Challenge

Analysis & Design of RCC shear walls in the model using ETABS

RRahila Rehamani Mysore11 Oct 2021

Ans:

Aim:-To provide the exact values of longitudinal steel ratio, boundary element length and shear reinforcing ratio from the design results.

To provide c/s steel arrangements of shear wall from its base upto terrace ,as per IS 13290-2016

To provide elevation drawings of the reinforcement details of the shear wall from base upto terrace.

Procedure: -

1.Shear walls are vertical elements of the horizontal force resisting system

They are constructed to counter the effect of lateral load acting on a structure.

3.When the shear walls are designed and constructed properly, they will have strength and stiffness to resist the horizontal forces.

4.Shear walls are highly imported in the high rise buildings which are subjected to wind and seismic forces.

Steps;-

In the first step open the given Etabs file and click on the run the analysis option.
Once the analysis is done completely.
In the next step go to shear wall design and select start design/check the structure.
In the next step go to shear wall design and select display design info.
Select the p-m failure.
We can observe that there are no failures in the A-11 grid shear wall.
Select the shear failure.
We can observe that there are no failures in the A-11 grid shear wall.
In the next step click display design info and select the longitudinal pier reinforcing.

Longitudinal pier Reinforcing of the Grid A 11

Sl.no	Storeys	Top	Bottom
1	Base	6998	13128
2	Ground	3072	8273
3	First	2154	4896
4	second	2249	2577
5	Thired	2154	1725
6	Fourth	2122	1125
7	Fifth	2150	1125

In the next step click on the longitudinal pier steel ration the value for the A11 grid is as follow

Longitudinal pier Reinforcing Steel Ratip of the Grid A 11

Sl.no	Storeys	Top	Bottom
1	Base	0.0156	0.0292
2	Ground	0.0068	0.0184
3	First	0.0048	0.0109
4	second	0.005	0.0057
5	Thired	0.0048	0.0038
6	Fourth	0.0047	0.0025
7	Fifth	0.0048	0.0025

As per clause number 1.1. of Is 13290 2016 the minimum thickness of the wall should not be less than 150 mm or 300 mm in case of shear walls. So in the question its being given that the thickness of shear wall is 300 mm hence it is safe.
As per clause number 1.2. of Is 13290 2016 the minimum ratio of length of the wall to its shall be equal to 4.

=1500/300

=5 >4 hence ok.

As per clause number 1.3. of Is 13290 2016

Height of the wall=21m, length of the wall=1.5 m

hw/lw=21/1.5=14 hence the wall is slender wall.

Longitudinal pier Reinforcing Steel Ratip of the Grid A 11

Sl.no	Storeys	Top	Bottom
1	Base	0.0156	0.0292
2	Ground	0.0068	0.0184
3	First	0.0048	0.0109
4	second	0.005	0.0057
5	Thired	0.0048	0.0038
6	Fourth	0.0047	0.0025
7	Fifth	0.0048	0.0025

All these above values are less than 4%. Hence the shear wall is safe.

In the next step go to shear wall design icon and click on display design info and select boundary element.

Boundry elements length of the Grid A 11		EDGE length in mm
Sl.No		Top-Left	Top -Right	Bottom-left	Bottom-Right
1	Foundation to base	450	300	600	450
2	Base to GF	300	300	450	300
3	GF to 1st Floor	0	0	300	300
4	1st to 2nd	0	300	300	300
5	2nd to 3rd	0	300	300	0
6	3rd to 4th	0	300	0	0
7	4th to 5th	0	300	0	0

Minimum Reinforcement in shear walls calculation as per Table 1. Of IS 13290-2016.

iii.Slender walls

Lw=1500 mm,tw=300 mm hw=21000 mm

(ρ_h )min=0.0025+0.5((hw/Lw)-2)( ρ_h-0.0025)

=0.0025+0.5((21000/1500)-2)(0.0292-0.0025)

=0.1627

(ρ_v,be)min=0.0080

(ρ_v,wee)min=0.0025

((ρ_v,net)min=0.0025+0.01375(tw/Lw)

=0.0025+0.01375(300/1500)

=5.25*10^-3

As per the 10.1.7 of Is 13290-2016 ,Rinforcement bars shall be provided two curtains within the c/s of the wall ,with each curtain having bars running along vertical and horizontal directions when.
Factored shear stress demand in the wall exceeds 0.25sqrt fck
Or Wall thick ness is 200 mm or higher

In our case the all the stress are above 5. And wall thickness provided is 300 mm .

