Thanks for all the replies but don't you all think that lowee region of curves are amounting to high strain and lot of tension developing into concrete. I was worried about the tensile stresses. Some books say that if monet too high comapraed to the axial load than it should be designed as a...
Trying to design a drilled shaft which has high moment (1200 kip-in) and axial load of 10 kips. The steel column on top is concentric to the shaft. But e =M/P = 120 in which is too high. Trying to use column interaction curve ACI c4-60.6 and C4-60.7 to come to the required size but while...
If you tie the slab to grade beam using dowel bar then my understanding is that slab weight will transfer to the grade beam. This will make the grade beam size larger as it has to carry DL and LL of the slab for the design. Please correct me if wrong. I visited a construction site recently and...
If you tie the slab to grade beam using dowel bar then my understanding is that slab weight will transfer to the grade beam. This will make the grade beam size larger as it has to carry DL and LL of the slab for the design. Please correct me if wrong. I visited the construction site recently...
Any ideas on how to connect the concrete slab to grade beam (supported on drilled shaft). Have two options as below:
1. Can slab be casted monolithic to the grade beams? OR
2. It would be a good idea to pour them separately with sealant at the interface
What is a good practice.
I have seen an Auger cast pile with just two # 7 bars at the center in 16" dia pile, 50 feet deep. Which makes only close to .4% reinforcement. I think it should be minimum of 1 %. Any light this reinforcement. Has anyone seen such low reinforcement in ACIP piles.
Also my research has shown...
Thanks for comments
There is no room for overlap from anywhere. Only where there are anchor bolts it may be possible. Usually practice is to leave it alone and try to satisfy any column tension. Question is how do I ensure the provided embedment length is good enough to take the axial...
Thanks. Will appreciate if you could you please let me know which two equations you are talking about. I do not have ACI 318-11, is that Np = 8 * Abrg * fc' = 25 kips (for #8, Fc' =4000 psi.
Do you know how to calculate pullout strength of single tension bar usually used in pile caps. Enough distance from edges no worries about side face blowout. Some books say to use Un = 35*SQRT(Fc'). Based on ACI 318-14 Equation 25.4.2.3a, Ld would be quite large (ld=71*db) seems impractical...
I have a file (*.db) created in ADPL 12.1 and trying to opne in Work Bench 12.1 Is there a way to open this. I am trying "Open" menu under the menu andgoing to the directory where the file is located but I do not see file names (*.db). Please let me know how do I do this, will appreciate...
Thanks for the reply, I am new user. May I will make myself more clear. Using Workbench 12
(1) I tried using force application by components this time. When I click on the surface (I-Section end face). Then force get applied on the flange center but I am trying to apply at the web center...
I am trying to apply load in Ansys 12 in X, Y and Z Direction on Square Tube. In detail view I am choose Force under Type, Define By vector and magnitude as 100 N. The Direction I am clicking the default direction seesm to be normal to the surface. Which I am trying to chagne to lateral...
