Project 2 - Review of Shear, Moment & Splice connections in StaadPro Connection Module

To design a typical shear, moment, or splice joint in StaadPro Connection module, you can follow these steps:

1. Define the joint type: Determine the type of joint you need to design based on the structural analysis results, member sizes, and loads.

2. Specify the material properties: Enter the material properties for the members involved in the joint, including the steel grade, yield stress, and modulus of elasticity.

3. Define the geometry: Enter the dimensions of the members and the joint components such as bolts, welds, and plates.

4. Specify the load conditions: Enter the load cases and combinations that the joint needs to withstand, including shear, axial tension and compression, and moment.

5. Design the joint components: Use the StaadPro Connection module to design the joint components, including bolts, welds, and plates, based on the loads and the material properties.

6. Optimize the joint: Once the joint is designed, you can use the optimization tools in the StaadPro Connection module to refine the joint design for weight, cost, or other factors.

7. Generate a report: Finally, generate a report from the StaadPro Connection module that summarizes the joint design, including the member sizes, material properties, load conditions, and joint component details.

general steps for designing and optimizing a braced connection using US standard connections:

1. Determine the loads: Identify the loads acting on the connection, including the axial, shear, and moment loads. These loads will be used to design the connection.

2. Select the connection type: Based on the loads, select an appropriate US standard connection type. Common types include single plate shear connections, extended single plate shear connections, and double angle connections.

3. Size the connection components: Based on the selected connection type, size the connection components such as plates, bolts, and welds. Consider the material grade, connection configuration, and spacing of bolts/welds.

4. Optimize the design: Once the initial design is complete, optimize the connection for efficiency and economy. This may involve adjusting the component sizes or spacing to minimize material usage while still meeting the load requirements.

5. Verify the design: Once the design is optimized, verify that it meets the applicable design codes and standards, such as AISC or ASTM.

6. Generate a report: Finally, generate a report that documents the connection design, including all assumptions, calculations, and verification checks.

To optimize the beams and columns for 85% utilization, we need to perform the following steps:

1. Determine the required section sizes based on the loads and the span.
2. Select preliminary section sizes based on the required sizes and industry standards.
3. Check the preliminary sizes for strength and deflection.
4. Adjust the sizes as needed to achieve the 85% utilization requirement.

Step 1: Determine the Required Section Sizes

First, we need to calculate the loads on the structure:

Dead load:

• Roofing: 0.05 kN/m2 x 12m = 0.6 kN/m
• Purlins: 0.15 kN/m x 0.6m spacing = 0.09 kN/m
• Roof beam self-weight: 0.25 kN/m x 1.2m spacing = 0.3 kN/m
• Column self-weight: 400 kg/m x 11.5m / 9.81 = 504 kN Total dead load = 504 kN + 0.6 kN/m + 0.09 kN/m + 0.3 kN/m = 505 kN

Live load:

• Uniformly distributed load on roof beams: 10 kN/m Total live load = 10 kN/m x 15m = 150 kN

Total load = 505 kN + 150 kN = 655 kN

Assuming a 50/50 load distribution, each column will carry 327.5 kN.

Next, we need to determine the required section sizes for the beams and columns based on the loads and the span. We will use the AISC Steel Construction Manual for this calculation.

Assuming a dead load deflection limit of L/360 and a live load deflection limit of L/240, we can calculate the required section sizes as follows:

Roof beam:

• Required moment: M = wl2/8 = 10 kN/m x (15m/2)2 / 8 = 56.25 kNm
• Required moment of inertia: I = M / (fy/1.1) = 56.25 x 106 / (250/1.1) = 275.5 cm4
• Required section modulus: S = M / (fy/1.1) x 100 = 56.25 x 106 / (250/1.1) x 100 = 110.2 cm3
• Select ISMB 300 with a section modulus of 129.6 cm3 (AISC Manual Table 5-2)

Columns:

• Required axial load: P = 327.5 kN
• Required moment of inertia: I = 0.3PL2 / fy = 0.3 x 327.5 x 152 / 250 = 71.2 cm4
• Required section modulus: S = 0.66PL / fy = 0.66 x 327.5 x 1000 / 250 = 263.4 cm3
• Select ISMB 400 with a section modulus of 319.7 cm3 (AISC Manual Table 5-2)

Step 2: Select Preliminary Section Sizes

Based on the required sizes, we can select preliminary sizes for the beams and columns. We will use standard sizes available in the market:

Roof beam: ISMB 300 Columns: ISMB 400

Step 3: Check the Preliminary Sizes

Next, we need to check the preliminary sizes for strength and deflection. We will use Staad Pro software for this purpose.

Assuming the structure is made of grade