This is a calculation sheet for Residence building consist of 16 floors. including the structural analysis,design sections and checks

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Graduation Project 2
GRADUATION PROJECT 2
CES498
Submitted by: Abdallah Shaheen Mohammed 15P1003
Supervised by: Dr.Ezz El-deen Mostafa
2020/2021

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Table of Contents
Project Information........................................................................................................................ 5
Architectural Drawings................................................................................................................... 5
 Ground floor........................................................................................................................ 5
 1st Floor............................................................................................................................... 6
 Typical floor......................................................................................................................... 7
 Roof Floor ............................................................................................................................ 8
Design Criteria................................................................................................................................ 9
 Building Codes:.................................................................................................................... 9
 Materials of Construction:.................................................................................................. 9
 Soil Bearing capacity:.......................................................................................................... 9
 Structural Design Loads:.................................................................................................... 10
 Applicable Computer Software: ....................................................................................... 10
Design of Slabs.............................................................................................................................. 11
Ground floor ............................................................................................................................. 11
 Reinforcement................................................................................................................ 13
 Check Punching .............................................................................................................. 27
 Check Deflection ............................................................................................................ 29
1st floor..................................................................................................................................... 31
 Reinforcement................................................................................................................ 33
 Check Punching .............................................................................................................. 44
 Check Deflection ............................................................................................................ 46
Typical floor .............................................................................................................................. 48
 Reinforcement................................................................................................................ 50
 Check Punching .............................................................................................................. 56
 Check Deflection ............................................................................................................ 57
Roof floor.................................................................................................................................. 59
 Reinforcement................................................................................................................ 61
 Check Punching .............................................................................................................. 64
 Check Deflection ............................................................................................................ 65
Design of Beams........................................................................................................................... 66

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T to R section Factor................................................................................................................. 66
Design of Beams Due to Moment............................................................................................ 66
Design of Beams Due to Shear................................................................................................. 67
Design of Beams Due to Torsion.............................................................................................. 67
Table of Reinforcement for Beams.......................................................................................... 68
Ground Floor............................................................................................................................. 69
 Moment Diagram........................................................................................................... 69
 Shear Diagram................................................................................................................ 70
 Torsion Diagram............................................................................................................. 71
1st Floor .................................................................................................................................... 72
 Moment Diagram........................................................................................................... 72
 Shear Diagram................................................................................................................ 73
 Torsion Diagram............................................................................................................. 74
Typical Floor.............................................................................................................................. 75
 Moment Diagram........................................................................................................... 75
 Shear Diagram................................................................................................................ 76
 Torsion Diagram............................................................................................................. 77
Roof Floor.................................................................................................................................. 78
 Moment Diagram........................................................................................................... 78
 Shear Diagram................................................................................................................ 79
Design of Columns........................................................................................................................ 80
Design & Grouping:................................................................................................................... 80
Columns Grouping and Reinforcement................................................................................... 81
Design of Shear Walls................................................................................................................... 82
Wall 1........................................................................................................................................ 82
Wall 2........................................................................................................................................ 84
Wall 3........................................................................................................................................ 87
Wall 4........................................................................................................................................ 89
Wall 5........................................................................................................................................ 91
Wall 6........................................................................................................................................ 93
Wall 7........................................................................................................................................ 95
Wall 8........................................................................................................................................ 97

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Stairs Design ................................................................................................................................. 99
..................................................................................................................................................... 100
..................................................................................................................................................... 101
..................................................................................................................................................... 102
Earthquakes Checks.................................................................................................................... 103
Over Turning........................................................................................................................... 103
 X-Direction.................................................................................................................... 103
 Y-Direction.................................................................................................................... 103
Base shear............................................................................................................................... 104
Mass Participation Ration...................................................................................................... 104
Torsion (Center of Mass and Rigidity) ................................................................................... 105
Design of footings:...................................................................................................................... 106
Reinforcement of Raft............................................................................................................ 106

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Project Information
Residential building with ground, first floor, 16 typical floors and roof.
Architectural Drawings
 Ground floor