Boundry elements length of the Grid A 11		EDGE length in mm
Sl.No		Top-Left	Top -Right	Bottom-left	Bottom-Right
1	Foundation to base	450	300	600	450
2	Base to GF	300	300	450	300
3	GF to 1st Floor	0	0	300	300
4	1st to 2nd	0	300	300	300
5	2nd to 3rd	0	300	300	0
6	3rd to 4th	0	300	0	0
7	4th to 5th	0	300	0	0

As per 10.4.1. of IS 13290-2016 Boundry elements will be provided along the vertical boundaries of walls ,when the extreme fibre compressive stress in the walls exceeds.

In Grid A11 the shear wall at the base level if we check all the values of compressive stress are exceeding 0.2fck=0.2*25=5N/mm^2.

So since we require boundry elements in the Shear wall at the base

The special confining reinforcement as per 10.4.4.4 of IS 13290-2016 is

Ash=0.05 Sv h fck/fy

There fore using 8mm dia bars

Ash=22/7*8*8*0.25

=50.26 mm^2

fck=25,fy=500

Ash=0.05 Sv h fck/fy

50.26=0.05*100*h*25/500

Sv=201.0mm

Longitudinal pier Reinforcing of the Grid A 11


1	Base to Ground floor level
	Height of the shear wall	21000	mm
	Thickness of the wall	300	mm
	length of the wall	1500	mm
	fck Mpa	25	Mpa
	fy	500	Mpa
	Sv	100	mm

	Boundry elements length from Etabs

	Top-Left	Top -Right	Bottom-left	Bottom-Right
	450	300	600	450

	Boundry element length to be provided on either end is		600	mm

	So the web length will be left with		300	mm
	which is nothing there fore on the entire length the reinforcement of boundry element is provided.

	Type of wall As per 10.1.4 of IS 13290-2016
	hw/lw	14
		Slender wall
	Boundary element Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment in BE is (ρ v min) for		0.0008
	Minimum Area of Reinforcement		360	mm^2
	Longitudinal Reinforcment required

	Area of Rebar required from the etabs	Av	13128	(mm^2)
	Dia of bars used in mm		25
	Area of one rebar	Av	490.9375	(mm^2)
	Number of bars required	No.s	26.74067473

	Spacing of the bars
	Ash=0.05 Sv h fck/fy

	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272

	h=Ash*fy/0.05 Sv fck	mm	201.088
	As per 10.1.8 of Is 13290 2016 the largest dia used in longitudinbal bars 1/10th of thickness of that
a)	Thickness used	mm	300
	1/10th of thickness	mm	30
	dia of bars used	mm	13128
			FALSE

	As per 10.1.9 of Is 13290 2016maximum spacing of vertical/horizontal reinforcement should be smaller of
	a)1/5th of horizontal length	mm	300
	b)3 times the thickness tw of web	mm	900
	c) 450 mm	mm	450
	provided spacing	mm	200
	hence 26 numbers 25 mm dia bars are provided at 120mm c/c
	Shear Reinforcment required

	Ash from Etabs	mm^2	750
	As per 10.4.4 of IS 13290-2016
	The spacing between the reinforcement in the special confining zone shall not be lesser of
	a)1/3rd of minimum dimension of BE	0	mm
	b)6times the longitudinal dia bars	0	mm
	c)100 mm	100	mm
	Values from etabs

	Minimum Spacing	0	mm
		100	mm
	There fore spacing provided in the confining zone of Boundry element in mm

	Ashear reinforcement from Etabs	mm^2	750
	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272
	Number of bars		7.459420751
		Nos.	8

	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 100 mm c/c in entire region.

