ETABS in 2 hours | A complete design course

hi everyone in this video you will be able to learn etabs software in one shot you just need to watch this complete video and practice the steps which are

shown this complete to arts training is divided into 8 steps by watching this complete video I'm sure you will be able

to use this software like professionals so let's begin the structure we are going to model is a residential building it consists of

ground plus one-story building you can see various plants on the screens the architectural plan and sixth elevation is given to you from architect or if

you're good and planning you can also draw it by yourself and the beam column layout is designed by a structural engineer now the question is how to

decide the positions orientations and sizes of columns and beams so I will discuss this in my next video in detail today we will focus to the basic

modeling in defining the structural elements so let's begin open your etabs

application so to create a new model click new water or you can also create a

new model by clicking on the file menu and select the new model a window will

pop up if you want to go with default settings then click the first option if your country requirement is to work with different set of units then go to use

built in set so from there you can choose the different set of units and also you can choose the code design

codes for our cave and I am going to use a sea a318 2014 for concrete design code

for steel design code now we stick to a is C 362 click OK bring you to the new

module and click templates I will discuss this panel in detail as it is very important to more or less furture so first understand why we have to

define the grids and story data but they start so grid lines are reference central lines of your structure so grid

dimensions are categorized into two panels a uniform grid spacing and customer dispersal uniform grid spacing

is used when the size of cream is same x and y direction most of the time our centre line spacing is not constant along x and y direction then we go with

customer participation so click custom grid spacing and click on edit curve data before entering the value of kriti spacing let's have a view to over beam

columns around or quickly how to plan so this is the beam column the position of column is marked here so along x axis there are six screens along y axis there

are also six squares the dimension between each grid is mentioned here so I

have so I have divided this into a grid layout plan so it will be easy to mark

all the dimension in our a tips module so let's begin and you eat herbs motor you can see display crudités ordinates

or display clip data in spacing so what is difference between them so if you choose this option as ordinates that means always whatever the value you

choose between the Kritters view have to always follow from your origin for example if the distance between grid 1 &

2 is 2 and the distance between 2 & 3 is 2 so if you choose this option so 4 1 & 2 you will put 2 & 4 2 & 3 we put 4 but

if you choose this option display grid retire spacing so in this data are you have to put the value between a and B

whatever the value is between 1 & 2 & 4 2 & 3 whatever the value of time mention is between 2 & 3 so I will tell you in a moment

so I'm choosing display grid details open number column layout plan so from 1

to 2 is 5 v 4 and half inch so let's put this value and eat them so 1 into 4 v

and 1/2 inch or you can use full feet and so it takes smart and it will

automatically convert the Vilnius now begin from 2 to 3 so for 2 to 3 is 5

feet 7 and 1/2 inches go through your

interval so 5 v 7 and 1/2 inches again fold fit and 9 inches 4 foot 9 inches

you can add or delete the grid data from

these buttons 8 v and 10 and 1/2 inches 5-it and for an average and from five

projects to zero I'll change the x-axis data from A to B

value is eight feet ten inches so it fit

attendances for 58 inches 5 X 9 inches 4

foot 8 inches 5 foot 9 inches 7 v 7 5 5

8 5 foot 4 3 by 8 so 750 7.62 5 inches

okay and 3 by 3 by 8 is equal to 0.375

inches so five feet four point three seven five inches okay

so we have added over create a story data as you can see the bubbles are overlapping to reduce the size of ability you can inside the different

values of credit so 16 checks inches higher so start from the 20 inches so 20 is fine no bubbles are only pen so this great date is ended

so please click ok now we have to go and change the story data for a story data in etabs we have to provide the story

data from the foundation level so for example from foundation to plinth level we have got a certain value from plant the first flow level and from the first

to roof level so it will be a three level three story building so from foundation foundation is level

kept at one and one it a half meter below the ground level so I am considering let's suppose for fit or five feet below the ground level three

fit our print is three fit or three in half it above the ground level and our first flow level is twelve fit in the

second flow level is twelve foot so this all data will be given from sectional

plan which is given to us from an architect so let me open in sectional plan so as you can see from foundation

level to plinth level it is eight feet from plinth level to first flow level for the spoil of it from first floor

level to roof level again twelve it so we have our three story first story second story inside the story so let's put this data into the a tips model so

we have got three story building typically story height is 12 it and the bottom is 20 height is 8 foot so we have

done with all the data click OK as you can see the grid line layout is being generated so first and foremost

option is we have to define the material properties so this is it we are going to design a concrete structure so we have to define the concrete material

properties so go to the define menu material properties so it aims by default has defined different material

properties for 60 grade steel for 50 grades filled Fi yield is frame 4000 psi which is the compressive strength of concrete at 28 days so you

can modify these option if you want to add new material you just click to do material ok right then whatever the

reason you want to select click concrete if you want to change this data click

3000 okay so this is 3000 psi concrete isotropic so density of concrete is 150 the default in type is calculated the

modules of elasticity we don't have to worry about then click OK if you want to eight different materials because in general practice we assign

different types of concrete and more structure for example for column we use 4,000 psi sometimes for slabs we use 3,000 PS and for beams we use 4,000 psi

so in this way you can define different types of materials or the different properties of same with regions in this

model so click OK after defining the material properties we have to define the section properties sections means perfect subsections we

are going to use enormous fortune should it can be beam sections and column sections so column sections can be

rectangular circular square for mostly these all information is given from structural engineer you have to decide it by yourself pushed type of column is suitable in

this building so go to the define menu from section properties you can define frame sections slab sections wall

sections reinforcing bar sizes and these other options I will discuss one by one

in mind future videos so go to the frame section of the options so in our case columns are rectangular so the size of

column is kept as 12 inches by 12 inches so go to the new property

click correcting count protecting to the

section so for column size is 12 inches by 12 inches so you can name your column

is C dimension is 12 inches by 30 inches and this way we can identify a size of

column so 12 inches by 12 inches I want to keep 4000 psi for my column to change

the dimension a 12 inch 12 inch go to the modify show me bar if you are going to design your define the column click

here call up longitudinal bars you can change the type of bars from this sections if you

want to use 50 in the spring bar you can click here if you want to use 16 in the spring bar you can click here so I am just keep

the default value and for confinement ties literal times you might have seen in columns so I'm also keeping 60 grade

history so what column is rectangular and this option reinforcements to be checked in reinforcements to the design always go for enforcement to be designed

because reinforcement to be designed that means a tips will tell us the total area brusquely needed to resist the load which is assigned on the structure

reinforcement to be checked it means if you click reinforcement to beat it you have to provide all these information you have to provide the bar sides bar

number number in the x-direction number and y direction water spacing you are providing so in this field eat eat herbs will think you

were given theta according to your given Delta so always go with reinforcement to redesign this why we are using this office if everything is given by a user

then there is no use to use this software so reinforcement to be designed click ok now we have to define the beam

section after ok let me go with the modify show modafinil as we are using AC and 3 1 8 14 chords

so in this code we have to change these failures I will explain the purpose of changing these values in the end of my video so for torsional constant the code

recommends the value of 0.01 for moment of inertia about 2x for a column a zero point seven zero and moment of inertia

about three inches for a column is zero point two seven zero after modifying these values click OK click OK

so we have successfully defined the column after defining the column we have to define the beam low beam is normally

rectangular so being star 50 X pi and

be told by 24 inches so I'm assuming this dimension so Delta beam is 24 inch

and the width of the image terrific again go to modify show rebar caller click beam because we are going to

define a beam of being spacing 1.5 inch which is normally again belonging to toolbars I am using 60 greatest 8 bars

for them payment bars again I am using 60 here it is table click OK when you go to the modifiers for torsional constant

is he a code recommends the value for beam should be zero point zero one moment of inertia about x axis 0.35

