Code is AWS D1.1-20
Material: A572
Thickness: 0.5" stiffener plate to 1.5" thick flange (1.5" flange is high load tension component)
Application: statically loaded built up plate girder (similar to bridge, but not D1.5)
Shop temperature range: 40 degrees to 60 degrees
Dual shield w/ C25...
Here is my understanding of D1.1-2020, Clause 5 and 6.2
Steel Fab Shop A has a single owner and 20 employees
All the employees leave to start Fab Shop B.
Fab Shop B cannot bring with them any of the WPS or PQR documents, but instead must start from scratch - PQR and WPS.
Fab Shop A hires a new...
Here's a question for the D1.6 stainless welding code experts.
Joe Welder’s FCAW-G (using A5.22 filler) performance qualification shows:
- Base material = 304L [base metal group A]
- Filler = 308LT1-4 [filler metal group B with C25 gas]
If I understand Table 5.3, Table 6.5, and Table 6.11, then...
Looks for guidance on using a nonlinear friction element to model foundation - soil interface, for the condition of very high horizontal acceleration time history ground motions; I know the superstructure will move relative to the subsurface, and there will be permanent horizontal displacement...
I am looking for a better systematic way to organize all of the my electronic engineering documents related to structural concrete. That is, a good file structure.
I know - not quite the right forum for this subject, but cut me some slack.
Over the years I've collect 1,000+ engineering...
Does anyone have experience installing a 19mm VW piezometer on a sloped plane? Is there industry references for drilling or direct push?
Expected water head = 10' to 30'.
Say, 30 degrees from vertical.
Target depth = 45 ft, soil strata is layered sandy-silt and sandy-clay, Nspt = 10 to 30.
For the figure below, what is the end of construction horiz shear and moment at the base of the stiff cantilever wall?
The 90 pcf slurry (UCC = 50psi to 300psi) will be placed in 2 lifts at 2.25 ft tall per lift.
The top engr fill unit weight will be no more than 120 pcf, and will be lightly...
ASTM C157 is a lab-sampled test.
However, I sometimes require field sampling for C157 in the contract documents during concrete production, alongside C31 sampling / C39 testing. That is, sampling at truck discharge, then transporting to the lab.
I realize this is a bit unconventional and...
Heads up that RISA 3D v19 is out.
An unpaid plug for RISA:
1. Over the last few months, I've sent their tech dept 3 complaints / suggestions about new features that would make RISA 3D better.
All 3 were incorporated into this version. These guys actually listen.
2. RISA seems to be the...
Below is a static axial capacity plot for a driven pile that I just received from a nationally recognized geotechnical firm (to remain anonymous).
Soil profile is layered silty-sand then clay then silty-sand ... (near a river).
In my humble opinion, this plot is garbage and makes no sense. I am...
To my structural friends experienced with seismic / hydrodynamic loading on concrete walls using both Army Corp approach and ACI 350.3 approach.
Comparing the USACE / Westergaard ("Army Corp") equations for seismic hydrodynamic loading on walls vs ACI 350.3, the shear and moment results are...
I am looking for some guidance on how to determine the design shear strength for chord horizontal bars crossing an "open" 0.375 inch wide vertical control joint in an 7.625 inch wide fully grouted CMU wall.
The mechanism is similar to shear friction with smooth surfaces, except there is actually...
My question is about a prequalified steel moment frame connection per AISC 358-16 and 341-16.
Roof connection vs floor connection.
My main references are AISC 358-16 and AISC Design Guide 4 (2nd edition), which don't appear to address single story frames, but instead also show figures and...
For a mid-size structure, are there published national standards for geotechnical engineering report content, along with subsurface exploration minimums and lab work minimums? Minimum subjects to address in report, number of borings or soundings, max boring spacing & depths, short list of ASTM...
For a steel water tank standpipe (h=60ft, D = 40ft, high seismic) with mechanical anchorage (J = 3). Code is AWWA D100-11.
Plate tension is in the left right direction (X axis) due to static and seismic hoop stresses.
Plate tension is in the up down direction (Y axis) due to overturning...
1. General question: Are there recognized correlations for cohesion - either effective or total - as a function of % passing 200 (0.075mm) for a clayey sand. Say, 5% to 15% FC, with the balance of the soil non-cohesive.
2. For earth pressure evaluation, when is it justified to use cohesion...
I posted to the Slope stability forum, but got no responses, so I'm spreading my net. Instead of double-posting, I'm requesting that if any of you smart geo engineers are so inclined, please take a look at the post titled:
"Pseudo static acceleration and model size" and reply on the Slope...
I posted to the Slope stability forum, but got no responses. Instead of double-posting, I'm requesting that if any of you smart numerical guys (or gals) are so inclined, please take a look at the post titled:
"Pseudo static acceleration and model size"
When using numerical modeling software such as Plaxis 2D to model slope stability or a tall retaining wall with seismic loads, a quick method is to use the pseudo static acceleration (as opposed to several time histories and full dynamic analysis).
However, the stability and/or back of wall...
Consider an electrical room inside a larger industrial area. That is, room is "self-standing" with stud wall terminating below the ceiling (not at the floor or structural roof above).
Walls and ceiling are cold formed steel, Cee shapes.
Ceiling is 8" tall Cee shape spanning 18'. It has 9/16"...