2	GF level to 1st floor
	Height of the shear wall	21000	mm
	Thickness of the wall	300	mm
	length of the wall	1500	mm
	fck Mpa	25	Mpa
	fy	500	Mpa
	Sv	100	mm

	Boundry elements length from Etabs

	Top-Left	Top -Right	Bottom-left	Bottom-Right
	300	300	450	300

	Boundry element length to be provided on either end is		450	mm

	So the web length will be left with		600	mm
	which is nothing there fore on the entire length the reinforcement of boundry element is provided.

	Type of wall As per 10.1.4 of IS 13290-2016
	hw/lw	14
		Slender wall
	Boundary element Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment in BE is (ρ v min) for		0.0008
	Minimum Area of Reinforcement		360	mm^2
	Longitudinal Reinforcment required

	Area of Rebar required from the etabs	Av	8273	(mm^2)
	Dia of bars used in mm		25
	Area of one rebar	Av	490.9375	(mm^2)
	Number of bars required	No.s	16.85143221

	Spacing of the bars
	Ash=0.05 Sv h fck/fy

	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272

	h=Ash*fy/0.05 Sv fck	mm	201.088
	As per 10.1.8 of Is 13290 2016 the largest dia used in longitudinbal bars 1/10th of thickness of that
a)	Thickness used	mm	300
	1/10th of thickness	mm	30
	dia of bars used	mm	25
			Clause 10.1.8 is satisfied

	As per 10.1.9 of Is 13290 2016maximum spacing of vertical/horizontal reinforcement should be smaller of
	a)1/5th of horizontal length	mm	300
	b)3 times the thickness tw of web	mm	900
	c) 450 mm	mm	450
	provided spacing	mm	200
	hence 16 numbers 25 mm dia bars are provided at 120mm c/c
	Shear Reinforcment required

	Ash from Etabs	mm^2	750
	As per 10.4.4 of IS 13290-2016
	The spacing between the reinforcement in the special confining zone shall not be lesser of
	a)1/3rd of minimum dimension of BE	99	mm
	b)6times the longitudinal dia bars	150	mm
	c)100 mm	100	mm
	Values from etabs

	Minimum Spacing	99	mm
		100	mm
	There fore spacing provided in the confining zone of Boundry element in mm

	Ashear reinforcement from Etabs	mm^2	750
	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272
	Number of bars		7.459420751
		Nos.	8

	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 100 mm c/c in entire region.

3	First Floor level to 2nd Floor
	Height of the shear wall	21000	mm
	Thickness of the wall	300	mm
	length of the wall	1500	mm
	fck Mpa	25	Mpa
	fy	500	Mpa
	Sv	100	mm

	Boundry elements length from Etabs

	Top-Left	Top -Right	Bottom-left	Bottom-Right
	0	0	300	0

	Boundry element length to be provided on either end is		300	mm

	So the web length will be left with		900	mm

	in this case both boundery elements and web is provided.
	Type of wall As per 10.1.4 of IS 13290-2016
	hw/lw	14
		Slender wall
	Boundary element Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment in BE is (ρ v min) for		0.0008
	Minimum Area of Reinforcement		360	mm^2
	Longitudinal Reinforcment required

	Area of Rebar required from the etabs	Av	4896	(mm^2)
	Dia of bars used in mm		25
	Area of one rebar	Av	490.9375	(mm^2)
	Number of bars required	No.s	9.972756206


	Spacing of the bars
	Ash=0.05 Sv h fck/fy

	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272

	h=Ash*fy/0.05 Sv fck	mm	201.088
	As per 10.1.8 of Is 13290 2016 the largest dia used in longitudinbal bars 1/10th of thickness of that
a)	Thickness used	mm	300
	1/10th of thickness	mm	30
	dia of bars used	mm	25
			Clause 10.1.8 is satisfied

	As per 10.1.9 of Is 13290 2016maximum spacing of vertical/horizontal reinforcement should be smaller of
	a)1/5th of horizontal length	mm	300
	b)3 times the thickness tw of web	mm	900
	c) 450 mm	mm	450
	provided spacing	mm	200
	hence 10 numbers 25 mm dia bars are provided at 200mm c/c
	Shear Reinforcment required