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 1st Floor

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 Typical floor

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 Roof Floor

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Design Criteria
 Building Codes:
a. Egyptian code (ECP 203-2018) for design and construction of
reinforced concrete structures.
b. Egyptian code of practice (1995) for soil and foundations.
c. Egyptian code (ECP 201-2012) for loads and forces at
structural works and buildings.
 Materials of Construction:
 Concrete: normal weight: cast–in–place.
o Columns and shear walls Fcu = 400 kg/cm2
o Structural slabs and beams Fcu = 300 kg/cm2
o Foundations Fcu = 400 kg/cm2
o Blinding and plain concrete Fcu =250 kg/cm2
 Reinforcing steel:
o yield strength of Normal Mild Reinforcement Fy = 2400
kg/cm2
o yield strength of High Tensile Reinforcement Fy = 3600
kg/cm2
 block works:
o Specific weight of masonry ꙋb = 1400 kg/m3
 Soil Bearing capacity:
 Allowable net bearing capacity qall = 2.0 kg/cm2

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 Structural Design Loads:
 Roof Live Loads:
o Accessible 200 Kg/m2
 Floor Live Loads:
o Residential 200 Kg/m2
 Stairs, kitchens, baths and corridors 300 Kg/m2
 Floor Dead Load allowance for finishes:
o Typical floors 150 Kg/m2
o Final roofs250 Kg/m2
 Wall Load:
o Wall load on flat slab 450 Kg/m2
 Applicable Computer Software:
 AUTOCAD For drafting.
 ETABS For 3D structural analysis.
 SAFE For slabs and foundations.
 SAP For 3D structural analysis.

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Design of Slabs
Ground floor

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. Reinforcement Plan

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 Reinforcement
For slab, it was designed in both solid slab and flat slab.
For solid slabs 14 cm. using 5T10/m, M1-1=1.58 t.m ,7T10/m, M1-1=1.
88t.m,6T12/m, M1-1=2.286t.m.
 5T10/M
o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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 7T10/M

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o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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 6T12/M
o Bottom Reinforcement in X-Direction

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o Bottom Reinforcement in Y-Direction
o Top Reinforcement in X-Direction

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o Top Reinforcement in Y-Direction

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For Flat Slab,Ts=20cm
Bottom Mesh=5T12/m and Top mesh=6T10/m

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 5T12/M
o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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 6T10/M
o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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 We will use additional Reinforcement
o 2.5T12/m,5T12/m
o 3T10/m,6T10/m

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 Check Punching

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 Check Deflection
 Max. allowable deflection: -
 For cantilever: Lc/450, For other slabs: L/250
o Solid and Flat Slab (Δall = 0.018 m)

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o Cantilever Slab (Δall = 0.0044) m

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1st floor

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o Reinforcement Plan

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 Reinforcement
For slab, it was designed in both solid slab and flat slab.
For solid slabs 14 cm. using 5T10/m, M1-1=1.58 t.m ,7T10/m.
 5T10/M
o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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 7T10/M

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o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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For Flat Slab,Ts=20cm
Bottom Mesh=5T12/m and Top mesh=6T10/m
 5T12/M
o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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6T10/M

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o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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 We will use additional Reinforcement
o 2.5T12/m,5T12/m
o 3T10/m,6T10/m

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 Check Punching

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 Check Deflection
 Max. allowable deflection: -
 For cantilever: Lc/450, For other slabs: L/250
o Solid and Flat Slab (Δall = 0.018 m)

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o Cantilever Slab (Δall = 0.0044) m

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Typical floor

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Reinforcement Plan

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 Reinforcement
For slab, it was designed as flat slab.
Ts=20cm
Bottom Mesh=5T12/m and Top mesh=6T10/m
 5T12/M
o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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o 6T10/M

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o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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 We will use additional Reinforcement
o 2.5T12/m,5T12/m
o 3T10/m,6T10/m,9T10/m

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 Check Punching

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 Check Deflection
 Max. allowable deflection: -
 For cantilever: Lc/450, For other slabs: L/250
 Flat Slab (Δall = 0.018 m)

