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Challenge

Project 1

AAkshay Thakur3 Jan 2023
BIMCFDDESIGNGISHTML

Design a multi-story Residential Building located in Bangalore using STAAD Pro Connect Edition. The specification must be as follows:

Building floors

G + 6 + R

Plan dimension

B = 25m , L = 16m

Storey Height

h = 3.5m

Soil

Hard soil

Use

Residential Purpose

Safe Bearing Capacity

180 kN/m2

Maximum slab thickness

150mm

Assume suitable sections for structural elements. Follow IS456, IS1893, and IS 875

Aim:

To design a multi-story Residential Building located in Bangalore using STAAD Pro Connect Edition.

Procedure:

Unit weight of the materials

Reinforced Cement Concrete = 25kNmm3">Nmm3Nmm3

Plain Cement Concrete = 24kNmm3">Nmm3Nmm3

Cement Concrete Screed = 20kNmm3">Nmm3Nmm3

Cement Masonry Units = 22kNmm3">Nmm3Nmm3

Structural Steel = 78.5kNmm3">Nmm3Nmm3

Soil = 18kNmm3">Nmm3Nmm3

Dead Load

Floor slab

Slab weight = 3.75kNmm2">Nmm2Nmm2

Partitions = 1.5kNmm2">Nmm2Nmm2

Floor Finish = 2.5kNmm2">Nmm2Nmm2

Miscellaneous = 1kNmm2">Nmm2Nmm2

Total Floor Load = 8.75 kNmm2">Nmm2Nmm2

Roof slab

Slab weight = 3.75kNmm2">Nmm2Nmm2

Insulaions and Water Proofing = 0.5kNmm2">Nmm2Nmm2

MEP Services = 0.5kNmm2">Nmm2Nmm2

Miscellaneous = 0.5kNmm2">Nmm2Nmm2

Total Roof Load = 5.25kNmm2">Nmm2Nmm2

Live Load

Floor slab

Common Corridor = 3kNmm2">Nmm2Nmm2

Total Floor Load = 3kNmm2">Nmm2Nmm2

Roof slab

Accessible Roof = 1.5kNmm2">Nmm2Nmm2

Total Roof Load = 1.5kNmm2">Nmm2

  • Firstly geometry is drawn for the residential building as shown below.
  • the base dimensions and the height are as follows as shown in the figure.
  • Foundation is taken 4.0meter
  • 1.5 meters is taken for the roof
  • now we have to assign the properties
  • Assign the materials to the whole structure
  • Now we will assign the Supports
  • Calculation of Earthquake load
  • Title Calculation of Seismic Load (IS 1893 - Part 1)
    Design Base Shear VB = Ah W kN
    Design Horizontal Acceleration Coefficient
    Ah =
    Zone factor Z = 0.16
    Soil Condition factor , Sa / g
    T =
    Height of building h = 22.5 m
    Base dimension of building Along X = 25 m
    Along Z = 16 m
    T along X = 0.4 s
    T along Z = 0.5 s
    Sa / g = 2.469 1.975
    Response Reduction Factor R = 5
    Importance Factor I = 1
    Horizontal Acceleration Coefficient Ah = 0.039506173
    Ah = 3.950617284 %
    Seismic Weight
    Area of Each floor A = 400 m2
    Due to Dead Loads , Typical Floor DL = 10 kN/m2
    W DL = 4000 kN
    Due to Dead Loads ,Roof DL roof = 8 kN/m2
    ` = 3200 kN
    Due to Live Loads , Typical Floor LL = 4 kN/m2
    W LL = 800 kN
    Due to Live Loads , Roof LL = 1.5 kN/m2
    W LL = 0 kN
    Total Seismic Weight W = 32000 kN
    Design Base Shear VB = 1264.198 kN
    Lateral Force at Different Levels
    Storey level Wi hi Wihi2 ki Lateral Force
    (kN) (m) Qx Qz
    ROOF 4800 22.5 2430000 0.31 394.82 394.82
    6th 4800 21 2116800 0.27 343.93 343.93
    5th 4800 17.5 1470000 0.19 238.84 238.84
    4th 4800 14 940800 0.12 152.86 152.86
    3rd 4800 10.5 529200 0.07 85.98 85.98
    2nd 4800 7 235200 0.03 38.21 38.21
    1st 4800 3.5 58800 0.01 9.55 9.55
    ∑ 7780800 1.00 1264.20 1264.20
  • Dead load of the floors
  • Dead load of roof
  • Live load on floors

