Does anyone know where the origin of the recommendation for 1/3 reduction in passive pressure? The 1997 UBC Table 18-I-A explicitely states that the two may be combined without reduction.
These office standards are funny. I had the soils engineer ask me where the reduction came from--he was...
Here's my problem: a thread posted in the bridge engineering forum mentions type N, type F, and type X bolts.
I'm missing something, what are type N, type F, and type X bolts?
Even making the assumption that these are referring to connection types this still doesn't jibe with the type F. I...
I'm considering specifying some yard drain/basins that are similar to a coffee maker (i.e. water drains through a conical insert with holes in it that can be removed and emptied).
In additon the insert may be fitted with a geotextile fabric. The filter fabric insert, if not permanent, might...
It is my understanding that existing bridges are analyzed/rated for legal loads: maximum legal load corresponds to a 20 kip axle.
What design vehicle is used to analyze existing bridges?
An H12 (20 kip axle) seems highly inappropriate as its gross weight would not jibe with the heavier...
1st and mainly:
What is the HL-93 design vehicle?
2nd, with regards to "real vehicles":
What are the changes/differences compared with HS, alternative, and permit loads?
The CA Stand spec's has a clause (for pavement) such that if substandard concrete is allowed to be left in place the contractor must pay a penalty of $27 /yd^2.
Has anyone used such a clause for bridge concrete?
In sum, if part of the R/C bridge is determined under-strength of what was...
My understanding is that ASTM A36 has been phased out of production by ASTM A572 Gr. 50.
1) Does this mean using ASD, that the allowable stress should be 33 ksi (for a simply supported wide flange beam in bending)?
2) Should I expect servicability issues, such as, deflection and fatigue...
A retaining wall will retain soil beneath an existing bridge abutment--i.e. underneath an existing bridge.
1. This will require that the the soil be excavated back to a vertical plane adjacent to the abutment piles.
2. The excavation must not remove soil behind the abutments as this will...
Caltrans, Memo to Designers 6-5, "Reinforced Concrete Pier Walls" makes reference to a "ductility/risk factor." However, I have been unable to find "ductility/risk factor" in Bridge Design Specifications.
So the question is--where can I find out what...
The California Building Code (the UBC97 code with the state's additional guidelines) states, retaining walls over 12 ft must be designed for earthquakes--a quake with a 500 yr recurrence interval.
The peak acceleration for the quake is 0.65 gravities. Using this acceleration in the Monobe...
The California Building Code (the UBC97 code with the state's additional guidelines) states, retaining walls over 12 ft must be designed for earthquakes--a quake with a 500 yr recurrence interval.
The peak acceleration for the quake is 0.65 gravities. Using this acceleration in the Monobe...
