Building Design

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Residential Building

At At Rapti Municipality -08 Rapti Municipality -08

Structural Analysis Report

..

Submitted by: Submitted by: Er. Saunak Sharma Er. Saunak Sharma NEC No. 11273 “CIVIL” NEC No. 11273 “CIVIL”

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Structural

Structural Analysis Analysis Report Report For For Residence Residence of of Anjana Anjana Pathak Pathak Page Page 11

1.

Project DetailProject Detail Name of the Project:

Name of the Project: Residence of Anjana PathakResidence of Anjana Pathak

Location :

Location : Rapti 08Rapti 08

Type

Type of of Building: Building: The The Building Building covers covers a a plinth plinth area area of of Ground Ground floor floor 1125.77 1125.77 sq.ft.sq.ft. The building has been designed for two no of storeys and stair The building has been designed for two no of storeys and stair cover.

cover.

This report has been prepared as a part of the structural engineering analysis and design of This report has been prepared as a part of the structural engineering analysis and design of buildings.

buildings.

Figure 1: Plan Of Building Figure 1: Plan Of Building

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1.2

1.2 Building Design ParametersBuilding Design Parameters

The building consists of a RCC framed structure, which is essentially an assembly of The building consists of a RCC framed structure, which is essentially an assembly of cast-in-situ-concrete beams and columns. Floors and roof consists of cast-in-place concrete slabs. situ-concrete beams and columns. Floors and roof consists of cast-in-place concrete slabs. Lateral load resisting system consists of bare frame elements only and the system has been Lateral load resisting system consists of bare frame elements only and the system has been designed to meet the ductility requirements of IS 13920 - 1993.

designed to meet the ductility requirements of IS 13920 - 1993.

For the design of the building, the Nepal Standard criteria for earthquake resistant NBC 105: For the design of the building, the Nepal Standard criteria for earthquake resistant NBC 105: 1994 have been referred to. All other factors related with the seismic design were also adopted 1994 have been referred to. All other factors related with the seismic design were also adopted as for Chitwan District of NBC 105:1994 and soil performance factor is based on the relevant as for Chitwan District of NBC 105:1994 and soil performance factor is based on the relevant NBC code 105 NBC code 105 1.3 1.3 MaterialsMaterials 1.3.1 1.3.1 ConcreteConcrete

Concrete is to conform to IS 456: Structural use of concrete. Unless noted otherwise Concrete is to conform to IS 456: Structural use of concrete. Unless noted otherwise concrete is to be normal-weight, with a typical dry density of 2400 kg/m3. Concrete is to concrete is to be normal-weight, with a typical dry density of 2400 kg/m3. Concrete is to achieve the 28-day cube strength as 20 N/mm2and 25 N/mm2.

achieve the 28-day cube strength as 20 N/mm2and 25 N/mm2. 1.3.2

1.3.2 ReinforcementReinforcement

Reinforcement bars are to be in accordance with IS 456: specification for carbon steel Reinforcement bars are to be in accordance with IS 456: specification for carbon steel bars for the reinforcement of

bars for the reinforcement of concrete is to be in accordance with IS 1786: speconcrete is to be in accordance with IS 1786: specificationcification for high deformed steel bars for the reinforcement of concrete.

for high deformed steel bars for the reinforcement of concrete.

The following design strengths are to be used for the design of concrete and The following design strengths are to be used for the design of concrete and reinforcement.

reinforcement. Grade

Grade of of Concrete Concrete : : M20M20 Grade

Grade of of steel steel : : High High Yield Yield Fe Fe 500 500 N/mmN/mm22

1.4

1.4 Load CalculationsLoad Calculations

1.4.1

1.4.1 Dead LoadDead Load

Dead loads are calculated on the basis of unit weights of the specified construction Dead loads are calculated on the basis of unit weights of the specified construction materials in accordance with NBC 102:1994.