	Ash from Etabs	mm^2	750
	As per 10.4.4 of IS 13290-2016
	The spacing between the reinforcement in the special confining zone shall not be lesser of
	a)1/3rd of minimum dimension of BE	0	mm
	b)6times the longitudinal dia bars	2945.625	mm
	c)100 mm	100	mm
	Values from etabs

	Minimum Spacing	0	mm
		100	mm
	There fore spacing provided in the confining zone of Boundry element in mm

	Ashear reinforcement from Etabs	mm^2	750
	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272
	Number of bars		7.459420751
		Nos.	8

	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 100 mm c/c in Boundry element.
	web region Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment inweb is (ρ v min) for		0.0025
	vertical reinforcemment inweb is (ρ vnet) for		0.00525

	Area of vertical reinforcement required		23.625	mm^2

	Using 8 mm 2 legged dia bars
	dia of bar	mm	8
	legged		2
	Area of one bar	mm^2	100.544
	Spacing	mm	125
	Number of bars

	Area of shear reinforcment provided	mm^2	804.352
	required	mm^2	750
			Hence ok
	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 120 mm c/c in Boundry element region.


3	FF to SF
	Height of the shear wall	21000	mm
	Thickness of the wall	300	mm
	length of the wall	1500	mm
	fck Mpa	25	Mpa
	fy	500	Mpa
	Sv	100	mm

	Boundry elements length from Etabs

	Top-Left	Top -Right	Bottom-left	Bottom-Right
	0	300	300	300

	Boundry element length to be provided on either end is		300	mm

	So the web length will be left with		900	mm

	in this case both boundery elements and web is provided.
	Type of wall As per 10.1.4 of IS 13290-2016
	hw/lw	14
		Slender wall
	Boundary element Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment in BE is (ρ v min) for		0.0008
	Minimum Area of Reinforcement		360	mm^2
	Longitudinal Reinforcment required

	Area of Rebar required from the etabs	Av	4896	(mm^2)
	Dia of bars used in mm		25
	Area of one rebar	Av	490.9375	(mm^2)
	Number of bars required	No.s	9.972756206


	Spacing of the bars
	Ash=0.05 Sv h fck/fy

	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272

	h=Ash*fy/0.05 Sv fck	mm	201.088
	As per 10.1.8 of Is 13290 2016 the largest dia used in longitudinbal bars 1/10th of thickness of that
a)	Thickness used	mm	300
	1/10th of thickness	mm	30
	dia of bars used	mm	25
			Clause 10.1.8 is satisfied

	As per 10.1.9 of Is 13290 2016maximum spacing of vertical/horizontal reinforcement should be smaller of
	a)1/5th of horizontal length	mm	300
	b)3 times the thickness tw of web	mm	900
	c) 450 mm	mm	450
	provided spacing	mm	200
	hence 10 numbers 25 mm dia bars are provided at 200mm c/c
	Shear Reinforcment required

	Ash from Etabs	mm^2	750
	As per 10.4.4 of IS 13290-2016
	The spacing between the reinforcement in the special confining zone shall not be lesser of
	a)1/3rd of minimum dimension of BE	0	mm
	b)6times the longitudinal dia bars	2945.625	mm
	c)100 mm	100	mm
	Values from etabs

	Minimum Spacing	0	mm
		100	mm
	There fore spacing provided in the confining zone of Boundry element in mm

	Ashear reinforcement from Etabs	mm^2	750
	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272
	Number of bars		7.459420751
		Nos.	8

	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 100 mm c/c in Boundry element.
	web region Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment inweb is (ρ v min) for		0.0025
	vertical reinforcemment inweb is (ρ vnet) for		0.00525

	Area of vertical reinforcement required		23.625	mm^2

	Using 8 mm 2 legged dia bars
	dia of bar	mm	8
	legged		2
	Area of one bar	mm^2	100.544
	Spacing	mm	125
	Number of bars

	Area of shear reinforcment provided	mm^2	804.352
	required	mm^2	750
			Hence ok
	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 120 mm c/c in Boundry element region.