moment of inertia number of 3x is again the value is 0.85 what does it indicate I will explain let

them and the end of this video should all the parameters are defined click OK click OK

and we have to define the slab as well go to the define menu and section properties the third option is slab

sections so sleep apnea probability sleep normally slave regime put six-inch

this thickness for slip we are going to change the material we are keeping it is 3000 peers and also chain dimension over

here six inches click OK as we have successfully defined from material properties now we will assign the material properties so for assigning

as you can see there are several elements over here this is element this I can is used for drawing a beam column brace and the description is also

written when you put the cursor on the same gun similarly this is the quick-draw tool if you want to draw the beam in this period just click this

option by default it will draw in between these two credits another option is on the bottom of this tab you can see

one story all the story similar a story story normally I will call them goes throughout the building so in order to

reduce our effort we always work with all the story building so I'm using all the story first we will draw the columns

so I've slipped in the column from property we will select the property we

have just defined so 12 by 12 inches go through your column layout plan and see

the location okay so along great a six there is one column long grid see six there is one column longer d6 there is

another column along great f6 there is another column as you can see the centerline of this beam is not passing through the central line of this column

but for our case we are considering the both lines are passing from the center so why I am considering this to consider

the simple case to model every structure in actual whatever the position is came in here you have to model the same position

and your attempts software so for how to do this for example this is one and half inches away from the center line okay

and this is approximately one minute 1/2 inches below from the centerline of this column so for this case how we will model so as you can see in property

section there are different seats if you want to rotate the column by certain angle to put some value over here automatically your column will be

rotated if you want to place your column at a certain distance from this grid line in X direction so if you have to

put some value over here so this will mark your column away from the center line in positive x direction or negative

x direction similarly if you want to do the same in y direction just put some value over here if you want to keep

model the pure column away from the grid line positive y direction or negative y direction just put some a little bit here so for our case we are considering

both lines are passing from the same center line so as we have seen from our

column layout plan so long a 6 C 6 d 6 + f6 there are 4 columns so along a 6

a six c6 v6 and f6 so there are four columns so this is the

benefit of clicking all the stories because we had a story three we are just inserting the column and Story 3 and it

is going to replicate on all other floors for example if you click only one story we just click a column over here

it will go for only one story it will cost over time then I'm going to click

all the story again go to burst into their trap so long a 4c 4d full and f4 there are four columns

you as you can see we have successfully placed all the red columns in our order along the grid line now we will place

the beans so click this icon to draw the

beans from properties menu change the property we have just defined so in

order to draw the beam you have to click at the start point and your book support the beam at the other end of the column

so our beam is wrong similarly do the same so to know the

exact location of the beam we have to refer our beam column layout plan as you can see from 8f there is a beam from f2

great tool there is also a beam so you have to follow this plan you as you can see we've successfully model

all the beams they are falling to over beam column framing plan so these icons are used to move along the floors as we

are currently we are on Story 3 if you want to go blows 23 click this icon so we are now at the story - if you want to

call up then click the second roof level now we need to place the slabs so this

icon is used to draw the slabs from

property menu select the property break

the steps as we have selected all the stories so it will draw the beam along

all the stories I'm just like similar stories actual probably skipped the

counter single so as you can see there is no beam drawn along the foundation level so again there is no slab is gone at the

foundation referee smiley stories means the height of stories same as we know the height of story from the foundation

level to first level is inter fit and for rest of the floors is height of the

floor restore flat so in this way we have to model reflects

so we have successfully placed all the flames go to the foundation there we don't want step here so from smoother

story click once this one story click this lap and press the delete button from your keyboard this lamp will be vanished also at the blink level we

don't want slab because give all the slabs on this story and later because

this is the first ground level we just have to place the wall roads long these

beams so let me tell you why property modifiers are important so property modifiers are very important parameter

in defining the section process they are used to model correct behavior of concrete sections as we all know that the concrete is weak in tension and

strong in compression property modifiers are only applied to concrete members only because of trekking so if we are

considering the rectangular section the total moment of inertia is BD cube divided by third we all know that but when you make this member of concrete it

will experience cracking when loading after some time so this cracking will occur when concrete reaches its tensile capacity which is about seven to ten

percent of its compressive strength for example four thousand psi will have only 400 psi of tensile strength if we are considering trained person after come

cracking concrete is no longer able to carry tension so the steel starts taking the tension so now if concrete creaks

after 400 psi the moment of inertia will be reduced because of cracking if the moment of inertia has reduced the capacity of section to resist the

bending is reduced its stiffness is reduced the concrete will take less moments its deflection will increase due to the less stiffness so this moment of inertia

which the correct thing is not taking anymore will be redistributed to the other structural members based on their stiffness that is why ACI code suggests

different values for property modifiers for beams columns slabs and wall sections capacity for beam section is

produced 35 for fourth and capacity for column section is reduced to 70% you might be thinking why we should consider modeling staircase and ETF is

there are other easy ways to find the reinforcement from manual methods and some charts available so let me tell you why to model staircase into your

structure because the columns on which the staircase is resting will experience maximum exile and shear and lateral forces it is compared to the rest of the

structural columns so never skip modeling in staircase in structure for resting the staircase system we needs four columns and a beam on whichever

landing slab can rest these beams will hold they stay a cave slab and transfer the loads on respective column so let's begin to model a staircase in our

structure as shown in our architectural plan our staircase

area and lies in this region so we have to remove the slabs from these areas

choose all the story from bottom drop-down list and select the slabs delete them all as we do not require

these left between our stories select the beams and columns so we have select the beams and columns

on which the staircase will rest right-click and select show selected objects only in this way we can only

focus on this area now switch to the 3d mode as you can see in this figure we need a beam for the landing slab to hold

the slab and transfer the loads on respective column first we will draw the beams and lending sleds to draw the landing slabs in grid view of the story

we need to define a reference plane so in this way we can reach between Story one and story two to create a reference

plane go to edit menu and click on edit stories and grid data select modify show

grid system and click on reference plane click Add now we have to enter a height at which we want to create our reference

plane the height will be made from bottom of the face our bottom storey height is 8 foot and our typical storey height is 12 feet to blue and our first

lending height from the first story is

6.5 feet so mailing from the base e d8 +

6.5 it comes out to be 14.5 fit click OK click OK as you can see we have

successfully successfully drawn the reference plane let's draw the staircase for one story between Story 1 and the story - then we will replicate it

between Story 2 and Story 3 so at reference level we need a beam to support blending portion of the staircase

[Music] so go to plan menu and select reference

frame choose one story from this option choose the beam from from T menu and

draw the beam as we have to draw the

lending slip in this section choose draw

rectangular section select s6 left and this way we have successfully created a

lending slab switch to the 3d mode okay moving as our staircase is - like this there we have to draw two flights which

goes from first story to lending and from lending to the second story so go

to plan view and click Story 1 we have to divide this beam into two halves so

we have reference points for making in the clients land so how to do that select this pin go to edit menu click