materials in accordance with NBC 102:1994. Reinforced concrete: 25 KN / m

Reinforced concrete: 25 KN / m33 Brick work with plaster: 19.2 KN/m Brick work with plaster: 19.2 KN/m33 Sand/ cement screed: 20 KN/m Sand/ cement screed: 20 KN/m22

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Structural

Structural Analysis Analysis Report Report For For Residence Residence of of Anjana Anjana Pathak Pathak Page Page 55 1.4.3

1.4.3 Live LoadsLive Loads

The Live Load for building has been adopted as given NBC 103:1994 Loads for bus The Live Load for building has been adopted as given NBC 103:1994 Loads for businessiness and residential buildings.

and residential buildings. Room

Room 2 2 kN/mkN/m22

For

For passage, passage, staircase, staircase, balconies balconies 3 3 kN/mkN/m22 For

For terrace terrace 1.5 1.5 kN kN / / mm22 1.4.4

1.4.4 Seismic LoadsSeismic Loads

Lateral Seismic Load is computed as per NBC 105: 1994 Lateral Seismic Load is computed as per NBC 105: 1994 The design base shear is computed as follows:

The design base shear is computed as follows: VB

VB = = Cd Cd * * W W W=Seismic W=Seismic weight weight of of the the buildingbuilding Cd=CZIK = 0.0792

Cd=CZIK = 0.0792 Where,

Where, Z

Z = = Zone Zone factor factor = = 1.01.0 I

I = = Importance Importance factor factor = = 1.01.0 K

K = = Structural Structural performance performance factor factor = = 0.990.99 C

C = = Basic Basic seismic seismic coefficient coefficient =0.08=0.08 T

T = = Natural Natural time time periodperiod

ETABS utilizes the following procedure to generate the lateral seismic loads. ETABS utilizes the following procedure to generate the lateral seismic loads.



 User provides seismic zone co-efficient and desired seismic loadUser provides seismic zone co-efficient and desired seismic load

command. command.



 The structural period (T) is calculated manually and input in the software.The structural period (T) is calculated manually and input in the software. 

 W is obtained from the weight data provided by the user.W is obtained from the weight data provided by the user.

The total lateral seismic load (base shear) is then distributed by the program The total lateral seismic load (base shear) is then distributed by the program among different levels of the structure

among different levels of the structure



Load parameter

a.

a. Dead Load :- as per NBC 102:1994Dead Load :- as per NBC 102:1994 b.

b. Live Load :- as per NBC 103:1994Live Load :- as per NBC 103:1994 c.

c. Seismic Load: -as per NBC 105: 1994.Seismic Load: -as per NBC 105: 1994. 1.

1. Zone Factor :- 1Zone Factor :- 1 2.

2. Importance Factor :-1.00Importance Factor :-1.00 3.

3. Fundamental Time Period = 0.06*11.1252^0.75 = 0.365secFundamental Time Period = 0.06*11.1252^0.75 = 0.365sec 4.

4. Response Reduction Factor :-5Response Reduction Factor :-5 5.

5. Seismic Coefficient (Ah ) :- 0.0792Seismic Coefficient (Ah ) :- 0.0792 6.

6. Soil Type : IISoil Type : II 7.

7. Damping :-0.05Damping :-0.05



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

 Load combination: NBC 105: 1994Load combination: NBC 105: 1994 

 Concrete design Code : IS 456 : 2000Concrete design Code : IS 456 : 2000 

 Ductile Detailing Code: IS 13920: 1993Ductile Detailing Code: IS 13920: 1993 

 Concrete Grade : M20Concrete Grade : M20 

 Reinforcement Grade : Fe500Reinforcement Grade : Fe500

Table 1: Auto Seismic - NBC 105: 1994 Table 1: Auto Seismic - NBC 105: 1994

1.5

1.5 Load CombinationLoad Combination

The load combination has been taken as given NBC 105: 1994. The said code has recommen The load combination has been taken as given NBC 105: 1994. The said code has recommendedded the following load combination

the following load combination

  DL +1.3 LL ±1.25 EQDL +1.3 LL ±1.25 EQ   0.9DL ± 1.25EQ0.9DL ± 1.25EQ   DL ±1.25 EQDL ±1.25 EQ Design Assumptions Design Assumptions Concrete

