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Hi buddy We know if we hand calculate a cantilever beam, we take the effective span = clear span + 1/2 depth of the beam or support Here is my concern, if I model this in sap2000, should the model cater for the 1/2 depth effective span itself? Similar case, if I am calculate a single column...

Hi buddy, When we are doing rc beam design, we always think of its longitudinal reinforcement and shear links, while the width of RC is not restricted by code as I remember. I thought of an scenario, when secondary is connected to a wide primary beam, the load path on path is shown as picture...

Hi buddy, As shown in the picture below, I am wondering if I still need to consider the stress on existing utility by pile cap even though the pile is supported by end bearing bored pile on rock. By assumption, there should be no load transferring to the utility. But In reality, the pile cap...

If we consider a simply supported beam under uniform distributed load, when it deform, the vertical load will transform to vertical and horizontal support reaction (As the member is already tilted at the support side). As such, support should experience axial pulling force by the beam. I...

Hi buddy We know transverse reinforcement is required to be provided at the lap zone of rc beam, I would like to know your practice if shear links are already provided for the beam, the area of transverse reinforcement in additional to the shear links area or not Thanks

I would like to know whats your practice in fillet welding a hollow section on base plate/UB/another hollow section fillet weld of hollow section always comes across with a problem that only single side fillet is applicable, it is difficult to achieve full member capacity at end connection I...

Does it mean if I would like the column to share more significant amount of Shear, I need to connect them to core wall with stiffer elements like outrigger truss?

Hi wall, recently I have created 3 models of lateral frame and compare their lateral rigidity 1) 300mm think box 8m x 8m shear wall, 30m high 2) moment frame 30m high with 5story (6m each), and 3 bays(8m each bay),2 abyss in transverse direction. Means on plan there are 4x2 = 8 columns Columns...

I found no code or design manual describing this situation but I think it’s quite common. When a concrete corbel is to support a bridge bearing at the external face of building (bridge subject to wind load), the corbel will take horizontal wind load, at the same time the loading is acting on...

Hi all, I am now designing a corbel with 300mm breadth and 600mm deep. I use the rationale of struct and tie model to design the corbel. However I encountered problem in strain compatibility. During design I need to avoid stew reaching its yield capacity, the tension steel stress is...

Sorry I need to supplement that this is a reinforced concreted structure Dear JLNJ, The structure in my model is mainly resisted by shear wall under wind load. Therefore this column has little contribution in lateral stability. It mainly support the gravity load of cantilever portion at this...

As shown in the attachment, I found the highlighted column is having a large bending moment due to the moment from transfer beam, at the same time it is a cantilever object. Is it a logician assumption if I assume both end of the column is released in moment (There will be increase in moment at...

I have made a more realistic model by changing the floor height 3m, 10floors, total building height = 30m, slab thickness = 300mm and wall and column revised to 1000m x 1000m for simplicity. However, the result still reveals that the core wall takes nearly all the shear loads... does it...

Hi all, I recently created an ETABS RC model with 90m high and 10floors (Just for simulation purpose, no design required) I observed that the perimeter RC column frame account for nearly 0% of total shear from wall, and core wall account for >99.9%. Are there any mistakes in my model? I...

The huge moment generated from wind exceed my design capacity for the shear wall, I'm considering the approaches below 1) (Most conservative) As it is just a 5 storey building, beam column actions capable of resisting the wind load, i simply remove the shear wall in the model and treat it as...

Hi all, I am modelling a 5-story rc structure with 2 lift shaft modelled as core wall at the perimeter of the building, and approximately 30 rc columns around 600mm x 1000mm deep I carry the modelling works using ETABS, however i found that at the bottom storey, over 95% of shear load...

retired13 thank you for your reply. The rc slab is not connected to the sub frame directly. It only connects to the steel beam below. So if we need rc slab as a diaphragm to complete the load path, wind load has to transfer from cladding -> purlins -> sub frame -> edge beam -> diaphragm (rc...

This is case 2 As shown in the elevation, load from cladding transfer to the subframe edge beam, or column directly, while all beam are of in-situ slab with shear stud connected. In this case, can I still assume wind load transfer to the floor slab with diaphragm action? Thnks

Hi all, there are two wind load paths for the steel building I am reviewing. First, wind -> external wall -> in-situ slab with shear stud -> steel beam and columns For this case, diaphragm action is utilized for rc slab connecting to steel beams. Second, wind -> external cladding -> steel...

Hi guys I'm now designing for footing with 7m x 14m dimension I have some questions on calculating immediate settlement of shallow foundation on granular soil. Based on my knowledge, the immediate settlement can be calculated as (S = q * B * (1-u2)/E) S: settlement q: unit stress on soil B...