Edit frames divide frame so we have to divide this frame into tools house so

press right to here and click OK you have to do the same at this option is

the draw frame now we have to do the same for the second story as you can see from our

architectural plan however the stair is going to end at this position so this is approximately 3.25 fit away from this

column I will draw a beam at three point

two five feet away from this column now

let's divide these two beams into two halves so we are dividing these beams into two half because we have to create a

reference point of inclined slabs to draw the inclined slab switched to the 3d mode for clear visibility I am going

to hide these grids first we have to create the inclined slab for Story one to midway blending

slam to create a slab click draw your option click the first two joints on the

Story 1 and click on the remaining two joints on lending portion and click the

first button again to complete the stair formation and yes our first inclined

slab is created now rotate a bit and repeat the same process as we did to draw the first flight

now a sign is left at the landing

portion at story - we don't want the

meme in this portion so delete it as you can see we have successfully drawn steak is between Story one and story two to

replicate the stare for story three

select all the elements of staircase go

to edit menu and click replicate hail you click story and we have to replicate

this tale for Story 3 click Story 3 and then hit ok as you can see with a single click we have successfully drawn

staircase for the entire building now rejoin all the beams which we have splitted into two halves so to do that

select the beams go to edit menu edit frame and join frame we have to repeat the same process for all beams you

draw a slab at this portion now

right-click and select show all objects

so all object to see yes we have to

place a slave in this portion is go this

is a roof level as you can see we if we are done with modeling part of staircase now we have to calculate the dead load

of steps on the inclined slab of the staircase so let's go to the excel file so here I have already calculated this

tape loads for first flight and second flight the riser value in our case of zero point six bit and create value zero point seven five minutes the width of

the staircase is comfy bed as 2.60 so ADA is calculated in a triangular shape as you can see in this figure so for area is half into rise into freight

which is zero point double to five for volume you have to multiply this area with width of the staircase density of

bricks I have taken 120 pounds of it q this is for the red bricks total number of steps can be calculated by in the

difference of level of lending divided by rise values over rise value is 0.5 sorry

rise value is 0.5 so total number of steps are 12 so total load on papers volume multiplied by number of steps and

multiplied by density of a material so it comes out to be 7 or 2 pounds so area of new client slip you can calculate

this so we have to distribute this load into the entire area of my clients lab in order to find the area of the clients

left go to the a tabs menu select the first flight and right click on it go to the geometry section so from there you can easily calculate 80 of the stay case

which is thirty one point six three come to the EXIF I like into 31 point six three so divide seven or two divided by

thirty one point six three so the final load on inclined slab is twenty two point one nine or 1/2 pound 450 square

and similarly I have calculated the loadings for the second flight but here I have chosen different riser and tread value because we have two adjustable

this fear in our architectural plan so before signing the loads let's look at some theory of the loads and classifications as you can see in this

light the loads are classified in the two types first one is gravity load loads which acts vertically downward and

lateral loads which acts in horizontal manner onto the structure so that gravity loads are first further classified into two types number

one is dead load the examples of dead loads include self weight of structure or the weight of any permanent fixture in this structure the example for the

live loads are wind effects on the structure seismic effects any retained material against a structure which could be water or earth temperature loads

vibration loads and - static pressures so in etabs you don't have to apply self weight of structure e temps calculate satisfied so

on however you need to apply any other dead loads and live loads which X onto your structure now the question is how much weight or magnitude of it we should

apply for to answer this question we need to therefore code looks as I told earlier I will refer for codes just to teach how to read the codes and how to

extract the information of load data from the code books and finally we will use the load data from a SCE code and

use in our model so let's start from the Indian codes in order to refer the dead loads value we will refer to is 875 part

1 for live loads we will refer to is eight seven five five two and four Seesmic loads we will take help from is

1893 part one so let's open the code book is 875 part one for the dead loads so as I told you before we need not to apply the self at all structure but we

have to apply a permanent fixed object on the structure so the permanent fixed objects and net load category are mortar disk reading surface finish it etc the quick way to

search the desired data from the codebook is to press ctrl F from your keyboard and type the T word so we need

the weight of mark mod risk reading in tiles so let's find out so just type

mortar you click next several times so as you can see there are several data

available gypsum water lime water we have to search for more disk reading so here for mortar is creating of 10 mm

thickness the weight is 0.2 1 kilo Newton per meter square okay now go back to your ETA model switch to

the plan mode in order to apply the dead loads click all the story from the drop-down list

either you select slab one by one or you go to select menu from select click

select then select object type and find out floors then click select floor this

is a quick way to select all the slabs which are assigned into your model as

you can see all the slaves in our model are selected so in order to assign load

go to a sign menu click shell loads as we are going to apply uniform loads so

click uniform choose dead load

and the value is 0.21 clos newton per meter square

point 2 1 so it comes out to be four point four six pounds per 50 square

click ok as you can see the dead load is applied on all the slaves which are

modeled in our structure after that we have to go and search for tiles tile loads type type you can also assign

marble or any at that tile type or floor finishes you are going to use it into

your model so tile to let's search for clay floor tiles so for clay floor tiles

the value is point one zero two point two so we are choosing point two so again go to select menu in order to

assign the load you have to select the object first for selecting the object go to the Select menu object type floors

select floors click close go to the assign menu share loads click uniform now we have already four point

four seven earlier we have to add to the existing load so click Add to the existing load and the value of load was 0.2

again 4.2 double five so it to a temp I default edit the previous value and the current value which we have entered in

similar way let's refer to a SCE code in order to see many mean design loads which are associated with buildings and

other structures since we are designing rather than slow building so go and find the weight of finishes type keyword

finishes click several times as you can see the load for floor finishes is written here say both finish which was

one point five three seven eight in this way you have to choose the value from this code for for example I'm choosing C

matte finish of 25mm for just two point five centimeter it is one point five three so again you have to go through

your eater model select for the object type choose all the floor areas go to

assign menu share loads a uniform load so the value was wendy was 1.53 in the category of dead

load so 1.53 value wasn't alone Newton per meter but we have to put the value in bound for fit is fair so divide this

value by zero point zero four seven so

it comes out to be 32.55 click okay so in this way we can apply the dead load

similarly ready to search out for live loads therefore to the codebook again

and type residential click Next see apartment C residential so various

occupancy uses are written here if you are designing office building so you need to refer to this old book in order to see minimum design proxy for hospitals the way these tours are

written for hotels libraries since we are designing a residential building so we have to look for this adventure so and habitable ethics without the storage and will and habitable ethics without

the story as you can see in this picture there is a pitched roof so if it is uninhabitable

so the loads are 10 if it is habitable so the load could be taken as 30 so all of the areas except stairs again we have

to choose a similar value was written in is code all other residential occupancies private rooms and call it or serving them again we have to choose 40

for these categories for public rooms we have to choose hundred PSF so for rules

we have to choose 20 PSF because we don't have a lot of moments of people and objects there so that's right load

value is reduced to half compared to the loads at underflow levels so in this way

again go to your ETA model you have to select all the objects go to assign menu share loads uniform loads and the category of live loads you

have to apply for tea click ok so till now we have done with

is code and American codes now let to let's refer to the Pakistan building codes to see what are the minimum design loads and given them the Pakistan code

so let's look for the live loads also

since I can't we going so type private

venture residential for basic floor area we have to choose for TPS F for balconies we have to 216 decks stories

we have to choose for cpasifou live foods similarly for UBC code if your effort

will be support the values will be same

as given in Pakistan building whole sea so if you refer to UBC code or party

sample the values are almost identical as you can see for residential area so just given 14 1660 only the table is

reproduced and other format otherwise the load fell you guys saying why I told you earlier the provision of building code of are compatible with uniformly

building closed 1997 so in this way we can choose the values of dead loads and

live loads we can put it in our model so as I said we will use AAC

codes values in or in our model so Row two again select object I'll select all floor areas

total sign menu shear loads uniform loads as we have seen from a Sikh or the

value for dead load comes out to be 33 bound for fittest fire so click OK similarly we have to do the same for

staircases let sorry assign shell loads

uniform 33 okay now we have to assign

live loads assign a shameless shameless

sign shameless uniform choose live load

from down list type 40 and click OK so the state is earlier go to assign menu

Shane load is uniform load so the live load 460 now we have also flag step loads on the

stake a fail so for first flight the staircase load was twenty two point one nine for the second flight the dead over

thirty two point two seven select the first light go to assign many loads uniform choose the dead load click a to

existing loads because we have to add the step loads into the existing value of dead load which was 33 so the step

load for first flight is twenty two point six click OK close now select

second flight go through sign menu share

loads the uniform 30 point two seven

thirty point two seven click OK as we are done with dead load and live load now we have to assign of all loads in

