Jump to content

Search the Community

Showing results for tags 'minimum reinforcement'.

  • 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 4 results

  1. Salam, What is history of 1 percent minimum reinforcement in RCC columns, could we reduce it where columns have very large size due to architectural reasons and Moment Frames has very low demand, please guide. Thank You
  2. The minimum amount and spacing of reinforcement to be used in structural floors, roof slabs, and walls for control of temperature and shrinkage cracking is given in ACI 318 or in ACI 350R. The minimum-reinforcement percentage, which is between 0.18 and 0.20%, does not normally control cracks to within generally acceptable design limits. To control cracks to a more acceptable level, the percentage requirement needs to exceed about 0.60% (REFRENCE ACI COMMITE REPORT 224R-01) So according to above statement , should we follow 0.60%, to be on more safe side??
  3. Hello Fellow Engineers. Well I do Know that, Etabs Checks all the members for there minimum area of Reinforcement as per code. But I came across one design of mine where I see for a beam size of 228.6 mm wide and 304.8 mm deep. Etabs gives Bottom reinforcement less than what I calculated manually. I am attaching a few pics for the problem. I request to please put some light on this. The beam is designed for M20 and Fe 415 steel.
  4. Following are the limitations imposed by ACI for calculating minimum reinforcement in case of slabs and beams: As (min) = 0.002 bh or 0.0018 bh (for slabs) As(min) = (200/ fy ) b x d ( Governing for beams when fc' < 4500 psi) I tried to calculate isolated footing flexural reinforcement with both these methods and the results were quite different. Eq of slab when used gave me a min reinforcement of #4@8" c/c whereas beams equation gave a minimum reinforcement of #4 @ 4" c/c. My question is when to use each of them in footing and which one is the more reliable approach to use. Thanks
×
×
  • Create New...

Important Information

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