We use panel blocking to transfer shear. Basically it is four pieces 2x member to form a rectangular shape with sheathing on it. This panel blocking shall be put between floor joists or floor trusses on top of shear wall and under floor sheathing.
What I did before was same as kslee1000 said. Note allowable capacity given by catalog is superimposed load. You do not need consider slab self weight.
I do not thick tube steel moment frame is good option. R factor is very low (R=1.5 for tube) and it is super hard to have approved moment connection per current code for tube.
Wide flange is first choice if considering moment frame I believe.
Seismic is not a problem since it is at basement level and it can not go anywhere. Light weight concrete is not a choice due to many reasons such as anchor bolts capacity, budget..... Yes, it will take long time to re-analysis. If totally redo it, not only thickness need be changed, but also...
Thanks, guys. I will run analysis to see........It will take a lot of time.......Plus there is no budget for this work. What happened is contractor does not want to change anything.....
Hello, friends,
We have finished calculation/drawings and passed plan check for a 10'' thick two way post-tensioned elevated floor slab. Everything is ready for construction. Right now, owner is planning to use 12'' thick and leave all PT cable and mild reinforcing at the same...
It is rock site. Main purpose of caisson is for sliding resitance rather than bearing. Seismic load is big for retaining wall but is doable for concrete wall. Main issue is how can we make house wood construction except retaining wall.
Thanks, Mike and csd72,
The diagram was creasted by us and pile will be designed by us as well. Also,please note, we are using Mat foundation (can be 12'' to 24'' thick if needed). Retaing wall will be designed as cantilever wall.
What we are trying to do is away from hillside design...
No, it is not soil problem. It is seismic design problem if using hillside design requirements. Most critical problems are wood shear walls can not be used, need design a lot of primary anchors and secondary anchors. Design is tough and of course, construction cost will be increased a lot, a...
This is a tough situation and I hope your experienced engineers can give me a hand.
It is 3 story house on hillside (V:H>1:3) in Los Angeles. How can Hillside design requirements section 1666 be waived? I have never done hillside house design. Can we do following (please refer to attached...
Nutte, thanks for the input. The thing is for connection design, screws are always control rather than section itself. Also we will not try to make moment connection. Almost every connection was considered as pin connection.
My understanding based on experience:
It is true that drawings need to be stamped by a P.E.
Special inspection may not be needed depends your project structural design information. For example, if you have field weld or epoxy anchor bolts, you do need special inspection.
For most cases we have done in our office for past several years, we are using Plastice modulus Z=1.25*S. We have done step by step calculations and found most of C and Z shape (16GA, 14GA, or 12GA) Z > 1.25*S, therefore we selected to use 1.25*S as plastic modulus.
If anything wrong or under...
It is close to property line, only 15' to 20' away.
The retaining wall is part of the building (five stories total). We are planing to use 10'' concrete mat foundation. I think soil capacity shall be ok if we following flat pole design to get embedment (could be 50ft or more embedment) by...
In high seismic zone, like Los Angeles area, it will be really hard to make drift under limit. Strength level, 6x6x1/4 column can work while 6x6x1/2 may still not work by considering drift. Anyone has better ideas to deal with this issue???
It will take a lot of time to get permission from Caltrans, probably 1 year. For sure, client can not afford this timeline. Perhaps, there are some telephone, electic or other embeded wires overthere, there will be a great chance for tie back cable to hit them.......