Concrete Grade, Grade, M20 M20 fck fck = = 20 20 MPaMPa Steel

Steel Grade, Grade, Fe Fe 500 500 fy fy = = 500 500 MPa MPa for for allall

The concrete has been designed using limit state method based on IS 456 –2000. The detailing The concrete has been designed using limit state method based on IS 456 –2000. The detailing of reinforcement has been based on IS 13920 –1993 and where require

of reinforcement has been based on IS 13920 –1993 and where required Uniform Building Coded Uniform Building Code of USA has been also referred to for detailing of reinforcement.

of USA has been also referred to for detailing of reinforcement.

The design has been based on the most critical load combination mentioned above. The design has been based on the most critical load combination mentioned above.

For the above loads and load combinations, the design of beams and columns is carried out by For the above loads and load combinations, the design of beams and columns is carried out by the ETABS.

the ETABS.

Seismic CoefficientMethod of Analysis was performed using NBC 105: 1994code. The design Seismic CoefficientMethod of Analysis was performed using NBC 105: 1994code. The design base shear was compared with bas

base shear was compared with base shear computed using fundamental period.e shear computed using fundamental period. Load

Load case

case Dir. Dir. Coeff. (%)Coeff. (%)DampingDamping CoeffCoeff_Used_Used TypeTypeSoilSoil ImportanceImportancefactor, (I)factor, (I) Seismic weightSeismic weight(kN)(kN) Base ShearBase Shear(kN)(kN)

EQ

EQX X X X 5 5 0.0.07907922 II II 1.0 1.0 383853.53.525218 18 30305.5.19819899 EQ

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Structural

2.

2. Structural AnalysisStructural Analysis

The analysis and design have been carried out using software called ETABS v16.0.3, which is The analysis and design have been carried out using software called ETABS v16.0.3, which is a special purpose computer program developed specifically for building structures. It provides a special purpose computer program developed specifically for building structures. It provides the Structural Engineer with all the tools necessary to create, modify, analyze, design, and the Structural Engineer with all the tools necessary to create, modify, analyze, design, and optimize the structural elements in a building model. The building geometry based on optimize the structural elements in a building model. The building geometry based on architectural drawings been generated using above named software. The dead load, live load architectural drawings been generated using above named software. The dead load, live load and lateral loads were supplied to the digital models as per standard code of practices. Several and lateral loads were supplied to the digital models as per standard code of practices. Several analysis run were performed to achieve the best result to meet the design and service analysis run were performed to achieve the best result to meet the design and service requirements.

requirements.

For the analysis, following loading parameters were considered: For the analysis, following loading parameters were considered:

i.i. Self-weight of the frames and slabsSelf-weight of the frames and slabs ii.

ii. Floor finishing dead loadsFloor finishing dead loads iii.

iii. Fixed wall loads as per architectural drawingsFixed wall loads as per architectural drawings iv.

iv. Staircase loadStaircase load v.

v. Partition wall loads as per architectural drawings only.Partition wall loads as per architectural drawings only. vi.