order to assign the wall load as we can see the height of our floor is twelve fit and we have kept the depth of beam

is to fit so six inches will be in the slips the total height for wall will be ten point five fish

go to the plant mode so our exterior walls are of 9 inches dimension and our interior walls are of 6 inches I

mentioned and height of the wall is 10 con 5/5 outro singing the frame blows

first first select all the exterior

walls or exterior beams so on these means nine inches walls will be resting so go to a sign menu in order to assign

the wall words we have to select frame loss dress tributed loads so wall load is also under category of dead loads of

the calculate the world as we know that our height of wall is 10.5 v x so density of wall if I am considering

consummate conference blocks of the density will be 0.45 1 4 1 4 5 skip 4 v

cube and our thickness of wall is 0.75 because our outer wall dimension is 9

inches so exterior flow the wall is 1

point 1 4 1k perfect so click OK now to the interior walls so the thickness of our interior wall

six inches to go to the frame line again go to distributed load now all the data will be same except the thickness of all

so it will be ten point 5 multiplied by zero point six which is the width of all multiplied by zero point one four five

this is the density of cement concrete

block click enter and click OK so it will free mode as you can see we have

successfully applied wall load now we have to change the wall loaded hoop cycle because of a parapet fall is off three fit so go to the plan where we

store easily click choose one story from drop-down list click the exterior wall select assign frame line load

distributed so now the wall loads will be the height of wall is 350 multiplied by density of cement concrete block

multiplied by sickness of or just nine

inches 0.75 fifth 0.32 + click OK when the roof level there will not be an

interior wall so select all the interior walls in order to remove the loads go to

assign menu frame line loads distributed load let me delete existing go proclaim switch on to free them all as we are

done with assigning dead loads live loads and friend line loads considering the Codel requirement we define but as we are done with assigning the

gravity loads in our last reveal so we will move to assign the Seesmic loads we will start with Indian Standards so how

to apply the seasoning close go to the define menu choose load Petra so seismic

loads means we have the earthquake loads either in the X direction or Y direction so we have to assign this ball in both

directions so type a Q X choose seismic

select is 1893 2016 click OK similarly earthquake in y direction type

seismic similar code and here now we have to modify the parameters to modify

the parameters click modify load modify

lateral loads uncheck all these parameters now from the code for km to

define the zone sector for example if we are designing a building in a bomb base

region so go for Indian Standard 18 and 3 part 1 so I'm older version 2002 but in etabs we have selected 2016 so we

will not be more different so if we are designing the building for Bombay region how will we do first we have to define the zone factor so type

bombed a tight Mumbai so Mumbai is in

zone 3 and the zone factor is 0.16 the value of Z is 0.16 so go to e-tabs model

select 0.16 side type again go to the codebook

select site or choose manually

yes sigh type means whether the soil type is walk on hard soil so this data will be given to you from soil

investigation so for example am considering soil type is an important factor important factors mean whether it

is a residential building a school buildings public offices banks hospitals so in this way the buildings are categorized based on their importance

factor so in order to find the importance factor just write importance and click Next several times so here you can breathe important service and

community building such as hospitals or building is not hospital a building is not a school building so for such cases you have to use one point five for all

of the buildings use one point zero so our building lies in order all of the building can't agree so we will choose

one and now that the response reduction factor again the goal is specified these

values go to the code value again type rest forms so first we have to define what type of a building frame system is

whether it is order D arcy moment resisting frame or a special RC woman for this thing frame in simple words if I tell you the difference between these

two is of the shear reinforcement if the shear reinforcement is fine if the building is designed for higher seismic zones so we will go for special RC the

moment with the strength training so for that the course unless the value to take as five for ordinary as the moment resisting frame for example if the

building is to be designed for low seismic regions then we have to use reduction factor s3 so as you can see by default the vent

pipe is inserted here before we tips consider you are going to design every special moment for adjusting from so we are choosing 3 so click OK

so in similar way you have to change the values in y direction so to change the windows and y direction you have to

click eqy click modify lateral load and you have to uncheck all these parameters and check y-direction only a spell over

zone vector value it was 0.16 our site type was licked it was too important specter as we are dealing with residents were building so important factor is 1

for time period I would always recommend you to go for program selected read don't go for user-defined hour in

proximate review because if you compare the value with manual calculation of the values will be different as the he tapes until there is stiffness in the count as

well so always go for program to let it similarly in a story range some users go from base to story 3 and some user go go

from story one to story because our base is embedded in the ground so whether you choose from base for story one it is

fine while I always choose from base to store a free response reduction factor as we saw from the coordinate or 3 so

choose this value now what is the response reduction factor let me define it so it is the factor by which the actual base shear force is reduced in

simple words it reduces the earthquake load which is encountered by the building by the factor we input in this seismic coefficients for example if we

are choosing response reduction factor 5 and earthquake load is thousand units in actual so this reduction factor reduces to 1/5 of the actual will and the

building is designed to experience only 200 units of earthquake now the question is why we do

so why we reduce it as we know you can see from spring stress diagram of a steep so as we know we always consider the properties of material and linear

elastic French and we always ignore the plastic strength of material we always design our building considering the yield strength of material but in actual the structure has

capacity to take the load of two strain hardening region so that is why will reduce the actual base shear by certain values because we know after yield point

of our structure is capacity to resist the earthquake and this makes our structure earthquake resistant after it resists and the structures mean it can

experience small cracks in the buildings or some building component may also call dibs but overall the structure will responds well against the earthquake now if we say earthquake resistance now the

question is how we design a script roof structures so to do that just type once in response to the action factor input

but we don't go for this value as it will give high reinforcement for our building and the structure will be an economical so choose the value which is

recommended by the gold click OK so we have successfully inserted all the parameters Theismann coefficients using Isis code I will refer to Pakistan

building codes but the problem is etabs 18 version does not support three basic verbs so for those aspiring who use in

devs 2016 so first I will open a screen shot of seismic coefficients from etabs 2016 so as you can see in this picture

we have to define these parameters before if we are using UBC 97 for first

we have to define what type of coil is 96 soil profile time is a which is

described as hardrock is B which is rock is C very dense soil and soft rock is T refer to a stiff soil profile in SC

therefore it is soft soil profile so you have to choose this data will come out from while investigation for example or

building lies in SP Lydian so you have to choose SP here now we have to look

for the seismic zone factor for example if I have to design the building in Hyderabad region which is located in the

province in so first let's refer to Pakistan Building Code so for health of

the region first we have to see in which zone entrepot lies so synth and province and search for health Robert City so ed Roberts EP then

zone to a okay now go and find zone

factor so 14 a we have to put 12 0.15 so in this dialogue box we have to put 0.15

now you have to define the values of C a and C B again go to the code book for c8 and CV

they are basically size being some factor so for soil type B zone 0.15 so

the value of CV is point one five and the value of C a is zero point one five so you have to insert 0.15 in the

section of C a and 0.15 as well in the section of C V now importance factor so

important factor will be one because this is a residential building we can also verify this from our code book extended occupancy all structure housing

or fences and having function so I value is fun so you have to insert one here

over a strength factor ah I can refer to

the codebook so for our our building our structural system is moment resisting frame and then they can take it your

foment resisting frame it is a ordinary momentum with moment resisting frame concrete so we have two to three point five so just type three point five here

so in this way you have to use your basic quote and find out all the coefficients from UBC code in and insert

all the values in seismic load veteran as we are going to design number

building using a SCE ACI code so go to the define menu select load fat from choose ASC 716 click modify lowered

similarly in y direction to ASC 716 click modify load uncheck all other

parameters I will discuss these parameters and advanced topics now we have to look for these values first

define site class first of all you have to look for the site class from ASCE

code so site class so side class inside class we have to find the values of 8 a.m. FV if you just

