The ACI Building Code for Struc- tural Concrete includes minimum provi- sions for concrete materials and design, with a primary goal of protecting the safety. The term “curing” is frequently used to describe the process by which hydraulic- cement concrete matures and develops hardened properties over time as a. The International Concrete Abstracts Portal is an ACI led collaboration with leading technical organizations from within the SP Date.
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International Concrete Abstracts Portal
Welcome to our community forums, full of great discussions about Structural Engineering. Please register to become a part of our thriving group or login if you are already registered. By waqar saleemDecember 21, in Seismic Design. I am designing a 2 storey building columns are 12 ” x 15″, building is in seismic zone 3 so detailing require SMRF. It is not convenient and practical to have ties spaced at less than 4 inches. I would say that increase the area of hoops and increase the spacing of hoops.
For calculating the tie spacing, the applicable member parameter is ‘minimum member dimension’ of the column, which is 12 inches in case of 12″x15″ column.
As clarified in the commentary section R As such, use of a larger size tie bar would not help increase required spacing of ties in case of an SMRF.
IMHO, The only parameter that may be helpful in increasing the required tie spacing, is the 308-008 dimension of the column’. However, in a double storey building, I do not see a need to increase smaller dimension of the column beyond 12″, solely for providing ties at a spacing larger than 3″. You need to be a member in order to leave a comment. Sign up for a new account in our community.
Already have an account? Fatima Khalid posted a topic in General DiscussionDecember 3. Palash Engr posted a topic in Concrete DesignJuly Fatima Khalid posted a topic in Foundation DesignJuly Rana posted a topic in Concrete DesignMay 19, Shariful Islam posted a topic in Concrete DesignMarch 7.
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Posted December 21, Share this post Link to post Share on other sites. Posted December 22, Posted December 23, Posted December 25, Thank you very much Uzair for your kind input. Posted January 9, Engr Uzair gave the appropriate reply to the query. Create an account or sign in to comment You need to be a member in order to leave a comment Create an account Sign up for a new account in our community. Register a new account. Sign in Already have an account? The conference website can be visited at http: Please note that world leading earthquake engineering experts have confirmed their participation in the conference.
Please note that participation in the conference is strictly based on registration. Early registration in different categories at reduced rates are available till 10 December Please visit the conference website to see the details and the link for registration. If there are any queries, please do not hesitate to contact the Conference Secretary at the following address Prof.
Picked By UmarMakhzumiDecember 5. Pile length is 40 times of 3088-08 least dimension. Picked By UmarMakhzumiJuly Please tell me how can i solve it.
Underground water tank base slab as a foundation Fatima Khalid posted a topic in Foundation DesignJuly 23 Asalamualaikum all, I have columns which are conflicting with the underground water tank as shown in figure.
So I have decided to make underground water tank base slab as a footing for column. So I import etabs model to safe and just take uniform water load on base slab and point load from columns. This is the residential house. The BC is 2tsf. But SAFE is showing tension on the base slab and the thickness from punching is 30”.
I believe that thickness is too high. What 38-08 be the error? Is this approach is correct for design base slab of ugwt to carry load of two edge columns? Safe Iterative Uplift Analysis asadishaq posted a topic in Software IssuesJune 16, SAFE perform iterative uplift analysis,any one having experience how to check the results of this analysis??? Picked By UmarMakhzumiJuly 3. Picked By waqar saleemMay You can find the list of all the new improvements by visiting this website.
Do check out the link posted above for the complete list. I think it was important to do as it brings more transparency for the forum and also helps spread the responsibility. The forum belongs to 380-08 members so it never made sense for one person to be Admin, As always, feedback is much appreciated.
Thanks for taking the time out to read this update. Picked By UmarMakhzumiMarch We are calculating crack widths here. ACI proposed limiting the spacing and removed actually calculating the width and also removed the exposure conditions. ACI R references method 1 and 2 above and 3 european codes.
The most confusing part is the table in which Nawy suggests 0. The whole document is for normal structures except this line. And people are following this line and refer to this document for water tight structures. I mean its just a suggestion and by the way zci method 1 is obsolete now since ACI see point 2 above.
Diaphragms use to transfer the lateral load to the resisting element frame such as column. Picked By UmarMakhzumiMarch 9. The use of ULS method is fairly new for geotechnical design last decade.
The following items shall be discussed: Click on the link to read the full article. Picked By UmarMakhzumiNovember 22, No registered users viewing this page. Selection Of Building System Seismic. Hello Question regarding choosing between shear walls and moment frame system. Both the systems are provided to resist the lateral forces. The value for Response reduction factor is different for different systems 3080-8 to UBC.
International Concrete Abstracts Portal
But in case of moderate seismic zone like zone 2A or zone 2B if I have option of providing only moment frames or only shear avi then what is the criteria for selecting such system? Eccentricity check for irregular L-shaped building using IS Code FYP idea in Structure Engineering.
Any suggestions or recommendations? I really got confused of checking of eccentricity using response spectrum method. For response spectrum methodin Etabs after assigning of the load cases we could find the eccentricity overviews options per floor diaphragm.
But it doesnot take the negative value.
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Thus, how could we use the four load combination for the check of eccentricity for response spectrum method. I did my civil engineering bachelor’s from Pakistan. I have more than 5 years of experience out of which I spent 4 years in a field of post tensioning at Qatar. Currently located here in Adelaide and plan to visit Pakistan till May 308-088 not picky about location. Are there any construction opportunities available?