Muhammad Imran Zafar

Dear Waqar you may use ABAQUS for crack analysis. By simulating temperature gradient you may also use ETABS for crack width calculations

Dear Waqar please follow ACI 224 "Control of Cracking in Concrete Structures". It can easily be downloaded and lucidly furnish guidelines. You may also consult Handbook of concrete engineering by Mark Fintel

Dear Waqar please check the pouring methodology and measures adopted to control temperature for mass concreting, if any. Then you can calculate the temperature rise during hardening of concrete and compare the difference of atmospheric temperature and concrete temperature. As very high cement content is anticipated so stringent temperature control requirements should have been adopted. By this you would be able to figure out whether these are temperature shrinkage cracks or otherwise. Moreover please calculate the crack width. As cover is high therefore there is a possibility that you may end up in calculating the crack width equivalent to whatever is visible there in the slab. Pattern of cracks you highlighted indicates the temperature shrinkage nature of cracks however calculations are needed to confirm the anticipation.

Having seen the contribution of shear walls and columns in resisting base shear, Dual system would be more appropriate. you just need to increase contribution of column to minimum 25 percent in y direction. This can be either done by reducing length of shear wall in y direction, increasing stiffness of columns in y direction or doing nothing of either and just check the design of frame for independently resisting 25 percent of the design base shear in y direction. In x direction your structure has already qualified the requirements of dual system.

pour strips can be effectively used to mitigate column and wall creep and shrinkage, restraint of creep and shrinkage in long floors or roof systems, creep caused by prestress forces and volume changes caused by variation in temperature. It works in irregular plans as well. Moreover at the moment you have one irregular shaped foot print, by providing expansion joints as marked in red on above posted plan, you'll be facing at least two irregular foot prints.

Yo can use closure strip or pour strip instead of expansion joint (This will certainly not make building configuration better). Do consider the temperature effects in Analysis and design the building as an irregular structure.

Walikum us Salam 1- Concrete having strength 30 mpa is not a lean concrete. In fact Aci 318-19 chapter 19 prescribes minimum strength of 2500 psi for structural concrete which is slightly more than 17 mpa. 2- For plain concrete footing refer to ACI 318-19 chapter 14 in general and 14.3.2 in particular. 3- you need to design the thickness on basis of reaction and footing offset.

For structural walls ACI 318-19 11.7.2.3 states that " For walls with thickness greater than 10 in., except single story basement walls and cantilever retaining walls, distributed reinforcement in each direction shall be placed in at least two layers, one near each face." However for non load bearing concrete walls you may design your concrete wall as plain concrete walls as per chapter 14 of ACI 318-19. However if subject wall is not being covered with any sort of sheeting then temperature and shrinkage reinforcement must be provided (equally distributed among both faces), otherwise hair line cracks may appear and can create unrest among users.

One needs to make structural response controlled in the way as IS relevant clause has indicated. As far as torsional amplification is concerned that is dealt separately by amplifying torsional eccentricity. Modal response is dealt separately by controlling modal response. Like there are situations in which you can have planner torsional irregularity yet torsional mode is coming after translational modes. But if it is not so then you need to balance the lateral stiffness in such a way that torsional mode does not become the first or second mode. This can be done in several ways. you can add additional shear walls in one of the either axis after studying response. One can alter the thickness of already placed shear walls differently in both principle axes. At times in dual systems one can improve the modal response by changing column dimensions. As structural engineers we need to strive for improving response of structure by using any combination of alterations in lateral force resisting system.

You need to manually assign "k" factor, your columns are fine except columns at open edge. You need to assign demand capacity ratio of 1 instead of 0.95, your rafters are fine except the rafters at open edge. you need to strengthen you edge column, edge rafters and purlins. For purlins addition of cross members (sag arresters) may help in controlling slenderness and stresses. Thanks

What sort of help is being solicited please elaborate. As far as attached document is concerned, it indicates to neglect wind load which is not realistic for a 23 ft high steel shed in swat. In fact the the most critical load has been asked to be neglected. Rest of the data along with slope, type and loading of truss has been given. You should ask for bearing capacity as well.