insert side classes see so if T temps will by default e times by default will take the value from foot in so let's

ready 5 if we choose side class P side

class p FV is point it and if a is point

9 if we is point 8 and a is point 9 so following this we have to find the

values of s s and s 1 so s s is 0 point

5 and s 1 is 0.2 0.3 and 0.5 longer

period the transition means 10 so this value is used for high-rise buildings if it is more than four or five-story welding so you have to use whether you

want to design a building for 10 seconds time periods or 11 second time periods basically this is the advanced topic you must have some basic know how about

r-spec engineering so just to just write it here or you can also write them here something now response modification

factor again as we didn't I scored in fact some

building code so for the ordinary moment

resisting frame so moment resisting frames we are using ordinary reinforce concrete frames for ordinary the enforce

concrete frame the value is 5 no water spring factor is 3 and deflection

amplitude is 4 and half deflection

amplification is 4 and now so 8 3 and 4 and 1/2 click ok and you have to do the

same in y direction as well

uncheck all these parameters 0.5

zero point two three and four point five

click okay now let's discuss about my source this is very essential for considering lateral load and seismic

design of buildings this means how much seismic wave should we include for calculating the base shear so let's see

what are the provisions in a SCE 7:16 manual and is Indian Standards building manual so somehow the values are same in

all the codes which you follow but let's compare it go and open a SCE manual so first type the base here and you will be here so here you can see the equation

for base fear is written which is V is equal to CS into W where CSS seismic coefficient and W is Seesmic weight so

how much Seesmic weight do we have to include into our structure so for this you have to click W is the effective seismic weight for section so how much

weight should we should we include for our lateral load calculation so click this link so it will bring you to the section twelve point seven point two

very effective seismic weight criteria is given so read this K right area so the effective seismic made the blue of structure should include all the dead

load include the dead load is defined in section three point one above the base and other loads above the beats are listed below so you have to include all

the dead load Butch's included at no a structure for imposed loads the conditions are given an area is used for storage a minimum of 25% of the flow

live load should shall be included so 25% live load you have to include so there are some ten exceptions also written with inclusions of storage load

it's no more than five personal so then you can neglect the seismic wave so it need not to be included in the effective seismic waves as I said you can neglect the value

similarly close live loads in public garages and open parking structures need not to be included so second is where provision for partitions is required by

section four point three point two in the floor load design the actual partition weight or the minimum weight of ten PS F of floor area where

whichever is created so that you have to include in your mattress for example so we might have seen wooden partitions and

or glass partition in office building so in date case you have to include 10 PS F of the floor area into the mass force

calculations total operating weight of organs equipment is the if there is any machinery operated in the building so you have to calculate the load of that

as well so in case of snow load you have to take 20% and similarly weight of landscaping and other materials at Roof

Gardens and similar area so the conditions are written according to these conditions you can define the parameters in mass source option and ETA

so I will tell you how to specify these conditions in mass source options now let's compare with Indian codes so again

for base here just type based here in the search option so it will bring you to this option again the equation is

same VB is equals to a is W so W is the seismic weight H is the horizontal spectrum value again it is a seismic

coefficient for W seismic bed you have to refer to seven point four point two so let's move to seven point four point two it's a seven point so this is seven

point four point two seismic weight of welding the seismic weight of the whole building is the sum of seismic weight of

all the floors all the floor so the seismic now seismic weight of loose seismic weight of each floor is its full

dead load plus appropriate amount of imposed load so you have to include the full dead load in my source calculation plus appropriate amount of imposed load as specified in section seven point

three point one and seven point three point two so let's go to these six sections for various loading classes is specified in is at seven five power to the earthquake force shall be calculated

for the full dead load plus the percentage of imposed load is given in template so the person for the person theta imposed load we have to refer to

Table eight so let's go to Table eight you have to move down a bit so this is Table eight percentage of imposed load

to be considered in seismic weight calculation so if the live load is up to or including three kilo Newton per meter

square you have to include 25 percent of live load and the similar value was specified in American coal if it is more than three you have to include 50

percent of live load into your base shear calculations so let's go to etabs and define the mass source over there so

go to define menu click mass source as you can see either by default as defined the mass source but we have to modify

the parameters into it go to modify show mass source if you want to change the name of my source you can change by by

typing some name here let's type literal as you can see there are four checklists parameters I will explain one by one so

number one is element self mass that means all the self a toast so that should be included so yes check is additional mass any additional mass

you want to include in the mass or co2 check this parameter the third optional specified load preference because that means you have to specify the load

patrons by yourself referring to the code books so if you are referring to Indian Standards you have to refer Indian code books if you are referring

to any other country building codes so you have to put the values accordingly similarly the fourth option is add just diaphragm natural mass to move mass and

caught fire so this is the dialog box is basically related with the centricity so normally we don't do anything with this dialog box as you want to if you want to

change the values you can but leave as it is for this stage so let's specify the load vector on as

given in our ASC ii and indian code so we have to complete we have to include all the dead loads of the building so select dead from this option and

click Add and 25% of the live load write 0.25 and click Add so we are done now there are other three options so let me

explain one by one so first option is include lateral mass that means the mass

in X direction and y direction will be included and the second option is

include vertical ma this is unchecked by default because the lit march in this direction is so negligible so that's why

it is not accounted in this option and the third is lumped lateral March the story levels basically that means all the self weight and the mass source are considered to be accumulated at story

level so you have to take this option if you want to take these three it's okay it's not a big deal this way we have to define the mass will they tie in over

mortal so once we're done click OK you so first understand how wind force act

on a structure to a diagram as you can see from this background wind coming from left hand side will create a pressure on the left hand side wall and

will create a section on right hand side of a wall this is this side of wall is known as windward direction and this is known as

leeward direction so in etabs you can apply wind loads in two different ways first is exposure from extensive

diaphragms and the second is manually applying the wind pressure coefficients on the walls for that if you have to

draw the walls so first we will discuss what are the diaphragms how to define them and then we will talk about print

load breadcrumbs and discuss each terminology associated with that to

define the diaphragm go to define menu click the diaphragm click modify few

there from option so so here you can see two different options rigid diaphragm and semi lady diagrams so for rigid diaphragms you have infinite in plane

stiffness and it does not exhibit any membrane deformation and force Emily the diaphragm it simulates actual stiffness properties and behavior basically in

both cases the loads will be distributed differently now the question is when to choose rigid and when to choose semi rigid in this situation do you have to

refer a code book from the code book as it is written for our analysis under wind loads diaphragm constructed of an topped steel decks concrete freely steel

decks and concrete slabs each having a span to depth ratio of two or less shall be permitted to be idealized as rigid diaphragms concerned constructed

of wood structural panels are permitted to be idolized as flexible for our case we will select

original from so now we have to assign the diaphragm so for this case you have to go to the sign menu first you have to

go to the sled and then select object type from here you have to select close

then click select close out of the 3d menu now go to sign menu shell from

shell you have to look for diaphragms click deep on the diaphragm we have just

assigned and click apply then ok so now you can see here on a screen a kind of spider we've met assigned to the flows

so basically they represents the diaphragm so in order to define the wind load back one go to the define menu

select load Red Cross so first I will discuss a SCE 7:16 code how the wind

load Metron are defined using american code so write wind from x-direction we have to define when load background in

both directions select the type of load which is bent and from auto lateral load drop-down list select the code so for

our case as I am going to as I am going to select a SCE 716 Ed's new then

similarly in y direction you have to do the same click ok now go to there and select X direction you go to modify

little low so in this dialog box you will see lots of parameters are written so I will explain one by one in detail so as I exit so as I discussed earlier

there are two ways to define the wind load parameters number one is exposures from extensive diaphragms and exposure from frame

in optics I will discuss this so first we will focus on this method which is exposure from extents of diaphragm so in

this method for you to assign your diaphragm so what does it mean all over

wind load will act on the center of mass of this structure so after that you have

to select wind pressure coefficients so either you choose program determine or you choose use is specified if you choose user specified you have to put

these coefficients from the codes the Windward coefficient which is CP w and labor'd coefficient which is CP and ever now wind coefficients lets me define

these one by one so when the speed is the rate at which the wind is moving in a particular area you can get this value from Venn diagram

of the camp different countries if here Expo your time then we have another option which

is explore your tight so there are three exposure type mentioned in American standards which is B C and D so I will

explain to you one by one from the figures so exposure type B means thus above residential area where mostly you will see single-family tailings or Lewis structures