  • Calculation of wind load

    Design Wind Speed Vz =Vb k1 k2 k3 k4 m/s

    Basic Wind Speed (Banglore) Vb =33 m/s

    Probability factor k1 = 1

    Terrain factor , Category for k2 =Category 4 B

    Topography factor k3= 1

    Design Wind Pressure Pz=0.6 Vz2

  • Basic Wind Speed Vb = 33 m/s
    Probability factor k1 = 1
    Terrain factor, Category k2 = 4.B
    Topography factor k3 = 1
    Design wind speed Vz = Vb k1 k2 k3 m/s
    Design Wind pressure Pz = 0.6 Vz²
  • Height k2 Vz Pz Pz in kN
    3.5 0.8 26.4 418.176 0.42
    7 0.8 26.4 418.176 0.42
    10.5 0.8 26.4 418.176 0.42
    14 0.8 26.4 418.176 0.42
    17.5 0.8 26.4 418.176 0.42
    21 0.98 32 627.5254 0.63
    22.5 1 33 653.4 0.65
  • Calculation of Dead Load
  • Self-weight of the structure is assgned to the strcture.
  • Now adding the roof load
  • Adding the Live load as the floor load
  • live load - roof
  • Defining the Auto load combinations for the loads
  • Now we will add the analysis command
  • now we have analysed the strcture
  • beam results

Column Results

  • Now we are assigningt he following commands as shown below
  • Open the RCDC
  • Then open the Design Settings
  • Curtailment Settings
  • Beam Details BBS
  • BBS FOR BEAMS
  • Academic license user IN
    CONNECTED USER: Akshay Thakur


    BEAM DESIGN SUMMARY
    Project Name : project 1
    Client Name : skill lync
    Engineer Name : akshay thakur
    Analysis File : C:\Users\Public\Documents\STAAD.Pro CONNECT Edition\practice\PROJECT 1.STD
    Analysis Last Modified : 1/3/2023 11:16:30 AM
    Level Designed : 7.5 m

