youngblood30
Structural
I have a 40’ wood metal plated truss that is cantilevered on one end to span a rear porch. Plan is to remove bearing on cantilevered side and move it out to the end about 8’. Im having a local truss company run the design on the original truss bearing conditions and also for the proposed with bearings on the end (no cantilever). Some of the members have CSI failures and some joints failures.
The existing trusses were designed in the 90’s and luckily they had the shop drawings available. There are adjacent existing trusses that handle the full/same span(without cantilever) but the geometry of the truss is slightly different. The Plan is to reinforce chords/webs that failed based on the tension/compression values and plywood gusset the joints that need to be addressed.
Are there any standards or references for situations like this? I know the truss companies have a lot of testing data on their plates and fairly robust software but I haven’t been able to find anything detailed on plywood gussets or typical practices for reinforcing/repairs. Thanks in advance!
The existing trusses were designed in the 90’s and luckily they had the shop drawings available. There are adjacent existing trusses that handle the full/same span(without cantilever) but the geometry of the truss is slightly different. The Plan is to reinforce chords/webs that failed based on the tension/compression values and plywood gusset the joints that need to be addressed.
Are there any standards or references for situations like this? I know the truss companies have a lot of testing data on their plates and fairly robust software but I haven’t been able to find anything detailed on plywood gussets or typical practices for reinforcing/repairs. Thanks in advance!
