Bismillahirrahmanirrahim. Dear viewers, today we will see design in E-Tabs as per IAS code part 2. What we have seen in part 1, modeling a multi-storied building with basement with ramp, underground water tank, also with overhead water tank. Applying loads including soil pressure on basement or water pressure on water tanks. What we will see in this tutorial. Assigning proper diaphragm.
Applying seismic loads as per IS 1893-2016 with explanation. Applying wind loads as per IS 875-2015 with explanation. Null line warning resolving with null beam.
Assigning pier and dispensary level properly. Mass source and self weight multipliers sensitivity in load pattern. Analysis and design of the structure as per IS 456-2000. Effect of additional sharewall for internal columns.
When to change column orientation for better design. Where we can release beam torsion. And much more tips, tricks and important topic explained inside.
Watch the full tutorial. Don't skip if you don't want to miss any important topic. So let's start.
now we will go for earthquake loading or seismic loading and wind loading before going to that one we have to assign diaphragm go to basement roof we will select xy plan then assign shell diaphragm here modify we will consider semi-rigid because semi-rigid is always better as it simulates actual in-plane stiffness properties and behavior although it takes longer time for analysis but it is better to consider semi-rigid click on ok Add new diaphragm D2 same widget okay for separate areas in a single floor we can provide different diaphragm okay now we will assign D1 D1 click on apply go to next floor select this one apply I always prefer assigning diaphragm in this way so that no intermediate members in between floor will be selected in diaphragm assignment. here in this floor we will go to perspective view then rotate this one then we will select this floor top then can assign d1 then for this one you can assign d2 okay if there is separate areas in same floor we have to provide different diaphragm type okay now go to machine room top here you can assign so our diaphragm assignment finished now we will go to select object type floor and walls all select first we will assign floor auto mesh here we have selected floor and wall together but e-tabs will automatically recognize the floors only and it will mesh 0. five meter that means 500 millimeter 500 millimeter you can apply floors only meshed as per this assignment you can see the walls are still in default condition here default default this is walls this was okay close this one now go to previous selection assign go to shell for wall auto mesh auto rectangular mesh 0.5 meter click on ok applying now here we can see auto now we will check our model if there is any warning available or not go to analyze check model here select all click ok here A7 and other floors A3 is having problem so what we can do we will select all floor then we will draw none line okay now this one delete this floor will break then this one will delete okay same way now we can go to basement roof here in this portion there will be no opening so we will make it one story and select this one move to okay now we will check our model if there is any warning or not check model select all here line load l3 is showing the warning go to basement roof this one l3 this line load is showing warning from here we can see the frame level here it is showing l3 so this one is making problem most of the cases it has shows warning for non-lines so we may avoid non-line so if we want to avoid all the warnings then we can replace this non-line by null beam so select object type none lines okay then assign section property will modify here add copy of property here we will write null beam we can keep same as it is or we can reduce the dimension we can ignore the weight from here mass 0.01 weight 0.01 here all these factors we can make one only mass and weight you can apply 0.01 so null beam click on ok ok now this one I will apply ok now I will check the model you can see now here you can see no warning message are generated now we will assign our wind load and seismic load now go to define load pattern here eq plus x plus x direction seismic we will go for ice code 1893 2016 this one add modify this one X direction here you can see for seismic loading this is the map of seismic zone of India zone 1 2 3 4 now from here we will select our seismic zone factor z from this map we can find out the building location and as per that location we can provide the value in this tutorial i will choose it is in zone 3 that means in this region this color this orange color zone 3 0.24 0.24 now here site type here one two three you can see here site type you can see site type one for hard soil two for medium soil three for soft soil i will go for medium soil as an example this two medium soil importance factor you can see here 1.5 for highly important structure like school hospitals etc 1.2 for commercial or business continuity structure and 1.0 for rest of structure so for residential building you can go with 1.0 1.0 here time period program calculated that means eTaps will calculate this one and story range from base to MR top response reduction factor R you can see here moment frame system RCC building with ordinary moment resisting frame OMRF 3.0 with special with special moment resisting frame SMRF 5.0 so we will go with this one special moment resisting frame 5.0 so this one is okay y positive add modify y direction 24 this one 5 click on ok x y and now for wind w plus x wind IS 875 2015 add new modify exposure from extents of diagram okay wind speed we will see the wind map here as I have taken this building location in this region so I will go for that region for wind load also for example here this will be 39 in this yellow colored zone so 39 here remember that this is basic windy speed do not calculate design windy speed to provide air we have to provide basic windy speed so 39 terrain category here you can see the category one exposed open terrain with few or no obstruction exposed open terrain with well scattered obstructions having height between 1.5 meter to 10 meter this represents airfield open parkland etc category 3 terrain with numerous closely spaced obstructions having structures or buildings height up to 10 meter with or without few isolated doll structures i will choose this one category three category three importance factor one risk coefficient k1 factor and c k1 factor all general buildings structure mean probable design life of structures in years if it is 50 years then k1 factor for basic wind speed meter per second 33 39 as we have taken 39 meter per second then this column is for our consideration so this is 1.0 if we consider 100 years for design period then we will consider this one 1.06 as we are going for 50 years design period so we will take 1.0 so this is 1.0 topography k3 factor we will see a3 factor this is the figure for topography here this is the angle of up point slope if this theta s less than 3 degree then this one 1.0 if it is more than 3 degree then this is the formula for calculating k3 1 plus c s naught c equal to 1.2 for theta s in between 3 degree and 17 degree c equal to 0.36 for a point slope greater than 17 degree s naught will be calculated from figure 14 and 15 this is 14 this is 15. here i am considering the upwind slope theta s less than 3 degree so i will take k3 1.0 so k3 1.0 now exposure height this one will be basement roof to machine room top now here windward coefficient CP, Liewert coefficient CP. So this one we will see here.
