Muhammad Hashmi

Assalam o Alykum You are right this is superbook. I will also try to share pdf copy of it asap.

Thanks to all of you

Assalam O Alykum Can anybody particularly seniors can advise on the below The seismic analysis and design shall be considered from ground to top most story or for instance if we have basement shall also be included. Third party structural team is insisting to exclude the basement structure from the seismic analysis. If we include it the whole design will be destroyed. Can anybody advise what is the actual scenario ?appreciate if we have code reference for that. Too many issues are also encountered in the model not applied the amplification factor to design the members in the presence of torsional irregularity > 1.2 plus elastic displacement is used to calculate the expansion joint width. Thank you load pattern.pdf

Assalam O Alykum Salute :) Thanks to both of you . Just again 1 small question. 1. Can we ignore these minor bending moments as these pickup columns are starting from slab of 300mm thick and I am releasing the member from the slab side. 2. Do you mean Hilti profis rebar or Profis Anchor. Thank you member release.pdf

Assalam O Alykum Can anybody help on the below. 1. How to calculate the anchorage length of rebar planted on the existing super structural slab (casted). Or it will be as per lock fix material supplier catalogs (for instance Hilti) I read some where in Euro code that it should not be less than 10 times the diameter of rebar. It would be great if can get reference from ACI. 2 One additional small thing I am not considering any bending moment on these pick up or planted columns and release the columns from the existing slab side. I am also attaching pdf sketch for the column for guidance. Thank you PC 1 DETAIL.pdf

Assalam o Alykum As per my information might be not correct. Requirement is 10 years experience for bachelors degree and 5 years experience for masters degree for open consultancy firm.

Hi , reduce the value of modifiers F22 direction to say 0.1 and check all the vertical members again. It would be ideal If you can increase the size of shear wall ( Length or width)

Assalam O Alykum I gave very hard interview questions (at least for me )in famous international engineering consultancy on Microsoft team. Might be it looks very easy for many of you. Just want to share my experience. If seniors can have a look on the questions which i remember and my replies to them. I believe should not ask with a guy having less experience. However, I am expecting to receive positive response. Questions are underlined ,but not in sequence. Thank you Interview q.pdf

Thank you Muhammad

Thank you Umar

Assalam O Alykum We are specifying in our structural drawings that "ALL REINFORCEMENT SHALL BE BASED ON ASTM A615 WITH 460 N/mm² MINIMUM YIELD STRENGTH." My question is shall we rely on the yield strength mentioned on the mill certificates provided by the reinforcement suppliers to design our reinforced concrete members I am attaching most famous reinforcement providers in KSA ( SABIC STEEL) where all the rebars having yield strength is more than ASTM standards and all the mechanical and chemical compositions are with in allowable limits. Will be helpful if seniors can comment on this. Thank you SABIC LATEST MTC NOV 29 2017 pc.pdf

Assalam O Alykum Dear senior, Due to the requirement from architect in one of our reinforced concrete building. I am struggling to find out the possible solution. Can anybody please help in this regard? Scenario & problems 1. Architect want to increase the size of opening at 5th floor around 2.5m approximately. 2. Existing beam at 4th floor is not capable of taking load of pick up column carrying 2 additional floors. 3. What I am doing is take the column coming at grid line “10” up to 1.0m height and provide the additional proposed beam of 50x70 (inverted) and starts the pickup column from that beam and keep the gap between existing beam and proposed beam without providing shear studs / key. 4. Problem is axial force is shown on the proposed beam of approximately 1381 KN. I want to know this value will be compare against which value. I mean carrying capacity. Second do you suggest to connect both beams by means of shear studs or key is better or proposed beam will rest on the existing beam by bearing is good proposal. 5. Another query that looks stupid might be is that ,any specified material that can be used on the top concrete surface of existing beam so that it will work as a reinforcement without providing a shear stud / key for example built in composite corrugated decking P2623 Canam. I am trying to simplify the issue by sending supporting pdf extracted from models. If anybody can give some time to sort it out. Thank you MARKUPS SGH.pdf

Assalam O Alykum Muhammad. Use strap beam and connect with the column adjacent to it and cantilever the footing on the strap beam.

Assalam O Alykum I have seen the attached video on the CSI web for Etabs. Totally new for me its walk inside the structure. I wish if design engineers can see it as well whenever they have free time. Its amazing. Thank you etabs_-_27_visualization_tools_0.mp4

Hi Umer, Thank you Ya its answered Just need to know now about point 2 "Any code that recommends the safe boring distance between piles"

Assalam O Alykum I want opinion from seniors on the following 1. I am working on raft pile cap and piles will be designed by company name swiss boring most probably. If I reduced the stiffness of of raft pile cap to 0.25 and compare that reaction value with the pile capacity is it good approach what do you suggest. Its over conservative I know, but the problem is that geotechnical specialist who gave the values of pile capacity etc. not having good reputation. 2. Any code that recommends the safe boring distance between piles. Apologise small addition, I also ignore the subgrade reaction under the pile raft and consider 7500 Kilonewton per meter cube. However, in geo tech report it's mentioned 20,000. Thank you

excellent thank a lot

Assalam O Alykum I have encountered problem on licensed version of Etabs 18.1.0. The column results shown on the design summary is not matching with the summary shown on the main window. If it is convenient, can anybody check from their side? Second, the structure is located in Jeddah with seismic zone 2A and column laps or splices are giving at a distance of 54 dia from the roof. I mean laps or splices are not giving at the point of zero bending moment / mid of column and if you see the output the higher reinforcement is coming at 0.00 where already we have doubled reinforcement of column. Can we ignore this higher % of reinforcement?

I am in doubt about point 1. To provide diaphragm on the areas where we are applying the temp loads will be non conservative. May be by applying the temp load going to help us in terms of slab deflection like soil pressure ( lateral pressure ) apply on the retaining walls reduced the long term deflection value? Temp Analysis.pdf

Dear Muhammad, There is no difference between adding the combinations manually or use default combinations. For vertical seismic effects you need to modify the value of seismic design category and SDs. The program will automatically change the factors of load cases once changed.

BC and type of soil should be as per geotechnical specialist recommendations. SPT count shows soil is v.weak SE profile may be. Discuss with them about the soil improvement techniques. Soil replacement with A-1a material.

If you ask me don't provide release to any reinforced concrete beams.

In thermal analysis, i believe diaphragm is not required. Further to that, no diaphragms are assigned to the slabs in the above model, to allow the slab to expand and contract as required under thermal effects. Appreciate if senior can comments on that.

First we need to understand the purpose of diaphragm. The main function is to transfer lateral loads to the vertical resisting components of a structure (such as shear walls or frames). Diaphragm are by default applied to the slab elements even you select whole geometry. D

Dear can you simplify the q.