We are considering sheetpiles as an option for some future SOEs. What do you think about the reasonability of the following guidelines for sheetpile installation:
Residual Soils (S1 and S2): The S1 stratum has blow counts of 16 bpf or less and the S2 stratum has blow counts between 16 and 60...
I forgot to mention that test done was Triaxial CU with Pore Pressure. We have all the parameter except the poissons ratio. We dont have any lateral measurment arrangment in the triaxial cell.
Ali
Can any one help me in calculating the Poissons ratio? If we have done with triaxial test and we only have axial strain in hand. Is there anyway to calculate lateral strain from stress path or any other source. Because you know poissons ratio is lateral strain/axial strain. Help is really...
Could any one tell me about the books written by these authors.
1) The Triaxial Test
2) The measurment of soil propertiesin the triaxial test
From where I can buy them. I have searched Amazon.com but invain.
Thanks
Ali
Pressuremeter test
Is there any ASTM standard for both Pressuremeter test in soils and rock? I found ASTM D4719 but that is for soils. Can we use this method for rocks too.
RON,
What are the other factors which accelerate top drying other than atmosphere temperature? The slab was poured in month of May and is steel fiber.When can we say that slab is CURLED?I mean how much slab joint is raised then condition can be termed as curling.This curling condition is very...
Ron,
I have one more question. What do you think if slab is little bit raised a joints and center of panels is depressed? Then what should be the cause behind this? I have a little feeling that this is also a case for slab on grade.
Ron,
I measured the cores and depths are as under
Core # 1 Core # 2 Core # 3
5.969" 6.200" 6.181"
6.000" 6.262" 6.400"
6.009" 6.232" 6.369"
5.932" 6.182" 6.224"
I feel that bottom surface of...
Ron,
The slab is 6" thick and joint depth is 1/2" that means the crack at the joint starts at 1/2" from top and goes to full depth.Do you also think that these cracks may be due combination of moving load and shrinkage problem?
I forgot to mention one thing in my previous mail. The contractor used steel fiber concrete (4000 PSI)in place of regular 3500 PSI proposed in the drawings.Did this change also contribute to more shrinkage/expansion/cracking?
Ron
I got four cores from the floor area. Two cores from top of crack and one exactly from contraction joint. Last one, a good one for compressive strength.Two cores from crack area show a full depth crack and third one from joint area show a crack exactly below joint to full depth and joint...
