Design 
  Community 
  Architecture 
  Discussion 
 

Message - Re: Wood Deck Loads

    Responses | Architecture Forum | Architecture Students | Architecture Scrapbook | ArchitectureWeek    
   

Posted by  Robert on December 12, 2002 at 06:37:16:

In Reply to:  Wood Deck Loads posted by ev bosque on December 09, 2002 at 13:07:25:

I would go with (4) 6X6" (go to 8X8 in the deck height is more than 12 feet) pressure treated columns on minimum 12" C.I.P. concrete piers resting on undisturbed subgrade at a depth below the local frost line. Use steel column anchors fastened to the concrete with 5/8" anchor bolts extending at least 12" into the Concrete Pier. Use a 4000 pound mix and #4 rebar would prevent future cracking in the pier. Since this is a second story deck use the 2X10's for joists and provide some diagonal bracing between the supporting columns and the joists/ring joists.

For a second story deck or any deck greater than 24" high you should shoot for 50 p.s.f load. There have been instances where decks have collapsed during large gatherings so more is better.

You should alway try to keep your joist spans to 15' or less between supporting beams.

 
 
ArchitectureWeek     Search     Buildings     Architects     Types     Places     Pix     Free 3D Models     Store     Library

Search GreatBuildings.com by name of Building, Architect, or Place:   
Examples:  "Fallingwater",  "Wright",  "Paris"           Advanced Search

Responses:




Post a Response -

Name:
E-Mail:

Subject:


This is an archive page. Please post continuing discussion to the new Architecture Forums.

To post successfully to the new membership-based DesignCommunity Forums:

    1) Go to the new forums area.
    2) Register with a valid email address.
    3) Receive and respond to the confirmation email.
    4) Then login to the new forum system.



 

Special thanks to our Sustaining Subscribers including BuilderSpace.com .

Home | Great Buildings | CAD Outpost | DesignWorkshop | Free 3D | Gallery | Search | ArchitectureWeek
This document is provided for on-line viewing only. /discussion/24127.html