Structure

1. Presentation on
Design of
J SEASON HOTEL RCC Structure
Building
Baluwatar- 4, Kathmandu
Nov, 2021
Kathmandu Metropolitan City, Kathmandu
Prepared by:
Er. Amok Bajracharya

2. 3D MODEL

3. ARCHITECTURAL PLAN

4. CONTENTS
 Building Description
 Material Property
 Frame Property
 Load Assignment
 Load Calculation
 Earthquake Analysis
 Structure Analysis
 Concrete Design
 Steel Structure Details
 Limitations
 References
 Photographs of Soil Test

5. BUILDING DESCRIPTION
 Type: Commercial Hotel Building
 Structure: RCC Frame Structure
 No. of Storey: Basement+ 4 and half floors
 Length of building : 26.3m
 Breadth of building : 20.3m
 Height of building : 19.36 m
 Floor Ht.: 4.2 m at Basement Floor & 3.2m at
Remaining Floor
 Number of bays in X-direction =6
 Number of bays in Y-direction =7

6. MATERIAL PROPERTY
 Grade of Concrete:
1. M30 for column
2. M25 for Beam, shear wall and Lift wall
3. M20 for Slab, Waist slab and remaining
others member
 Rebar Grade
1. Fe500 for all member
 Wall Property
: Exterior wall 230mm Brick masonry wall
: Interior wall 100mm Brick Masonry wall
: Cement board Partition Wall

7. FRAME PROPERTY
 Column:
1. Column A: 600x600mm
2. Column B:350x350mm
 Main Beam
1. Beam A: 400x550mm
2. Beam B:300x450mm
 Sec Beam: 300x400mm
 Slab:
1. Main Slab: 125mm
2. Waist slab: 175mm
 RCC Wall
1. Lift wall: 250mm
2. Basement shear wall: 230mm

8. LOAD ASSIGNMENT
 Live load
1. Bedroom, office, Staircase = 3 kN/m2(IS875
part 2:1987)
2. Store, Passage= 5 kN/m2(IS875 part 2:1987)
3. Terrace = 1.5 kN/m2(IS875 part 2:1987)
4. Inaccessible slab = 0.75kN/m2(IS875 part
2:1987)
 Finishing load
1. Room, Office = 1.68 kN/m2 (IS875 part
1:1987)
2. Staircase, Passage= 1.58 kN/m2 (IS875 part
1:1987)
3. Terrace = 1.08 kN/m2 (IS875 part 1:1987)
4. Inaccessible slab = 0.5 kN/m2 (IS875 part
1:1987)

9. LOAD CALCULATION
 230mm Brick wall load with plaster =
11.75 kN/m2
 100mm Brick wall load with plaster =
7.07 kN/m2
 100mm Brick Parapet wall load with
plaster = 2.916 kN/m2
 Partition brick wall load assigned on
shell=2.17,1.36 and 3.7 kN/m2
 Soil pressure load =5.94 kN/m

10. EARTHQUAKE ANALYSIS
Design Code: IS 1893: 2016 Using Dynamic analysis of
Response Spectrum Method
 Time period(T)=0.7146 secs
 Seismic Zone factor(Z)=0.36
 Importance factor(I)=1.2
 Soil type=II (Medium soil)
 Ah=0.0822
 Seismic Weight(W)=10605.62 kN
 Base Shear(Vb)=782.8731kN
 Bearing Capacity of Soil = 156 kN/m2 at 3.28m with N
value of 36 with no liquefaction, GW level below 4m
 Subgrade Modulus = 6500 MN/m2
 Damping factor= 0.05
 Software used ETABS 2018.1.1

11. LATERAL LOADS
TABLE: Lateral load
Story
Elevatio
n Locatio
n
X-Dir Y-Dir
m kN kN
Story5 20.2Top 720.519 720.519
Story4 17Top 895.422 895.422
Story3 13.8Top 608.967 608.967
Story2 10.6Top 365.996 365.996
Story1 7.4Top 178.798 178.798
GF 4.2Top 82.4865 82.4865
Base 0Top 0 0

12. ANALYSIS CHECK
 Maximum Storey Drift
At X-direction=0.001167
At Y-direction=0.001351
 Permissible Storey Drift (0.4% of storey
height)=
=0.0128
 Maximum Building Displacement
At X-direction = 12.503mm
At Y-direction = 15.453mm
 Permissible Building Displacement
(Total height/500)=40.4mm (Ref. SK Duggal)

13. ANALYSIS CHECK
 Maximum Deflection
At X-direction=12.503
At Y-direction=15.453
 Minimum Deflection
At X-direction=10.042
At Y-direction=9.227
 Average Deflection
At X-direction=11.27
At Y-direction=12.34
 Max. Deflection<1.5 Min. Deflection (IS 1893:2016 Part
1 Cl 7.1, Table 5)
 Max. Deflection<1.2 Avg Deflection (IS 1893:2002 Part
1 Cl 7.1, Table 4)

