select Design Combinations, then, choose Loads Combinations to be considered for design..

[Audio] To reperform the beam analysis, we would then choose Analyze, then, Run Analysis. The design could then be performed by selecting Design, then, Concrete Frame Design, then, Start Design/Check. The required area of shear steel reinforcement, Asv/S, would then be diagrammatically presented as shown, as 1,316 millimetre squared per metre by selecting Design, then, Concrete Frame Design, then, Display Design Info, then, choosing Design Output as Shear Reinforcing..

[Audio] Right-clicking the beam in question, and clicking Details, would then enable a more detailed calculation sheet to be presented as shown. The design report shows the design input and output parameters. The beam width, b = 500mm, and depth, h = 1,000mm. The beam concrete grade is shown as C28/35, and the steel yield strength, fyv = 500Newton/mm2. The steel reinforcement yield strength factor of safety, is shown as 1.15..

[Audio] Further down the report, the design ULS shear is shown as, Vd = 1,181kN. And the required area of shear steel reinforcement, Asv/S, is again shown as 1,316 millimetre squared per metre, or 1.316 millimetre squared per millimetre. Accordingly, the shear capacity is calculated in terms of a concrete component, VRd,c of 263kN, and a steel component, VRd,s of 1,181kN. And so, all the input and output parameters are similar to that which is obtained by the hand method of calculation..

[Audio] The next selected design code of practice is ACI318 14, chosen by selecting the command Design, then, Concrete Frame Design, then, View/Revise Preferences, then selecting the ACI318 14 code. The strength reduction factor, phi, which is equal to 0.75 for shear, is based upon Table 21.2.2, ACI318 14..

[Audio] Correspondingly, the concrete beam material grade needs to be defined by choosing Model Explorer, then, Model, then, Properties, then, Materials, then, choosing Beam Material, then, choose Modify/Show Material Property Design Data to define the concrete characteristic cylinder strength, fc' as 28MPa. When the code of practice ACI318 14 is selected, the concrete material strengths are automatically expected to be entered as, concrete cylinder strengths..

[Audio] Next, to define the steel reinforcement material strength for design, we would choose Model Explorer, then, Model, then, Properties, then, Materials, then, choosing Beam Reinforcement Material, then, choose Modify/Show Material Property Design Data to define the steel reinforcement yield strength, fyv as 460MPa..

[Audio] Finally, for design, we need to assign the steel reinforcement onto the beam section. This is done by selecting Model Explorer, then, Model, then, Properties, then, Frame Sections, then, choosing Beam Section, then, Reinforcement, then, Modify/Show Rebar, then set Design Type as M3 Design Only (Beam), Distance to the Centroids of the Top Bars and Bottom Bars as 83mm and 51mm respectively, and the Rebar Material assignment as RMAT here for the Longitudinal Bars and Ties..

[Audio] Prior to performing the beam design, we need to select the load combinations to be considered for design. This is done by choosing Design, then, Concrete Frame Design, then, Select Design Combinations, then, choose Loads Combinations to be considered for design..

[Audio] To reperform the beam analysis, we would then choose Analyze, then, Run Analysis. The design could then be performed by selecting Design, then, Concrete Frame Design, then, Start Design/Check. The required area of shear steel reinforcement, Asv/S, would then be diagrammatically presented as shown, as 3,087 millimetre squared per metre by selecting Design, then, Concrete Frame Design, then, Display Design Info, then, choosing Design Output as Shear Reinforcing..

[Audio] Right-clicking the beam in question, and clicking Details, would then enable a more detailed calculation sheet to be presented as shown. The design report shows the design input and output parameters. The beam width, b = 500mm, and depth, h = 1,000mm. The beam concrete grade is shown as C28/35, and the steel yield strength, fyv = 460Newton/mm2. The strength reduction factor, phi, which is equal to 0.75 for shear, is shown herewith..

[Audio] Further down the report, the design ULS shear is shown as, Vd* = 1,181kN. And the required area of shear steel reinforcement, Asv/S, is again shown as 3,087 millimetre squared per metre, or 3.087 millimetre squared per millimetre. Accordingly, the shear capacity is calculated in terms of a concrete component, Vc of 302kN, and a steel component, V s of 878kN. And so, all the input and output parameters are similar to that which is obtained by the hand method of calculation..

[Audio] The next selected design code of practice is AS3600 2018, chosen by selecting the command Design, then, Concrete Frame Design, then, View/Revise Preferences, then selecting the AS3600 2018 code. The strength reduction factor, phi, which is equal to 0.75 for shear, is based upon Table 2.2.2, AS3600 2018..

[Audio] Correspondingly, the concrete beam material grade needs to be defined by choosing Model Explorer, then, Model, then, Properties, then, Materials, then, choosing Beam Material, then, choose Modify/Show Material Property Design Data to define the concrete characteristic cylinder strength, fc' as 28MPa. When the code of practice AS3600 2018 is selected, the concrete material strengths are automatically expected to be entered as, concrete cylinder strengths..

[Audio] Next, to define the steel reinforcement material strength for design, we would choose Model Explorer, then, Model, then, Properties, then, Materials, then, choosing Beam Reinforcement Material, then, choose Modify/Show Material Property Design Data to define the steel reinforcement yield strength, fyv as 500MPa..

[Audio] Finally, for design, we need to assign the steel reinforcement onto the beam section. This is done by selecting Model Explorer, then, Model, then, Properties, then, Frame Sections, then, choosing Beam Section, then, Reinforcement, then, Modify/Show Rebar, then set Design Type as M3 Design Only (Beam), Distance to the Centroids of the Top Bars and Bottom Bars as 83mm and 51mm respectively, and the Rebar Material assignment as RMAT here for the Longitudinal Bars and Ties..

[Audio] Prior to performing the beam design, we need to select the load combinations to be considered for design. This is done by choosing Design, then, Concrete Frame Design, then, Select Design Combinations, then, choose Loads Combinations to be considered for design..

[Audio] To reperform the beam analysis, we would then choose Analyze, then, Run Analysis. The design could then be performed by selecting Design, then, Concrete Frame Design, then, Start Design/Check. The required area of shear steel reinforcement, Asv/S, would then be diagrammatically presented as shown, as 2,728 millimetre squared per metre by selecting Design, then, Concrete Frame Design, then, Display Design Info, then, choosing Design Output as Shear Reinforcing..

[Audio] Right-clicking the beam in question, and clicking Details, would then enable a more detailed calculation sheet to be presented as shown. The design report shows the design input and output parameters. The beam width, b = 500mm, and depth, h = 1,000mm. The beam concrete grade is shown as C28/35, and the steel yield strength, fyv = 500Newton/mm2. The strength reduction factor, phi, which is equal to 0.75 for shear, is shown herewith..

[Audio] Further down the report, the design ULS shear is shown as, Vd* = 1,181kN. And the required area of shear steel reinforcement, Asv/S, is again shown as 2,728 millimetre squared per metre, or 2.728 millimetre squared per millimetre. Accordingly, the shear capacity is calculated in terms of a concrete component, Vc of 218kN, and a steel component, V s of 1,093kN..