    Beam No : B1
    Group No : G1
    Analysis Reference(Member) 7.5 m : 114
    Breadth : 250 mm
    Depth : 600 mm
    Concrete Grade : M25 N/sqmm
    Grade Of Steel (Main) : Fe415 N/sqmm
    Grade Of Steel (Shear) : Fe415 N/sqmm
    Cover : 25 mm
    Design Code : IS 456 : 2000 + IS 13920 : 2016
    Beam Type : Regular Beam
    Flexure Design
    Beam Bottom Beam Top
    Left Mid Right Left Mid Right
    Mud (kNm) 38.95 44.08 47.85 115.7 37.55 85.5
    PtClc (%) 0.205 0.205 0.205 0.468 0.205 0.338
    Ast Calc (sqmm) 279.07 279.07 279.07 637.8 279.07 460.45
    Ast Prv (sqmm) 339.3 339.3 339.3 981.74 402.12 628.32
    Reinforcement 3-T12 3-T12 3-T12 2-T25 2-T16 2-T20
    Shear Design
    Left Mid Right
    Vut (kN) 80.99 56.83 70.83
    Asv Torsion (sqmm/m) 201.43 145.26 176
    Asv Reqd (sqmm/m) 276.97 276.97 276.97
    Asv Prv (sqmm/m) 529.16 529.16 529.16
    Reinforcement 2L-T8 @ 190 2L-T8 @ 190 2L-T8 @ 190
    SFR : 2-T8EF
    Beam No : B2
    Group No : G1
    Analysis Reference(Member) 7.5 m : 115
    Breadth : 250 mm
    Depth : 600 mm
    Concrete Grade : M25 N/sqmm
    Grade Of Steel (Main) : Fe415 N/sqmm
    Grade Of Steel (Shear) : Fe415 N/sqmm
    Cover : 25 mm
    Design Code : IS 456 : 2000 + IS 13920 : 2016
    Beam Type : Regular Beam
    Flexure Design
    Beam Bottom Beam Top
    Left Mid Right Left Mid Right
    Mud (kNm) 37.27 34.86 37.56 94.78 26.31 94.23
    PtClc (%) 0.205 0.205 0.205 0.377 0.205 0.375
    Ast Calc (sqmm) 279.07 279.07 279.07 514.01 279.07 510.81
    Ast Prv (sqmm) 339.3 339.3 339.3 628.32 402.12 628.32
    Reinforcement 3-T12 3-T12 3-T12 2-T20 2-T16 2-T20
    Shear Design
    Left Mid Right
    Vut (kN) 63.16 39 62.95
    Asv Reqd (sqmm/m) 276.97 276.97 276.97
    Asv Prv (sqmm/m) 335.13 335.13 335.13
    Reinforcement 2L-T8 @ 300 2L-T8 @ 300 2L-T8 @ 300
    SFR : -
    Beam No : B3
    Group No : G1
    Analysis Reference(Member) 7.5 m : 116
    Breadth : 250 mm
    Depth : 600 mm
    Concrete Grade : M25 N/sqmm
    Grade Of Steel (Main) : Fe415 N/sqmm
    Grade Of Steel (Shear) : Fe415 N/sqmm
    Cover : 25 mm
    Design Code : IS 456 : 2000 + IS 13920 : 2016
    Beam Type : Regular Beam
    Flexure Design
    Beam Bottom Beam Top
    Left Mid Right Left Mid Right
    Mud (kNm) 37.07 34.12 37.07 95.17 26.61 95.17
    PtClc (%) 0.205 0.205 0.205 0.379 0.205 0.379
    Ast Calc (sqmm) 279.07 279.07 279.07 516.28 279.07 516.28
    Ast Prv (sqmm) 339.3 339.3 339.3 628.32 402.12 628.32
    Reinforcement 3-T12 3-T12 3-T12 2-T20 2-T16 2-T20
    Shear Design
    Left Mid Right
    Vut (kN) 63.07 38.91 63.07
    Asv Reqd (sqmm/m) 276.97 276.97 276.97
    Asv Prv (sqmm/m) 335.13 335.13 335.13
    Reinforcement 2L-T8 @ 300 2L-T8 @ 300 2L-T8 @ 300
    SFR : -
    Beam No : B4
    Group No : G1
    Analysis Reference(Member) 7.5 m : 117
    Breadth : 250 mm
    Depth : 600 mm
    Concrete Grade : M25 N/sqmm
    Grade Of Steel (Main) : Fe415 N/sqmm
    Grade Of Steel (Shear) : Fe415 N/sqmm
    Cover : 25 mm
    Design Code : IS 456 : 2000 + IS 13920 : 2016
    Beam Type : Regular Beam
    Flexure Design
    Beam Bottom Beam Top
    Left Mid Right Left Mid Right
    Mud (kNm) 37.56 34.86 37.27 94.23 26.31 94.78
    PtClc (%) 0.205 0.205 0.205 0.375 0.205 0.377
    Ast Calc (sqmm) 279.07 279.07 279.07 510.81 279.07 514.01
    Ast Prv (sqmm) 339.3 339.3 339.3 628.32 402.12 628.32
    Reinforcement 3-T12 3-T12 3-T12 2-T20 2-T16 2-T20
    Shear Design
    Left Mid Right
    Vut (kN) 62.95 39 63.16
    Asv Reqd (sqmm/m) 276.97 276.97 276.97
    Asv Prv (sqmm/m) 335.13 335.13 335.13
    Reinforcement 2L-T8 @ 300 2L-T8 @ 300 2L-T8 @ 300
    SFR : -
    Beam No : B5
    Group No : G1
    Analysis Reference(Member) 7.5 m : 118
    Breadth : 250 mm
    Depth : 600 mm
    Concrete Grade : M25 N/sqmm
    Grade Of Steel (Main) : Fe415 N/sqmm
    Grade Of Steel (Shear) : Fe415 N/sqmm
    Cover : 25 mm
    Design Code : IS 456 : 2000 + IS 13920 : 2016
    Beam Type : Regular Beam
    Flexure Design
    Beam Bottom Beam Top
    Left Mid Right Left Mid Right
    Mud (kNm) 47.85 44.08 38.95 85.5 37.55 115.7
    PtClc (%) 0.205 0.205 0.205 0.338 0.205 0.468
    Ast Calc (sqmm) 279.07 279.07 279.07 460.46 279.07 637.8
    Ast Prv (sqmm) 339.3 339.3 339.3 628.32 402.12 981.74
    Reinforcement 3-T12 3-T12 3-T12 2-T20 2-T16 2-T25
    Shear Design
    Left Mid Right
    Vut (kN) 70.84 56.83 80.99
    Asv Torsion (sqmm/m) 176 145.26 201.43
    Asv Reqd (sqmm/m) 276.97 276.97 276.97
    Asv Prv (sqmm/m) 529.16 529.16 529.16
    Reinforcement 2L-T8 @ 190 2L-T8 @ 190 2L-T8 @ 190
  • COLUMN DESIGN BBS
  • Academic license user IN
    CONNECTED USER: Akshay Thakur