4	2ND TO 3RD FLOOR
	Height of the shear wall	21000	mm
	Thickness of the wall	300	mm
	length of the wall	1500	mm
	fck Mpa	25	Mpa
	fy	500	Mpa
	Sv	100	mm

	Boundry elements length from Etabs

	Top-Left	Top -Right	Bottom-left	Bottom-Right
	0	300	300	300

	Boundry element length to be provided on either end is		300	mm

	So the web length will be left with		900	mm

	in this case both boundery elements and web is provided.
	Type of wall As per 10.1.4 of IS 13290-2016
	hw/lw	14
		Slender wall
	Boundary element Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment in BE is (ρ v min) for		0.0008
	Minimum Area of Reinforcement		360	mm^2
	Longitudinal Reinforcment required

	Area of Rebar required from the etabs	Av	2577	(mm^2)
	Dia of bars used in mm		20
	Area of one rebar	Av	314.2	(mm^2)
	Number of bars required	No.s	8.201782304


	Spacing of the bars
	Ash=0.05 Sv h fck/fy

	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272

	h=Ash*fy/0.05 Sv fck	mm	201.088
	As per 10.1.8 of Is 13290 2016 the largest dia used in longitudinbal bars 1/10th of thickness of that
a)	Thickness used	mm	300
	1/10th of thickness	mm	30
	dia of bars used	mm	25
			Clause 10.1.8 is satisfied

	As per 10.1.9 of Is 13290 2016maximum spacing of vertical/horizontal reinforcement should be smaller of
	a)1/5th of horizontal length	mm	300
	b)3 times the thickness tw of web	mm	900
	c) 450 mm	mm	450
	provided spacing	mm	200
	hence 8 numbers 20 mm dia bars are provided at 200mm c/c
	Shear Reinforcment required

	Ash from Etabs	mm^2	750
	As per 10.4.4 of IS 13290-2016
	The spacing between the reinforcement in the special confining zone shall not be lesser of
	a)1/3rd of minimum dimension of BE	0	mm
	b)6times the longitudinal dia bars	1885.2	mm
	c)100 mm	100	mm
	Values from etabs

	Minimum Spacing	0	mm
		100	mm
	There fore spacing provided in the confining zone of Boundry element in mm

	Ashear reinforcement from Etabs	mm^2	750
	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272
	Number of bars		7.459420751
		Nos.	8

	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 100 mm c/c in Boundry element.
	web region Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment inweb is (ρ v min) for		0.0025
	vertical reinforcemment inweb is (ρ vnet) for		0.00525

	Area of vertical reinforcement required		23.625	mm^2

	Using 8 mm 2 legged dia bars
	dia of bar	mm	8
	legged		2
	Area of one bar	mm^2	100.544
	Spacing	mm	125
	Number of bars

	Area of shear reinforcment provided	mm^2	804.352
	required	mm^2	750
			Hence ok
	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 120 mm c/c in Boundry element region.

5	3RD TO 4TH FLOOR
	Height of the shear wall	21000	mm
	Thickness of the wall	300	mm
	length of the wall	1500	mm
	fck Mpa	25	Mpa
	fy	500	Mpa
	Sv	100	mm

	Boundry elements length from Etabs

	Top-Left	Top -Right	Bottom-left	Bottom-Right
	0	300	300	0

	Boundry element length to be provided on either end is		300	mm

	So the web length will be left with		900	mm

	in this case both boundery elements and web is provided.
	Type of wall As per 10.1.4 of IS 13290-2016
	hw/lw	14
		Slender wall
	Boundary element Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment in BE is (ρ v min) for		0.0008
	Minimum Area of Reinforcement		360	mm^2
	Longitudinal Reinforcment required

	Area of Rebar required from the etabs	Av	2154	(mm^2)
	Dia of bars used in mm		20
	Area of one rebar	Av	314.2	(mm^2)
	Number of bars required	No.s	6.855506047


