Search results for query: *

How to specify temporary shoring during backfill operation. Concrete is 70% of specified strengh plus compacting on the heel side. Are there any recomendations? Thanks

Thanks to all. So, I have to add 2kips/ft. Is there example on the web how to design RW for a seismic load.

What a surcharge should be used modeling traffic load next to the cantiliver RW? I use 2.5 ft of soil or 300 psft. Are there any code recomendations? What about dynamic impact?

Thanks to everybody for responses. I will refer to state DOT standard specification and if,when and where DOT requires prime/tack coat contractor shall apply it.

I am writing specification for a small parking lot. When prime/tack coats are not required? What are advantages of applying prime coat. Please help?

I am trying to locate IDF curves as TXT, EXCEL or Word files for Autodesk Land. Thank you in advance.

I am looking for information on compaction of granular materials (2"-0.5"). What is 100% of LVD compaction? Thans in advanace.

It is the way I read Section 2106 of UBC 97 "General design requirements" which is common for WSD and Strength Design

I am taking SE-2 in coming April, are there any advises in addition to be ready?

What about vibration analysis ? Long span....

I think, effective width will be the same as for WSD.

Does Illinois accept SE-2 from other states?

Russian SNIP used to have uniform load factors (overload) for steel, concrete masonry and wood: dead load 1.1 snow 1.3 short-term live load 1.3(guess) long term live load 1.3 (guess) wind 1.4 plus dynamic component for buildings of certain height as far as I remember overload factors and...

I think if you use load tables then engineer calcs of the subfloor must confirm that vertical load might be distributed according to joist flexibility(rigities) in lieu of the tributary area.

There are three snow zones in European part of former USSR with ground snow in the range of 50kg/m^2(10psf) -100kg/m^2(20psf), no reduction and drift consideration as in ASCE7. There are three wind zones in the range of 50kg/m^2(10psf)-100kg/m^2(20psf) at elevation 20m(60ft).

what is the reason of using draingae layer for rigid or flexible pavement under subbase? It appears that a low water table and capillarity action might contrubute to pore pressures..

Please help to learn about drainge layer under pavement. Why? and when it will be required?

I think you need to check: fa/Fa+fb/Fb < 1.00 (or 1.33 ? )where fa is axial compression due to dead load and fb is flexure compression due to wind. I think code (ASCE 7-98) does not allow 30% stress increase in wind load combination I am not sure about ACI-530. Any comments ? for a...

Thank you all ! I am still verifying requrements. I was told that pavement should be designed for 60-90 kips vehicles. It is unclear how many per day and what is the design time expectancy. I do not see how any concrete surface will survive under steel track for a long time. I am thinking...

I am looking for any help( rules, experience and recomendations) how to design concrete pavement for tracked vehicles. Tx