Engineering Sound

📈📉 𝐔𝐧𝐝𝐞𝐫𝐬𝐭𝐚𝐧𝐝𝐢𝐧𝐠 𝐒𝐡𝐞𝐚𝐫 𝐅𝐨𝐫𝐜𝐞 𝐚𝐧𝐝 𝐁𝐞𝐧𝐝𝐢𝐧𝐠 𝐌𝐨𝐦𝐞𝐧𝐭 𝐃𝐢𝐚𝐠𝐫𝐚𝐦𝐬 Shear and Bending Moments are 𝐑𝐞𝐬𝐮𝐥𝐭𝐚𝐧𝐭𝐬 that are used to represent the internal forces that develop within a beam when external loads are acting on it. > Internal Forces exist within the beam will depend on how the beam is loaded, and how it is supported. > Beams are typically loaded by concentrated forces, distributed forces, and concentrated moments. > Typical beam supports include pinned supports, roller supports, and fully fixed supports. How Do We Draw the Shear Force and Bending Moment Diagrams? Determining shear forces and bending moments along the length of a beam typically involves three steps: 1️⃣ Draw the free-body diagram of our beam. 2️⃣ Use the equilibrium equations to calculate the reactions and moments. 3️⃣ Cut our beam at a single location and use the equilibrium equations to determine the shear force and bending moment at that location. We repeat this process for each location along the beam and draw the result on our shear force and bending moment diagrams.

Pin, Roller, and Fixed Connections. 1.Pin Connection: A pin connection is a vital structural support in civil and structural engineering. It allows rotational movement at the connection point while preventing translation. This type of support facilitates flexibility and is commonly used in truss systems and bridge construction. . 2.Roller Connection: Roller connections, another crucial element in civil and structural engineering, support movements along a single axis. Unlike pin connections, roller connections permit lateral movement, enabling structures to expand and contract due to temperature variations or load-induced deflections. These connections are often found in bridge bearings, where they facilitate smooth movement while maintaining load-bearing capabilities 3.Fixed Connection: Fixed connections are the most rigid type of support in structural engineering. They restrict both rotational and translational movements, providing maximum stability to structures.

🚨🚨 Very important and useful Modeling Notes ✅ Using Etabs and Safe with different international codes and specifications. ✅✅Full design Spread sheet using Egyptian code Standards (ECP203-2020) 💡These Documents will help you to do analysis and design in professional and correct way. 📜 Copied from Dr Mahmoud El Kateb thanks for his effort 🙏🏻

Concrete Slump Test🔥🔥 As Civil Engineer, this is one of the most common tests that one will have to go through. Nevertheless, it is dumbfounded that some engineers could not understand what the reading from this test renders. The Concrete Slump Test is one of the in-situ concrete tests which will be done before concrete is discharged in-situ. This test is governed by BS EN 12350 Part 2 and the older reference would be BS 1881 Part 102. There are less than 10 pages and it would make many wonders why some cannot comprehend such a simple test. Question: What is the difference between S5 slump and collapse? (This question was posed by a consulting engineer from either Malaysia or Myanmar working in Singapore; a developed nation.) Before we go into details about this test, it is good to read the normative references and the literature behind this test. The standard specification mentioned clearly that this test is to be conducted at the site to indicate the workability of the concrete based on trial mix. If the concrete is designed to have a high slump and designed as a tremie concrete, then it supposes to achieve the desired slump assisted by admixture(s). In this case, it supposes to be under the category of S4 or S5 which is categorized as concrete and indicates collapsed shape when the test was conducted. The design mix was done in such a manner so that high workability will allow concrete to flow easily when using a pump. Slump range are as follows; S1 (10-40mm) S2 (50-90mm) S3 (100-150mm) S4 (160mm-210mm) S5 (>210mm) The importance of design mix and trial mix procedure will assist the engineer at the site to check compliance of delivered concrete. With a high slump range, it highlights the potential that the concrete can be tempered with water (usually) to ensure it is not hardened or stiff before being discharged. None of the literature rejects the condition of total collapse or S5 as a fail or rejects or non-compliance. It is up to the discretion of the engineer to interpret the condition of the slump. It is mind-blowing to hear a consultant insisting on a true slump shape when it is designed as a tremie concrete. There is no way that a slump intended to be at 210mm to have true slump shape with a balance of 90mm (when the cone bucket is 300mm). Nevertheless, the trick here is for engineers to exploit when it comes to shearing of the slump. If the slump collapses in a uniform shape, there will be no problem unless there is a sign of potential shearing based on displacement and spread of the concrete. It is like trying to find a true slump for grout when testing for its workability. It is futile if one obstinate engineer tries to conduct such tests with high workability. For that reason, Flow Cone and Flow Trough tests are introduced for highly fluid kinds of cementitious products. In this case, it is similar to the concrete slump test.

FOUNDATION There are three modes of failure under a shallow foundation. These failures are depending on the compressibility of soil and the depth of foundation relative to its breadth. General shear failure typically occurs for soils with low compressibility, such as dense coarse-grained or stiff fine-grained soils. This failure mode develops continuous failure surface between the footing edges and ground surface. Ground surface heaves, either on both sides or any one side of the footing. The bearing capacity of footing is well defined under this condition. Local shear failure surface does not reach the ground surface, and subsequently only slight heaving may occur. This failure is usually occurred in soil with high compressibility, where significant compression of soil takes place. Punching shear failure occurs when soil is subjected to high compression and the direction of shearing is vertical. No ground surface heaving and tilting of the footing occur under this failure. Both local shear and punching

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