I can also explain to you from another figure which is also exploited type B so this is the urban area with numerous closely spaced obstructions having the

size of single film the tailings so these types of areas unknown is explored B type over here or you can also

differentiate exposure be from other two categories which is structures in the foreground are located in exposure be so structures in the center top of the

photograph adjacent to the clearing to the left which is greater than approximately 656 feet and so these kinds of areas shown in these

three figures are therefore it is exposure be similar the exposure C type that means flayed open grassland with the scattered obstructions having

Heights lived in political tour nine point four meter another picture for Expo FC see it opened Arian with

scattered of obstructions is reffered and height of the building is generally taken as less than 30 feet now we will

look to the exponent type T so the 80th of the buildings located into this C issue or the needs of the see show lines

they are refer this x parity because they will experience every winds due to their facing towards the C type from

there you will choose what kind of X for your type your building is going to face for example I'm choosing spear type P now then you have to look for ground elevation factor

so the ground elevation factor is the ratio of air pressure and density at elevation led to the standard values

means it level with constant temperature so this level this elevation is

determined with various formulas but but if you refer to the codebook but this is but if you refer to the codebook it says

the ground elevation factor to exist for a density ke shall be determined in accordance with table two 26.9 and h1 it is permitted to take ke for all the

elevation for all the elevation you can take this value or you can refer to this table in order to find the ground elevation factor now we will see

topographical factor the topographical factor so it means your structures located in

hilly areas or in plain areas so again the code is specified website condition the location of buildings and other structures do not meet all conditions as

well section when K is taken as one point zero then rule this else cast

factor the best factor is defined as the ratio between a peak wind gust and mean wind speed over a period of time so by

default it is taken as point eight five for all the cases you can also refer to take a look so as it is written here the

cost factor for rigid building or other structure is permitted to be taken as zero point eight five so you will see by

default it is 0.85 non-directional is a vector the direction of the vector which account for the fact that the probability that the maximum wind may

not impact a special component or system in its weakest orientation and this can may take it overcomes a bit ism by taking into account the probability that

the predominant extreme wind speed up may not coincide with least favorable orientation of the structural component

again if you refer to the code the directional defect is written is 0.85 value or you can also refer to this

table in order to specify this coefficient so for buildings it is 0.85 only in this form now exposure height of building is obviously your building will

face wind pressure from bottom to Story 3 so just let select base destroyed 3 now as we have assigned the diaphragm

you can see automatically direction or the way the wind load will apply the coordinates are calculated by the etabs

so direction 0 means wind load in X direction so we have assigned the load and both direct and so x-direction be able to write zero

here click ok these are these are different it's dimension related with torsional cases so in this case you have

to fill this form in order to define the wind load back one similarly you have to do you have to change all these values

in my direction as well but you have to change the direction from this dialog box

now put the direction is 90 so click OK

ok now we will move to Indian codes and see how the wind loads are applied using

Indian codes so let's begin go to the

Indian go Duke so first we have to find a load patron according to Indian Standard so go to the define menu then

click load veteran from here you just change to is 875 1987 click modify similarly you have to change it in my

direction 875 1987 click modify little low

similarly you can specify the wind pressure and two different ways first from exposure from extends all diaphragms and exposure from zero

objects so first we will discuss the first option now wind speed so from code book you can specify the

wind speed according to any avail us structure lines for example last time we discussed acquire structure lies in Bombay region so

so Bombay is somewhere here in purple area so for purple area when the speed

is 45 44 mph so we will type 44 and BH now tearing category similarly so tenon

can decrease web specify whether you're specialized and see a B as whether it is near to the objection of the class and

not a plain area so from here you will define if this criteria for the pavement original basic unit includes open land

adjacent to the Seacoast may also be classified it is yet agreed to for the world case we will choose category 2

structure class a B or C so all general buildings and respect service structure lies in this category so we will choose

all general buildings structure classes a similarly risk coefficient vector K 1 so this coefficient kept vector for all

other building is one to choose one here topographical vector a topographical vector if it is the plane area tool you

have to directly choose one from plane areas calculations the topography vector is 1 similarly binford coefficient and

leeward coefficient 0.8 and 45 in all the cases exploiting height your building full building will face the wind pressure so you choose based

restoring 3 click OK similarly you to change the parameters

in pi erections so as we are done with applying the wind load from lab from x ends now we will apply the wind loads meant only for that you have to draw the

walls around your building and then apply the wall pressure coefficients manually so so go to the draw menu click

auto door plating you have to draw the wall between the floor so click OK so within seconds we have drawn the walls around our building through

building now we will fly the wind load coefficients on windward side and leeward side so let's begin let's apply

the windward rotation on X Direction first so to apply first like the windward side walls then go through sign

menu shell loads click wind pressure coefficients here in X direction on windward side you have to apply 0.8 0

these values are extracted from the port's so in Greenville direction click ok so as you can see the load is applied

on this direction now leeward side so

leeward side will be this is leeward

side this fall just lick the walls go to sign menu shell Lowe's will pressure

coefficients put 0.5 only Woodside click OK similarly you have to do the same in

y direction as well for y direction select the walls go to a sign menu she'll go to and

pressure coefficients 8 on when website click y from drop-down list

ok and do the same on front forms or assign menu share loads when pressure coefficients point five on the website click

let's now let's begin how load combinations are defined so first refer the codebook

so the ACI ASCE 716 has defined five basic load combinations for strength design so we have to follow these and we

follow these equations and we have to generate many load combination considering their load patterns we have

defined in our a tips model so there are two ways to do it go through your etabs

model click to the define menu so here you will see load combinations click

load combinations the there is add new combo so click add new combo you can name it coding coding Li for example the

usual practice is if you are generating load combination using first equation so

what will you do one point for dead load so Dan take skill factor you have to

give one point for click ok so we have successfully defined a load combination similarly if you want to add a new

combination event for a code book so the second equation is one point two of dead load plus one point six of light load

plus zero point five of roof live load or snow load or railroad as I have not considered true flight load I have just

added the default value of live load in all this lab so able to use mine up to these two mathematical terms so one

point to of dead load plus one point six of my growth so click add new combination name it one point two of

dead load plus one point six of live load similarly combination type should be

linear and dead load this one point to click add from a you change the lo type

click to live and 1.6 of light load click OK if you want to see the load

combinations click and click modify so here we have successfully defined a combination with 1.2 scale factor of

debt load and 1.6 scale factor of light load so this is the manual way to define the load combination there is also

another way to define load combination so in this dialog box you can see eight

default design combos since we are using a is a CI three one eight building code which takes all the loads and loading

criteria from ASCE seven sixteen so eat them by default nose according to your load met once what kind of load combinations should be so if we just

click eight default load combinations so a dialog box will appear so there will be six check lists and from this six sick list you have to choose one or two

according to your design type for example if we are designing for concrete frame design so you have to check this

dialog box so concrete frame design click OK so as you can see a times and define almost I think nineteen load combination based on our load currents

let me remind you we have used six load wet ones dead load live load earthquake in X direction earthquake in my directions earthquake wind load in X

