Project 2_Design & Analysis of a Hostel building at Guwahati, Assam

Aim:

     To Create and Analyse the given building in ETABS 2018, the structural model has to be prepared in accordance with IS 1893 and as per IS 13920. To design the pile cap and pile reinforcement details,Tie  beam  connecting the pile caps, to sketch the column reinforcements, to produce the framing plan and beam detailing for ground floor.

 

Given datas:-

The wall are made of AAC blocks Pile capacity -280kN,

• Grade of Concrete- M25 
• Grade of steel - Fe 500
• Soil type - 3

INTRODUCTIONS:-

Etabs is the software which is being used to create a structural modeling and templates, analyzes of given building.

PROCEDURE:-

• In the first step open the etabs software go to file and click on new model and initialisation window will be appeared.
• Click on the use built in setting and select the indian codes and click ok.
• Click on the custom grid data and click ok.
• In the next step material has to be defined. Go to define and click on material properties and add the concrete and rebar material specification.
• In the next step section properties has to be defined. Go to define and click on section properties and add the beam and column specification.
• 450 mm x 600 mm beam size is provided for the all the beams.
• 450 mm x 600 mm beams are provided for the beams at periphery so as to increase the torsional resistance of the building
• Moment of inertia for beams and columns should be reduced by 0.35% and 0.4% respectively.
• In the next step define the slab properties by going in to define and slab sections. Add the slab  property as  While defining the slab for Stair case  it should be  One way .
• Define the stair case slab and provide its thickness as 175 mm( varies from 175-225mm)
• Draw all the beams and clumns using the command.
• In the next step slabs are drawn using the slab command
• As per Indian standards the length of the wall should be  5-2% in each direction.
• The thickness of shear wall is assumed to be 250 mm.
• Now go to define and define the loads.
• AAC load of 3.5 kN/m since the aac blocks are used.
• The live loads values are got from Is 1875 part 2 for residential buildings, As per table 1 of IS 875 part 2 For hostel buildings.
• Now check the model if there are any warning correct it and run the model.

Living Rooms,Bedrooms and dormitories	2 kN/m^2
Kitchen and Laundries	3  kN/m^2
Billiards and public lounges	3  kN/m^2
Store rooms	5 kN/m^2
Dining rooms,cafeterias and restaurant	4 kN/m^2
Office rooms	2.5  kN/m^2
Bath and toilets	2  kN/m^2
Corridors, passages, staircase	3  kN/m^2
Balconies	4 kN/m^2

 

.

Results:

Beam 14	Right end	Centre	Left End
Bottom  Reinforcement	672	605	609
required
Dia of bars	20	20	20
Number of bars	2.140127389	1.926751592	1.939490446
Bottom Reinforcement	675	605	605
Provided at Top	2.149681529	1.926751592	1.926751592
	1#24 +2#24 extra is provide	2#20  is provide	2#20  is provide