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 Cantilever Slab (Δall = 0.0044 m)

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Roof floor

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 Reinforcement Plan

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 Reinforcement
For slab, it was designed as flat slab.
Ts=20cm
Bottom Mesh=6T10/m and Top mesh=6T10/m
 6T10/M
o Bottom Reinforcement in X-Direction
o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction
o Top Reinforcement in Y-Direction

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 We will use additional Reinforcement
o 3T10/m,6T10/m

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 Check Punching

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 Check Deflection
 Max. allowable deflection: -
 For cantilever: Lc/450, For other slabs: L/250
 Δall = 0.018 m

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Design of Beams
T to R section Factor
Designof Beams Due to Moment

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Designof Beams Due to Shear
Designof Beams Due to Torsion

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Table of Reinforcement for Beams

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Ground Floor
 Moment Diagram

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 ShearDiagram

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 TorsionDiagram

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1st Floor
 Moment Diagram

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 ShearDiagram

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 TorsionDiagram

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Typical Floor
 Moment Diagram

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 ShearDiagram

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 TorsionDiagram

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Roof Floor
 Moment Diagram

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 ShearDiagram

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Design of Columns
We have 36 Columns
Design& Grouping:
Pul = 0.35 Fcu Ac + 0.67 Fy As

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Columns Grouping and Reinforcement.

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Design of Shear Walls
 We have 8 shear walls.
 Sections of the Walls attached in the Reinforcement File.
Wall 1
 Moment Diagram from the Seismic Case

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 Analysis Sheet
ETABS 2016 Shear Wall Design
BS 8110-97 Pier Design
Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF
Story1 P1 -4.1729 -15.31511 16.16893 0.4 0.4
Material Properties
Ec (tonf/m²) fcu (tonf/m²) Lt.Wt Factor (Unitless) fy (tonf/m²) fys (tonf/m²)
28000000 3200 1 35000 35000
Design Code Parameters
ɣC ɣS ɣM IPMAX IPMIN PMAX
1.5 1.15 1.25 0.04 0.004 0.8
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
m
Left Y1
m
Right X2
m
Right Y2
m
Length
m
Thickness
m
Top Leg 1 -6.38001 -17.15029 -6.38001 -13.48 3.67029 0.4
Top Leg 2 -6.38001 -17.15029 -1.96576 -17.15015 4.41425 0.4
Top Leg 3 -1.96576 -17.15015 -1.96576 -13.48 3.67015 0.4
Top Leg 4 -6.38001 -13.48 -1.96576 -13.48 4.41425 0.4
Bottom Leg 1 -6.38001 -17.15029 -6.38001 -13.48 3.67029 0.4
Bottom Leg 2 -6.38001 -17.15029 -1.96576 -17.15015 4.41425 0.4
Bottom Leg 3 -1.96576 -17.15015 -1.96576 -13.48 3.67015 0.4
Bottom Leg 4 -6.38001 -13.48 -1.96576 -13.48 4.41425 0.4
Flexural Design for N, M3 and M2
Station D/C Flexural
N
tonf
M2
tonf-m
M3
tonf-m
Top 0.676 S3Y0.3X 1561.9173 3401.9646 -3988.5742
Bottom 0.984 S3Y0.3X 1649.2296 4596.2775 -5244.4939
Shear Design
Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Top Leg 1 0.00194 S1Y0.3X -179.7796 206.2395 172.9864 0 172.9864
Top Leg 2 0.00177 S1Y0.3X -241.022 149.8063 190.2432 0 190.2432
Top Leg 3 0.00071 S1Y0.3X -242.5985 304.6721 63.6137 0 63.6137
Top Leg 4 0.00073 S1Y0.3X -194.6861 428.139 78.1251 0 78.1251
Bottom Leg 1 0.00194 S1Y0.3X -149.6098 924.8059 172.9864 0 172.9864
Bottom Leg 2 0.00177 S1Y0.3X -204.7369 1151.6646 190.2432 0 190.2432
Bottom Leg 3 0.00071 S1Y0.3X -212.4299 577.7181 63.6137 0 63.6137
Bottom Leg 4 0.00073 S1Y0.3X -158.4009 796.2479 78.1251 0 78.1251

