Hi, I am currently checking an inclined reinforced concrete walls which is supporting 4 floors (angle of 80degreees - the wall is braced by the slab at each level); the software I am using does not give an integrated force for inclined shapes.
Thus I am checking the compression stresses of the...
thank you. the thing is that I am checking an inclined wall, the software I am using does not give an integrated force for inclined shapes.
Thus I am checking the compression stresses of the wall and would like to verify that it is not exceeded. I verified by hand calculation that it is working...
hello,
I am checking the compression stresses under ultimate combinations in a corewall according to aci318.
What is the concrete stress compression limit (function of f'c) that should not be exceeded ?
Thank you
Hello
I am searching for some good references regarding steel design treating all the design aspects from A to Z. Preferably in metric.
Any suggestions ?
Ok thank you guys for your valuable input.
In case of a cold joint formation and as a I have indicated in my first post, the existing reinforcement is verifying the shear friction through the entire area. Should I have any other worries ?
6 cubes were taken from each delayed concrete truck...
Yes it is 90 minutes. But here is the situation. if you will reject the truck, the next truck u will ask for will also be in a delay so most probably, u will face the same situation.
For this reason, the slump was taken. If the slump was too low, it would have meant that the concrete has began...
Hello,
While casting a retaining wall and because of the heavy traffic, a delay of 2.5 hours between the concrete trucks was noticed.
When the concrete arrived at the site, the slump was taken and found to be 16 cm (a super plasticizer was used - no water has been added to the mix during the...
BSVBD and oldest guy, thank you for your assist. however, the situation is the following :
Footings have been built and backfilled, columns has been casted with the bottom beam. The contractor is addressing this problem now while it is too late so I am figuring out something which is more or...
Hello BSVBD, thank u for your answer.
Regarding your questions, my sketch isn't accurate. the blockwork I am working with are the standards ones.
The concrete footings are square (the footings were designed to handle the axial load carried by the columns so yes they are centric but the nature...
Hello,
I have a fence wall (small concrete posts 200x200mm and 2 beams spanning between these posts. In between is filled with hollow blockwork. The blockwork aren't attached to the beams. They are just resting on them.
There are some areas in the site where the soil is not the same from the 2...
Noted. Thanks for all. I have already sent it to the designer for him to check. I will ask the contractor to use a higher grade of cement to achieve the results. Water cement ratio is fixed at 0.5
but lets say that testing of the ground anchors using this grout with this capacity gave acceptable results, cant I admit that the ground anchors will be ok or not necessarily ?
hello I would like to have a feedback regarding the below
I have a diaphragm wall which I am stabilizing using ground anchors. the grout specified must have 27 Mpa at 7 days before tensioning the cables.
The contractor is getting 18 Mpa at 10 days so he is not meeting the designer requirements...
sorry. i did not read correctly your thread.
According to UBC combinations, the load factor for the wind is 1.3 not 1.6.
It became 1.6 in the ASCE where a directionality factor has been introduced.
it is correct. The earthquake is divided into horizontal and vertical component. the vertical component is 0.5xCa and should be added to the effect of dead load. so u add it to the 1.2DL to have 1.32DL (Ca i guess is 0.24 in your case).
For the 0.9DL, you subtract since the vertical earthquake...
