Sketch a G+1 residential plan according to Vaastu Shastra and Calculation of Loads as per IS code

Sketch a G+1 floor residential plan, according to Vaastu Shastra, and list down the names of the structural drawings required to be provided to the site for construction.

Also, assume the sizes of the structural elements (Column, Beam, Slab, etc.,) and accordingly calculate the individual corresponding loads from the members as per IS code.

AIM 1 : - a.) To prepare a G+1 Residencial building according to vastu shastra.

b.) To list the names of the structural drawing required to be provided at the site for construction.

AIM 2 :- By assuming the size of the structural elements (column , beam ,slab,etc.) and calculation of individual corresponding loads from the members as per IS code.

For AIM 1 :

INTRODUCTION : -

• ) Vastu shastra –

Vastu Shastra literally translates to the science of architecture, and it describes the principles of design, layout, measurement, ground preparation, space arrangement, and spatial geometry.

Vastu Shastra explains that all things in the universe have a level of energy and that every building or land has a vibration of energy associated with it. The universe is built of positive and negative energy. Vastu aims at eliminating the negative energy and enhancing the positive energy.

There are various benefits of following Vastu Shastra like:

• Helps with Financial Prosperity
• Career Stability
• Academic Growth
• Improving Relationships
• Helps in maintaining good physical & mental health

5 golden rules of buying a home as per Vastu Shastra

Rule 1: The direction of the plot and construction should face north or east

Rule 2: The shape of the plot should be square or rectangular

Rule 3: Shape of the building/structure should comply with Vastu norms

Rule 4: Interiors and colours for a house, as per Vastu principles

Rule 5: Placement of objects in the house

Important points according to vastushastra

• the best direction for the master bedroom is the south-west corner of the house. The guest bedroom and children's bedroom should be in the north-west corner. Care should be taken to ensure that there are a lot of windows on the east and the northern walls, as per Vastu for bedroom.
• The study room should always be facing the east or west direction of the house, north is the second best direction.
• The living room should be in the north east direction for an east or north-facing house. Whereas for a west-facing house, the entrance should be in the northwest, and the south-facing house should be in the southeast direction
• Pooja room should be built in north eastone should facing north or east while worshipping.
• Proper place of bathroom is suggested in east direction .Slope of the floor of bathroom should be towards north or east . Water should be drainout on the north or east side.
• South east corner is the place of god of fire( agni dev),therefore ,kitchen room should be placed in this corner.

Burner (gas burner,stove,chulha etc) should be kept in the south –east corner of the kitchen room ,such that while cooking the person may face towards the east .

Water arrangement should be made in the north –east corner. Sleeves for keeping raw commodities ,utansilss etc should be kept on the south or west side.

b.)Important structural drawing for a project:

1. Central Line
2. Footing and column layout with reinforcement details
3. Column schedule with reinforcement detail
4. Plinth beam layout with reinforcement detail
5. First floor beam layout with reinforcement detail
6. First floor slab layout with reinforcement detail
7. Lift pit and headroom reinforcement details.

• Central Line

Centre Line is a line that passes through the center of a column. A grid of similar lines for several columns forms a centerline plan. Centreline plans help you understand the exact positioning of a column on site. The column may be of different dimensions but may have the same centerline.

The centre line drawing provides the grid formation by dividing the plan into a number of grids. It is the very firt structural layout,diagram prepared by the engineer.

It helps in marking the buidings,columns,footing and other structural elements. Based on the centre line diagram ,excavation of soil for the footing is done .The diamention of columns and grds are also shown.

• FOOTING AND COLUMN LAYOUT WITH REINFORCEMENT DETAILS

Foundation reinforcement

For the building structure of G+1 model with 6m height the dimensions of foundation is taken as 4mX4mX4m. The 16mm diameter Horizontal and vertical bars with 5’ C/C distance is considered for foundation mesh.

Column reinforcement

For the G+1 building model the column size is taken as 0.3mX0.23m. Total 8no’s of 12mm diameter and 16mm diameter bars are used for the column. At the corner as per design consideration 16mm diameter bars are adopted and at center 12mm diameter bars are taken.

• Reinforcement detailing of isolated footing include:

1- Concrete cover of reinforcements: the minimum thickness to main reinforcement in footing should not be less than 50mm if footing is in contact with earth surface directly, and 40mm for external exposed face such as surface levelling PCC.

2- Minimum reinforcement and bar diameter ; Minimum reinforcement shall not be zero but 12 % of the overall cross sectional area. The minimum diameter for main reinforcement mustn't be but ten millimeter.

3- Reinforcement distribution in isolated footing : In one-way RCC footing, the reinforcement is distributed uniformly across the full width of footing.

