Jump to content

Search the Community

Showing results for tags 'plinth beam'.

  • Search By Tags

    Type tags separated by commas.
  • Search By Author

Content Type


Forums

  • General
    • Member Introduction
    • Shout Box
    • Students Zone
    • Engineering Marvels & Disasters
  • Civil/ Structural Engineering
    • General Discussion
    • Steel Design
    • Concrete Design
    • Seismic Design
    • Foundation Design
    • Software Issues
    • Journal/ Articles/ Tutorials
    • Spreadsheets & Softwares
  • Technical Support
    • Website Announcements/ Problems/ Login/ Registration Issues
  • PSX Stocks Investing's Topics
  • Parenting's Topics
  • Construction Consulting's Industrial Construction Project
  • Construction Consulting's Piling

Calendars

  • Community Calendar
  • Construction Consulting's Piling

Find results in...

Find results that contain...


Date Created

  • Start

    End


Last Updated

  • Start

    End


Filter by number of...

Joined

  • Start

    End


Group


Website URL


Skype


Location


University


Employer


Interests

Found 3 results

  1. Hello Experts, I am designing a G+2 denim factory with isolated footing, On the ground floor is a heavy warehouse and lifters will move on it. Do I have to model the plinth level in Etabs model with all the storage loads as defined by codes ? or just simply ignore the plinth level and model the super structure ?
  2. Assalaam o Alliakum Everyone, I have some questions regarding design of plinth beams for residential building G+3 in seismic zone 3. 1) Should I provide any diaphragm/slab of any type between plinth beams at plinth level if there actually a slab required at plinth level? As we know that the slab would not transfer any load to plinth beams but only to ground. if yes then which type? 2) Can I apply torsional release to all beams present at plinth supposing that torsion be redistributed to ground? 3) How deep should the base be? What should be the restraint condition? Pin/fixed? I saw some videos they provide base at ground level doesn't seem good to me? I provided base at the bottom of foundation and restraint as fixed. Soil is stiff in my case. Also provided Plinth beams without diaphragm and torsional coefficient equal to 0.01. Did I do the right thing?
  3. Assalam o alaikum seniors, I am searching for some design example of TIE BEAM DESIGN.... I am having sap reactions of all the columns.. I need detail of manual design of tie beam. Or info how to design it. I also want to design it for differential settlement of columns and for lateral loads also... How shud i take these loads in my design??? If i design this beam in sap2000, i apply gravity load and support settelemnt of 25 mm at one end of beam and design it, will it be OK? Shud i take soil reaction from bottom or shud i neglect it? Jazak Allah...
×
×
  • Create New...

Important Information

By using this site, you agree to our Terms of Use and Guidelines.