Recent content by Rawand

I have worked on this issue but only taking into consideration the tjheoretical methouds which includes: 1- collecting all available design drawing & as build drawings anlong with contractor reports and material testing what ever available 2- Performing some on-site tests (Schmidt Hammer-...

1- It is easy to disconnect This bridge from ur building using proper steel joints (movment joint) Red Text 2- These two buildings will not act the same 3- As stated: joining the two will lead to unpredicted stresses. Green Text

1st: The two building will likly to have two different periods due to dynamic loads (wind, sesmic). 2: You still can model your thing without the joint BUT: You will get a hell of concentrated complix stresses around the bridge supports and in the bridge members and you will not be able to...

I agree with Focht3 and SirAl, and DRC1 Proctor test is not adequate for all types of soil, do u need density or final settlement? I think your material is not compactable, with a heavy compactor u will only smash the material, and will need a new proctor!. I think 98% is not applicable for your...

checking others plans is following one simple rule What is ur engineering sense is telling u? u feel doubt, recalculate and prove that he is on the wrong...

Dear BigH,,, Some foundation design techniques take into account the strength of PCC and it's contrebution in speading the load, but this assumption is not helpful unles accompanied by big thickness, as for me i am not using this, as for the stength of PCC, i never specified two, but i always...

E-mail the project to me, i'll try to help, something is wrong in the input.

Try to consider HDPE pipes, for pressure up to 10 -12 bar, for a small network it will be good, and for temporary network it is economical even.

I'll try to answer despite of that the whole question is fuzzy, assume that the breadth of a plate is B, length is L assume that the load on one sqm is q assume that n is the number of plates sharing a side (frame element) n=1 for edge frames, n=2 for inner frames the load transmitted to one...

I have worked in the UAE for some time where fine snad is all you get from surface to the very bottom of the desert,, SPT test (or Cone test) for such conditions is the most reliable one for loose soil, other wise you cannot assess bearing capacity nor settlement,, In loose soils usually the...

As fara as I know DSP is good what ever the grade of soil is, Check Soil Mechanics Mcgraw Hill since the soil is not cohesive or it is neglectable

I think that 30% reduction in uplift friction is rather sever, Uplift friction is equal o the sattelment friction but 1- resisting uplift the weight of the pile is considered 2- Reducing total area of contact between the soil and the pile decreases the fixing resistance 3- I think You houldnt go...

I'm ready to help Send me a drawing to my addresssido_r@ureach.com so i can answer proper

If I understand Correctly the I wall is a retaining wall and it is not like an inverted T and L above the top, the procedure of designing The I wall if any loads above is to determine the moment at the top of the stem, then continuing the analisis not transfaring moments from the base to the top...

The latteral deflection is governed by the type of the building (Chimney, Residental, Comercial), so as to keep the occupants comfort (it is about H/1000) I cant recall but i have it somewhere in my references. Wherever there is a shear wall and its L/H ratio is greater than 1/12 according to...