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Wall 2
 Moment Diagram from the Seismic Case

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 Analysis Sheet
ETABS 2016 Shear Wall Design
BS 8110-97 Pier Design
Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF
Story13 P28 9.24518 6.12872 20.88 0.4 0.441
Material Properties
Ec (tonf/m²) fcu (tonf/m²) Lt.Wt Factor (Unitless) fy (tonf/m²) fys (tonf/m²)
28000000 3200 1 35000 35000
Design Code Parameters
ɣC ɣS ɣM IPMAX IPMIN PMAX
1.5 1.15 1.25 0.04 0.004 0.8
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
m
Left Y1
m
Right X2
m
Right Y2
m
Length
m
Thickness
m
Top Leg 1 11.09499 7.45 14.61999 7.45 3.525 0.4
Top Leg 2 11.09499 5.575 11.09499 7.45 1.875 0.4
Top Leg 3 4.39499 5.575 11.09499 5.575 6.7 0.4
Top Leg 4 9.2711 5.575 9.2711 7.65 2.075 0.4
Top Leg 5 7.56999 5.575 7.56999 7.65 2.075 0.4
Top Leg 6 5.74499 5.575 5.74499 7.65 2.075 0.4
Top Leg 7 11.01999 3.02 11.01999 5.575 2.555 0.4
Bottom Leg 1 11.09499 7.45 14.61999 7.45 3.525 0.4
Bottom Leg 2 11.09499 5.575 11.09499 7.45 1.875 0.4
Bottom Leg 3 4.39499 5.575 11.09499 5.575 6.7 0.4
Bottom Leg 4 9.2711 5.575 9.2711 7.65 2.075 0.4
Bottom Leg 5 7.56999 5.575 7.56999 7.65 2.075 0.4
Bottom Leg 6 5.74499 5.575 5.74499 7.65 2.075 0.4
Bottom Leg 7 11.01999 3.02 11.01999 5.575 2.555 0.4
Flexural Design for N, M3 and M2
Station D/C Flexural
N
tonf
M2
tonf-m
M3
tonf-m
Top 0.092 S1Y0.3X 916.7815 -259.1855 132.8813
Bottom 0.091 S1Y0.3X 1002.5983 231.577 -348.8219
Shear Design
Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Top Leg 1 0.00054 S1X0.3Y 95.2699 64.6392 41.7194 86.2729 132.2825
Top Leg 2 0.00054 S1Y0.3X 58.0026 28.0166 19.2151 47.7611 72.2343
Top Leg 3 0.00054 S1X0.3Y 226.227 81.5317 70.2809 175.3506 262.8014
Top Leg 4 0.00054 S1Y0.3X 64.2523 6.52 11.3742 52.8714 79.955
Top Leg 5 0.00054 S1Y0.3X 63.7113 5.3324 10.7483 52.7358 79.8194
Top Leg 6 0.00054 S1Y0.3X 61.2976 13.7305 19.9476 52.1265 79.2102

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Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Top Leg 7 0.00054 S1Y0.3X 68.8017 25.1967 44.5544 62.4668 95.8156
Bottom Leg 1 0.00054 S1X0.3Y 109.7577 11.0522 41.7194 89.9692 135.9788
Bottom Leg 2 0.00054 S1Y0.3X 65.7089 17.6152 19.2151 49.6532 74.1264
Bottom Leg 3 0.00054 S1X0.3Y 253.764 115.1891 70.2809 181.9376 269.3885
Bottom Leg 4 0.00054 S1Y0.3X 72.7806 16.6122 11.3742 54.9647 82.0483
Bottom Leg 5 0.00054 S1Y0.3X 72.2396 15.6778 10.7483 54.8342 81.9179
Bottom Leg 6 0.00054 S1Y0.3X 69.8259 28.0339 19.9476 54.2486 81.3322
Bottom Leg 7 0.00054 S1Y0.3X 79.3028 67.7992 44.5544 65.1487 98.4975