	Spacing of the bars
	Ash=0.05 Sv h fck/fy

	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272

	h=Ash*fy/0.05 Sv fck	mm	201.088
	As per 10.1.8 of Is 13290 2016 the largest dia used in longitudinbal bars 1/10th of thickness of that
a)	Thickness used	mm	300
	1/10th of thickness	mm	30
	dia of bars used	mm	25
			Clause 10.1.8 is satisfied

	As per 10.1.9 of Is 13290 2016maximum spacing of vertical/horizontal reinforcement should be smaller of
	a)1/5th of horizontal length	mm	300
	b)3 times the thickness tw of web	mm	900
	c) 450 mm	mm	450
	provided spacing	mm	200
	hence7 numbers 20 mm dia bars are provided at 200mm c/c
	Shear Reinforcment required

	Ash from Etabs	mm^2	750
	As per 10.4.4 of IS 13290-2016
	The spacing between the reinforcement in the special confining zone shall not be lesser of
	a)1/3rd of minimum dimension of BE	0	mm
	b)6times the longitudinal dia bars	1885.2	mm
	c)100 mm	100	mm
	Values from etabs

	Minimum Spacing	0	mm
		100	mm
	There fore spacing provided in the confining zone of Boundry element in mm

	Ashear reinforcement from Etabs	mm^2	750
	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272
	Number of bars		7.459420751
		Nos.	8

	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 100 mm c/c in Boundry element.
	web region Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment inweb is (ρ v min) for		0.0025
	vertical reinforcemment inweb is (ρ vnet) for		0.00525

	Area of vertical reinforcement required		23.625	mm^2

	Using 8 mm 2 legged dia bars
	dia of bar	mm	8
	legged		2
	Area of one bar	mm^2	100.544
	Spacing	mm	125
	Number of bars

	Area of shear reinforcment provided	mm^2	804.352
	required	mm^2	750
			Hence ok
	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 120 mm c/c in Boundry element region.

6	4TH TO 5TH FLOOR
	Height of the shear wall	21000	mm
	Thickness of the wall	300	mm
	length of the wall	1500	mm
	fck Mpa	25	Mpa
	fy	500	Mpa
	Sv	100	mm

	Boundry elements length from Etabs

	Top-Left	Top -Right	Bottom-left	Bottom-Right
	0	300	0	0

	Boundry element length to be provided on either end is		300	mm

	So the web length will be left with		900	mm

	in this case both boundery elements and web is provided.
	Type of wall As per 10.1.4 of IS 13290-2016
	hw/lw	14
		Slender wall
	Boundary element Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment in BE is (ρ v min) for		0.0008
	Minimum Area of Reinforcement		360	mm^2
	Longitudinal Reinforcment required

	Area of Rebar required from the etabs	Av	2122	(mm^2)
	Dia of bars used in mm		20
	Area of one rebar	Av	314.2	(mm^2)
	Number of bars required	No.s	6.753660089


	Spacing of the bars
	Ash=0.05 Sv h fck/fy

	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272

	h=Ash*fy/0.05 Sv fck	mm	201.088
	As per 10.1.8 of Is 13290 2016 the largest dia used in longitudinbal bars 1/10th of thickness of that
a)	Thickness used	mm	300
	1/10th of thickness	mm	30
	dia of bars used	mm	25
			Clause 10.1.8 is satisfied

	As per 10.1.9 of Is 13290 2016maximum spacing of vertical/horizontal reinforcement should be smaller of
	a)1/5th of horizontal length	mm	300
	b)3 times the thickness tw of web	mm	900
	c) 450 mm	mm	450
	provided spacing	mm	200
	hence7 numbers 20 mm dia bars are provided at 200mm c/c
	Shear Reinforcment required

	Ash from Etabs	mm^2	750
	As per 10.4.4 of IS 13290-2016
	The spacing between the reinforcement in the special confining zone shall not be lesser of
	a)1/3rd of minimum dimension of BE	0	mm
	b)6times the longitudinal dia bars	1885.2	mm
	c)100 mm	100	mm
	Values from etabs

	Minimum Spacing	0	mm
		100	mm
	There fore spacing provided in the confining zone of Boundry element in mm

