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@retired13 The deflection is mainly due to rotation at bed - abutment interface and soil settlement near abutment . You are right, I will try increasing bed thickeness. Bed is a u shape element. But still soil settlement problem will be still there. That's why I was thinking to restrain rotation...

@ingenuity can you please share the structural concept you mentioned as a sketch. Thanks.

I can calculate soil horizontal subgrade modulus and assign in SAP2000 as springs assuming it a short rigid pile. Is this assumption correct?https://files.engineering.com/getfile.aspx?folder=97cff8d8-d884-4349-8378-0a08cdfd74d4&file=Screenshot_2020-06-06-00-02-59-400_com.google.android.apps.docs.jpg

@ingenuity yes true. Its design of bed for casting prestressed girders. My first trial modelling was that for this 70m bed I have assigned springs in Z direction in SAP2000. Applied force on abutments in x direction. No 3m part below ground. The abutments deflected 30mm. I want to keep this...

Other sectionhttps://files.engineering.com/getfile.aspx?folder=407b16c5-22e4-49d8-a94b-1e49668a0fa0&file=Prestressing_Abutment-Section_2.pdf

I was designing abutments active end and passive end for prestressing. In the attached pdf 3m below ground part can be designed as short pile? Attached Structural concept will work since the load is very large approx 800 ton..? I am getting 30mm deflection for the abutments when ignoring bottom...

@SlideRuleEra , I was trying to create a general question. Please see attachment for actual problem. In calculating stability against overturing, i doubt I have to use 40.6kN moment due to eccentricity. For bearing stress I am sure I have to use this 40.6kN because eccentricity will cause...

Hi In calculating sum of overturning moment, apart from wind load or soil back fill load, should I have to consider Moment due to eccentricity of foundation? Please see attachment. I think Mw + Nxe I should consider when calculating stresses under foundation. Mw = Moment due to wind load N =...

@WARose, Thanks for your reply. I have attached the specs of roller. Centrifugal force generated is given here. Is it the total load(365 kN) the drum is transferring to the soil considering vibrations...

Thats amplitude of drum vibration.

Hi everyone, How to calculate equivalent static load due to vibrating mass. To be specific, it is vibrating roller load. Drum Load = 14.9 Ton Frequency = 28 Hz (1680 vpm) Amplitude = 0 - 2.5mm Total load on soil considering vibration will be how much? Thanks.

Will this apply here? Please see attachment. http://files.engineering.com/getfile.aspx?folder=171addb0-0acd-40b4-ae8b-7dfe8330a773&file=Screenshot_2017-02-08-20-23-40-286_com.android.chrome.png

Hi How wheel load is distributed on a slab buried 1m deep in soil? Is attached analysis is correct?http://files.engineering.com/getfile.aspx?folder=2a2ccc94-0131-4cf8-9100-fdb9f38d4805&file=IMG_20170208_165118.jpg

Hi I have a full precast frame structure with plan size 100 x 50 m . Does this building require expansion joints? 20 mm gap between every beam and column at corbel is not sufficient?

Hi What should be the minimum concrete cover to reinforcement for Precast cable trenches as per BS Codes for a durability of 40 years? 75mm is recommended in BS if concrete is cast directly on ground for cast in place concrete.Is there any other reference in BS which specifically talking about...

I have used Abaqus for non linear dynamic analysis. For a frame member you can get results of Bending moment and manually calculate bending stresses(M/I * y) and plot them against time. I have always worked with Von Mises stress. Dint tried others.

What material non linearity you are using? Yes you have to perform time history analysis. See the attachment. Its the plot for a pipe which is axially loaded. At some point of time, the stresses becomes constant.The pipe material is High density polyethylene. You can plot Von Mises...

Plot Stress vs Time. At some point of time stress will become constant indicating material has entered plastic state.

Your frames aren't intersecting. Check your model. Redraw it. If its done in autocad correctly it should work too.

You can use live load pattern instead water pressure. Load combination is what matters.