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This is a water containing tank, connection of HSS 4x4' steel on the joints. https://files.engineering.com/getfile.aspx?folder=27329c8b-35ae-4f30-b24a-955aac97491f&file=IMG-4ebff7ddbd48e9196201e1ace8166e86-V.jpg

Please point me to a reference material either code or a book about Jackson & Moreland Alignment Chart when there are no beams present at an end of a column.

is there any simple method to approximate the horizontal subgrade modulus of the soil when the fence experiences wind load? Im trying to calculate whether the setup will overturn or not, i honestly don't know how to deal with the soil reaction part to get the righting...

@hokie66 im thinking of using angles like in the photo in here. How about the rafters? by practice, is it necessary to place them on both directions? https://files.engineering.com/getfile.aspx?folder=1ad600f6-3eee-4d07-8920-8df1d1aea5e5&file=22.png

the roof slope is around 0.9%, rafters are channels with purlins resting on top of it then roof sheet on the very top. Im assuming the wind will act on the slope side, along the direction of the rafters. Is it necessary to put rafters on both directions for some sort of stability or the current...

the roof slope is around 0.9%, rafters are channels with purlins resting on top of it then roof sheet on the very top. Im assuming the wind will act on the slope side, along the direction of the rafters. Is it necessary to put rafters on both directions for some sort of stability or the current...

Im trying to know what they look like but can't find any illustrations that answers my question. Say for example 4 pcs of 16mm tension reinforcements in needed, how are they detailed? on the right pic is my best guess. Is it anywhere...

How do i adjust the unit weight or overall lateral load considering that the aggregates has more voids in it than the regular soil backfill?

im trying to learn to analyze with this truss locally but then i realized that i need to incorporate it in the whole frame because its the only link to columns on the side direction (save from the tension rods). Im so confused. How would you approach...

By localized i mean just 1 section member with tributary area. How do i go about the load path? Truss is analyzed as simply supported. Steel Column is supposed to be pinned, so also how do I model bracings which are steel rods only. What releases should i go for at the ends?

@milkshakelake someone asked me if i happen to know the american counterpart of the factor of safety in the eurocode for shoring in excavation. I remember his work was about digging vertically down(like no slope) for construction of a diaphragm wall. In the eurocode i remember seeing it was...

@PEinc im generally searching , i'll take any provision you can point me to thats anywhere near the topic

can someone please point me in the right direction for this, i've looked at IBC,ACI and AASHTO and im not sure im finding what im looking for. Is there a section in any american code that explicitly states what safety factor to use for shoring excavation regarding soil stability

Can someone show me the code provision, the section where the factor of safety is explicitly stated for lateral soil stability design of shorings?

Im looking for the specific section with the provisions for what factor of safety to be used concerning lateral soil pressure stability for excavation and shoring for reference.

Hello, i'm learning staad and so far i have noticed certain effect of applying offsets as to not. For example, a 5 storey model fails on story drift check when the column to beam connections are at default (centroid to centroid). However when offsets are applied so that beam ends at the face of...

Dimensional limits for beams of special moment frames "ACI 18.6.2.1 (a) Clear span ℓn shall be at least 4d " does the provision above apply to cantilever beams? suppose there's a continuous span of beams of 0.5m depth and ends are cantilevered, does that mean i can't use the same 0.5m depth...

@MotorCity around 250mm, in my example (500x500 column connected to 300x500 beam), two beam spans both applied offset on each ends. Deflection is also reduced when offsets are applied apparently. Bending and shear reactions are like up to 10% lesser compared to the results when offsets are not...

I noticed that applying offsets on beam to column connection on STAAD reduces storey drift values compared to leaving connections as it is without offsets. Is that normal or i am missing something?

Hello respected engineers, i have two questions: As per ACI 318 - 21.5.1.2. the clear span of a beam must be at least four times its effective depth. What would be the implications or consequences if clear span is to be made shorter than 4 times the effective depth? Also, beams are allowed...