Does anyone have the latest errata for NSCP 2015 volume 1 buildings? I'm specifically looking for the correct reference in Section 303.9 "liquefaction potential and soil strength loss". Currently this section refers to Section 208.6.2 which doesn't appear to be correct.
Also, can anyone...
Any procedures for analysing meteological weather station data to obtain 3-second gust wind speed and 10 minute average wind speed (for use as an input to either IBC/ASCE 7, Eurocode, or NZS/AS standards for design). In a country with no building code but with many meteorological stations in a...
Does anyone have a comprehensive world list of the building regulations by country (or website)? Essentially a Country Profile for each country with the Building Regulations used by each country (emphasis on building design and construction). I do realize that some countries don't have legally...
A few quick questions on the 2006 Bangladesh Building Code (BNBC)
Does anyone know if Fig 6.2.10 Seismic Zoning Map of Bangladesh (Z Factor) is a 20%in50yr map, a 10%in50yr map or a 2%in50yr map? Reading section 2.5.7.1 it looks like it could be a 20%in50yrs (or is this a mistake and should be...
In the photos. Cribbing is a bit high for the lumber used. 4x and 6x cribbing you limit to 4ft and 6ft height for stability. Also usually you overlap a bit away from the ends (2-4") and nail to keep the cribbing together.
You may want to look in the manual of concrete practice, I thought the minimum didn't apply to footings because there is continual spring supported conditions from the soil. I would use minimum reinforcement requirement unless your more rigorous analysis indicates less and then take on the ACI...
I think you can use your basic pile stress distributions based on assumed friction
1) During driving
and 2) Permanently under load
You can imagine the driving process as a "downdrag." So what you need to answer is what is the width of the sheet pile and pile influence zone. usually a cutoff of...
Send a plan. You could probably use grade beams or shear keys to obtain greater passive pressure. You could also provide a teflon horizontal joint where the slab is cast over the teflon joint (two plates with coating one on top of wall, one on bottom of slab) for say whatever length of slab and...
Fundamentally, what is the reason behind the DOT requirements? Is it because they want to minimize corrosion by having "additional cover"? or is it because they want a greater distributed bearing area to distribute the load better over the rock? Answer the questions out serviceability and...
Well, let's go back to some fundamental behavior of strands....if it is fully grouted....then as you stress the strand, the first few feet will progressiveley break the strand to grout bond and/or the grout to soil bond....essentially forming an unbonded length. Combine this with contraction of...
Sounds like you may need to place your anchors a bit more tightly spaced; and try and get one near the toe. How deep is your toe? Also, 1) what thickness wall have you used? 2) Did you use cracked concrete properties. 3) What is your criteria for "significant movement"?
Do you have a section...
Case 1: Are you having the pile resist all the load? To me this would be the best retrofit to the existing wall.
Case 2: Are you having the pile only resist uplift loads (and having the footing resist downward bearing and lateral through passive pressure)? There may be stiffness compatibility...
Try the ICRI concrete repair manuals. You can select the acceptable crack with for exposure based on ACI. I would use this criteria since in PT you usually also have mild steel reinforcing. Now remember that these acceptable crack widths, I believe, are mainly for corrosion prevention. There is...
I think the best publication is the 2 volume concrete repair manual set from ICRI. I like the fact that it is a worldwide compilation of technical documents.
http://www.icri.org/bookstore/bkstr.asp
combine this with
Concrete Repair and Maintenance Illustrated: Problem Analysis; Repair...
Thanks hokie...that's exactly my point, the global issue...removing soil is fine locally, but he may run into trouble with his diaphragms and shear walls (globally) because of the soil load on the far side.
Why wait, use the latest ACI... I always say that in a court of law they will always want you to use the latest and state of the art knowledge..."why did you choose a lesser standard?"...regardless of the building code says to use a previous version...remember codes are just a minimum and if you...
