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Engineering design of buildings has many aspects need to be tackled, two mentioned above are core engineering designs, both share responsibilities and require strong collaboration for a practical design, i have not observed a good level of collaboration between the two till now at any project.I could not find reliable geotechnical engineers who could tackle geotechnical issues with geotechnical grounds, solutions are developed in reports but not in actual in field, mostly a driller gets the data of bore log and a jr geologist or geotech technician categorize the soil and a bearing capacity value is mentioned in geotech report by the geotechnical engineer, there are very few soil labs which process samples properly. Client do not understand the importance of geotechnical investigation and in many cases builder or client insists that use nearby area soil report for there plot, and if they agree the go for minimum quoted vendor, and vendor develops report without going to the site or if he performs investigation, he doesnt check plan, he just one or two bores without any proper sampling and SPT and thats it. Geotechnical investigation is most important of engineering design, building sits on it for years (minimum 50 years) thats what building codes specify life of building.Structural engineer take one value bearing capacity and design the foundation, there is very little usage of soil structure interaction. Proper investigation can save the cost or make the building safe if cost is not saved, risk is eliminated, which otherwise could produce severe losses of lives and buildings.In some areas developers developed land with more than 40 to 50 ft of fills, non-engineering, uncategorized, and plots are sold. This is purely geotechnical issue which is tackled by structural engineers with heavy structural foundation costs. Unsustainable approach towards design, every engineering discipline can tackle his problems better, so let the geotechnical engineers develop techniques and stabilize the foundation soils. A sick person can not live happy life on medicines or drugs, he needs to tackle sickness by eliminating causes, with injections its not possible, so structural engineers needs to stop prescribing injections.Collaboration during design and construction can save a lot. Economic crises is on steep up so need to improvise our practices.P.S. there are other engineering discipline and duly regarded, MEP, Environmental, all are equally important and engineering works are team works no single person can practice as engineer, he needs to interact with others.

Hi, I have a project in India, a 2-storey concrete structure and I need an advice as Im about to switch from ACI 318-14 to IS 456(am i right?). Is there much difference between the two codes? Has anyone here already designed structures in India? Can you show me an example? Because it will be different than to what I've been used to. I just need to know the general notes you put into the plan drawings and the design standards. How about the wind and seismic requirements, do they have their own code? Your help would be much appreciated.

Dear members:I was wondering if anyone has gone through this before.ETABS 15, 16 & 18 are all giving me somewhat logical analysis values but wildly false design. Like failure due to buckling for a 20X60 3.2 meters high column in a typical villa. Or requiring a 17000 mm^2 for a column with only 650 KN axial load.It should be noted that this was not the case before.

AoA, If somebody could refer me to any specific design guides tailored for PEB structures specifically would be of great help, thanks!

Working on a steel structure, I used LRFD as well as ASD. The fact that some components of the structure fail in ASD while in LRFD they pass with nearly minimum stress ratios, has left me in an awe. Kindly put in your reviews to which methodology should be adopted and what might be the flaws in using ASD or LRFD concerning Steel Structures. Thanks.

Assalamualaikum, Im designing a connection beam to column and in AISC 360 sec J10 there are some parameteres we got to check on the column, such as web sidesway buckling and web compression buckling. Ive been searching anywhere in the internet but didnt find any failure illustration of these parameters. Could some of you please draw the failure illustration of sidesway buckling and web compression buckling? Thank you.

Assalamualaikum, im designing beam to column connection, i wanted to know what are some limit states on the beam and also on the column? and also i need a correction in my design, heres what i did : 1. designed the top and down flange groove weld to resist tension caused by Mu, Tu=Mu/(h-1/2tf.2) 2. designed amount of bolts on the web based on shear force 3. designed the connection plate on the web based on the shear force / axial (tension force) on the beam. 4. designed the fillet weld based on shear force acting on the beam what else i have to check/design? thank you regards.

I am designing a 10 storied industrial building . Architect used a slanted wall in the front elevation of the building for aesthetic reason. But for structural framing I need to model this shear wall in ETABS. Is is possible in ETABS or I have to use any other software?

Assalamualaikum SE pakistan in general placement of rebar, i always see that the rebars set on the same spacing. These are 2 columns they have the same ratio of reinforcement, same dimentions, but the placement of rebar about 2 axis the A one has larger d than the B one and according to calculation its obvious that the A one gives the larger moment resistance(M3) , which one give the best overall resistance i mean not only the moment resistance but to overall ? the A one or B one? Regards

Assalamualaikum, im designing a steel beam. The nominal shear is already meets the requirement which is larger than the required shear force (Vi*Vn > Vu). But my senior engineer said that i have to design an additional stiffener to resist the force when it comes to erection later. How do i design this transverse stiffener considering there nomore shear to resist? is there any provision on AISC about minimum spacing and the thickness of plate required? thanks

Structural engineer required in a consultants in clifton DHA karachi (opposite Ocean Mall) Engineer must having a valid pec registration. - should have skills on RCC design of multistory building structures - should have skills on design softwares ETABs, SAFE etc.. send your resume on consult.hiring2000@gmail.com with subject "Applied for Structural Engineer"

I have modeled a simple 6m long concrete circular column of 760mm diameter. I have applied a joint live load at the top of the column. Selecting ACI-318 as design code with frame type as sway special, I get the flexural and shear reinforcement. However, when I change the design code to AASHTO Concrete 2007 in the design preferences with zone 3 in overwrites, I get nearly same flexural reinforcement as by ACI but I observe a huge difference in shear reinforcement. It is to be noted that I have used same combination while designing by both codes. Please check the file attached and explain. G.SDB

Help needed in this! Problem attached! STEEL STRUCTURES.docx

Assalam O Alaikum Respected Members, Hope you all are doing good. Does anyone here know what is the procedure of bridge design. Or can anyone link me to any tutorial from where i can get guidance. I have a very basic understanding that too of the grillage design but want to know more about bridge design. Thanks.