	COLUMN DESIGN
	COLUMNS ALONG THE  GRID 1B	Column dimension	450*600
1	Longitudinal Reinforcment calculation
a)	Minimum Reinforcment	0.8% of Gross cross sectional Area	2160	mm^2
	As per clause no.26.5.3.1 of Is 456 2000
b)	Maximum Reinforcment	6% of Gross cross sectional Area	15600	mm^2
	As per clause no.26.5.3.1 of Is 456 2000
c)	Maximum Ast along 3 A		4739	mm^2
	As per clause no.26.5.3.1 of Is 456 2000
	Dia of the longitudinal Reinforcment should  12 mm or more
	There for using  16 mm dia bars
	Dia of bar	24
	Area of  1 bar	452.448
	number of bars	10.47413183
	There fore using 8 number of 28 mm dia bars	Ast	4524.48	mm^2
	remaining St	Ast	214.52	mm^2
	2 number #12 extra longtidudinal Reinforcements needs to be provided	Ast	628	mm^2
	There fore  total longitudinal reinforcment provided
	10 no. of 24 mm dia bars	4525
	2no. Of 12 mm dia bars	628
	Ast provided	5152.48	mm^2
	The spacing between the longitudinal bars should not exceed 300mm.
2	Shear Reinforcment calculation
a)	Minimum dia for shear Reinforcment for 32 mm dia	8 mm
	As per clause no 7.4.2 of IS 13290- 2016
b)	Maximum Shear reinforcment from the Etabs out put		665	mm^2
c)	There for using 8 mm dia bars			mm^2
	Dia of bar	8
	Area of  1 bar	50.272
	Special confining reinforcement clause no 8 of IS 13290 2016
	The special cofining reinforcement shall be provided at lo.
	lo should  not be less tham
	larger lateral dimension of the column	600
	1/6 of the clear span of member	554.1666667
	450 mm	450
	There fore lo = 600 mm
	The spacing of shear reinforcment along lo should not be more than
a	1/4 of minimum dimension of beam/column
	minimum dimension of column	150	mm
	1/4th of minimum dimension of column	112.5	mm
b	6 times the dia of smallest longitudinal reinforcement bar
	Dia of smallest longitudinal reinforcement bar	12	mm
	6 times the dia of smallest longitudinal reinforcement bar	72	mm
c	100 mm	100	mm
	There fore  for special confining reinfrocemnet #8mm @100  mm c/cis provided in the lo zone.
	Transverses Reinforcment calculation for the zone upto h/4.
		hc in m	Beam depth	h
	Height of the column  of Plinth level column	1	0.6	0.4
	Height of the column  ofGF column	3.45	0.6	2.85
	Height of the column  of FF column	3.45	0.6	2.85
	Height of the column  of SF column	3.45	0.6	2.85
	Height of the column  of TF column	3.45	0.6	2.85
		h	h/4	approximate
	Plinth level	0.4	0.1	200 mm
	GF	2.85	0.7125	800 mm
	FF	2.85	0.7125	800 mm
	SF	2.85	0.7125	800 mm
	TF	2.85	0.7125	800 mm
	Transverse reinforcement in the splice Zone as per clause number 7.4.of IS 13290 2016
	As per the clause nuo. 7.4.1 of IS 13290 2016 the  ends should have 135  hook with an
	extension of 6d of bars.
	d	32	mm
	6d	192	mm
	As per the clause nuo. 7.4.2 of IS 13290 2016
a	8 mm dia   bars are used in stirrups if the  dia of longitudinal bars is less than or equal to 32 mm
b	The maximum  c/c spacing of stirrups is 300 mm
c	a cross tie should be provided if the dimension of the column exceeds 300 mm.
	There fore upto h/4 #8mm @300  mm c/cis provided in the lo zone.
	As per the clause no. 7.3.2.1 of IS 13290 2016
	100 mm spacng should be provided within this splicing zone
	There fore in the splice zone #8mm @100  mm c/cis provided in the lo zone.
	For the columns terminating in the footing
	as per clause nummber 8.2 of IS 13290 2016.
	special confinement reinforcement should be provided upto 300 mm or larger length inside the footing.
	COLUMNS ALONG THE  GRID 3B	Column dimension	450*650
1	Longitudinal Reinforcment calculation
a)	Minimum Reinforcment	0.8% of Gross cross sectional Area	2340	mm^2
	As per clause no.26.5.3.1 of Is 456 2000
b)	Maximum Reinforcment	6% of Gross cross sectional Area	17550	mm^2
	As per clause no.26.5.3.1 of Is 456 2000
c)	Maximum Ast along 3 A		5022	mm^2
	As per clause no.26.5.3.1 of Is 456 2000
	Dia of the longitudinal Reinforcment should  12 mm or more
	There for using  16 mm dia bars
	Dia of bar	28
	Area of  1 bar	615.832
	number of bars	8.154821445
	There fore using 8 number of 32 mm dia bars	Ast	4926.656
	Remaning Ast	Ast	95.344
	There for using  16 mm dia bars
	Dia of bar	16
	Area of  1 bar	201.088
	number of bars	0.474140675
	There fore using 2 number of 20 mm dia bars	Ast	402.176
	There fore  total longitudinal reinforcment provided
	8 no. of 28 mm dia bars
	2no. Of 16 mm dia bars
	Ast provided	5328.832	mm^2
	The spacing between the longitudinal bars should not exceed 300mm.
2	Shear Reinforcment calculation
a)	Minimum dia for shear Reinforcment for 32 mm dia	8 mm
	As per clause no 7.4.2 of IS 13290- 2016
b)	Maximum Shear reinforcment from the Etabs out put		720.48	mm^2
c)	There for using 8 mm dia bars			mm^2
	Dia of bar	8
	Area of  1 bar	50.272
	Special confining reinforcement clause no 8 of IS 13290 2016
	The special cofining reinforcement shall be provided at lo.
	lo should  not be less tham
	larger lateral dimension of the column	650mm
	1/6 of the clear span of member	554.1666667
	450 mm	450
	There fore lo = 650 mm
	The spacing of shear reinforcment along lo should not be more than
a	1/4 of minimum dimension of beam/column
	minimum dimension of column	450	mm
	1/4th of minimum dimension of column	112.5	mm
b	6 times the dia of smallest longitudinal reinforcement bar
	Dia of smallest longitudinal reinforcement bar	20	mm
	6 times the dia of smallest longitudinal reinforcement bar	120	mm
c	100 mm	100	mm
	There fore  for special confining reinfrocemnet #8mm @100  mm c/cis provided in the lo zone.
	Transverses Reinforcment calculation for the zone upto h/4.
		hc in m	Beam depth	h
	Height of the column  of Plinth level column	1.5	0.5	1
	Height of the column  ofGF column	4	0.5	3.5
	Height of the column  of FF column	3.45	0.5	2.95
	Height of the column  of SF column	3.45	0.5	2.95
	Height of the column  of TF column	3.45	0.5	2.95
		3.45	0.5	2.95
		h	h/4	approximate
	Plinth level	1	0.25	300 mm
	GF	3.5	0.875	900 mm
	FF	2.95	0.7375	900 mm
	SF	2.95	0.7375	900 mm
	TF	2.95	0.7375	900 mm
	Transverse reinforcement in the splice Zone as per clause number 7.4.of IS 13290 2016
	As per the clause nuo. 7.4.1 of IS 13290 2016 the  ends should have 135  hook with an
	extension of 6d of bars.
	d	32	mm
	6d	192	mm
	As per the clause nuo. 7.4.2 of IS 13290 2016
a	8 mm dia   bars are used in stirrups if the  dia of longitudinal bars is less than or equal to 32 mm
b	The maximum  c/c spacing of stirrups is 300 mm
c	a cross tie should be provided if the dimension of the column exceeds 300 mm.
	There fore upto h/4 #8mm @300  mm c/cis provided in the lo zone.
	As per the clause no. 7.3.2.1 of IS 13290 2016
	100 mm spacng should be provided within this splicing zone
	There fore in the splice zone #8mm @100  mm c/cis provided in the lo zone.
	For the columns terminating in the footing
	as per clause nummber 8.2 of IS 13290 2016.
	special confinement reinforcement should be provided upto 300 mm or larger length inside the footing.