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2.1

2.1 3D modeling of the building3D modeling of the building i.i. 3D model of the building3D model of the building ii.

ii. Plan of the buildingPlan of the building iii.

iii. Elevation of the buildingElevation of the building

Figure 2: 3D Modeling of the building Figure 2: 3D Modeling of the building

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Structural

Structural Analysis Analysis Report Report For For Residence Residence of of Anjana Anjana Pathak Pathak Page Page 99 Figure 3: Plan of the building

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Figure 4: Elevation of the building Figure 4: Elevation of the building

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Structural

Structural Analysis Analysis Report Report For For Residence Residence of of Anjana Anjana Pathak Pathak Page Page 1111 Table 2: Modal Participating Mass Ratios:

Table 2: Modal Participating Mass Ratios:

Case

Case Mode Mode Period Period UX UX UYUY

Sum Sum UX UX Sum Sum UY UY sec sec Modal Modal 1 1 0.721 0.721 0.0084 0.0084 0.7749 0.7749 0.0084 0.0084 0.77490.7749 Modal Modal 2 2 0.649 0.649 0.6772 0.6772 0.0482 0.0482 0.6856 0.6856 0.82310.8231 Modal Modal 3 3 0.616 0.616 0.1908 0.1908 0.0518 0.0518 0.8763 0.8763 0.87490.8749 Modal 4 Modal 4 0.225 0.225 0.0001 0.0001 0.02 0.02 0.8764 0.8764 0.89480.8948 Modal Modal 5 5 0.201 0.201 0.0145 0.0145 0.0001 0.0001 0.8909 0.8909 0.89490.8949 Moda Modal l 6 6 0.169 0.169 0.0003 0.0003 0.00000.00003643 3643 0.8912 0.8912 0.89490.8949 Mod Modal al 7 7 0.10.155 55 0.00.0000000041904196 6 0.00.0057 057 0.80.8912 912 0.90.9006006 Modal Modal 8 8 0.152 0.152 0.0046 0.0046 0.0001 0.0001 0.8958 0.8958 0.90070.9007 Moda Modal l 9 9 0.135 0.135 0.0009 0.0009 0.00000.00000252 0252 0.8966 0.8966 0.90070.9007 Modal 10 Modal 10 0.088 0.088 0.0369 0.0369 0.0428 0.0428 0.9335 0.9335 0.94350.9435 Modal 11 Modal 11 0.085 0.085 0.0487 0.0487 0.0509 0.0509 0.9822 0.9822 0.99440.9944 Modal Modal 12 12 0.077 0.077 0.0178 0.0178 0.0056 0.0056 1 1 11

Table 3: Centers of Mass and Rigi Table 3: Centers of Mass and Rigiditydity

Story

Story Diaphragm Diaphragm MasMass s X X Mass Mass Y Y XCCM XCCM YCCM YCCM XCR XCR YCRYCR kg kg kg kg m m m m m m mm GF D1 GF D1 72412.66 72412.66 72412.66 72412.66 6.1623 6.1623 8.0706 8.0706 6.5962 6.5962 8.59518.5951 1F D2 1F D2 99874.71 99874.71 99874.71 99874.71 6.447 6.447 8.2949 8.2949 6.6853 6.6853 8.60628.6062 2F D3 2F D3 53068.54 53068.54 53068.54 53068.54 6.5994 6.5994 8.3399 8.3399 6.8732 6.8732 8.59588.5958 TOP D4 TOP D4 9022.15 9022.15 9022.15 9022.15 5.588 5.588 6.2484 6.2484 5.8216 5.8216 6.43816.4381

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Figure 5: Story Displacement along X-Direction Figure 5: Story Displacement along X-Direction

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Structural

Structural Analysis Analysis Report Report For For Residence Residence of of Anjana Anjana Pathak Pathak Page Page 1313 Figure 7: Story Drift along X-Direction

Figure 7: Story Drift along X-Direction

Figure 8: Story Drift along Y-Direction Figure 8: Story Drift along Y-Direction

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Figure 9: Bending Moment along grid B-B Figure 9: Bending Moment along grid B-B

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Structural

3.

