Muhammad Hashmi

Thanks Muhammad. Unwanted sleeves filled with non shrinkage high strength grout right ?

Second , How to close the unwanted sleeves as well which after modification not required.

Assalam O Alykum In one of our constructed project . Due to a reason of modification of wet areas ( Toilets , Kitchens ) and so forth. Mechanical engineers need core cutting on the existing slab of diameter 75mm, 150mm and 200mm for giving sleeves. Any criteria we need to follow to allow these core cuts as per the code , that here we can give core cuts here we cannot unfortunately total number of core cuts are around 300 in complete project. Eng. Badar , Makhzomi , Ms Ayesha if you people specially guide on this. Thank you

I don't know whether I am understanding your question correctly. Extend the vertical rebars of retaining wall up to the development length inside the reinforced concrete slab. In that case retaining wall design is somehow taking the action of fixed connection from the slab and from the foundation as well that will reduce the bending moment and crack width value of retaining wall itself. Second don't allow the contractor to place the backfill around the retaining wall unless you cast the slab.

Check if the shear failure is under the distance "d", no need to increase the section or make it as a circular beam.

Dear Eng. Badar, Thank you for your support. I will get back to you personally in case any clarification required. I am personally request to you and Eng.Umar to spend their quality time at least once in a week to help others. Thank you M.Omair Hashmi

Problem solve Mr. Nustian. Thank you very much.

Assalam O Alykum Muhammad you could not get the question. Planted column resting on the cantilever beam having load 530 Kn, but the cantilever beam shows the moment diagram like a column.

First figure is the bending moment diagram before release shape looks behave like a col. Axial load D+L = 530 Kn. 2nd figure is the bending moment diagram after release column from bottom. Axial load D+L = 335 Kn. I don't know it's clear for team or no?

Assalam o alykum Yes this is cantilever beam. No axial load doesnot goes away but reduced to 335 Kilo-Newton after release. Earlier I was 530 Kilo-newton load combination Dead+ Live for example. Can see Bending moment diagram of both cases posted yesterday.

Assalam O Alykum Bending moment diagram for the beam for every load combination is like a moment shape of column regardless whatever the value is, May be it is due to a Cantilever that is supporting planted column. Whenever I release the moment value of column from the bottom side it will take proper action of beam. May be program is reading as a frame action? See the attached negative moment through out

Assalam O Alykum I am badly stuck in one critical beam (Cantilever) that is carrying the auditorium column of load of 530 Kilo-Newton. The beam is taking the action of column itself. I am hereby attaching bending moment diagram extracted from Etabs model ( Beam at bottom level ). Can any body help in this regard. Column bending moment M2 is 1226 Kilo-Newton meter however beam bending moment is also same in M3 direction 1226 Kilo-Newton meter. Column axial force 530 Kilo-Newton and Beam Axial force is also 530 Kilo-Newton.

Supplier of steel tank is re-checking the design of steel tank. On the other hand I communicate with Fosroc guys and they are recommending the below Dear Mr. Hashmi Greetings, Regarding to your below inquiry (in case Concrete water tank ) please follow below link for downloading full Technical submittal for following items : · Nitofill WS60 :Foaming crack injection resin for stopping water flow · Nitofill UR63:Flexible polyurethane injection resin system

Check the compressive strength what program is taking? For this failure reduce the value of F22 to 0.1

Assalam O Alykum Yes.

As a preliminary feedback I advised to check the below with some recommendations 1. Site team to confirm from the client, any shifting of plumbing is made that is contradicting the original design. 2. Non utilization of non-shrinkage grouting material at the block out groove which has at least the strength twice the strength of foundations. 3. Not full fill the supplier recommendations during execution for the connection, might be the cause of leakage and bonding material not used for the jointing of existing and new concrete if any. 4. Internal cementitious water proofing. 5. Pressure sealant should be used, furthermore, site team to confirm from the client that, regular maintenance is made for the tank? 6. Steel tank is wet or dry from outside particularly after 700-meter cube? As leakage is seen after the 700-meter cube volume. 7. Sand broadcasting can be made to identify the leak spots on the concrete area. Grouting injection might be a solution not sure. 8. Any leak test is made before utilization of steel tank?

Assalam O Alykum Need supporting ideas to reach conclusions On one of the construction site attached here photos of water leakage from steel tank RCC Foundations. Tank Capacity is 2,000 M3 and tank is being filled from last 10 days. There was no leakage up to 500-700 M3 water but from yesterday water leakage appears on foundation as water volume is being increased inside tank. Today water volume inside tank is near 1,000 M3 at the current time. Settlement values after performing the plate load test looks fine around 7mm and NDT ( Schmidt hammer) the compressive strength of foundation looks also found ok. Can anybody advise

Assalam O Alykum EDB file of version 19 is now opened in 2018. The below identified by the external consultant Dear Hashimi; I think I have found the problem, maybe It can be the configuration of decimals in your computer. I have the decimals as “,”. Maybe you have the configuration with “.”. We have had sometimes problems due to the different configurations in our computers. attach the .e2k file exported in a computer with the configuration “.” of the decimals. Tell me if you can export it fine. Kind regards.

Assalam O Alykum I am having confusion by applying scale factor in E-tabs program in response spectrum mode after performing 2 different checks Check number-1 1. After getting more than 90% of mass participation factor along Ux , Uy direction and get the displacement value for example In Ux I multiplied the elastic displacement value of Ux by x Cd/I to get the In-elastic displacement . Delta In-elastic = 18.5x4.5/1.5 = 55.5mm Check number-2 2 After getting more than 90% of mass participation factor along Ux , Uy direction I multiplied the scale factor directly by Cd/I and my assumption is that, by that way program will give Inelastic displacement directly. But displacement values are not matched in both checks. What will be the possible reason of getting two different values having difference of 15mm. Is my question is clear yes / no Anybody can advise specially seniors

Assalam O Alykum Always confuse in the maximum peak acceleration/ response spectrum. Does the attached clause extracted from ASCE means that no need to include amplification factor when one is applying response spectrum analysis? Can anybody advise particularly seniors Response spectrum.pdf

Assalam O Alykum In one of our health care project , the structural design is made by Spanish consultant. The structure is designed and analyzed by E-tabs version 19.1.0 ( Licensed )by them. The problem is that , in our office we are using E-tabs version 18.1.0 ( Licensed as well). After request they send us E2K file to import the model in Lower version. When I am going to import E2K on the E-tabs version I have it destroys whole geometry. Second trial I made is to change the version name to 18.1.0 on the $ file which they also forwarded to us. but the result is same. I am also attaching the snap shot of geometry which I am seeing after import. Can anybody advise. What can be the possible solution? other than to update our version to 19.1.0. Thank you

Assalam O Alykum Thank you Umer. What we are doing is specify the considered values in the loading plan and in the remarks columns mentioned (" TO BE VERIFY")

Assalam O Alykum Unable to find out exactly about server IT room in ASCE versions & till now no data available for exact loads.

Assigned fixed support then check

Assalam O Alykum Do we need to check the long term deflection based on L/480 in case we have (dry walls / gypsum boards)? As per the criteria shown on Page 2. The roof or floors likely to be damaged by larger deflection supporting or attached to non structural elements. Thank you ltd imp.docx