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As far as I have encoutered the combinations of External Moment Resisting Frames & Internal Shear Walls, External Shear Walls & Internal Moment Resisting Frames, Moment Resisting frames are comminly used in precast concrte buildings with the Moment Resisting Frames specially for one storey...

There is a circular intake tower with buttresses. The structure is modeled as 3-d When calculating the External Hydrodynamic Added Mass, should I use the radius of a circle including the buttresses? The internal is of no concern as it is a simple circular area. How should the External...

A 30m high Intake Tower with a 6m internal diameter has attached to it a ventilation shaft. Buttresses have been placed radially on the external diameter, extending 5m. Two of them help to form-hols the ventilation shaft. QUESTION: Is it wise to place an external concrete shell so as to include...

Much appreciated the info provided about the publications and your posts Thanks a lot Fixed Earth.

OkEY in applying Seed & Whitman's formula. You add to your Active Earth Pressure and Hydrostatic the Earthquake augmentation part and the Hydrodynamic Does Seed and Whitman has the same triangular distribution as Active Earth Pressures; Inertia of the structure and back fill supported on...

Please find correct address for attachment.[highlight #FCE94F][/highlight]https://dl.dropboxusercontent.com/u/35337025/sketch.pdf

The structure, an inverted frame with "wings" Please see attached pdf. The structure is located in an area with pga 0.43, hence earthquake loads can not be ignored

There is a typical 4m cantilever retaining wall which is back filled 3m thus has a "free-board" of 1m There is a scenario that water can rise at the side of the back fill up to the wall's crest. The back fill is relatively permeable. It is clear that the relevant Mononobe Okabe formula will...

Hi racookpe1978, Forgot to attach the longitudinal section. Pls find it attached http://files.engineering.com/getfile.aspx?folder=548fd5c8-71fc-4c33-a982-9b04ad20410e&file=LONG_SECTION.pdf

Hi racookpe1978, Please find attached a longitudinal section. The cut&cover will be blocked at its start, and then the final blocking will take place in the tunnel. The cut&cover,tunnel e.t.c will work initially during construction of the earth dam as the water diversion system. At the end of...

Thanks BAretired for your comment. The worst case regarding uplift is the case where water hasn't reached the intake's tower bell mouth entrance hence there is no water inside the culvert.I have actually checked the uplift for that scenario. I am puzzled regarding the earthquake loading when the...

The culvert is closed at one end of the intake tower, the other end leads to the entrance of the diversion tunnel. Uplift may occur if the water is round the bell mouth of the intake tower, that is hasn't yet entered the culvert.

Thanks cvg, for your comment. At scenario with the 27m. water will be in the culvert as the intake tower is significantly lower. The up-lift scenario i.e water just below the water intake governed the thickness of the culvert so as with the back-fill and external water on the footing to resist...

I am to design a culvert in the bottom of a water reservoir. The culvert is to be constructed by cut & cover method and back filled by more than 50% of its span so as to meet the natural ground terrain. On top of that there will be 2m of rip-rap and 27m of water. Should I ignore the inertia...

Although I have the code I can not find a reference regarding the minimum percentage. By the way I do not think the code can de downloaded for free. All standard authortities of Europe (BSI,Gerrman, Italian....) are selling them. For the Actions, Reinforced Concrte and Earthquale Code with all...

Is there any indication in Eurocode 8 about the minimum percentage? The Guidlines for the Earthquake Design of Bridges issued by the Greek Ministry of Infastructures stated the percentages of 0.5% and 1%. Guess in the design I will make reference to the above code since the design is in Greece

I believe it should be treated as a column, so whether needed or not, a minimum percentage of reinforcement as required by the relevant code,should be provided. If the piles are not micro-piles that is if their diametar is 1.00/1.20m then the placement of reinforcement should not be a real...

The pile is tretad as a column by the designer i.e subjected to axial load, moments and shear forces in two directions. Hence ask the designer why he is not supplying the minimum reinforcement for column. I agree that it looks at least peculiar Have you got any idea what design code is used? I...

Dear Kieran, Check which region in Europe, if it is Italy, Greece Romania e.t.c which are bound to strong eartgquakes I would be very carefull. Ask the designer for confinement reinforcement, regardless of the axiall load, the reinfocement is considerable.

Yes, actually eurocode specifies that the maximum reinforcement that most probably is located at the interface of thge pilecap and the pile must be placed at the interfcae of soil layers with markedly diifrent shaer deformability