First of all, I would like to express my deep regret about not updating the post before, I'm so sorry for those who feel that have waste time answering my post and I would never leave a post without updating. I really appreciate all the comments and advices, unfortunately I was out of town doing...
Good Afetrnoon:
The firm for I work has been requested as third party in a dispute between two other firms. As far as i know, the project involved considers a 15 story building with two basement levels. Apparently dispute started due to a complain of someone with building contractor that was...
Guys:
regarding to original question, it depends on the consideration taken by the geotechnical engineer, or the objective to achive. I have seen that certain engineers specified for instace, fill material compacted to a minimum of 95 % MDD Proctor Mod. should provide at least 112 pcf, It was...
Is the bottom layer of the same material, perhaps the source at the tip of the rod is reaching the underlying material with a dry density lower than your fill material, try testing to 3 or 2 inches. Backscatter requieres corrections for lift thickness and you should know underlying lift density...
I would like to know what are you trying to establish here. Because if the question is that, Driving the pin in non-cohesive soils make readings are wrong? I would ask you, Do you think that making a hole of about 6 inches in non cohesive materials will not produce the same effect or...
Hi:
I'm trying to figurre out how many measuring compaction methods are using around the world, I know some nevertheles from time to time some guy refer a method that might or might not exist
I'm familiar with methods used in US, Mx and Canada, please let me know of other methods that i'm...
LibraTech:
you can try the technical report IF-99-025 "Drilled shaft: construction and design methods" published by FHWA or the EM-1110-2908 "Rock Foundations" by the U.S. Army Corp of Engineers.
A comment on always "weak" rock, as in soil clasification there are several methods for instance...
It is the kind of soil you don´t like to encountere behind your foudation.
I dont really know if it is possible that a soil can reach that EI but ASTM d 4829 indicate that soil heaving and EI higher than 130 has a very high potential to swell.
Probably you are dealing with a clay having a high...
In my opinion there are basiclly two or three reasons because of the results you are having can occur and I would check them in order to find the real reason to explain what is happening.
1.-Material being compacted in field is different to that tested to determine the Maximum dry density in...
IV (impact value) might be correlated to some soil parameters like strength, specific moisture content, unsoaked CBR, dry density (compaction), etc.. all this correlations can be established in laboratory or in field, for instance, lets say, specified compation for certain material is 95...
So, if I correctly understand, and my poor engineering judgment is still working, in a site where soils are normally consolidated sandy clay soil (stratum thickness of about 8 feet), interbedded or interstratified with stratums consisting of boulders, cobbles and gravel clayey in some cases...
Is anybody familiar with the use of a device called phicometer? I understand that, this is a device used in connection with the Menard pressuremeter to obtain shear strength and phi values, unfortunatly that is all I know about this test. The firm I'm working for, is providing CMT services to a...
Prime or not to prime? that's the question, Im not totally agree with THE QUESTION
In my humble opinion, if final cover (course layer PCC or HMAC) is going to be inmediately placed over the base, there is not a real reason to use the prime coat, I'll directly apply the tack coat and then pave...
ok guys, when I read engineered fill within a specification, inmediatelly understand that geotecnical engineer need a fill material that meets certain features to be suitable to withstand structural loads, so, as fatdad posted, fill material properties are variable specially if these materials...
Big H is right, let me tell you a story, in my country for instance about 6 year ago used to be two type of concrete A and B, type A concrete allowed that 20 percent of your compressive streght results were below specified strength and conrete type B allowed that only 10 percent of breaks were...
