Curious - What is the explanation for the flat area on the removal side of what I believe is a standard bridge rivet? What removal methods would have been used? I can see the torch mark, but how was the head removed? Did the head removal method leave the flat area?
Yes, the structure was "mission critical" for WWII.
Still puzzled why the designer straightforwardly published stresses up to 19.8ksi, rather than what I believe was the published allowable of 18ksi...
I am looking at a steel structure built in 1942 by American Bridge Company of Gary, IN. The steel specification has not been recorded in the available documents. The design drawings list design stresses as high as 19.8ksi in tension. The shop drawings list AASHO as the construction...
The thickness of the flanges of the A588 is 1 3/4". The A588 material is Grade B. The A572 material is a similar thickness.
The structure is statically loaded and will be exposed to temperatures from +100degF to 0degF.
Weld are typically large fillets, but include full penetration groove...
I have a structure in which weathering steel performance is not an issue, but I have some available A588, and some available A572.
What problems could arise from welding these materials together? What electrode should be used?
I don't believe you will find any canned answers to this situation.
I would start with trying several load distribution methods.
Lever-rule will probably be the thing to use.
I would use one distribution factor for moment, and another for shear, and apply them throughout. Take the layout at...
I am curious if any of you know a simplified method for estimating the lateral deflection of a cirved steel I-girder. I will eventually be doing fe, but I need to know a rough number for preliminaries.
The cross-section in the end span contains straight and curved sections, based on a "ramp"...
Critical components for this collapse, from what I have gleaned from news:
1. It was non-composite. No alternate load path for the failed beam.
2. The deck drainage was infiltrating the beams through the asphalt wearing course. Voids in the box contained water!
3. Low vertical clearance...
Our local bridge owner has included in its design manual a set of curves describing the passive/active earth pressure coefficients for various sands based on movement at the top of wall.
I would like to find the equations that these curves are based on.
The chart is credited Barker (1997)...
Engineering, when practised in the public sector (as opposed to industrial - as stated previously) would have additional conflicts of interest if they operated within a union context.
Union members have a responsibility to protect the jobs, reputation, etc. of their fellow union members...
Thanks to all for your input. At this point, I intend to design for hydrostatic pressure, while tying to drain it away anyway. I will be using closely spaced rather than truly tangent shafts, although controlling this with temporary casing feels iffy. All things considered, horizontal drains...
Has any one seen an effective way to establish positive drainage behind a tangent caisson wall in a cut situation with an exposed height of about 30 feet?
Could vertical holes be drilled behind the shafts and filled with a free draining material and then outlet at the base of wall somehow...
Jhpf,
I think that the primary area in which we disagree is in the area of consequences of failure.
I agree that railings fail alot, but the life and economical damages are relatively minor, compared to highway structure failures. Even if the railing is struck and fails, the vehicle will...
I have always been interested in driveway crossings, and hope to one day build a few as a "retirement" job.
Due to the possibility of fire engines, concrete mixers, fuel oil delivery trucks, etc., I have always held that H15 or H20 should be used, as a minimum.
As for traffic...
Sign structures subject to gusting winds (especially from traffic loading) have experienced fairly frequent fatigue failures. For best installation practice refer to Michigan DOT website at
http://www.mdot.state.mi.us/specbook/
Refer to Section 810.03N
In my opinion, supporting sign bases on...
I do not know what you mean about the origin of the longitudinal deck joint.
The idea here seems to be to limits effects in the transverse direction. Think about it: If you had a bridge LENGTH of 100 feet, would you not expect significant movement at the ends? Limiting the width serves to...