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Wall 3

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 Analysis Sheet
ETABS 2016 Shear Wall Design
BS 8110-97 Pier Design
Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF
Story2 P27 7.16608 11.05799 37.60015 0.34216 0.4
Material Properties
Ec (tonf/m²) fcu (tonf/m²) Lt.Wt Factor (Unitless) fy (tonf/m²) fys (tonf/m²)
28000000 3200 1 35000 35000
Design Code Parameters
ɣC ɣS ɣM IPMAX IPMIN PMAX
1.5 1.15 1.25 0.04 0.004 0.8
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
m
Left Y1
m
Right X2
m
Right Y2
m
Length
m
Thickness
m
Top Leg 1 2.45544 9.275 6.44499 9.275 3.98955 0.4
Top Leg 2 6.44499 9.275 6.44499 11.71103 2.43603 0.4
Top Leg 3 16.92924 9.29971 16.92924 11.84971 2.55 0.4
Top Leg 4 8.56503 9.27029 16.92924 9.29971 8.36421 0.14
Top Leg 5 1.3146 11.69942 12.49003 11.72471 11.17546 0.4
Top Leg 6 12.49003 9.27029 12.49003 11.72471 2.45442 0.4
Top Leg 7 1.29499 9.1 1.34499 15.73029 6.63048 0.4
Bottom Leg 1 2.45544 9.275 6.44499 9.275 3.98955 0.4
Bottom Leg 2 6.44499 9.275 6.44499 11.71103 2.43603 0.4
Bottom Leg 3 16.92924 9.29971 16.92924 11.84971 2.55 0.4
Bottom Leg 4 8.56503 9.27029 16.92924 9.29971 8.36421 0.14
Bottom Leg 5 1.3146 11.69942 12.49003 11.72471 11.17546 0.4
Bottom Leg 6 12.49003 9.27029 12.49003 11.72471 2.45442 0.4
Bottom Leg 7 1.29499 9.1 1.34499 15.73029 6.63048 0.4
Flexural Design for N, M3 and M2
Station D/C Flexural
N
tonf
M2
tonf-m
M3
tonf-m
Top 0.697 S3X0.3Y 3548.0346 3421.1309 32116.8211
Bottom 0.775 S3X0.3Y 3639.3927 3825.6459 35333.861
Shear Design
Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Top Leg 1 0.00054 S1X0.3Y 133.3171 169.1295 76.4069 132.6652 184.7383
Top Leg 2 0.00054 S1Y0.3X 276.7657 61.8468 75.5348 122.9543 154.7503
Top Leg 3 0.00098 S1X0.3Y -496.4651 158.9768 61.0142 0 61.0142
Top Leg 4 0.00019 S1X0.3Y -13.4425 61.432 30.8342 59.3358 97.5467
Top Leg 5 0.00216 S3X0.3Y 775.5706 3118.2566 1056.0078 467.8595 1056.0078
Top Leg 6 0.00283 S3X0.3Y -250.7527 67.0073 169.2549 0 169.2549
Top Leg 7 0.00055 S1X0.3Y -465.3548 724.0664 88.3591 0 88.3591
Bottom Leg 1 0.00054 S1X0.3Y 149.7142 317.2535 76.4069 137.026 189.0991

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Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Bottom Leg 2 0.00054 S1Y0.3X 286.7778 130.4311 75.5348 124.7247 156.5206
Bottom Leg 3 0.00098 S1X0.3Y -485.9846 17.2187 61.0142 0 61.0142
Bottom Leg 4 0.00019 S1X0.3Y 5.465 117.5739 30.8342 67.9391 106.15
Bottom Leg 5 0.00214 S3X0.3Y 805.7443 5973.7329 1056.0078 474.294 1056.0078
Bottom Leg 6 0.00283 S3X0.3Y -244.1258 304.2447 169.2549 0 169.2549
Bottom Leg 7 0.00055 S1X0.3Y -438.1036 850.2672 88.3591 0 88.3591
Wall 4
 Moment Diagram from the Seismic Case