I have followed this an explanatory handbook on proposed IS 875 part 3 wind loads on building and structure. This one by IITK. Here one example I have followed.
From that example I can calculate this. coefficient easily here see building having medium openings between 5 percent to 20 percent internal pressure coefficient cpi plus minus 0.5 if building length l equal to 30 meter width w equal to 25 meter height equal to 40 meter then height by width 1.6 there we can see 1.6 3 by 2 that means 1.5 so 1.5 to 6 this one and the length by width 1.2 so length by width 3 by 2 that means 1.5 less than 1.5 1.2 so this row here in this building we can check the length from here to here we'll take the maximum length 24.65 and the maximum width 17.1 so here we can write 24.65 and width 17.1 height here we can check 46.9 and we will deduct 3.7 meter so 3.7 is coming 43.2 meter so height by width it is coming Building height 43.2, building length 24.65, building width 17.1. So h by w it is coming 2.53 and l by w it is coming 1.44. so go to third row of building height ratio to first row in between two row from excel also you can see here we can see this is third row and first row in between this two row so here now we will find external pressure coefficient cpe windward side side a here we will see this is a here a b c d here you can see a b c d four side wind along this direction this theta 0 that means perpendicular to a so side a it is coming this is the surface a plus 0.8 0.8.
Lever side that means side b this side b so b it is coming when wind direction angle 0 degree then minus 0.25 hello to find for B-SAL Now for 90 degree in it has W Y direction side C when angle will be 90 degree then wind will come perpendicular to C surface so when 90 degree then we will see at C it is plus 0.8 and at D surface it will be here. in the chart minus 0.25 now we will calculate net pressure for efficiency cp windward side this is coming this is this is coming 0.8 minus bracket minus 0.5 that means 1.3 and the other side for suction it is coming minus 0.25 minus 0.5 that means 0.75 for 90 degree using these values we are getting same 1.3 0.75 positive means pressure negative means suction in e-tabs as it's mentioned reward coefficient so no need to provide negative sign as reward itself means opposite direction okay now motor e-tabs close this one Before going to analysis and design I want to discuss about the comments of viewers in previous tutorial. Here explanation as per viewers comments. One viewer commented that why is it mentioned in IS-COTIC.
Here you can see in IS 1893 part 1 2016 article 6.4.3.1 for structural analysis the moment of inertia shall be taken as inner CC and masonry structures 70% of eye gross of columns and 35% of eye gross of beams. Another viewer commented modifiers for slab not mentioned in i-score. Yes that is true but if we want to consider slab as craft section we need to assign stiffness modifier for slab also.
As per usual practice in India you may follow it for beam and column only. another one commented torsional constant modifier for column not used in general yes but we can use it as per our design approach which is done by experts to provide a stronger column against beams as which has effect on beam column capacity ratio we can use only modifier for moment of inertia to follow our code strictly so to follow is code i can delete the column section properties here modifier rational constant we will use one as per indian practice click on before going to analysis and design follow this checkups check the model if there is any warning or not this one we have already done load pattern self weight multiplier remember self weight multiplier will be used once at the load patterns if you use in two three four load patterns that will include self weight of structure double triple and likewise this is a sensitive mistake leads too much over design so this one we will check define load patterns here by mistake I have not changed the self-weight multiplier and floor finish partition wall we can define as superimposed dead load because these dead loads are imposed on dead load or self-weight of the structure on slab on beams so this one we can make it super dead here for super dead it is coming zero automatically so you can modify the load this one also super dead zero modify download now here we have defined load patterns but self weight multiplier will be used once for the structural self weight so now click on ok now check mass source to be participated in seismic effects as per iscode 25 percent of light load up to 3 kilo Newton per meter square above 3 kilo Newton per meter square of live load it will be taken as 50% go to my source define my source here we will select specified load patterns dead load one floor finish one partition wall load one and now live load 0.25 that means 25 percent and soil pressure as the soil pressure is more than 3 kilo newton per meter square so here for soil pressure we can take 0.5 that means 50 percent add and water pressure also more than three kilo newton per meter square so for water pressure also i will take 0.5 so this part is okay now we will see tick on lump masses at story levels option if somewhere in the building you have modeled a ramp slab or staircase slab e-tabs will distribute mass of these slabs between the stories half into upper floor half into lower floor half into lower floor by clicking on that option so as we have modeled ramp and stair so we will use this one lump lateral mesh at story levels so click on ok ok now save the model now assigned peer or spandrel that means knuffling beam or not. To assign labels follow this one as per csi guideline.