    COLUMN DESIGN SUMMARY
    Project Name : PROJECT 1
    Client Name : Unassigned
    Engineer Name : Unassigned
    Analysis File : C:\Users\Public\Documents\STAAD.Pro CONNECT Edition\practice\PROJECT 1.STD
    Analysis Last Modified : 1/3/2023 11:16:30 AM
    Design Code: IS 456 : 2000 + IS 13920 : 2016
    Load Combinations :
    L/C No Analysis No Load Definition
    1 9 1.5 (LOAD 7: DL) +1.5 (LOAD 8: LL)
    2 10 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) +1.2 (LOAD 5: WLX)
    3 11 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) +1.2 (LOAD 6: WLZ)
    4 12 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) -1.2 (LOAD 5: WLX)
    5 13 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) -1.2 (LOAD 6: WLZ)
    6 14 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) +1.2 (LOAD 1: EQ-X)
    7 15 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) +1.2 (LOAD 2: EQX)
    8 16 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) +1.2 (LOAD 3: EQ-Z)
    9 17 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) +1.2 (LOAD 4: EQZ)
    10 18 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) -1.2 (LOAD 1: EQ-X)
    11 19 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) -1.2 (LOAD 2: EQX)
    12 20 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) -1.2 (LOAD 3: EQ-Z)
    13 21 1.2 (LOAD 7: DL) +1.2 (LOAD 8: LL) -1.2 (LOAD 4: EQZ)
    14 22 1.5 (LOAD 7: DL) +1.5 (LOAD 5: WLX)
    15 23 1.5 (LOAD 7: DL) +1.5 (LOAD 6: WLZ)
    16 24 1.5 (LOAD 7: DL) -1.5 (LOAD 5: WLX)
    17 25 1.5 (LOAD 7: DL) -1.5 (LOAD 6: WLZ)
    18 26 1.5 (LOAD 7: DL) +1.5 (LOAD 1: EQ-X)
    19 27 1.5 (LOAD 7: DL) +1.5 (LOAD 2: EQX)
    20 28 1.5 (LOAD 7: DL) +1.5 (LOAD 3: EQ-Z)
    21 29 1.5 (LOAD 7: DL) +1.5 (LOAD 4: EQZ)
    22 30 1.5 (LOAD 7: DL) -1.5 (LOAD 1: EQ-X)
    23 31 1.5 (LOAD 7: DL) -1.5 (LOAD 2: EQX)
    24 32 1.5 (LOAD 7: DL) -1.5 (LOAD 3: EQ-Z)
    25 33 1.5 (LOAD 7: DL) -1.5 (LOAD 4: EQZ)
    26 34 0.9 (LOAD 7: DL) +1.5 (LOAD 5: WLX)
    27 35 0.9 (LOAD 7: DL) +1.5 (LOAD 6: WLZ)
    28 36 0.9 (LOAD 7: DL) -1.5 (LOAD 5: WLX)
    29 37 0.9 (LOAD 7: DL) -1.5 (LOAD 6: WLZ)
    30 38 0.9 (LOAD 7: DL) +1.5 (LOAD 1: EQ-X)
    31 39 0.9 (LOAD 7: DL) +1.5 (LOAD 2: EQX)
    32 40 0.9 (LOAD 7: DL) +1.5 (LOAD 3: EQ-Z)
    33 41 0.9 (LOAD 7: DL) +1.5 (LOAD 4: EQZ)
    34 42 0.9 (LOAD 7: DL) -1.5 (LOAD 1: EQ-X)
    35 43 0.9 (LOAD 7: DL) -1.5 (LOAD 2: EQX)
    36 44 0.9 (LOAD 7: DL) -1.5 (LOAD 3: EQ-Z)
    37 45 0.9 (LOAD 7: DL) -1.5 (LOAD 4: EQZ)