3. Design of Elements:Design of Elements:

The design of all structural elements is done using ‘Limit State Method’. All relevant Limit The design of all structural elements is done using ‘Limit State Method’. All relevant Limit State is considered in design to ensure adequate safety and serviceability. The design includes State is considered in design to ensure adequate safety and serviceability. The design includes design for durability, construction and use in service should be considered as a whole. The design for durability, construction and use in service should be considered as a whole. The realization of design objectives requires compliance with clearly defined standards for realization of design objectives requires compliance with clearly defined standards for materials, production, workmanship, and also maintenance and use of structure in service. materials, production, workmanship, and also maintenance and use of structure in service. This section includes all the design process of sample calculation for a single element as This section includes all the design process of sample calculation for a single element as column, beam, slab and foundation.

column, beam, slab and foundation.

Figure 11: Reinforcement along grid B-B Figure 11: Reinforcement along grid B-B

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Figure 12: Reinforcement along grid 3-3 Figure 12: Reinforcement along grid 3-3

ETABS 2016 Concrete Frame Design ETABS 2016 Concrete Frame Design

IS 456:2000 Column Section Design IS 456:2000 Column Section Design

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Structural

Column Element

Column Element Details Details Type: Ductile Type: Ductile Frame Frame (Summary)(Summary) Level

Level Element Element Unique Unique Name Name Section Section ID ID Combo ID Combo ID Station Station Loc Loc Length Length (mm) (mm) LLRFLLRF

1F

1F C29 C29 45 45 C-12X12 C-12X12 0.9DL+1.25EQX 0.9DL+1.25EQX 0 0 3200.4 3200.4 0.7730.773

Section Properties Section Properties b

b (mm) (mm) h h (mm) (mm) dc (mm) dc (mm) Cover Cover (Torsion) (Torsion) (mm)(mm)

304.8

304.8 304.8 304.8 58 58 3030

Material Properties Material Properties E

Ecc(MPa) (MPa) f f ckck(MPa) (MPa) Lt.Wt Factor Lt.Wt Factor (Unitless) (Unitless) f f yy(MPa) (MPa) f f ysys (MPa) (MPa)

22360.68

22360.68 20 20 1 1 500 500 500500

Design Code Parameters Design Code Parameters

ɣ

ɣCC ɣɣSS

1.5 1.15 1.5 1.15

Axial Force and Biaxial Moment Design For P

Axial Force and Biaxial Moment Design For Puu , M , Mu2u2 , M , Mu3u3

Design P Design Puu kN kN Design M Design Mu2u2 kN-m kN-m Design M Design Mu3u3 kN-m kN-m Minimum M Minimum M22 kN-m kN-m Minimum M Minimum M33 kN-m kN-m Rebar Area Rebar Area mm mm²² Rebar % Rebar % % % 221.6137 221.6137 -4.4323 -4.4323 44.797 44.797 4.4323 4.4323 4.4323 4.4323 763 763 0.820.82

Axial Force and Biaxial Moment Factors Axial Force and Biaxial Moment Factors K Factor K Factor Unitless Unitless Length Length mm mm Initial Moment Initial Moment kN-m kN-m Additional Moment Additional Moment kN-m kN-m Minimum Moment Minimum Moment kN-m kN-m Major

Major Bend(M3) Bend(M3) 0.738645 0.738645 2844.8 2844.8 17.9188 17.9188 0 0 4.43234.4323 Minor

Minor Bend(M2) Bend(M2) 0.834255 0.834255 2844.8 2844.8 -1.579 -1.579 0 0 4.43234.4323

Shear Design for V Shear Design for Vu2u2 , V , Vu3u3

Shear V Shear Vuu kN kN Shear V Shear Vcc kN kN Shear V Shear Vss kN kN Shear V Shear Vpp kN kN Rebar A Rebar Asvsv /s /s mm mm²² /m /m Major, V Major, Vu2u2 31.0194 31.0194 49.2594 49.2594 30.0901 30.0901 23.2253 23.2253 337.85337.85 Minor, V Minor, Vu3u3 28.4325 28.4325 49.2594 49.2594 30.0901 30.0901 28.4325 28.4325 337.85337.85

