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The image contains a structural engineering problem involving a simply supported rectangular beam. Based on what I can read, here is a summary of the problem details:

- The beam has a **span of 20 ft**.
- The beam has a **cross-section of 12 x 24 inches**.
- It is reinforced for **compression with two No. 7 bars**, which are placed **2.5 inches from the top surface** of the beam.
- It is also reinforced with **six No. 7 bars for tension**, located **2 inches from the bottom surface**.
- The beam has an **f'c (compressive strength)** of **3500 psi**.
- The **yield strength of steel (fy)** is **50,000 psi**.

The question seems to ask for the **resisting moment** of the beam, using the given reinforcement details and material properties.

### Clarifying steps:
- The resisting moment involves calculating the moment capacity of the beam based on its reinforcement (both compression and tension) and material properties (concrete strength, steel strength).
- This would involve using principles of reinforced concrete design, such as the **ACI (American Concrete Institute)** design formulas.

Do you want me to provide the detailed steps and formulas to calculate the resisting moment for this beam?

A simply supported rectangular beam with a span of 20 ft has an overall cross-section of 12 x 24 inches. It is reinforced for compression with two No. 7 bars, the center of which is 2.5 inches from the upper surface of the beam, and for tension with six No. 7 bars in two rows, 2 inches from the lower surface of the beam. The compressive strength of concrete (f'c) is 3500 psi, and the yield strength of steel (fy) is 50,000 psi. What is the resisting moment of the beam?

This engineering problem involves calculating the moment capacity of a simply supported rectangular beam (12 x 24 inches cross-section, 20 ft span), reinforced with No. 7 bars. Using principles of reinforced concrete design and ACI formulas, we compute the resisting moment considering concrete compressive strength (3500 psi) and steel yield strength (50,000 psi).

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