    Levels : 1. FOUNDATION
    2. 4 m
    3. 7.5 m
    4. 11 m
    5. 14.5 m
    6. 18 m
    7. 21.5 m
    8. 25 m
    9. 26.5 m
    Column/Wall : C1
    FrameType : Non-Ductile
    Level Size (mm) Material LC Analysis LC No P (kN) Mx (kNm) My (kNm) Pt (%) Interaction Ratio Main Reinforcement Links
    1 TO 2 300 X 600 M40 : Fe500 : Fe415 17 25 1106.15 -11.05 -64.89 1.59 1 4-T20 + 8-T16 T8 @ 250
    2 TO 3 300 X 600 M25 : Fe415 : Fe415 17 25 930.81 23.9 57.35 0.5 0.85 8-T12 T8 @ 175
    3 TO 4 300 X 600 M25 : Fe415 : Fe415 17 25 778.45 25.13 56.6 0.5 0.83 8-T12 T8 @ 175
    4 TO 5 300 X 600 M25 : Fe415 : Fe415 24 32 642.58 27.78 55.63 0.5 0.8 8-T12 T8 @ 175
    5 TO 6 300 X 600 M25 : Fe415 : Fe415 24 32 488.56 29.71 53.29 0.5 0.77 8-T12 T8 @ 175
    6 TO 7 300 X 600 M25 : Fe415 : Fe415 24 32 336.32 30.11 49.02 0.5 0.61 8-T12 T8 @ 175
    7 TO 8 300 X 600 M25 : Fe415 : Fe415 24 32 187.97 36.27 39.61 0.5 0.58 8-T12 T8 @ 175
    8 TO 9 300 X 600 M25 : Fe415 : Fe415 1 9 96.3 59.76 41.61 0.5 0.8 8-T12 T8 @ 175
    Column/Wall : C2
    FrameType : Non-Ductile
    Level Size (mm) Material LC Analysis LC No P (kN) Mx (kNm) My (kNm) Pt (%) Interaction Ratio Main Reinforcement Links
    1 TO 2 400 X 600 M40 : Fe500 : Fe415 17 25 1611.33 -1.43 -69.21 0.47 0.97 10-T12 T8 @ 175
    2 TO 3 300 X 600 M25 : Fe415 : Fe415 17 25 1362.7 4.98 71.1 1.24 0.97 10-T16 + 2-T12 T8 @ 175
    3 TO 4 300 X 600 M25 : Fe415 : Fe415 17 25 1140.72 8.94 73.3 1.24 0.94 10-T16 + 2-T12 T8 @ 175
    4 TO 5 300 X 600 M25 : Fe415 : Fe415 24 32 939.25 11.22 74.28 0.95 0.98 4-T16 + 8-T12 T8 @ 175
    5 TO 6 300 X 600 M25 : Fe415 : Fe415 24 32 718.18 13.21 74.21 0.95 0.92 4-T16 + 8-T12 T8 @ 175
    6 TO 7 300 X 600 M25 : Fe415 : Fe415 24 32 499.57 14.16 72.32 0.5 0.86 8-T12 T8 @ 175
    7 TO 8 300 X 600 M25 : Fe415 : Fe415 1 9 353.85 -22.86 -63.51 0.5 0.82 8-T12 T8 @ 175
    8 TO 9 300 X 600 M25 : Fe415 : Fe415 1 9 156.55 15.97 75.65 0.95 0.89 4-T16 + 8-T12 T8 @ 175
  • ADDING FOUNDATION
  • OPEN THE RCDC AGAIN
  • Academic license user IN
    CONNECTED USER: Akshay Thakur


    FOOTING DESIGN SUMMARY
    Project Name : PROJECT 1
    Client Name : Unassigned
    Engineer Name : Unassigned
    Analysis File : C:\Users\Public\Documents\STAAD.Pro CONNECT Edition\practice\PROJECT 1.STD
    Analysis Last Modified : 1/3/2023 11:16:30 AM
    Design Code : IS 456 : 2000 + IS 13920 : 2016

    Footing No: FC1
    Column No: C1 ( 600 x 300 )
    Footing Type: Pad
    Concrete Grade: M40
    Steel Grade: Fe500
    Size (LxBxD) Bot @ L Bot @ B Top @ L Top @ B Shear @ L Shear @ B SFR
    2950x2650x650 25-T10 @ 115 28-T10 @ 110 14-T10 @ 205 15-T10 @ 215 - - -

    Footing No: FC2
    Column No: C2 ( 600 x 300 )
    Footing Type: Pad
    Concrete Grade: M40
    Steel Grade: Fe500
    Size (LxBxD) Bot @ L Bot @ B Top @ L Top @ B Shear @ L Shear @ B SFR
    3700x3400x850 29-T12 @ 125 32-T12 @ 120 23-T10 @ 160 25-T10 @ 155 - - -