So we will select our share walls. Here in basement we have used auto peer assignment because there is no opening in the basement story. Now select the properties wall section.
wall 25 cm select close this one show selected object only now go to define Pd levels this one assigned in basement wall automatically by ETABS now here will assign E2 p3, p4. okay now we will use this p levels. go to all story select this one then assign pier level this one p1 this one p2 this one p3 this one p4 these walls are continuous in this plot there is no opening so continuous we can use single level or single length this one p5 this one p6 this one p7 this one p8 this one this one together we can consider single length p9 p10 p11 t12 now for this part we will go to the elevation view here we will see the grid go to elevation h this is the elevation now here we can model our span rail because above the lift door there is span rail available in user lift core now close this one I will go to plan again define section wall section add copy of property this one spandrel 25 same as wall here the stiffness modifiers will be 0.35 we have to use same as beam as it is coupling beam.
here for beam we stiffness modification factors only for bending. click on ok click on ok. okay now go to draw all, span drill here all history like this now we will go to elevation view is click on this add this part click on one story this delete now we will divide this share walls in three parts so that we can create door all stories then select the walls click on divide here 1 by 3 close this one now select the portion for door like this delete this now here we will follow the CSI guideline to assign PID and SPIN REL if there is opening that side will be defined field level and on top of opening there will be different field level story wise the labeling will be done we can repeat the same labeling in another story you can see in this way we can assign the levels now here this one this one this one this one will be assigned as p13 apply then these two these two these two will be p14 this one this two can be considered as single length so this one here this two also if 14 now this two as p15 and this two this two will be p16 this one this one this one will be piece 17 now these two Story wise the leveling will be done P80 So P leveling has been done. So close this one Now we will assign Spandrel level now go to define spandrel levels s1 s2 this one is enough for these two spandrels so click on ok select this this this this as spandrel level s1 and this one this one this one and this one s2 go to 3d view so we can assign this one as field level 19 this one 20 this one modify add new 21 add click on ok apply close now click on show all objects to know difference in between peer and spandrel you may watch the tutorial named difference between wallpeer and spandrel link of this tutorial i will share below this tutorial you may check other parameters of the model then if everything is okay you can proceed to run the analysis and design design columns beams share of spandrel that means coupling beams from this analysis so let's go yeah now we will select the properties wall section spandrel select assign shell wall auto mesh option auto rectangular mesh 0.5 click on apply okay and we can change the section properties of null beam modified and this one we can make it 20 by 20 and material we can change it to steel properties this one FY50 that means it will be still member while we will run the design for concrete members it will not be designed and it will not be seen in the design result so click on ok ok now run the analysis so analysis done now we can check displacement for seismic force along positive x-axis here we can see maximum displacement 42.7 millimeter EQI along y direction 38 millimeter For serviceability we can check displacement for seismic force and wind force and if the displacement exceeds the allowable limit we have to redesign the structural members. We can see counter view also on the structural member surfaces. UI click on apply.