Importing the software  Safe 2016

1. Go to file click on export and select the safe 
2. A tab will appear then click on the story as base and select the  loads and loads from above click on the combination click ok,
3. Goto SAFE 2016 and fo to file click import and select the file and save the file as FDB.
4. Go to dispay click on the show loads select dead above and love above the values will be appeared.

Given  data:-

Column of size:

=450mm x 600mm  & 600mm x 450mm

Load Carrying capacity of pile = 280 KN

Pile length = 16m

Dia of pile = 500 mm

SBC = 150 KN/ `m^2`

Solution:

Number of piles

                = Total Axial load/pile capacity

                =(1.5DL+1.5LL)/280

Piles in the springs are defined as spring so for that the spring constant

K=EA/L

E=5000 `fck^0.5`

 =5000x `25^0.5`

=25000 N/`mm^2`

Area of pile = `pi/4 xx d^2`

                 = `pi/4(500)^2`

                 =196375 `mm^2`

L=10000m

K=25000x0.7855/16

=306835.9 N/mm

Spacing of the piles as per clause number 6.6.2 of IS  2911  the spacing between the piles = 2.5dia of the piles =2.5x500=1250mm

maximum Reinforcement was

              For Top =28 nos. 20 mm dia are provided

               For Bottom =13 nos. 20 mm dia are provided

For layer Y direction

maximum Reinforcement was

              For Top =12 nos of 20 mm dia are provided

               For Bottom =14 nos 20 mm dia are provided

 Result: 

      Successfully modelling, analysis, design of given construction drawings by using Etabs and SAFE softwares.