Joint Shear Check/Design Joint Shear Check/Design Joint Shear Joint Shear Force Force kN kN Shear Shear V VTopTop kN kN Shear Shear V Vu,Totu,Tot kN kN Shear Shear V Vcc kN kN Joint Joint Area Area cm cm²² Shear Shear Ratio Ratio Unitless Unitless Major Shear, V

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Joint Shear Joint Shear Force Force kN kN Shear Shear V VTopTop kN kN Shear Shear V Vu,Totu,Tot kN kN Shear Shear V Vcc kN kN Joint Joint Area Area cm cm²² Shear Shear Ratio Ratio Unitless Unitless Minor Shear, V

Minor Shear, Vu3u3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/AN/A

(1.1) Beam/Column Capacity Ratio (1.1) Beam/Column Capacity Ratio

Major

Major Ratio Ratio Minor Minor RatioRatio

N/A N/A N/A N/A

Additional Moment Reduction Factor k (IS 39.7.1.1) Additional Moment Reduction Factor k (IS 39.7.1.1) A Agg cm cm²² A Ascsc cm cm²² P Puzuz kN kN P Pbb kN kN P Puu kN kN k k Unitless Unitless 929 929 7.6 7.6 1122.2153 1122.2153 302.9558 302.9558 221.6137 221.6137 11

Additional Moment (IS 39.7.1) Additional Moment (IS 39.7.1) Consider Consider M Maa Length Length Factor Factor Section Section Depth (mm) Depth (mm) KL/Depth KL/Depth Ratio Ratio KL/Depth KL/Depth Limit Limit KL/Depth KL/Depth Exceeded Exceeded M Maa Moment (kN-m) Moment (kN-m) Major Bending (M

Major Bending (M33) ) Yes Yes 0.889 0.889 304.8 304.8 6.894 6.894 12 12 No No 00

Minor Bending (M

Minor Bending (M22) ) Yes Yes 0.889 0.889 304.8 304.8 7.786 7.786 12 12 No No 00

Notes: Notes:

N/A: Not Applicable N/A: Not Applicable N/C: Not Calculated N/C: Not Calculated N/N: Not Needed N/N: Not Needed

ETABS 2016 Concrete Frame Design ETABS 2016 Concrete Frame Design

IS 456:2000 Beam Section Design (Envelope) IS 456:2000 Beam Section Design (Envelope)

Beam Element Details Beam Element Details Level

Level Element Element Unique Unique Name Name Section Section ID ID Length Length (mm) (mm) LLRFLLRF

1F

1F B94 B94 63 63 B-9X14 B-9X14 4089.4 4089.4 11

Section Properties Section Properties

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Structural

ɣ

ɣCC ɣɣSS

1.5 1.15 1.5 1.15

Flexural Reinforcement for Major Axis Moment, M Flexural Reinforcement for Major Axis Moment, Mu3u3

End-I End-I Rebar Area Rebar Area mm mm²² End-I End-I Rebar Rebar % % Middle Middle Rebar Area Rebar Area mm mm²² Middle Middle Rebar Rebar % % End-J End-J Rebar Area Rebar Area mm mm²² End-J End-J Rebar Rebar % % Top

Top (+2 (+2 Axis) Axis) 218 218 0.27 0.27 174 174 0.21 0.21 209 209 0.260.26 Bot

Bot (-2 (-2 Axis) Axis) 174 174 0.21 0.21 174 174 0.21 0.21 174 174 0.210.21

Flexural Design Moment, M Flexural Design Moment, Mu3u3

End-I End-I Design M Design Muu kN-m kN-m End-I End-I Station Loc Station Loc mm mm Middle Middle Design M Design Muu kN-m kN-m Middle Middle Station Loc Station Loc mm mm End-J End-J Design M Design Muu kN-m kN-m End-J End-J Station Loc Station Loc mm mm Top

