Recent content by Yihan

the compaction surcharge specified in 6.9.3 CSA S6-06 (linearly varying from 12Kpa at top to 0Kpa at 1.7m or 2.0m). is this a live load or dead load? thanks

undergound box culvert, for Lateral pressure on the wall, do the compaction load and lateral wheel load occur simultaneousely? Thanks

any suggest for internal friction angle for "loose to compact, moist, brown sand, some gravel and silt"

Any literature giving info for internal friction angle for different type of soil( generally). I searched previous threads,links provided were expired. Thanks

I'm doing a box culvert under the railway with ballast/subballast of 600mm above top of the culvet, AREMA part 16 gives an equation to get the dead load (attached), dose it include all Dead Load? Thanks

I am doing a culvert span 3.5 meters, I have to limit the top slab thickness to 280mm ( no haunch possible ), it is 600 mm bury depth, H20 traffic load. the wheel transvers spacing is 1800mm per ASShto, since the span is 3.5m, that means I have to put 32Kipsx1.3(dynamic factor)x1.5(live load...

trying to design a 6m width x 3.4 m high single cell box culvert, any computer programe recommemd? thanks

I have a two way slab, free to rotate all edges, the load is a uniform load PARTIALLY disturbuted on the slab. I have the table for the moment of two way slab, but only for uniform load FULLY ditributed anywhere i can find moment coefficent given for partial load on a two way slab? thanks

sorry, I meant "difference between HS20 and HS20-44"

any difference between H20 and H20-44? thanks

I have a conc wall less than 7' the eqution for later pressue to the formwork is P=150+9000*R/T R-rate of conc placement T- Temperature is this applicable to self consolidating concrete?

Hi, guys, still confused, if the check the overturning at the toe (point "A"), how the prismatic soil pressure (P/A +- M/S ) at the base to resist this moment? the prismatic soil pressure also gives a clockwise moment if rotate at "A".

did i show the passive resisting pressure correctly on the sketch? or i misunderstood? so appreciated, Mikehttp://files.engineering.com/getfile.aspx?folder=b74f7c3c-e284-4c48-b307-ced5f474b2c2&file=hw.pdf

Thanks,Mike. but I am not sure. the lateral force from soil, surcharge... will give the headwall a clockwise moment to overturn. how the soil pressure prism to balance it?

Hi, i am doing a headwall ( structual part), should i check it overturn at point "A", and use the same way as check a retaining wall? thanks