direction and one load in y direction so if you open this combination the whole combination was generated by etabs you will see one point four of dead load

which is given in the basic equation of code book Sumida I think if you open the whole combination to that will be 1.2 of

dead load and 1.6 of light load ever seen earlier in our profession sometimes we have to increase the load factors

which are given in our code book so I would recommend to you you a define

their combinations name it is my combo

so then you increase the dead load by

1.4 live load as 1.8 earthquake load x1

earthquake load in y direction is 1 wind load 1 and wind load in y direction is 1

you can also change these values put

your life I can make it to so this is my combination that means I will design a

building using this combination would somehow overestimates design but people will be on the safer side and this predictor says recommended for the

bigness who have just started their consultancy so it's better to go on safe

side always so click OK I'm going to delete these two combinations suppose we

will use the default combinations which are generated by 8 X 4 over to assign click OK this is the simple way of

defining the load combinations now let's move to our second topic in which we will sign the massing service left now

the question is by matching is done so matching is then to break a large element which is sleep in our case into a number of small elements to develop a precise

correct and uniform load distribution pedram from slaves to beam this is very important to do during modeling of structure so there are two ways to do

the meshing of slab number one is manual method and the second is auto meshing methods in usual practice automation method is widely adopted but first I

will start from the manual meshing method and then we will switch to the automation metric now switch to the plan

mode from here you can also refer to all the stories those almost or slabs are

uniform in both stories kept at the same places now to do the manual page first you have to select the object select the

slab go to edit menu add the chains now you have to divide chills so from here

you have to - now you have to divide into into a number of squares for

example if I want to divide into ten with ten pieces in X Direction control faces and while that it comes from just

put 10 into 2 click ok so in this way we have to divide the shield objects into

number of squares now from a way you have to also divide this lab into number of square pieces following the same

continuity for this what we have to do we have to select this object and also select these points go to edit menu

click Edit sales divide chains so from this option we have to choose selected joint objects on X's click OK

as you can see the line is in a continuous manner now you have to divide these seals in y direction into number

of squares for example I'm going to divide it into five squares go to edit menu add the chills divide chill now you

have to choose this option so I don't want any this division in X direction so

I will put one so I want five divisions and by direction put five and click OK

now similarly select these corners and the following he'll go to edit menu or

choose all the scenes added shields similarly one by five click OK so in

this way we have to divide the shell objects into a number of squares following that following the continuity

of the slabs because the load will be transferred from this lab in this lab and this way we have to divide the shins

so this is the manual method of meshing the slaves now we will move to the auto machine method so for automating method

what you have to do you have to select all the slips go to assign menu

a shell from shell you have to choose floor automesh options okay so if you don't matter if you forget to mess and

if you run the annulus is e tails by default we'll divide this lab into number of square sections so it's better

you always do it by yourself so now you have to click Auto cookie-cut object from structural elements so mesh at visible grids no I don't want to measure

it to visible clips so further mesh we needed to the maximum element size go to check this option they reduce this size

make it 24 then click apply so if you

want to see the meshing go to set display option from here you check shell

analysis mesh and click OK so as you can see the machine has been done automatically for all this before we go for analysis we will give

fixable condition to the structure to do so go to a sign menu first we have to switch the structure into the plan mode

from from plan mode click on base select all the joints go to a sign slip joint and from here you have to select

three strengths as our base is always fixed in the crown so we will choose this icon in order to make pin support to your support conditions you can click on this icon

similarly for roller support your to go to click this icon and you can also select your support conditions manually

according to the degree of freedom which you want to restrict for our case we just want to click fix abode to click on

this icon and hit apply show you to the 3d menu as you can see our support icon

changes from pin support to fix support in order to analyze the structure go and click this button or you can also press

a for five from your keyboard or you can also analyze your model by clicking the analyze option and then click run

analysis but normally we go and click this play button for the analysis of the structure so click

so here you will see within fraction of seconds our model will be analyzed if we

have gone for hand calculation or manual calculation it would have taken days to analyze data structure but this is the real power of software and that's why we

use the structural design software in order to reduce the time and get the accuracy in of our analysis the s of our

analysis is complete so to check how our structure is displaced let's go and click show deformed shape by clicking

this icon or you can also press f6 from keyboard button click on this icon so

from here we choose a load pattern or a special load combination which we have defined in order to see the displacement

of a structure for a particular load veteran or combination if you want to see how our displacement is occurring on

dead load case so go and click dead load from here you must click wire shadow so we can see how much our structure is displaced from original position and

click ok so as you can see it will the structure is displaced downwards under the action of dead load which is what should have happened

similar should be the case for live load but the deformation should be less because our live load is much less than

the dead load which we have applied go and click apply and yes so must click wire shadow in this way you will be able

to know how much our structure is displaced from original position if you want to check the displacement you can move your cursor the longer joints so in

this way you will be able to know how much your structure is displaced so for EQ X Direction our structure should

deflect in positive x direction so let's see whether it is happening or not to click EQ X and then hit apply button and

yes our structure is displacing on positive x direction go to plan mode and yes this is what should have

happened on bottom a story the displacement should be lowered and the talk is totally this placement should be higher

similarly for EQ y direction our structure should have this placed on the rear side of the building so select eq y

and hit apply button and yes the structure is deflecting on the rear side of the building

similarly for wind X it should displace on positive x direction and for y it should have this place on negative y direction because we applied wind load

from this direction so that means whatever the load went on when you applied our structure it was displace

displacing accordingly so this shows that our load applied on the structures or corrected if you want to switch it to

the undeformed shape go and click this option now the most important point in

our analysis is to see bending moment shear force and axial force diagram so for this you have to click this icon so

once you click this icon you will come across with lot of force components and let me tell you which component to choose and which components are

important in our design so for this I will explain these component from the

diagram so in our design we give importance to V to shear in v2 direction

similarly moment in m3 direction will importance to torsion in axial force so

let me show you from this diagram how the force behaves for axial force that means the force along this plane or along the z axis along the length of beam so it should be

it could be in beams as well as in columns but it should be along the length of the beam similarly shear V - she had to - means she alone to claim

this you - direction similarly and this is considered the major shear force in our design so people take great importance to shear to toe similarly

shear 3 3 that means shear in this direction and this is considered as minor shear force and good lugal this

importance in our design and for moment - - now we have Trish the X's for M - 2 now the x's will be in you three

direction so this is consider is minor moment so this will deflect our beam in

this way in this way for M 3 this is the moment in Hue - direction and this is going to deflect our beam in this direction so this will this consider it

is major momentum we will give great importance to this moment and for torsion that is the twisting effect twisting effect along u 7 or you --fill

so again we will give importance to the torsion sy so for dead load let's see click apply and you must click show

values at controlling station and this way it will give you the maximum values of bending moment along the beam so

click apply so we will click shear force so our shear force is behaving linearly as we know that shear force at the

support is maximum so that means of our structure is behaving correctly in order to see the moment diagram click in 3 3

and hit apply once you hit apply you will see the bending moment will be maximum at MIT

and you will see hogging bending moment into supports and that means you have to provide an extra reinforcement at the top of the beam so

in this way you have to go for the analysis in order to see in eqx direction that means of a moment diagram

should behave linearly in X direction so let's see whether it is happening or not click apply and yes so the bending

moment is behaving moving linearly along

the beams similarly for y direction

click apply and yes for xell force so go and click Exel force and then hit apply

so as you can see let me switch you to the elevation mode strong from here you

can see the tension force and the combination force so these two columns

are under tension when the earthquake is applied in y direction and these two columns are in compression and at the

top story the axial force is less and that the bottom is curvy their force is higher because of the bottom a story so

first major load similarly if you click dead load you can also see from the dead

load back run over top story is experiencing less loads the bottom story is experiencing experiencing high load

because all the all the load coming from top story needs to be beer by the bottom