However for short direction, the reinforcement is distributed in the central band as per calculations below.

Where y is the long side and x is the short side of the footing.

Reinforcement in central band = 2

Total reinforcement in short direction (y/x)+1

4- Dowel Reinforcement : Dowel reinforcement is used to tie the isolated footing.

5- Lap splice : Anchorage of each flexural and fixing reinforcement lengths shall be checked to stop bond failure of the dowels within the footing and to stop failure of the lap splices between the dowels and therefore the column bars.

• Column layout with reinforcement detail

In this article, we are concentrating on the column reinforcement details as per the BS 8110 Part 01

• Minimum Reinforcement in Column

The minimum area of reinforcement in the column is 0.4% of the cross-sectional area of the column as per BS 8110.

100As / Ac = 0.4

• Maximum Reinforcement in Column

The maximum area of reinforcement of columns is as follows. The below values are calculated as a percentage of the gross cross-sectional area of concrete.

Vertically cast column 6%

Horizontally cast column 8%

Lapps in vertically/horizontally cast column 10%

• Containment Links

The diameter and spacing and the number of links per section shall be decided based on the following guideline.

• Link Diameter: at least one quarter the size of larges compression bar or 6mm, whichever grater.
• Link Spacing: Maximum spacing shall be 12 times the smallest compression bar.
• All the column reinforcements should have at least one link passing them.
• No rebar in the column should be further than 150mm from the restraining bar. That is if a reinforcement bar spacing is more than 150mm from the restraining bar, that bar needs to be restrained with a link.

• Lapps with Limited Cover
• When the diameter of both bars at the lap exceeds 20mm and the cover is less than 1.5 times the size of the smaller bar, transverse links shall be provided throughout the lap length.

• At the lap, at least link diameter one quarter the size of the smaller bar. Link spacing shall not exceed 200mm

• Design Compression Lap
• Compression lap length should be at least 25% greater than the compression anchorage length.

The lap length of columns could be referred from Table 3.27 of BS 8110 Part 01.

• Cranking Reinforcement

The minimum slope of the crank is maintained at 1:10. However, this value may be increased up to 1:20 for smooth load transferred.

Shear links could be provided at the crank to avoid the development of internal tensile stresses. They may be spaced at 75mm

• Laps and Link Arrangement

Shear links need to be provided within the foundation and some tolerances shall be allowed for construction work

The layout of columns is based on the following factors:-

1. Size of the columns
2. Space among the columns
3. Alignment of the columns

The size of the columns is based on the total loads (axial loads & lateral loads) on the columns.

The columns generally come as square or rectangular shapes.

The size of the columns usually remains at 9 inches x 9 inches (225mm x 225mm) with 4 bars of 12 MM Fe500 Steel.

Now-a-days 9″ x 12″ (225 mm x 300mm) size columns with 6 bars of 12 MM Fe500 steel are constructed frequently. 9″ x 12″ RCC columns are suitable for G+1 Floors. 8 MM stirrups at a spacing of 150 MM center to center all through the length of column should be used.

Spacing among two columns

Normally, spacing up to 5 meters is recommended for columns. One can use beams of size 9″ X 12″ (225 MM x 300MM) with a slab thickness of 5″ (125 MM) cast in M20 concrete for spans up to 5m. Other important factors like secondary and tertiary spans, point loads and wall loads should be taken into consideration.

Alignment of Columns

Positioning of columns is done on the basis of the plan. A grid column placement is suitable to lessen point loads and needless complications at the time of construction. It minimizes the cost and time necessary for construction. The columns should be attached with each other for smooth transition of loads.

• Column schedule with reinforcement detail

Column schedule means the table containing all the details of column required during construction process. Column schedule contains marking of column ,size of column and numbers of bars, diameter of bars used,stirrups details and location of bars etc.

The column schedule is a schedule which the details of column will be collected in the construction for design purpose. The column scheduling is very important thing in column detailing.

Let's take the example of C1 Column. In column layout plans at that places over C1 is written means the cross-section of the column should be according to this given data. The means length of the column will be 9 inches and the width of the column will be 9 inches means 9 x 9.

The longitudinal bar will be 4 and having a diameter #4 sutar means 12 mm. When w see the rings drawing means ties drawing the ties bars diameter will be #3 sutar means 10 mm and having a 8-inch center to center spacing. Means when we placed the first ring the next ring will be 8 inch away from the first ring. The each rings space will be 8 inches.

4)Plinth beam layout with reinforcement detail

purpose of providing the plinth beam and the Design parameter such as width, depth, span to depth ratio, width to depth ratio, Grade of concrete, Grade of steel, reinforcement detailing, and lap splices.

