The EFM solution is also used for a detailed comparison with the analysis and design results of the engineering software program spSlab. The calculated results are compared with the values presented in the Reference and with exact values from spColumn engineering software program from StructurePoint. limitations of depth to neutral axis). The impact of cracking on stiffness reduction represented by the magnitude of cracked and effective moment of inertia is highlighted in the analysis results including forces and deflections. Two-Way Flat Plate Concrete Slab Floor Analysis and Design (CSA A23.3-14). The calculated values are compared with the values from the reference and the exact values from spColumn engineering software program from StructurePoint. Reinforced Concrete Tilt-Up Wall Panel Analysis and Design (ACI 551). The following values are can be used as a guide; Overall depth of beam ≈ span/15.Width of beam ≈ (0.4 to 0.6) × depth. At the end lower the stair supported by a beam and continuous C-Shaped Concrete Core Wall Biaxial Bending Interaction Diagram (ACI 318-14). Slenderness Effects for Columns in Non-Sway Frame - Moment Magnification Method (ACI 318-19). The interaction diagram for a square tied concrete column about the x-axis is developed based on the provisions of the Canadian code (CSA 23.3-14). The calculated results are compared with the values presented in the Reference and with exact values from spColumn engineering software program from StructurePoint. A simplified alternative is to limit the bar size or spacing according to clause 7.3.3. 3 0 obj << This example highlights the slab interaction with the longitudinal and transverse beams and their effect on the system flexural and torsional stiffness including detailed deflection calculations. The Equivalent Frame Method (EFM) presented in ACI 318-14 is illustrated in detail in this example to analyze and design two-way floor slab with beams. {�a��˛8 All rights reserved. Specify an unmatched flat is susceptible to enter project large extent beam design it uses power spectral density to the shear. Equivalent load resistance for only difference between beams are assumed on a cantilever beam design with a linear static analysis and finally we can transfer the section. Additionally, different modeling and analysis techniques using spWall engineering software program to investigate and design tilt-up wall panels with openings are discussed. The Elastic Frame Method (EFM) presented in CSA A23.3-14 is illustrated in detail in this example to analyze and design two-way flat slab with drop panels system. A continuous beam in a residential building is loaded as shown below. The calculated values of the column biaxial bending strength are compared with the values from the reference and the exact values from spColumn engineering software program from StructurePoint. Reinforced Concrete Shear Wall Analysis and Design (ACI 318-14). Two-Way Flat Slab (Drop Panels) Concrete Floor Analysis and Design (CSA A23.3-14). In EC2, the concrete resistance shear stress without shear reinforcement is given by; VRd,c = [CRd,c k(100ρ1 fck )1/3 + k1.σcp]bw.d ≥ (Vmin + k1.σcp) ———- (10). shapes but rarely are discussed in detail for circular columns or column capitals. This is given in the table 2; Table 2: Basic span/effective depth ratio of different structural systems. Precast Concrete Bearing Wall Panel Design (Alternative Analysis Method) (Using ACI 318-14). Additionally, different modeling and analysis techniques using spWall engineering software program to investigate and design tilt-up wall panels with openings are discussed. The interaction diagram for a square tied concrete column about the x-axis is developed based on the provisions of the American code (ACI 318-14). This “shift rule” may also be used as an alternative for members with shear reinforcement, where: al = z (cotθ – cotα)/2 = 0.5z cotθ for vertical shear linksz = lever arm, θ = angle of compression strutal = 1.125d when cotθ = 2.5 and 0.45d when cot θ = 1. The most commonly used example from CAC design handbook is being selected as a reference. Table 1: Equivalent UDL load transferred from slab to beam, Where;n = ultimate pressure load on the slab = 1.35gk + 1.5qklx = length of short spanly = length of long spank = ly/lx. This example highlights code based selection of drop panel dimensions, analysis process of non-prismatic slab with drop panels, the crucial role of drop panels in resisting two-way shear at columns, and detailed deflection calculations. two-way flat plate concrete slab. Design of Staircase (Examples and Tutorials) by Sharifah Maszura Syed Mohsin Example 1: Straight staircase design A reinforced concrete staircase for office use is shown in Figure 1. Shear Strength of Concrete Slabs with Openings (ACI 318-14)). GammaF modification is an important feature in spSlab and can be used as a tool that offers the flexibility to transfer unbalanced moment by optimizing the proportion by which resistance is provided by the combination of shear and flexure. This example highlights the slab interaction with the longitudinal and transverse beams and their effect on the system flexural and torsional stiffness including detailed deflection calculations. This example demonstrates the determination of the biaxial flexural strength of a rectangular reinforced concrete column at a particular nominal axial strength with a moment ratio of biaxial bending moments in the X and Y direction. This example demonstrates the determination of a column section capacity required to resist factored load and biaxial moments utilizing the most commonly used approximate manual design procedures and the exact design procedure. Also from the reinforced concrete stress block, we can obtain the tensile design moment as; MEd = Fsz ——- (5)Where;Fs = fyk/1.15As1 ——-(6)As1 = Area of tensile reinforcement required. The P-M interaction diagram for a dumbbell concrete shear wall with unsymmetrical boundary elements is investigated. Alternative Design Method for Out-of-Plane Slender Wall in ACI 318 is used to demonstrate hand calculation procedures and compare with finite element analysis results from engineering software program spWall. If crack control is required, a minimum amount of bonded reinforcement is required to control cracking in areas where tension is expected. The steps to develop the three-dimensional failure surface (interaction diagram) using spColumn are shown in detail as well. Role of GammaF in Two-way Slab Punching Shear Calculations in CSA A23.3. Slenderness Effects for Concrete Columns in Sway Frame - Moment Magnification Method (18"x18" Column - J. Example: Design the reinforced concrete masonry cantilever retaining wall shown in Figure 2. Slenderness effect for columns in a sway frame is evaluated by designing a first story exterior column in multistory reinforced concrete building using the Canadian code (CSA A23.3-94). However, deflection criteria can be used as a starting point in the analysis, even though experience is the best. The following approximate procedures are discussed in this example: 1) Bresler Reciprocal Load Method, 2) Bresler Load Contour Method, 3) PCA Load Contour Method. The hand solution from EFM is also used for a detailed comparison with the analysis and design results of the engineering software program spSlab including detailed deflection calculations. (100ρ1 fck)1/3 + k1.σcp]bw.d ≥ (Vmin + k1.σcp)bw.d, k = 1 + √(200/d) = 1 + √(200/399) = 1.708 > 2.0, therefore, k = 1.708, Vmin = 0.035k3/2fck1/2 Vmin = 0.035 × 1.7083/2 × 251/2 = 0.390 N/mm2.

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