    Footing No: FC3
    Column No: C3 ( 600 x 300 )
    Footing Type: Pad
    Concrete Grade: M40
    Steel Grade: Fe500
    Size (LxBxD) Bot @ L Bot @ B Top @ L Top @ B Shear @ L Shear @ B SFR
    3750x3450x850 30-T12 @ 120 34-T12 @ 115 23-T10 @ 160 25-T10 @ 160 - - -

    Footing No: FC4
    Column No: C4 ( 600 x 300 )
    Footing Type: Pad
    Concrete Grade: M40
    Steel Grade: Fe500
    Size (LxBxD) Bot @ L Bot @ B Top @ L Top @ B Shear @ L Shear @ B SFR
    3750x3450x850 30-T12 @ 120 34-T12 @ 115 23-T10 @ 160 25-T10 @ 160 - - -

    Footing No: FC5
    Column No: C5 ( 600 x 300 )
    Footing Type: Pad
    Concrete Grade: M40
    Steel Grade: Fe500
    Size (LxBxD) Bot @ L Bot @ B Top @ L Top @ B Shear @ L Shear @ B SFR
    3700x3400x850 29-T12 @ 125 32-T12 @ 120 23-T10 @ 160 25-T10 @ 155 - - -

    Footing No: FC6
    Column No: C6 ( 600 x 300 )
    Footing Type: Pad
    Concrete Grade: M40
    Steel Grade: Fe500
    Size (LxBxD) Bot @ L Bot @ B Top @ L Top @ B Shear @ L Shear @ B SFR
    2950x2650x650 25-T10 @ 115 28-T10 @ 110 14-T10 @ 205 15-T10 @ 215 - - -
  • Design of slab

Span Shorter Direction (Clear) ly = 3.125.00 m

Span Longer Direction (Clear) lx = 5.500 m

Live Load on the Slab LL= 3.00 kN / m2

Compressive stength of concrete fck = 40 N / mm2

Yield strength of steel fy = 415 N / mm2

Unit weight of concrete Ƴ = 25.00 kN / m3

Unit weight of floor finish 100 mm Ƴ= 22.00 kN / m3

Clear concrete cover =25.00 mm

Bearing of slab B=250.00mm

Step 1

Cl 24.1

Span to effective depth ratio l/d = 32

Minimum effective depth d = 97.66 mm

Overall depth D = 127.66 mm

Provide Overall depth D = 150.00 mm

Dia of bars for short direction Φ=10mm

Dia of bars for long direction Φ = 10 mm

Effective Depth d=120.00mm

Loading on the slab

Dead Load of the slab (DL) 3.75.00kN / m2

Super Dead Load = 5.00 kN / m2

Live Load on the slab=3.00 kN / m2

Total Load on the slab (TL) =12.00kN / m2

Design Load = (Total Load x Load Factor i.e. 1.5) ie 18.00 kN / m2

Effective Span lx = 5.17 m

ly=5.17 m

Ratio ly/lx= 1.000 Two Way

T26/27

1.0 ax 1.10 ay

For negative moments (at top) 0.047 0.047 0.053 0.047

For positive moments (at bottom) 0.035 0.035 0.045 0.035

Step 2

BM per unit width of slab Mx = ax w lx2 My = ay w lx2

For negative moments (at top) 22.60 22.60KN-m/m

For positive moments (at bottom) 16.83 16.83nKN-m/m

Shear force , V 0.5wlx 46.52kN/m

Step 3

To check the effective depth of slab

Mu,lim = 0.138fckbd2

d=63.99 mm

Step 4

Depth of slab for shear force

T20 τc,max =4N/mm2

τc=0.3

Cl 40.2.1 k=1.2D=200mm

τc=0.36 N/mm2

τv=Vu / bd

=0.28N/mm2

τv">τvτv < τc < τc,max

0.28 0.36 4

SAFE

Step 5

Determination of areas of steel

Mu = 0.87fyAstd(1-Astfy/fckbd)

For Negative moments Mu Top = 22.60

Ast = 463.99 mm2/m

For Positive moments Mu Bot = 16.83

Ast = 345.52 mm2/m

Step 5.1

Determination of distribution steel

Astmin =0.12bd

202.8mm2

Step 5.2

Selection of reinforcing bars

Area of bars (Top steel) =113.04mm2

Spacing =244

=240mm

Provide 12mm bars at a spacing 240mm

Area of bars (Bottom steel=113.04mm2

Spacing =327

=300mm

Provide 12mm bars at a spacing 300mm

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