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Thanks, I did download the publication and it appears the foundation is constructed like it is needed to be. My biggest thing is that I don't want to dig up the entire existing foundation and construct a new one, I was hoping to use what is there and just replace the pole. One option I am...

I have an existing 80' steel flag pole. 14" at the base and tapers to 3.5" at the top. The base of the pole is encased in an 8' deep sleeve, 18" dia. with 2" bank sand filling around the pipe. The base is encased in concrete and the pedastal is granite with a granite platform and steps around...

Thanks for the file you sent! I was a project manager for a consulting firm for over 7 years, then went to government for another 7 years. I understand the importance of service agreements that is why I will have a good attorney review before ever sending one out. I am reading a book on...

I was wondering if anyone has any suggestions for some books they recommend reading for starting your own civil engineering business?(just me) I am researching this idea but want to read up and get some ideas that would be helpful. Thanks!

Has anyone designed slabs for concrete thickness using the Portland Cement Association "Concrete Floors on Ground" method? The design charts only go up to an effect contact area of 100 sq. inches for tire loads. I was wondering what to do for larger equipement with much larger tires and lower...

I responded to a thread with these questions but thought I would put them in a new thread hoping for a better response. I have been using QuickRWall for several years now and for the most part I think it is very user friendly. I was wondering whether anyone that has been using this program have...

I have been using QuickRWall for several years now and for the most part I think it is very user friendly. One thing I might add to the topic of discussion is whether anyone that has been using this program have noticed that it does not perform all the checks that should be done? Below are...

That is typically how we design them. the pump is on a float system so the tank will never be completely empty. thanks for all the replys.

I have a small tank with a centrifugal pump in it. to be conservative I was using the bottom of tank (where the pump suction is) but I could use the top of the tank where the water level would be when the pump turns on which would give me a smaller static head. I assume I don't need to look...

Is the way I did it the highest pressure that will be in the line since the total head is already taking into account the total elevation difference? or am I looking at this all wrong? Pump is at elev. 100.00 discharge at elev. 125.00 Static head = 25' dynamic losses is computed to be 5'...

the total head includes the static and dynamic head losses.

that I already did. that is what I meant by figuring out the operation point. where they intersect is at 300 GPM @ 30' of total head. so to figure out pressure is it just based on the head as I calculated above?

If I am pumping a tank of water up to a free outlet (lagoon) I was wondering if I am calculating the pressure in the pipeline correctly. based on the selected pump curve I figure out the operating point for that pump with the system. For this example say it is 300 GPM @ 30' of total head the...

Its a 8' wide, 24' long, 8' deep tank with an open top.

sorry I worded that poorly. I am sizing steel based on the bending moments. I want to take a conservative approach in sizing my hortizontal steel so it won't matter which side they tie the steel too. hope this make more sense.

I have a 10" wall with vertical steel located in the middle. I am checking to see if it matters what side the contractor ties the horizontal steel. when calculating "d" for both locations, if the steel is located on the tension side, do I need to substract db for the vertical steel along with...

Most of the concrete manure storage structures designed that I deal with are either vertical walled rectangluar shaped or sloped side lagoons. For structures that are intended to be liquid tight, is requiring a w/c ratio of 0.45 still too high? Even though I am located in the US, I have read...

Control Joints may be required for our larger structures to minimize cracking instead of loading the slab with a lot reinforcing steel. (depends on cost). For environmental sites for waste storage and equipment driving on slab when emptying. Is there any info out there to show the comparisons...

Does anyone have any other ideas that could be used for a concrete control joint in liquid-tight slabs for load transfer? I use slip dowels in conjunction with 6" PVC waterstop. The other thing used is the speed plate(basket type) with PVC baseseal. Anyone have other or better options I could...

Thanks,that thread was very imformative!