Plinth Beam reinforcement :-The top and bottom section contains 12mm and 16mm diameter bars at mid span and supports. The stirrups are taken as 2L-8dia with 6” C/C from start to end of the beam.

The main purposes to Design plinth beam are as follows;

1. Plinth Beam carries the load of the wall.
2. It ties all the columns of that level.
3. It Resists the lateral forces.
4. The plinth prevents the differential settlement of buildings.
5. It controls the cracks in the masonry wall.
6. It reduces the effective length of columns which prevents the columns from buckling.

Dimension Requirement for the Design of Plinth Beam

1. Width of Beam

As per IS 13920-2016, the minimum width for the Design of Plinth Beam shall not be less than 200 mm. The width of the beam shall not be more than the width of supporting beams such as columns and shear walls.

2. Depth of Beam

As per IS 13920-2016, The Design Depth of beams shall not be more than 1/4th of the Clearspan. It shall not be less than 200 mm. Depth of beam not only depends upon the dead load, live load, earthquake load, etc. but also depends upon the span of the beam.

3. Width to Depth Ratio

As per IS 13920-2016, the ration of width to depth shall be more than 0.3.

4. Span to Depth Ratio

The ratio of span to overall depth shall be in the range of 12 to 15.

5. Width to Depth Ratio

As per IS 13920-2016, the ration of width to depth shall be more than 0.3.

6. Grade of Concrete

As per IS 456-2000, the Minimum Grade of concrete of Reinforced Concrete beam shall not be less than M20. Where M stands for Mix and 20 stands for Specified compressive strength of 150 mm cube after 28 days of curing and expressed in N/mm 2

As per IS 13920-2016, The Minimum Grade of a structural member shall be M20, but M25 for Buildings if the height of the building is more than 15 m for seismic zone III, IV, and V.

7. Grade of Steel

As per IS 456-2000, The Grade of steel for Stirrups Shall not be less than Fe 415. Steel Main Reinforcement used shall be of grade Fe 500 and Fe 550, that is; high strength deformed bars. Fe 500 stands for Fe means Iron and 500 means Characteristics tensile strength of steel bars is 500 in N/mm 2.

Reinforcement Detailing of Beam

Design of Beam

1. Top Reinforcement

A minimum of two numbers of Top reinforcement shall be provided.

The diameter of Top reinforcement shall not be less than 12 mm.

2. Bottom Reinforcement

Minimum two number of Bottom reinforcement shall be provided.

The diameter of Bottom reinforcement shall not be less than 12 mm.

3. Transverse /Shear Reinforcement

As per IS 456-2000

The maximum spacing of shear reinforcement shall not be more than 0.75 d for vertical stirrups and d for inclined stirrups at 45 degrees, where d is the effective depth of the section. In no case shall be spacing exceed 300 mm.

Minimum shear reinforcement shall provide such that Asv/bSv > 0.75/0.87 Fy.

Where,

Asv = Total cross-section area of stirrup legs effective in shear.

Sv = stirrup spacing along the length of the member.

b = breadth of the beam.

fy= characteristics strength of the stirrups reinforcement in N/mm 2 which shall not be taken greater than 415 N/mm 2

The minimum diameter of shear reinforcement shall not be less than 8 mm and having U link with 1350 hook with an extension of 6 times diameter (but not less than 65 mm) at each end.

The First stirrups shall be at a distance not more than 50 mm from the joint face.

Spacing between the stirrups shall not be more than 150 mm.

4. Minimum and Maximum Reinforcement for the Design of the Plinth beam as per IS 456-2000.

Tension Reinforcement

The Minimum area of tension reinforcement shall not be less than that of the given by the Following

As/ bd = 0.85/Fy

Where;

As = minimum area of tension reinforcement.

b = breadth of beam or the breadth of the web of T-beam.

d = effective depth, and

fy= characteristic strength of reinforcement in N/mm 2.

The maximum area of tension reinforcement shall not be more than 0.04 bD.

Compression Reinforcement

The maximum area of compression reinforcement shall not be more than 0.04 bD.

5. Lap splices

Lap length shall not be provided within the junction of the Beam – column and Beam – Beam junction.

It shall not be within the distance of 2d from the face of the column, where d is the effective depth of the beam.

It shall not be provided within a quarter length of beam adjoining the location where the flexural yielding may occur under earthquake effects.

Not more than 50% of the area of a steel bar on either Top or bottom face shall be lapped at any section.

Lap length in beam shall not less than the development length of the largest longitudinal reinforcement bar in tension.