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 Analysis Sheet
ETABS 2016 Shear Wall Design
BS 8110-97 Pier Design
Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF
Story4 P24 20.68628 15.445 8.71 0.4 0.426
Material Properties
Ec (tonf/m²) fcu (tonf/m²) Lt.Wt Factor (Unitless) fy (tonf/m²) fys (tonf/m²)
28000000 3200 1 35000 35000
Design Code Parameters
ɣC ɣS ɣM IPMAX IPMIN PMAX
1.5 1.15 1.25 0.04 0.004 0.8
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
m
Left Y1
m
Right X2
m
Right Y2
m
Length
m
Thickness
m
Top Leg 1 20.68628 11.09 20.68628 19.8 8.71 0.4
Bottom Leg 1 20.68628 11.09 20.68628 19.8 8.71 0.4
Flexural Design for N, M3 and M2
Station D/C Flexural
N
tonf
M2
tonf-m
M3
tonf-m
Top 0.282 S1Y0.3X 1067.9459 9.814 -1780.9644
Bottom 0.327 S1Y0.3X 1103.744 -14.0196 -2303.0332
Shear Design
Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Top Leg 1 0.00054 S1Y0.3X 839.9118 1709.1733 198.2101 355.6556 469.3417
Bottom Leg 1 0.00054 S1Y0.3X 875.7099 2136.5904 198.2101 361.7743 475.4604

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Wall 5
 Moment Diagram from the Seismic Case

92. 92
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 Analysis Sheet
ETABS 2016 Shear Wall Design
BS 8110-97 Pier Design
Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF
Story1 P11 -11.63001 2.425 3 0.4 0.447
Material Properties
Ec (tonf/m²) fcu (tonf/m²) Lt.Wt Factor (Unitless) fy (tonf/m²) fys (tonf/m²)
28000000 3200 1 35000 35000
Design Code Parameters
ɣC ɣS ɣM IPMAX IPMIN PMAX
1.5 1.15 1.25 0.04 0.004 0.8
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
m
Left Y1
m
Right X2
m
Right Y2
m
Length
m
Thickness
m
Top Leg 1 -13.13001 2.425 -10.13001 2.425 3 0.4
Bottom Leg 1 -13.13001 2.425 -10.13001 2.425 3 0.4
Flexural Design for N, M3 and M2
Station D/C Flexural
N
tonf
M2
tonf-m
M3
tonf-m
Top 0.412 Ultimate 770.0596 -3.7862 4.1924
Bottom 0.427 S1X0.3Y 646.9977 9.638 190.983
Shear Design
Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Top Leg 1 0.00054 S3X0.3Y 412.6779 82.6015 19.9726 129.9097 169.0668
Bottom Leg 1 0.00054 S3X0.3Y 428.8779 190.1392 19.9726 109.8606 149.0177

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Wall 6
 Moment Diagram from the Seismic Case

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 Analysis sheet
ETABS 2016 Shear Wall Design
BS 8110-97 Pier Design
Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF
Story1 P29 18.73999 4.34971 4 0.4 0.4
Material Properties
Ec (tonf/m²) fcu (tonf/m²) Lt.Wt Factor (Unitless) fy (tonf/m²) fys (tonf/m²)
28000000 3200 1 35000 35000
Design Code Parameters
ɣC ɣS ɣM IPMAX IPMIN PMAX
1.5 1.15 1.25 0.04 0.004 0.8
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
m
Left Y1
m
Right X2
m
Right Y2
m
Length
m
Thickness
m
Top Leg 1 18.73999 2.34971 18.73999 6.34971 4 0.4
Bottom Leg 1 18.73999 2.34971 18.73999 6.34971 4 0.4
Flexural Design for N, M3 and M2
Station D/C Flexural
N
tonf
M2
tonf-m
M3
tonf-m
Top 0.689 Ultimate 1678.199 5.207 -95.9625
Bottom 0.692 Ultimate 1711.799 -2.7554 49.6597
Shear Design
Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Top Leg 1 0.00054 S1Y0.3X 1251.2496 160.7243 57.1618 252.7005 304.91
Bottom Leg 1 0.00054 S1Y0.3X 1284.1296 487.7145 57.1618 255.8133 308.0227

