JAE, that is a valid concern. The EOR needs to review the trusses regardless of whether the trusses are prepared before or after the engineers design. I did not mean to imply that loading errors do not occur.
kmart30, I am in California and I often will require the truss calc's prior to starting my design. I know several other engineers in my area who do the same. I have done it both ways but it definitely saves me time to have the trusses prior to starting my design and I prefer having the truss...
What version of ASCE 7 is the 2015 IBC based on? I have recently started to review the new building code and in the 2013 building code in the "Effective Use of the IBC/CBC" in the Structural Provisions section the ASCE 7 version was listed.
There was also a table in this section for each...
I use to exclusively use my own spreadsheets (and still use some), but I have moved on to purchasing software. You might consider looking into programs like StruCalc, EnerCalc, and Retain Pro. Each of these programs are reasonably priced for the most part in my opinion. All programs come with...
BigH- the lateral loads will be coming from Wind and Seismic loads. The site has expansive clay soil and that is the reason the soils report is calling for drilled piers.
Stenbrook- do you know the name of the book that Czerniak figure came out of?
Thanks you all for the responses.
Teguci thanks for the FHWA reference I will check it out.
KootK I could see how some experienced designers might just use there engineering judgement and be able to assume the drilled piers are adequate for the lateral loads on a small home like this...
I need to design a drilled pier and grade beam foundation for a 1,000sf single family home. I have a soils report that provides the allowable skin friction which I will use to determine the minimum depth to support vertical loads (toe bearing is being ignored). To determine the minimum depth...
I need to design a drilled pier and grade beam foundation for a 1,000sf single family home. I have a soils report that provides the allowable skin friction which I will use to determine the minimum depth to support vertical loads (toe bearing is being ignored). To determine the minimum depth...
I am designing a three story wood home (2 stories + walk-out basement). The walk out basement has reinforced masonry walls on 2 sides with the remaining 2 walls being wood. I am having trouble demonstrating that I meet the criteria for two-stage analysis in Section 12.2.3.2.
My question is do...
I'm not sure what code your using but if memory serves the IBC has a load combination of 1.2D+1.6L+0.5S. I would go with the most demanding load combo found in the bldg code unless in your judgement circumstances exist that justify using a higher load.
Thank you all for the advice. I will definitely show the footing being formed to avoid lateral pressure. I'll have the contractor check for a geo-grid too.
I posted this in the Foundation Engineering forum, but thought I would try it here too. I have a client that would like to build a new garage 2 feet back from an existing 4 foot tall retaining wall.
Since I have no information on the existing wall other than that it is a "block wall with pins...
I have a client that would like to build a new garage 2 feet back from an existing 4 foot tall retaining wall.
Since I have no information on the existing wall other than that it is a "block wall with pins connecting the blocks together" I want to avoid placing an addition surcharge on the...
Thanks for the reference Splitrings and thanks for the response JAE.
There is no basement, just a footing with a 16" stem wall. You bring up some valid concerns JAE. I agree that the whole structure would need to be re-analyzed. I'm worried I'll get into it and then realize it just won't work.
Hello All,
I am involved in a remodel project of an existing single story home built in the 1920's. The project was supposed to be a 1st story addition and has now morphed into a second story addition. The home has a concrete foundation with a wood sub-floor. I have done some preliminary...