5)First floor beam layout with reinforcement detail

Beam reinforcement

The top and bottom section contains 12mm and 16mm diameter bars at mid span and supports. The stirrups are taken as 2L-8dia with 6” C/C from start to end of the beam.

6)First floor slab layout with reinforcement detail

Slab reinforcement:-

For the total length of the slab the main bars are used with 10mm size at 6’ C/C distance and distribution bars is used 8mm size at 6’ C/C distance.

Minimum reinforcement is 0.12% for HYSD bars and 0.15% for mild steel bars. The diameter of bar generally used in slabs are: 6 mm, 8 mm, 10 mm, 12mm and 16mm. The maximum diameter of bar used in slab should not exceed 1/8 of the total thickness of slab.

Minimum clear cover to reinforcements in slab depends on the durability criteria and this is specified in IS 456-200. Generally 15mm to 20mm cover is provided for the main reinforcements.

Torsion reinforcement shall be provided at any corner where the slab is simply supported on both edges meeting at that corner and is prevented from lifting unless the consequences of cracking are negligible.

7)Lift pit and headroom reinforcement details.

RESULT 1 : I provided detail about structural drawing In construction,and also made G+1 residencial building according to vastu shastra.

AIM 2 :- By assuming the size of the structural elements (column , beam ,slab,etc.) and calculation of individual corresponding loads from the members as per IS code.

Load calculations

Specify the assumed size of the rooms.

- All columns are (230 mm x 300mm)

- All beams are 9″ x 12″ (225 mm x 300mm)

- Slab thickness if 125mm

- The height of the wall is 3.5 m

- thickness of a exterior wall of 300mm

- thickness of a interior wall of 150 mm

Riser (R) =300

Tread (T) = 150 mm

Depth of waist slab =250 mm

Depth of landing slab =200 mm

• Dead loads

1. Column

the height of the column as 3.5 m

for finding Dead load of the column of size 0.23*0.3*3.5

Total volume of the column

= 0.23*0.3*3.5

= 0.24 m^3

Unit weight of concrete = 25KN/m^3

Dead load of column

= unit weight of concrete * volume of concrete

= 25 KN/m^3 * 0.24m^3

= 6.03 KN

1. Beams

Total C/S area of the BEAM

= 0.25*0.3

= 0.075m^2

Unit weight of concrete = 25KN/m^3

Dead load of column

= unit weight of concrete * area of concrete

= 25 KN/m^3 * 0.075m^2

= 1.875 KN/m

1. Slabs

Dead load of a slab of 125mm thickness

Unit weight of concrete = 25KN/m^3

self-weight of the slab

= unit weight of concrete * thickness of concrete

= 25 KN/m^3 * 0.125m

= 3.125 KN/m^2

1. walls

Height of wall 3.5m

Dead load of a wall of 300mm thickness

Unit weight of brick wall = 20KN/m^3

• self-weight of the exterior wall

= unit weight of brick wall * thickness of wall*height of wall

= 20 KN/m^3 * 0.3m * 3.5m

= 21 KN/m

• self-weight of the interior wall

= unit weight of brick wall * thickness of wall*height of wall

=20 x 0.15 x 3.5

=10.5 KN/m

(E) self-weight of the ceiling =0.25 KN/m^2 (as per IS 875 part 1)

(F) self-weight of the roofing =0.83 KN/ m ^2 (as per IS 875 part 1)

(G) Floor finish = 1 KN/m ^2

(H) Self weight of staircase:

Inclined length = squre root of (150² + 300² ) = 335.4

=335 mm=0.335 m

Self weight of waist slab = (0.335 / 300 ) x 0.25 x 25 =6.97 KN/m

Live loads

• According to the IS875 (part2) table 1

For the residential buildings use the live load of the UDL 2KN/m^2

For this rooms and bathrooms and no balconies are present in the building.

And near staircase provide the live load on UDL 3KN/m^2

Here since it is the house the live load of the 2KN/m^2 is adopted on the slabs from IS 875-part 2 Table 1

Live loads

• According to the IS875 (part2) table 1

Toilet and bathroom = 1 KN/ m ^2

Kitchen = 2 KN/ m ^2

Living room = 2 KN/ m ^2

Bedroom = 2 KN/ m ^2

Staircase = 3 KN/ m ^2

Store room = 3 KN/ m ^2

Balconies = 3 KN/ m ^2

• Wind load calculations

since, height of the building is less than 10 m wind load calulation is not implemented on the building

if this is G+1 building then ground height is 3m and 1^st storey height is 3 m .

where total height of building is 3m+3m = 6m.

Result 2 : I calculated above individual corresponding loads from the members.