EngrJunaid

AOA ! How to decide the Pattern live Load Factor value. In ETABS 2013 it is 0.75 by default....

Dear Uzair Brother, Yes i am designing it as a Confined masonry structure. I usually do manual calculation for the strip footing for the wall considering the gravity loads from all the above stories and provide Plinth Beam (9"x9"), lentil beam (9"x6"), tie column (9"x9" with 4,#4 rebar) at every corner and tie beams (9"x12" with 4,#4 bars) at slab level. Slab design by ACI coefficient Method. am i doing it correctly ???

Dear Seniors, I am designing a 3 story (Basement+Ground+First floor) masonry House. Till now i used to design only the wall footing and slabs in masonry structures but now i want detail guidelines for Masonry structures.

@sameer, Uzair, Rana & Umar...... THAAANK you very much for such a nice and fruitful discussion. But Sir rana and sameer i am confuse that why it is giving 16 in2 (about 4.5%) reinforcement on the C17 & C18 (elevation 4) due to combo 3 and 4. Is there any mistake in my model because for a 4 story structure its very heavy reinforcemnt...which i think is not logical...

AOA ! Thanks for your kind responses. I rechecked my Model, the end offset length have already AUTOMATIC FROM CONNECTIVITY option ON (screenshot is attached here). I am uploading my model. I will really appreciate your time for checking my mistakes in the model in you convenient time. 3 FATA.EDB

AOA Respected Seniors ! At station location 0.00 In column reinforcement summary the longitudinal steel is very high as compare to other location in the same column. My friend told me to ignore the 0 location reinforcement and provide the rebar in the column according to other station locations. here is a snapshot of the column summary, so should i ignore the location 0 reinforcement ???? THANKS in advance.

Respected brother I think reasonable fee affordable for almost everyone should be; 1) Basic - General, overview of softwares, basic modelling, analysis and results = 8000 PKR 2) Advanced - Complex modelling, detailed design of different elements, detailed analysis techniques = 12000 PKR 3) Pro - Dynamic, lateral, serviceability analysis = 16000 PKR

Load which is applied to MEMBRANE objects transfers directly to supporting structural objects i.e beams, whereas SHELL objects have bending stiffness and therefore resist a portion of the load through flexural deformation. As a result, less load will be available to transfer to beams located under a shell, while 100% of the load will transfer through a membrane. SO in membrane type slab case your B/C joint capacity exceeds the limit because you need more strong joint than that of the SHELL type slab case. If you are assigning the slab as Membrane and want to overcome the joint capacity failure so either increase the column size or reduce the beam size.....

W.Salaaam Waqas ! 1) No ! you are not missing anything.... 2) choose the 3rd option in Loads to export ...(have a look to the attached screenshot) 3) Yeah Soil support value matters in soil pressure because high modulus of sub grade value means more stiffer is the soil and hence more will be the soil pressure. 4) Your value is OKKY but I usually take the safty factor 2.5 (average of 2 & 3) because safty factor is 2 for granular soil & 3 for cohessive soil. (0.75x2.204x1000x2.5x12=49590 pcf) 5) i would model it as a single footing slab, so it will act as combined footing....

Dear Khalid ! i go through your model and upto my understanding your model is OK but 2 corrections are required. 1) As you mention that the zone of the building is ZONE 3.So you must have to check the Beam Column Joint Ratio which you are saying that it is not done.it is because you have overwrite the sway property from Sway Special to Sway Intermediate.So change your sway type from Sway Intermediate to Sway Special then you will get the required B/C Ratio. 2) In defining the slab you have define slab as a MEMBRANE and membrane takes in-plane stresses only. And in reality the slab also take out of plane stresses by deflecting/bending. So define slab as a SHELL THIN then it will take both in-plane and out-plane stresses. Have a look to the snaps and the model with the two corrections i have made. Sari Pul_V13.rar

Hello everybody... I have 2, 3 querries and hope you people will help me out... 1) Defining MASS SOURCE : there are three option there in Mass source (a) Element Self mass ( Additional Masses © Specified Load Pattrens I am confuse that in which situation which condition i will use. 2) After Running Check Model option i got Areas are too close and Frame overlap warnings

@Rana sir the load combination creation file is missing ..... kindly upload it again, i need it......

first of all select the beams and then go to ASSIGN. see the attached screen shots for better understanding..... Hope it will work