marine pier project

E

eissenhover

New Member
Hello everyone, dear forum users, I want to know your opinion on something. We have a steel frame scaffolding project, 4.8 meters wide and 20 meters long. The pier will extend 20 meters into the sea perpendicular to the shoreline. along the pier, that is, 20 meters, the deepest part of the water is 1.5 meters. There will be 5 piles at a width of 1.2 meters (in the short direction of 4.8 meters) and in the long direction (20 meters) there will be piles with an interval of 4 meters. The piles will be Q219.1*8 pipe profile and will be filled with C16 concrete after driving. Crosses between the piles will be thrown at certain points. The walkable part of the scaffolding will be formed with IPE 200 steels to be placed on the piles and wood will be mounted on it. This is the design in my head, but there are things I don't know; 1) How should I affect the pressure of the water on the 10-meter piles (8 meters in the soil, 1 meter in the water, 1 meter above the water surface) that will be buried in the sea floor, that is, how should I enter my 1 ton/m linear load to the one meter part that is in the water, or how else should I affect it? ? 2) Is there a load other than the water pressure that I should consider? I'm thinking of adding a fixed load to the walkable part of the pier, a 500kg/m2 load as a live load, and a snow load. Apart from these, what can be the additional load, Wind ? Or another load? If there is another load that I need to affect, what method should I use? 3) Would it be right to solve such a system with idecad? If I solve it in İdecad, I will have to define the pipe profile piles I mentioned as a pipe profile column in the program, and of course, I will not be able to transfer the idea of filling the inside of the profile I thought in practice to the program, in this context, is it appropriate to solve such a structure with idecad?
 
It would not be wrong to do structural analysis in ideCAD. However, as an engineer, you should be asking what regulation I can use instead of asking if it would be right to solve this problem first. Because the first articles in the regulations are related to the scope. The priority is in the special regulations prepared according to the building type. When you say steel structure, it enters in the hangar, in the communication tower, in the houses made of thin-walled profiles... My advice to you is to research international standards regarding scaffolding structures. It's supposed to be in the UFC and UBC. The points that you have in mind are described there.
 
Hello. You can easily solve the structure you mentioned in ideStatik with some modeling assumptions. First of all, you can get a boat etc to this pier. do you have an approach? Although, for 1.5 meters of water depth, a large boat is probably not docked. If it is to dock, you may need to consider its impact load by combining it with other related loads within the scope of TS EN 1991-1-7. In addition, assuming that there is a pier facing the open sea for the wave impact load, you can think that the entire height of the column and the beams standing on the side of the wave will affect separately from both carrier system directions. If you want, you can do 30% directional coupling such as earthquake loads. As wave impact linear load, if necessary, for preliminary examination before detailed calculations: 2t/m²*0.219m=0.438t/m (but on the safe side 0.5t/m) for columns and 2t/m²*0.2m=0.4t/m for beams value can be taken into account. boat etc. If it will be a simple pier without berthing and not facing the open sea, or if it will be a small boat etc. if there is very little impact load, then 5 piles 1.2m apart seems like too much. 3 piles with 2.8m intervals will be sufficient. 4m clearance in the long direction seems appropriate. You can think of a system whose beams will simply sit on the pile columns as a single continuous beam in the transverse direction without transferring moment, and in the longitudinal direction, you can think of a system in detail to form simple beams with 4 m spans attached to these beams. Crossing one of the two column openings in each frame in the transverse direction and crossing the 1st, 3rd and 5th intervals of your 5 longitudinal openings in each column will create a sufficiently rigid scaffold. Pipe/box profile with less surface area can be selected for braces. For the piles, it seems like the ratio of 1/4 is a bit too much, in 8m of water, 2m out of it. Although I don't know the coastal ground condition, even 1/3 ratio may be sufficient for cantilever column behavior.
 
"taydoner":1x1afvod" said:
Hello. You can easily solve the structure you mentioned with some modeling assumptions in ideStatik. First of all, is there a case of a boat etc. berthing at this pier? Although a large boat is not berthing for 1.5 meters water depth. you may need to consider its impact load by combining it with other related loads within the scope of TS EN 1991-1-7. Also, for the wave impact load, assuming that there is a pier facing the open sea, the entire column height and the beams standing with its side to the wave direction are added from both carrier system directions. You can think that it will affect them separately.If you want, you can combine 30% direction such as earthquake loads.If necessary, as wave strike linear load, for preliminary examination before detailed calculations, to the columns: 2t/m²*0.219m=0.438t/m (but staying on the safe side 0.5t/m ) and beams, the value of 2t/m²*0.2m=0.4t/m can be taken into consideration.A simple pier that does not face the open sea and does not have boats etc. or small boat etc. if there is very little impact load, then 5 piles 1.2m apart seems like too much. 3 piles with 2.8m intervals will be sufficient. 4m clearance in the long direction seems appropriate. You can think of a system whose beams will simply sit on the pile columns as a single continuous beam in the transverse direction without transferring moment, and in the longitudinal direction, you can think of a system in detail to form simple beams with 4 m spans attached to these beams. Crossing one of the two column openings in each frame in the transverse direction and crossing the 1st, 3rd and 5th intervals of your 5 longitudinal openings in each column will create a sufficiently rigid scaffold. Pipe/box profile with less surface area can be selected for braces. For the piles, it seems like the ratio of 1/4 is a bit too much, in 8m of water, 2m out of it. Although I don't know the coastal ground situation, even 1/3 ratio may be quite enough for cantilever column behavior.
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Thank you very much for your answer, attached is an image and a draft project data I prepared in line with your recommendations (two pieces in ide v10 and ide 8 demo format). ), as can be seen in the image, 8 meters of the piles will be buried in the soil at the base, 2 meters from the top will be in the form of a cantilever, I think it would not be wrong to model with the assumption of a 2-meter column with a fixed base attached instead of a 10-meter pipe profile while modeling. 1 meter of the 2-meter columns will be in water and 1 meter will be above the water, in this case, I need to affect the wave load you mentioned on the one meter part remaining in the water in the form of 0.5 t/m linear load on all columns in both x and y directions, as far as I understand, though I have effected it throughout the entire column, Frankly, I did not fully understand the wave load to be added to the beams, I need to affect all my beams, how should their directions be, should I apply it to the secondary beams, etc.? By the way, I have opened the m2 and m3 freedoms of all my beams, I tried to load in the attached project data, but I think I could not do the loading you mentioned with the collision load.
 
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