BridgeSmith Thanks for your input! Yes, you are right. The hydraulics engineer is the key person, who takes the geotech input and converts it to a design scour depth which bridge engineers like yourself will use. I have discovered that the geotech parameters needed are PSD and Atterberg limits test.
Hi guys. My question relates specifically to scour in bridges over water bodies. I'm wondering what are the essential information that bridge engineers require from geotechnical engineers apart from particle size distribution and atterberg limits testing.
Input much appreciated!
geotechguy1 The fill material has not been decided, but is currently well-graded sand. Beneath the embankment is stiff clay, followed by dense sand and sandstone. The existing ground at the toe of the slope continues to slope down. It would require 4-5 m extra to extend the slope to flat ground...
Q1: What is the construction sequence for the batters?
Q2: Hydroseeding with jute matting where the slope overlay is thin. But this technology will not work near the toe of the slope due to thickness. Is the slope stable under its own weight?
I'm using Rocscience's Settle3 to analyse consolidation settlement. Amazing! I can compute immediate and primary settlement so quickly. However, I cannot find the secondary compression part including time step. Anyone know how to work this?
Hi. I am a geotechnical engineer. I received the following sketches from the structural engineer for 2 options of highway gantries. I am estimating pile lengths, without estimated loads from the structural engineer. Can anyone give me a rough idea of how heavy these gantries would be? Rough...
My project involves adding new loading to existing pad footings sitting on 5m fill underlain by soft soils.
I am trying to back-calculate ground compressibility parameters (compression ratio, coefficient of consolidation, permeability and pre-consolidation pressure) from 20+ years of field...
Thanks for your responses!
EireChch: General BC Eqn. only works for the failure mode of "general shear failure." To check against other failure modes i.e. "punching shear" and "local shear failure," most codes require a check of the foundation's rigidity. I have seen 2 methods to undertake this...
The general bearing capacity equation requires a check of the foundation's rigidity index (Ir) against critical rigidity (Irc). Shear modulus (G) value is required to determine Ir. Is it the small-strain or large-strain shear modulus that should be used?
Thank you all for your responses.
@JedClampett - I get your point. I agree to a certain extent. However, in other fields, there are top people who write books. I think there maybe other reasons e.g. market, sales, etc.
@glass99 - Thank for introducing PSMJ!
@271828 - Looks good. I will get a...
There seems to be limited literature on running an engineering consultancy that touches on topics such as tendering strategy, professional fees and construction supervision. I only know the following:
(1) How to Select and Work Effectively with Consulting Engineers - Getting the Best Project...
With respect to quality control testing of Hot Mix Asphalt (HMA), what is the difference between the Maximum Theoretical Specific Gravity (Gmm) as defined in AASHTO T209, and Maximum Theoretical Relative Density (ST) as defined in BS 598 Part 104 (Appendix E).
I understand that they are...
