The backfilling will settle, that is why cone-up bottom plate is used. Usually we provide a 1:100 slope to reach a 1 inch: 10 foot slope under bottom plate.
But ringwall is concrete. Elastic spring is different around perimeter and in the center.
The comparison of tank bottom plate to a film is very vivid. If possible kindly help look for a book or some articles about it.
Which software could be used to model tank bottom plate with Winkler spring elastic support?
Saudi Arabic Code is the same with PIP code. Now I am reading PIP code.
Thank you for your reply. I have not read Annex B API 650 yet. Just now I had a brief look, maybe it is what I am concerned with.
My question is why pressure under tank bottom plate, Wp, is uniformly distributed? Backfill and ring wall is different support.
Wp is product load on tank bottom.
I am a young, but not very young, civil engineer.
Last month it was the first time I had designed a tank ringwall foundation.
In our calculation report, it is assumed that, weight of shell is transferred to ringwall only, while weight of product on bottom plate and bottom plate itself will be...
I want to inquire, when using LRFD method to calculate reinforcement for tank foundation, load factor for dead load is not 1, 0.9D+1.0E for instance. Is the requirement to multiply 1+0.4Av to dead load still applicable or not? Should it be (0.9+0.4Av)D OR 0.9*(1+0.4Av)D?
As shown in ASCE 7-05 & 7-10, take load combinations for stress for example. "W" in ASCE 7-05 and "0.6W" in ASCE 7-10 is of the same effect.
If now we have V1700 calibrated based on strength limit state and ASCE 7-10, the load effect is:
P=0.613KZKZTKDV2*0.6
Or as per ASCE 7-05...
If now strength wind speed V1700 is provided, how should we calculate wind load as per API 650?
I think that only formula provided in Page 509, ASCE 7-10, is effective.
V1700/V50=[0.36+0.1ln(12*1700)]
So as per Chapter 5.2, API 650, load combinations, we can use V50, considering importance...
I am sorry that I started another thread in mechanical forum for the same issue.
In API 650, wind load is calculated based on wind speed calibrated based on ASCE 7-05. Wind speed/pressure is converted by a coefficient 0.78/0.6 in case wind speed calibrated based on ASCE 7-16 is provided.
Now...
In API 650, there is a coefficient 0.78 for wind speed or 0.6 for wind pressure, to convert wind load calibrated based on ASCE 7-10/16 to that calibrated based on ASCE 7-05.
The main difference between ASCE 7-05 and ASCE 7-10/16 is:
1. MRI-50 years for ASCE 7-05, 300/700/1700/3000 years for ASCE...
ASCE 7-10 considers different MRI(Mean Recurrence Interval), 300/700/1700 years, for structures of different risk categories.
For different MRI, is the same factor 0.78/0.6 is used?
ASCE 7-10 considers different MRI(Mean Recurrence Interval), 300/700/1700 years, for structures of different risk categories.
For different MRI, is the same factor 0.78/0.6 is used?
How should we understand wind speed is calibrated based on a certain design method?
If 0.78 or 0.6 is applied to wind speed calibrated based on ASCE 7-10, does it mean it has been converted to wind speed calibrated based on ASCE 7-05?
In API 650-2016, wind speed is by default determined as per ASCE 7-05.
If ASCE 7-10 is used, wind speed shall be multiplied by 0.8, or wind pressure shall be multiplied by 0.6.
Why?
If ASCE 7-10 is used, is Importance Factor is required or not?
In ASCE 7-10, importance factor is 1, use...
I am a young civil engineer.
I use following equation:
Expansion or Shrinkage △= ε * L.
Among which, α is the expansion or shrinkage(inches) happening per 100 feet, at a temperature more than 7O°F.
If maximum design temperature is 7O°F, ε=0.
But in China, if maximum temperature of material in...
