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Hello all, I want to calculate how much tension is being mobilised in each nail in a reinforced slope system. Can someone point me to a reference? or tell me how I can do this? btw I am using limit equilibrium analysis, more precisely method of slices (No FEA) Lovi

Martin, If you're using 8.3 and 8.4 to calculate the bond length of then nail, then you want to factor the pullout strengh up. This will result in longer, safer nails. Also, use design parameters! Lovi

Would you design a soil nail system with such a layout( refer to attachment)? if not, why? equilibrium analyses show its stable. but what happens to all the soil below the nails?

Thank you BigH. im being told by colleague that the negative has no significance and that i should simply ignore the negative sign. what do think of this? im not completely convinced in my case, im using fos= restoring moment/disturbing moment and im getting a negative restoring moment due to...

What would a negative factor of safety for a slope signify?

my problem lies in accouting for porewater pressure. the ground level is well below the slope and my worry is rainfall infiltration. i have designed it using the full horizontal seepage( worst case, very conservative) but ive clearly ended up with an over over-design. What would you do for...

its been a long time since this post and I appreciate the help. We gave a vertical and horizontal permeability value to each layer. Flownet was looking wierd with the three layers and artesian condition at the bottom. so we also used a modified fdm of laplace equation for validation

Hey all, im designing a cofferdam. We have to quantify the seepage but we are missing permeability values. what Ive got here is a soft clay (Cu=30kN/m2), a firm clay (Cu=60kN/m2), stiff clays(100kN/m2). These values have been estimated from SPT N values. We also have the densities for each...

Hey all, Im designing a cofferdam for the construction of a pad 3.5m x 3.5 m pad foundation, therefore a short term structure. Cofferdam is to be circular. The ground is a fully saturated sitly clay, fairly dense. there is a river about 300m away. In determining water pressures, my guess is...

Is there any way of using SPT results to estimate drained shear strength? if so, which other parameters do I need to do so?