Greetings:
Are intermediate supports an option? Although you would have to reinforce/modify accordingly due to stress reversals in truss members.
Best regards, registeredpe in AZ
Greetings:
twinnell, I misunderstood your original post. I agree that the walkout portion of the basement along the non-retaining side can be built out of wood frame construction, provided that the plywood/osb shear walls can safely resist shearing and overturning forces. However, the wall...
Greetings again:
twinnell, I left out something regarding your post about the floor diaphragm resisting the lateral load. If the masonry wall only goes up a partial way then transitions to wood frame (as I understand your case to be), then as I mentioned earlier, you have a "hinge" condition...
Greetings again:
twinnell, in my neck of the woods we abide by the IRC/IBC, however the City of Phoenix also has an amendment which requires any earth retaining structure taller than 3'-4" (measured from top of footing to top of retained soil)must be engineered. Not only that, but for this type...
Greetings:
twinnell, In this particular scenario, yes indeed, the wall would need to resist a triangular lateral soil load for that portion below grade as well as a uniform wind load for the small portion of the masonry wall exposed to the wind and a concentrated point load at the top of the...
Greetings:
271828, the welding Taro was referring to was to weld the structural member to the supporting member, not welding the nut to the bolts! This redundancy would indeed make the connection safer!
Best regards, registeredpe in AZ
Greetings:
Welding the nut to an A325 grade bolt is a definite "no-no". The use of locking nuts,double jam nuts, lok-tite are all good options, but I would agree with Taro's post regarding the welding.
As a footnote, I personally avoid(fatal as you put it)tension only connections wherever...
Greetings:
csd72, I am sorry for the misunderstanding. My post was supposed to be directed to the post made by patbethea(mechanical). I agree with you on this and to further expound on the topic, it is not just limited to carpenters.
Best regards,registeredpe in AZ
Greetings:
Concretemasonry, this is true, provided that the floor diaphragm can resist lateral soil and wind loads, which in my experience has usually not been the case-for typical basement ceiling heights-therefore, it is highly recommended that the wall be designed as a fully cantilevered...
Greetings:
Yes,this is common, but the wall must be designed as a fully cantilevered(unrestrained)wall as opposed to a basement wall(restrained)because you essentially have a "hinge" condition at the point where the wall transitions from masonry to wood frame construction.
Best regards...
Greetings:
Check with the governing board in the state in which you reside.
In Arizona no person may alter a registrant's sealed professional document except under the following circumstance:
Another registrant may, when employed to check the documents, modify the documents. However, the...
Greetings:
csd72, it is against the law to provide structural engineering services in a state that an engineer is not registered in (at least in the good ol' U.S.A).
Additionally, it would be nice to know what part of the globe posters reside in to get a feel for their question/comments...
Greetings again,
I just realized your question was in reference to "gravity" type (usually unreinforced) retaining walls. My post about Enercalc version 5.8 was for reinforced, fully cantilevered retaining walls. Sorry I spoke out of turn.
best regards, registeredpe in AZ
Greeting again:
I just retrieved my quarterly newsletter from my mailbox from the Arizona State Board of Technical Registration and under their mission statement it reads,"The purpose of this agency is to protect the public by setting appropriate registration qualifications and enforcing state...