14. ANALYSIS CHECK
 Lateral Story Irregularity check
(Table 6 ,IS1893:2016)
Mode 1:Mass participation ratio=41.57%
Mode 2:Mass participation ratio>56.69%
Mode 3:Mass participation ratio>60.47%
Mode 18:Mass participation ratio>90%
Time Period between 1st and 2nd mode differ by
12.36%.
 Torsional Irregularity Check
Center of mass: 4.3857,6.226
Center of Rigidity: 5.47,6.45
 5% of Lx (26.3m)= 1.315 > ex (1.084m)
 5% of Ly (20.3m) = 1.07m > ey (0.227)

15. CONCRETE DESIGN
 Foundation type=Raft with 500mm depth and pedestal
depth of 250mm and 350mm(Lift)
Reinforcement=16mm diameter @ 100mm C/C
 Isolated Foundation 1.65x1.65m with thickness 250mm
depth and overall depth of 500mm with rebar 12mm dia
@ 150mm C/C bothway
 Basement shear wall with 230mm thickness
Main bar=12mm dia @ 150mm C/C
Distr bar = 10mm dia @ 150mmC/C
 Lift wall with 250mm thickness
Main bar=12mm dia @ 150mm C/C
Distr bar = 8mm dia @ 150mmC/C

16. CONCRETE DESIGN
 Slab design if 125mm thickness
1. Main Bar = 10mm dia @ 150mm C/C
2. Disrt Bar = 10mm dia @ 150mm C/C
 Staircase design if 175mm thickness
1. Main Bar = 16mm dia @ 150mm C/C
2. Disrt Bar = 10mm dia @ 150mm C/C
 Lower Tie Beam of 300x300
1. Main bar = 6-12mm dia
2. Stirrups= 2 Legged-8mm dia @ 150mm
C/C

17. CONCRETE DESIGN
 Upper Tie beam of 300x400mm
1. Main bar = 6-16mm dia
2. Stirrups= 2 Legged-8mm dia @ 150mm C/C
at mid span and 100mm at side span
 Column of 600x600mm
1. Maximum reinforcement= 16-25mm dia
(1.64%)
2. Stirrups= 6 Legged-8mm dia @ 150mm C/C
at mid span and 100mm at side span
 Column of 350x350mm
1. Maximum reinforcement= 8-25mm dia (3.1%)
2. Stirrups= 4 Legged-8mm dia @ 150mm C/C
at mid span and 100mm at side span

18. CONCRETE DESIGN
 Sec beam of 300x400mm
1. Main bar = 8-16mm dia
2. Stirrups= 2 Legged-8mm dia @ 150mm C/C at mid
span and 100mm at side span
 Main beam of 400x550
1. Maximum reinforcement= 4-20mm dia(thr)+ 3-20mm
dia (ext) At top and 3-20mm dia (thr)+3-16mm dia
(ext) At bottom
2. Stirrups= 4 Legged-10mm dia @ 150mm C/C at mid
span and 100mm at side span
 Main beam of 300x450
1. Maximum reinforcement= 6-20mm dia(thr) At top and
6-16mm dia (thr) At bottom
2. Stirrups= 2 Legged-10mm dia @ 150mm C/C at mid
span and 100mm at side span

19. LIMITATIONS
 Vibrational effect is not considered.
 Shrinkage and temperature effect is not
considered.
 Tensile strength of concrete is ignored.
 Adhesion between concrete and steel is
adequate to develop full strength.
 Seismic and wind load do not occur
simultaneously. So wind load is not
considered.
 Centerlines of beams, columns are
concurrent.

20. REFRENCES
 NBC 110:1994 Plain and Reinforced Concrete
 NBC 102:1994 Unit Weights of Materials
 NBC 103:1994 Occupancy Load (Imposed Load)
 NBC 105:1994 Seismic Design of Buildings in Nepal
 NS 501-2058 Code of Practice for Ductile Detailing of Reinforced
Concrete Structures subjected to Seismic Forces.
 IS456:2000 Plain and reinforced concrete design code
 IS1893-2016 Part 1 Criteria for Earthquake resistant design of structure
 IS13920-2016: Ductile design and detailing of reinforced concrete
structures subjected to seismic forces
 IS 875 Part 1 Design load for building and structures Unit Weight of
Building Materials
 IS 875 Part 2 Design load for building and structures Occupancy load
(Imposed Load)
 SP:16-1980 Design aids for reinforced concrete to IS 456-2000
 NS 501-2058 Code of Practice for Ductile Detailing or Reinforced
Concrete Structures subjected to seismic forces.
 SP34-1987 Handbook on concrete Reinforcement Detailing.

21. Photographs of Soil test

22. Bore Hole location

23. THANK -YOU