Hi,
I am using Autodesk Robot to model a standard low-pitch portal frame. In the software the rafters are modelled as two separate elements (broken by a central node at the apex).
There are separate settings for lateral buckling to define the spacing for adjoining members. However, I was...
Hello,
I have a question about tension laping bars described in EC2.
The Eurocode says that the arrangement of lapped bars should comply with Figure 8.7:
- the longitudinal distance between two adjacent laps should not be less than 0,3 times the lap length, l0;
And in the other parapraph states...
Hi there,
I am involved in design of a complex 2 storey reinforced concrete tank ,size approx. 33m x 100m. The tank will be piled.
The tank will be subjected to significant differential settlement. The walls have expansion joints. The base was designed as a stiff plate to cope with the...
Hi,
I am involved in design of extensive refurbishment and upgrade works of an existing shopping centre.
The original building consists of a light weight cladding roof on cold formed purlins on precast 4' pitch roof concrete beams on 300x300mm precast columns. The building is a single storey...
Hi All,
I am currently designing a large redevelopment of existing warehouse into a high-quality archive storage facility.The scope of work includes the construction of new intermediate floors within the existing one story warehouse to increase the vertical space of the warehouse area. The...
Lads,
In relation to the building it is a large structure (Court House). The structure needs to be piled due to bad ground conditions.
Almost each borehole indicates a low ph =2 , 5 meters below ground.
There are existing buildings in this area and we have never heard any issues but we were...
We suspect that the acid is humic, coming from the peat which is present in the gravel directly below the peat, probably from oxygen getting below the peat when the groundwater level falls. Sulphate levels are low. However, based on the BRE document the humic acids are generally not below 3.5...
PEinc,
My question is how to design and construct a building in a such acidic environment? Any guidlines or codes you guys are aware of to apply here or maybe some advises based on your previous projects?
thx
Hi,
I have a project where the Site Investigation indicated extremely acidic ground conditions with PH = 2. In the BRE special digest they say that anything below 2.5 is a problem. A contractor also highlighted that these conditions are very difficult for construction ??
Cheers
Hi,
I am designing a foundation for 27meter high steel silo, 15m in diameter, full of wood chips (density of green wood chips approx. 350kg/m3). The silo is supported on a braced steel frame structure, 10 meter high on a raft foundation approx. 1.2m deep. I have sized the steel frame and raft...
Hi ,
I am designing an underground tank (7x5m by 4m deep), my question is when the tank is empty should the base slab be designed for uplift pressure (due to ground water) plus upward pressure due to self weight of walls and a roof slab and live loads? I am not sure if these two forces are...
Thanks Lads for all your responses.
Would you be able to give me some indication on baseplates/holding bolts sizes for 30m span portal frame and 10 meter high? Maybe a baseplate detail with a typical pedestal edge distances /rebar?
My columns are 686UBs. I assumed that the horizontal forces...
Hi Jsha811 , when checking the baseplates I calculated also moments at the base. (just to ensure that the holding bolts will fail prior concrete). The issue is a local concrete cone failure due to a pull out force before steel yielding of holding bolts.
I just want to be sure that wont get...
Hi Jsha811 , when checking the baseplates I calculated also moments at the base. (just to ensure that the holding bolts will fail prior concrete). The issue is a local concrete cone failure due to a pull out force before steel yielding of holding bolts.
I just want to be sure that wont get...
Hi,
I am designing a 30m span portal frame, 11m high. The frame has been analysed as a pinned frame. When designing the baseplate I found that due to horizontal forces I need to provide 30mm dim holding bolts. We also intend to cast the baseplates with concrete stubs.
My issue is that the...
I wonder if anybody can double check if my understanding of the ACI360 standards is correct :
I got a 10.6 inch slab (270mm) based on the following assumptions : safety factor 1.7, concrete strength fc =4500psi (40N concrete), subgrade k=200 pci (10% CBR), Concentrated load P = 25000 lbs...
Hi All,
I am designing a large slab on ground to the ACI standards, however I have only experience in designing to the EN codes and TR34. When using the ACI approach (unreinforced slab) I am getting a very thick section in comparison to TR34. The reason is that the ACI only allows to design...