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Graduation Project 2
Wall 7
 Moment Diagram from the Seismic Case

96. 96
Graduation Project 2
 Analysis sheet
ETABS 2016 Shear Wall Design
BS 8110-97 Pier Design
Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF
Story1 P20 8.65924 24.40923 4.85788 0.4 0.421
Material Properties
Ec (tonf/m²) fcu (tonf/m²) Lt.Wt Factor (Unitless) fy (tonf/m²) fys (tonf/m²)
28000000 3200 1 35000 35000
Design Code Parameters
ɣC ɣS ɣM IPMAX IPMIN PMAX
1.5 1.15 1.25 0.04 0.004 0.8
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
m
Left Y1
m
Right X2
m
Right Y2
m
Length
m
Thickness
m
Top Leg 1 8.65924 21.98029 8.65924 26.83817 4.85788 0.4
Bottom Leg 1 8.65924 21.98029 8.65924 26.83817 4.85788 0.4
Flexural Design for N, M3 and M2
Station D/C Flexural
N
tonf
M2
tonf-m
M3
tonf-m
Top 0.342 S1Y0.3X 1015.5083 -7.0796 -609.1876
Bottom 0.397 S1Y0.3X 1055.44 16.9264 831.6626
Shear Design
Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Top Leg 1 0.00054 S1Y0.3X 904.2034 490.8306 60.9664 227.0176 290.4244
Bottom Leg 1 0.00054 S1Y0.3X 944.1351 831.6626 60.9664 226.7295 290.1363

97. 97
Graduation Project 2
Wall 8
 Moment Diagram from the Seismic Case

98. 98
Graduation Project 2
 Analysis Sheet
ETABS 2016 Shear Wall Design
BS 8110-97 Pier Design
Story ID Pier ID Centroid X (m) Centroid Y (m) Length (m) Thickness (m) LLRF
Story1 P18 1.34499 24.77254 5.5845 0.4 0.4
Material Properties
Ec (tonf/m²) fcu (tonf/m²) Lt.Wt Factor (Unitless) fy (tonf/m²) fys (tonf/m²)
21000000 2400 1 35000 35000
Design Code Parameters
ɣC ɣS ɣM IPMAX IPMIN PMAX
1.5 1.15 1.25 0.04 0.004 0.8
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
m
Left Y1
m
Right X2
m
Right Y2
m
Length
m
Thickness
m
Top Leg 1 1.34499 21.98029 1.34499 27.56479 5.5845 0.4
Bottom Leg 1 1.34499 21.98029 1.34499 27.56479 5.5845 0.4
Flexural Design for N, M3 and M2
Station D/C Flexural
N
tonf
M2
tonf-m
M3
tonf-m
Top 0.607 S1Y0.3X 1574.2911 11.2632 -1041.2987
Bottom 0.731 S1Y0.3X 1620.1957 -20.798 1578.4885
Shear Design
Station
Location
ID
Rebar
m²/m
Shear Combo
N
tonf
M
tonf-m
V
tonf
Vc
tonf
Vtotal
tonf
Top Leg 1 0.00054 S1Y0.3X 1451.2101 1011.4962 106.4479 278.409 351.3
Bottom Leg 1 0.00054 S1Y0.3X 1497.1147 1578.4885 106.4479 282.5538 355.4447

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Stairs Design

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101. 101
Graduation Project 2

102. 102
Graduation Project 2

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Earthquakes Checks
Over Turning
 X-Direction
 Y-Direction

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Base shear
Mass Participation Ration

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Torsion (Center of Mass and Rigidity)

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Design of footings:
 Raft on Piles
o Ts=190cm
o Piles Details:
o L.pile=20m
o Pile Capacity=250 ton
o Pile Diameter=60 cm
Reinforcement of Raft
 Bottom Mesh=7T25/m and Top mesh=7T25/m

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o Bottom Reinforcement in X-Direction

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o Bottom Reinforcement in Y-Direction

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o Top Reinforcement in X-Direction

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o Top Reinforcement in Y-Direction