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Thank you. Faisal

When a concrete building should be considered for dynamic analysis? what will be the specification according to ACI & UBC code.

For ALL, Its a cast -in-situ pile and we are using wash boring method. caving length 5'-0" is approximate. they couldn't drive casing in full length.they just assume by this. in my opinion when they faced casing driving problem, they should pull up the casing & do boring properly again. but...

soil type is gray color dense to very dense coarse to very fine sand & trace silt. well dik you can take it as mismanagement & insufficient construction experience of site engineer. these problems has been solved. Thank you. Faisal

Dear All, i designed a pile which dia is 20", length = 50'-0". but the problem is when site engineer is doing construction caving occurs. he told me caving length is almost 5'-0". they use 11 bags cement instead of 18.5 bags. what should i do now? cancel it and design another pile?? Faisal

What will happen if pile reinforcement comes to soil contact? What will be the precaution of caving?

Dear Hokie, i got my answer in your mentioned statement "There is no prohibition against designing and detailing a wall as a column". Thank you. Regards

D Samcse, Under what value of Pu we can get away from wall detailing? Thank you.

Dear @NS4U, i did not get any relation like Pu/Po in ACI -2002 also. can u give me the link please? Thank you.

@bookowski i agree with you. safe is good for slab design. i use it for slab design. Thank you.

Dear All, i got from a manual that if Pu/Po < 0.35f'c x Ag then wall detailing is necessary. but if Pu/Po > 0.35f'c x Ag then wall can be detailed as column. i checked this equation in UBC Code and ACI code but did not get any information about this equation. can i follow this equation for...

Well i always do hand calculation for cross check. sometimes i increase cross sectional area of the column and sometimes i provide wall to reduce extra reinforcement at the top.it works most of the time. Thank you. Faisal

Dear hokie, what is not the function of ETABS? its not clear.i took the value of rebar percentage of cross sectional area of column from ETABS and then provide column reinforcement on that basis. and what is the solution when upper portion of column needed more reinforcement than the lower...

bookowski - my question is whether flat plate is ok in general for high wind/ seismic loading? and i also want to know is there any problem of doing flat plate in case of dynamic load? Thank you.

Dear All, i use ETABS to do analysis of RCC building. sometimes i get that rebar percentage of column bottom portion is lower than the top portion of that column. for example today i have got at bottom portion (Ground floor) rebar percentage is 1.2% but in the top portion (10th floor) rebar...

Dear DST148, can you suggest me any book reference or link of your calculation please? Thank you.

Dear Hetgen, alright means okay. . . and my question was "Do you think flat plate design is okay for dynamic load analysis? is there any problem? explain your thoughts.

if footing depth is sufficient and foundation is not eccentric then there is no possibility of overturning. but if you are thinking that there is a chance of overturning then go for combined footing. just check the eccentricity in that case. Thank you. Regards Engr. Faisal

what will be the partial moment release for the rcc structure?? Thank you.

Dear All, Do you think flat plate design is alright for dynamic load analysis? explain your thoughts. Thank you. Regards Engr. Faisal