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Thanks everyone for the replies. I understand the means and methods for this retaining walls ain't easy. Honestly, I'm not a 100% sure how the shoring would be. In my mind, the digging will sectional and the patio/2nd bedroom beam load going to the 4x6 in the sketch be shored from the outside...

ExcelEngineering: I wanted to point out that the purposes is to build the wall from the inside. Hence, no demo from the exterior side which would require a back fill will be done. However, the existing SOG from the patio would exert some surcharge. I'm underpinning all the existing wall...

Thanks for the tip ExcelEngineering. However, the owner wants to save in cost and he doesn't mind if he loses 12" of space along the perimeter. The contractor on board considers this a good amount of savings if we can design something that is cast against what' existing without having to jack...

Thanks msquared48. Sounds good

Thanks msquared48; 1) when you suggest underpinning the current footings, do you mean also to underpin the isolated spread footing that carries the point load? 2) I'm guessing you're referring to design the retaining wall as a "constrained" condition and analyze that the reactions of the wall...

Hello Eng-Tip Forums I'm currently working on a residential project (Los Angeles CA), in which a crawl space with interior sloping grade is intended to be transformed into a basement (8ft tall). I'm sure this type of conversion has been done before. I'm designing the cantilever retaining wall...

Thanks!

I've been looking for ASTM standards specifying a criteria for solar panel perimeter frame systems installed on roofs. I have a client who wants to manufacture his own frames and connection hardware. As a structural engineer, I'm sure of what I would look for in a testing criteria (pull out...

Fellow engineers: I was approached by a current solar panel client with the following proposal. Currently, my client purchases pre-manufactured solar panel steel assemblies which he installs on residential projects. I've been his structural engineer in reviewing his proposal plans and verifying...

Thanks FixedEarth, That's good to know; i ran some numbers and yes; a regular footing analysis with the dimensions mentioned would work. However, the problem is that the contractor wants to build a cage like reinforcing for this block of concrete because of a previous design. So my concern is...

Michel, I agree with you if the configuration we're talking about is a footing. However, if you'd see a cage like configuration, would the longitudinal reinforcement then follow the 0.0020 criteria? My initial reaction would be NO. ACI 318-08, 10.9.1 and 10.8.4 mention a 1% min steel that can...

Thanks Michel, Yes, if were to analyze this a spread footing, assuming soil bearing and mass of footing only, then the system would be OK for the loads. However, the layout for the reinforcement is different than just having a "cage". The rebar will be less, meeting min requirements of 0.0018...

Michel, I understand that, but we need to consider something. The design for this foundation is considering lateral bearing formulas, not typical vertical bearing pressures. And since it's also taking axial, it should be considered as a column. Therefore, similar requirements as for columns...

I have a quick question to see what the structural community opinion is with regards to this: This concrete pole is being installed on a Seismic Design Category D We've designed this concrete pole based on the guidelines of the CBC 10, section 1807 for Embedded poles. A light pole is being...

Thanks! I found what i needed with this link http://geohazards.usgs.gov/designmaps/us/regions.php Actually, i had to assume the entire state, since i didn't have much time for this submittal. Still, numbers were reasonable. Thanks again!

Thanks! I got the info from the USGS. http://geohazards.usgs.gov/designmaps/us/regions.php

That's correct JAE. I need to design for the maximum since this could be used anywhere in SoCal. (Pole footing for light pole)

I understand that this topic may be more related to Seismology Engineering, but i believe there's more traffic on this forum. I'm working on a project that will require the knowledge of the maximum Ss and S1 for site class D in Southern California. Can anyone point me in the right direction in...

Forgot to mention also, this is for an Occupancy Category I, II or III and under the ASCE7-05 Hazard maps. Thanks

I'm working on a project that will require the knowledge of the maximum Ss and S1 for site class D in Southern California. Can anyone point me in the right direction in order to find this information? I understand we can use the tools at USGS to find site specific values, but I'm trying to find...