Search results for query: *

Thank you very much everyone particularly wannabeEIT and Prex.

StructuralEIT No we don't have a copy of Roark.

Hi, I'm designing a wall for a tank and would like to know if anyone has a copy of "Moments and Reactions for Rectangular Plates" from the Bureau Reclamation. The relevant sheet would be the one with the triagular distributed load. Much appreciated.

Hi, I need to get some reference material quickly on the design of water retaining structures. I'm designing a small water tank. Can anyone direct me to online sources? ACI 350 or any publications etc. More specifically, are there limitations for crack widths by limiting reinforcing spacing...

Hi, A contractor damaged a r/c retaining wall and had to have to wall demolished and repaired. In order to save time he cut the rebard but cut it about 1 foot above the footing and as such the required lap lenghts can no longer be satisfied. I've already checked As provided versus As required...

thanks for the responses. Most persons have responded that closer contours would be recommended. If I use the spot heights given by the surveyor, I can generate a topo to any precision. I appreciate the comment about getting the heights at the top and bottom of slopes but with land that has...

Hi, I have a surveyor who is doing a topographic survey of about 200 acres of land. The land is not flat and has several undulations. The surveyor has generated a topographic map with 1m contour survey using a grid of spot heights of at 10-15 meter spacings. My question is whether this...

Thanks The site has already been filled and no tests were taken. Civilperson....are you saying that you can't excavate and then test? If a fill has been compacted to spec...say 95% modified proctor and then exposed to rain, can this impact the compaction test results? If so, then it leads...

Hi Just a few questions on compaction. Is there any correlation between Impact Value (determined by site testing using a Clegg Hammer) and Density? What are the methods used to determine whether compaction has attained 95% or 100% modified density. What is the best way of determining if the...

Hi Gwynn, Why can't I use 1x6 T&G planks as a diaphragm. What's the difference between that at plywood other than the spacing of the joints (ie every four or 8 feet for plywood and every 6" for the decking) For the load to transfer across the joints I've always looked at it as the load getting...

Hi Gwynn, Why can't I use 1x6 T&G planks as a diaphragm. What's the difference between that at plywood other than the spacing of the joints (ie every four or 8 feet for plywood and every 6" for the decking) For the load to transfer across the joints I've always looked at it as the load getting...

The bridge is about 10 feet off the ground. I've designed it pretty stiff and left a 1/2" gap at the end. I'm hoping that I don't have to put in any bracing but to use the timber deck as a diaphragm. Worse case scenario, I'm thinking off adding angles on each side of the bridge at the structure...

Hi, I have a short timber bridge which is 10'0" long x 8'-0" wide. The architect wants a concrete abutment at one end and diagonal braces from the bottom of the concrete abutment to support the other end of the bridge. We would like to keep the bridge independent from the existing structure...

Hi I'm working with an architect who wants to design a canopy over a pool deck to provide shade. The canopy which will be made out of a canvas type material will span about 13m between steel poles which will act a support. The canopy will have a slight slope to allow water to sheet off but we...

Why don't you use a steel beam? I don't know your tributary areas but the 27 foot span supporting 2 storeys may be a bit much especially when you consider deflection. Can you possibly have a steel beam at each level and use the masonry units as block in fill or since it is no longer load bearing...

I don't see why not. You just need to check the failure cone for the bond beam due to the applied shear. Once the load gets into the bond beam / block masonry, the load path to the foundation is the same as if you had achor bolts in tension.

Hi, Does anybody use, as a rule of thumb, a maximum slenderness ratio for concrete columns even though structurally a slender column can work? Thanks

Thanks Ron, I do, and I'm sure the architect will share the concern about the waterproofing and cracking issues with the use of the wall restraints. Ataman

Hi, I have a three storey structure with the primary load resisting system being a reinforced concrete frame. I do have masonry infill and herein lies the question. At exterior wall locations, how do I detail the masonry wall connection to the R/C beams such that it can transfer wind loads to...

Hi, Would just like to get some feedback on the plumbness tolerances that are generally accepted for driven piles. Thanks.