like this displacement use it like this we can apply close Now we will design our structure. First we will check our design preference IS code and here we can see in ETAPS v18 the design for beam column capacity ratio it will be yes as we have considered this special moment resisting frame and considering that one we have provided the response reduction factor 5 so click on ok go to design here we can see select design combination here there is no combination we will generate default design load combination as per the design code so go to define load combination and default design combination concrete frame after finishing our frame design we will go for sherwa design click on okay click on okay now we can run the design from here also go to plan here you can see the beams and columns passed we will see in the bottom levels here this one failed and here this one failed so these two columns are failing we will go to grid visibility this grid d go to elevation grid d you can see these two columns over stretched so these two columns we will change the section here we can see our vbar percentage how much it is coming for this 5.11 percent and top level 0.8% we have to provide 0.8% reinforcement minimum for columns as per IS code maximum we can take up to 3.5 or 4% for high-rise buildings we can take up to 6% it will depends on the section size and here as it is not too much high-rise building we can allow up to 3.5% so these sections also will be increased to reduce the river percentage i will go for these two columns to show as example to pass the members now you can check elevation is also there is some beams also here these beams we will delete because we have provided span rails unlock this one all history this one this one all history selected here this two we will deselect click on this and this now press delete to delete the games now go to plan view we will change the columns here all history select this one assign section property modify this one add copy of properties c 35 by 80 click on ok click on ok Select this and assign apply to this this increased and for this one as It is carrying more contributory area from this span to this span this span to this span This is carrying less contributory area. So for this column I will provide larger section modify add copy this one 900 c c 35 by 90 centimeter click on ok now as it is selected already apply now this changed now again we will run the analysis analysis done now we will run the design see now these columns first we will go to elevation D here we can see the river percentage 5.83 5.16 we can see the design result details here beam column capacity ratio 0.14 so this is passed all the details we can see here you can see interaction diagram for this interaction diagram i will try to prepare one tutorial to explain in details and here you can see the governing load combination this is showing the governing load combination dcon 39 so i will check that one Decon 39 modified it is along x direction so seismic force along x direction is governing here so we will go to the plan here along this x direction so if we rotate this column then it will resist the seismic force along x direction better than this orientation so unlock this one now on stories select this select this and rotate the angle apply before we rotated it as 90 degree so now in zero degree it has been rotated so reform shape now run the analysis so analysis done now run the design now go to elevation d see here before it was also 5 percent it was more than this 5.18 percent so the rebar percentage required reduced after changing the orientation in this way we can optimize our design and One viewer requested to show when we will provide share all in columns.
When we will see we have provided larger section of columns but it is not passing then we will try to provide share all in peripheral side. So here I will show if I provide share all in this side then how much reinforcement percentage required in these two columns. unlock this one go to share all w25 in this time i will go for auto peer here all stories then from here to here then this beam will break here then up to this we will delete and this share all will replicate from here to here go to draw snap option perpendicular apply close here apply okay now here also this beam will break then delete this portion now make it one story delete this portion okay now we will run the analysis analysis done now run the design go to elevation view here you can see the change of river percentage required here it was more than 5.5 percent here it was 5.18 percent now it is 3.73 percent so required river percentage reduced In this way if you want to keep the same column section size you don't want to increase the section size you can provide share all in the end of the structure if it is possible as per architecture configuration we can see in mid landing of stair the beams failed we will go to that elevation elevation 2 here this beam and these beams are failing so unlock this one here we will check our covering for beam one viewer has commented the beam clear covering we have to consider the tie bar also he is right i missed the tie bar diameter here in previous tutorial so here 35 plus if we provide 8 millimeter tie bar then 35 plus 8 it will be 43 if we provide 10 millimeter tie bar then it will be 35 plus 10 equal to 45 so i will use 45 for 10 min for 10 millimeter die of tie lever click on ok this one also 45 45 so click on ok so these beams will modify so click on all stories these beams 25 by 50 here we cannot provide torsional modifier because this is equilibrium torsion we can release torsion for compatibility torsion.
For example this beam having continuous slab up to this span and continues to another span. So for this type of beam we can release torsion. So here we cannot release the torsion.
So select this one. Now assign frame section property. I will go for 30 by 60 we can apply and for these beams i can release torsion select the beams then assign frame property modifiers here i can provide 0.25 25% of torsion i will consider and 75% of this torsion will pass through the alternative load path click on apply now click run analysis so analysis finished now run the design mid landing beams passed now this one is still failing so as it is failing after using torsional refraction factor also so we have to increase the section so in this way we can optimize our beam column design now we will go for share of design go to define load combination Add default design combination for concrete sharewall design click on ok Here Dwall ok now go to design sharewall view revised reference here this is the code and other factors as it is by default sharewall here select design combination here this one automatically selected as we have generated the load combination for share all design click on ok now we can run the share all design from here also here design finished and it is showing the river in millimeter square in share all from here we can check the design result here their boundary element required leg one top left 500 millimeter leg one top right 625 bottom right 500 millimeter regarding this boundary element design i will try to explain in another tutorial i have another tutorial regarding this share all design here we can see the spandrel design also go to elevation view is here we can go to here display design info from here spandrel longitudinal reinforcing click on apply we can see the required reinforcement for this spandrel share reinforcement this one reinforcing ratio row for share all this one okay so this design of spandrel and boundary elements i will try to show in separate tutorial if you want to design share wall using auto section design and by providing allowable target displacement you can check the tutorial named share wall or lift code design in etabs in details explained in details this video link also i will share below this tutorial so today up to this thanks for watching stay safe stay blessed subscribe the channel and press bell icon to get notification for new uploads To get resources used in this tutorial join as a loving fansub member. To join click on join button beside subscribe button here I'll show. Here you can see BIM column capacity ratio.
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