story column so that means the model is behaving perfectly fine and click OK now

let me show you how to see the reactions in order to know the reactions you have to click this icon display support spring the action we want reaction in

depth set direction and we will give all the importance to the turning facts moments and also click tabulated from

this icon so click apply so once we go for the designing the foundation we will be

needing all these values so this is for example so this column is going to

resist fifty eight point six nine two pounds Kip's sorry fifty eight point six nine two clips of the load which is coming from all the stories similarly

this column is experienced in sixty eight point nine seven nine Kip's of the load coming from the whole stories so in this way we have to go and

interpret the results so in order to see the story response blocks so we will go to the display menu and from here we will choose the story response blocks so

this will show us how much our story is displaced and the various load conditions so mostly we will see our story displacement in eqx so from here

you can see the maximum story displacement to zero point six three six two one five inches in X direction

similarly for eqy it is three zero point three six three two same in both the direction so how to take whether it is

within the limits which is suggested by codes so in order to check the limits if you are using American code so you have

to multiply so here the allowable story-driven are given based on the structure type and this

category for example I'm taking this value 0.025 so 0.025 multiplied by story in height for example I'm considering 24

feet I'm not considering the base part of the structure in order to convert 20 4/5 I multiply it by 12 so I'm getting 7.2 inches is their maximum historic

displacement from code and in this case we are only getting 0.36 that means we are within the allowable limits which

are suggested by codes and the PUE are using is code so in this is coal this reactor multiplied stoie night with zero

point double zero 4 so this will give you the maximum allowable story displacement suggested from the course in order to see the other parameters you

have to go to the display menu and click

show tables from here

you click analysis results and in this

video you can find many parameters as per your requirement for example in order to see the base reaction just

click base reaction and from here you select a load pattern and click OK so this will generate the base reaction

ordering to the load conditions you have to find it so in my next video we will design this structure and I will show you how to verify with it our design is

economical or not if it is not so how to make our structure economical so before designing of a structure let's see and check the material properties

whether we have added the correct values of compressible strength of concrete and all the related values of Steel so let's do it

go to the find menu go to material properties and we have selected 3000 psi as compressive strength of concrete so

see go to modify show material from here click to modify show material properties now here you can see we have already

added its 3000 pound per inch square as specified concrete the strength as our building is residential building so it's

not a heavy structure that's why we will design all the components considering this much compressive strength of

concrete members click ok let's take for steel so for men bars we are going to select 60 grade of steel and let's see

what are the properties mentioned so click modify show properties now hey you can see 60,000 pounds per school age and

the ultimate spring of that 10 bar a steel bar which we are going to use in our structure which is 90 thousand pound 4 inches square you can also get these

data from the supplier or the from testing laboratories now this is expected yield strength to find expected yield strength that you have to multiply

minimum yield strength 60,000 by 1.1 factor so this is basically used for plastic analysis for elastic analysis we are not going to use

these parameters but you must know from where these values we can get you just need to multiply these parameters by 1.1

so in this way you can get expected yield strength and expected himself ultimately strengthen so click OK and click OK then click OK in order to

design our structure you have to go to the design tip from the top and from here as of a building is concrete frame type building

so click on creat frame design and then select design combinations so here you have two eight all the combinations which are suggested by code books you

have to put all this combination in this dialog box so in total we have defined 18 different combination containing

different load patterns with the various magnitudes which are mentioned here after adding all the design combinations

in this right inside of the box click OK as you have checked all the design combination now you have to run the model so for running the model click

this play button so our model is analyzed to know more about analysis you can refer to my tutorial eight where I have explained

each and every parameter in detail about analysis for design either you click this icon which shades concrete frame

design or you go to the design tab from the top menu from here you select

concrete frame design and then select a

start design place check so hey you can see the model is going beam to beam and column to call them to design each

individual member in this structure so as you can see our design is ready

within seconds it NURBS has designed all the structural components now let's see let's take whether is there any member

which is failing the load which we have applied to check that what you have to do you have to click this icon concrete

frame design from here verify all member past you have to select this option after that a dialog box will appear

where you can treat all concrete frame path design safe that means whatever the loads we have applied at an earthquake

conditions which we have modeled in our parameters so against all types of loading and loading patterns of expert

series response in will considering the section sizes and the material type which we have defined to design this

model now let's see the design in detail for this go to the elevation view and select any kind of valuation

if you remember from my analysis video exile force diagram the bottom story columns were experiencing more loads than the top story columns but here you

can see the middle story column requires more steel than the bottom story column and again the top story column requires more steel so what is the reason behind

that to understand these numbers let me switch this data into the percentage so it will be very easy for us to interpret

so for this you have to click this icon and then go to display design info from here you have to select rebar percentage

and then click OK according to sei code so the minimum reinforcement and column is required one person and the maximum

is 8 percent so for example here you can see the minimum reinforcement my default is one person if for example design calculation suggests the minimum

reinforcement should be zero point eight percent but etabs by default considers the value which is suggested from the ACI code

which is one version now that the above story again the percentage of steel increases and at the top story the

percentage of steel increases similarly if you consider these types of column the percentage of steel is uniform throughout the stories let's see the

other elevations now again the percentage of steel at first story and second story is higher comparative to

the bottom story now what's the reason behind it because based on the exile force diagram top story is experiencing less loading and the bottom stories

experiencing more loading then why the steel percentages required higher in the top story to let me tell you the

percentage of steel in columns they decided on the base door on the moments by examination only now if you

want to see the details why it what load communism this person they do a steel is calculated so just put your cursor at

this column and trace the right click from your keyboard or mouse so here you can see on this loading combination you are getting hired longitudinal

reinforcement to move so if you want to see more details about this column click the detail button so here you will see

the entire frame design for this column particularly at this story so for story to the column ideas see them and the

section size of the section is C twelve by twelve at this load combinations so this is the design based on this loading

combination now from here you can see the EXCI load coming on this column is thirty nine point three seven one Kip moment in two directions forty eight

point zero nine and moment and three direction is 0.95 zero give me now let's look for the design parameter of this

column so for this you have to go for the details now you will see this top

story is experiencing less load but the moments are higher so the moment will be the deciding parameter for calculation

in a day of steel so here you can see minus fifty seven point two three six

skip it and here you can see the moment is forty eight point zero four nine

children so in this way and this column is also experiencing more load than the upper history column so the moment will be the deciding parameter forever still

so if you face this kind of behavior in your monologue in your design so don't worry just take for the moment calculations now let me

explain you the data for the binge so this data denotes the reinforcement at middle of the section at the bottom and this data denotes the enforcement at

middle of the section of the top similarly this is at the left side of the beam this is a finite set of a beam so the bottom the numbers written at the

bottom of the Spain represents main steel or bottom steel and the number represents at top of the beam represents

the top is still required in this required for this beam similarly you can see at the sides the top reinforcement

is more compared to the bottom reinforcement so why is this so you must remember from my analysis video we were

experiencing hogging bending moment at the supports or intermediate supports negative bending moment so that's fine

we need some extra enforcement at the top but this way you will see there will be some extra reinforcement at the top and the value will be higher compared to

the bottom reinforcement and the similar kind of Train you will see throughout this building if you want to see the

details of this beam so at this loading you are getting the maximum top steel and bottom history for details click detail button and from here you will see

all the calculations section size [Music] how much here the beam is going through

experience okay so what is the designing moment so everything you will get from this Deb

so guys this brings to the end of today tutorial in my next video we will learn how to present this data in the form of

drawings on how to create the drawings considering the data are and the reinforcement percentage which is shown here if you find this tutorial useful

please do like and share and if you have any doubt or question you can comment in the comment section for upcoming tutorial videos please do subscribe my channel and don't forget to press the

bell icon so you can be notified on the next approach thank you and have a nice day