	Ashear reinforcement from Etabs	mm^2	750
	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272
	Number of bars		7.459420751
		Nos.	8

	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 100 mm c/c in Boundry element.
	web region Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment inweb is (ρ v min) for		0.0025
	vertical reinforcemment inweb is (ρ vnet) for		0.00525

	Area of vertical reinforcement required		23.625	mm^2

	Using 8 mm 2 legged dia bars
	dia of bar	mm	8
	legged		2
	Area of one bar	mm^2	100.544
	Spacing	mm	125
	Number of bars

	Area of shear reinforcment provided	mm^2	804.352
	required	mm^2	750
			Hence ok
	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 120 mm c/c in Boundry element region.

6	5TH TO Terrace
	Height of the shear wall	21000	mm
	Thickness of the wall	300	mm
	length of the wall	1500	mm
	fck Mpa	25	Mpa
	fy	500	Mpa
	Sv	100	mm

	Boundry elements length from Etabs

	Top-Left	Top -Right	Bottom-left	Bottom-Right
	0	300	0	0

	Boundry element length to be provided on either end is		300	mm

	So the web length will be left with		900	mm

	in this case both boundery elements and web is provided.
	Type of wall As per 10.1.4 of IS 13290-2016
	hw/lw	14
		Slender wall
	Boundary element Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment in BE is (ρ v min) for		0.0008
	Minimum Area of Reinforcement		360	mm^2
	Longitudinal Reinforcment required

	Area of Rebar required from the etabs	Av	2150	(mm^2)
	Dia of bars used in mm		20
	Area of one rebar	Av	314.2	(mm^2)
	Number of bars required	No.s	6.842775302


	Spacing of the bars
	Ash=0.05 Sv h fck/fy

	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272

	h=Ash*fy/0.05 Sv fck	mm	201.088
	As per 10.1.8 of Is 13290 2016 the largest dia used in longitudinbal bars 1/10th of thickness of that
a)	Thickness used	mm	300
	1/10th of thickness	mm	30
	dia of bars used	mm	25
			Clause 10.1.8 is satisfied

	As per 10.1.9 of Is 13290 2016maximum spacing of vertical/horizontal reinforcement should be smaller of
	a)1/5th of horizontal length	mm	300
	b)3 times the thickness tw of web	mm	900
	c) 450 mm	mm	450
	provided spacing	mm	200
	hence7 numbers 20 mm dia bars are provided at 200mm c/c
	Shear Reinforcment required

	Ash from Etabs	mm^2	750
	As per 10.4.4 of IS 13290-2016
	The spacing between the reinforcement in the special confining zone shall not be lesser of
	a)1/3rd of minimum dimension of BE	0	mm
	b)6times the longitudinal dia bars	1885.2	mm
	c)100 mm	100	mm
	Values from etabs

	Minimum Spacing	0	mm
		100	mm
	There fore spacing provided in the confining zone of Boundry element in mm

	Ashear reinforcement from Etabs	mm^2	750
	Dia of Shear reinforcemebt bars	mm	8
	Area of one rebar	Av(mm^2)	50.272
	Number of bars		7.459420751
		Nos.	8

	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 100 mm c/c in Boundry element.
	web region Calculation
	Asper Table 1 of IS 13290-2016
	vertical reinforcemment inweb is (ρ v min) for		0.0025
	vertical reinforcemment inweb is (ρ vnet) for		0.00525

	Area of vertical reinforcement required		23.625	mm^2

	Using 8 mm 2 legged dia bars
	dia of bar	mm	8
	legged		2
	Area of one bar	mm^2	100.544
	Spacing	mm	125
	Number of bars

	Area of shear reinforcment provided	mm^2	804.352
	required	mm^2	750
			Hence ok
	There fore 8 mm dia 2 legged shear reinforcemeint is provided at 120 mm c/c in Boundry element region.

Elevation of Shear wall Detailing.

Analysis & Design of RCC shear walls in the model using ETABS

Ship work like this
in your own course.

Talk to a career counsellor

Ship work like thisin your own course.

Talk to a career counsellor

Ship work like this
in your own course.