Top (+2 (+2 Axis) Axis) -32.2226 -32.2226 152.4 152.4 0 0 2726.3 2726.3 -30.963 -30.963 39373937 Combo

Combo DL+1.3LL-1.25EQX DL+1.3LL-1.25EQX 0.9DL-1.25EQY 0.9DL-1.25EQY DL+1.3LL+1.25EQXDL+1.3LL+1.25EQX Bot

Bot (-2 (-2 Axis) Axis) 5.9088 5.9088 1022.4 1022.4 7.0603 7.0603 2726.3 2726.3 0 0 39373937 Combo

Combo 0.9DL-1.25EQY 0.9DL-1.25EQY 0.9DL-1.25EQY 0.9DL-1.25EQY 0.9DL-1.25EQY0.9DL-1.25EQY

Shear Reinforcement for Major Shear, V Shear Reinforcement for Major Shear, Vu2u2

End-I End-I Rebar A Rebar Asvsv /s /s mm mm²² /m /m Middle Middle Rebar A Rebar Asvsv /s /s mm mm²² /m /m End-J End-J Rebar A Rebar Asvsv /s /s mm mm²² /m /m 507.64 507.64 253.39 253.39 426.9426.9

Design Shear Force for Major Shear, V Design Shear Force for Major Shear, Vu2u2

End-I End-I Design V Design Vuu kN kN End-I End-I Station Loc Station Loc mm mm Middle Middle Design V Design Vuu kN kN Middle Middle Station Loc Station Loc mm mm End-J End-J Design V Design Vuu kN kN End-J End-J Station Loc Station Loc mm mm 48.8389 48.8389 152.4 152.4 0.0259 0.0259 2726.3 2726.3 47.771 47.771 39373937 DL+1.3LL-1.25EQY 0.9DL-1.25EQY DL+1.3LL-1.25EQY

DL+1.3LL-1.25EQY 0.9DL-1.25EQY DL+1.3LL-1.25EQY

Torsion Reinforcement Torsion Reinforcement Shear Shear Rebar A Rebar Asvtsvt /s /s mm mm²² /m /m 369.23 369.23

Design Torsion Force Design Torsion Force Design T Design Tuu kN-m kN-m Station Loc Station Loc mm mm Design T Design Tuu kN-m kN-m Station Loc Station Loc mm mm 5.6101 152.4 5.6101 1022.4 5.6101 152.4 5.6101 1022.4 DL+1.3LL-1.25EQY DL+1.3LL-1.25EQY DL+1.3LL-1.25EQY DL+1.3LL-1.25EQY

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Structural

Structural Analysis Analysis Report Report For For Residence Residence of of Anjana Anjana Pathak Pathak Page Page 2121 Figure 14: Beam column Capacity ratio

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Figure 15: Beam column Capacity ratio Figure 15: Beam column Capacity ratio

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Structural

3.1.1 Sample Design of FootingSample Design of Footing

ISOLATED ISOLATED FOOTING FOOTING F Fck ck Fy Fy Df Df ppalwalw ytyt Provided footing Provided footing size size d0 d0 20 20 500 500 1.83 1.83 150 150 16 16 200200 ID

ID Pu Pu Mux Mux Muy Muy Bc Bc DcDc

Req. Req. A L A L B B L L B B S S dd Bar Bar dia

dia Spacing Spacing Check Check forfor (kN) (kN) (kN-M) M) (kN-M) M) (mm) (mm) (mm) (mm) (M(M22₎₎ _(Ft)_(Ft) _(Ft)_{(Ft) (Ft)}_(Ft) _(Ft)_(Ft_{) (kN/M}_(kN/M22₎_{) (mm)}_(mm) _(mm)_(mm) _cm_{cm c/c}_c/c _s_s _Shear_Shear 103 103 309309 4.4032 4.4032 3.26413.2641 330000 330000 11..9977 44..6611 44..6611 5.00 5.005.00 5.00 140.7140.7 350350 12 12 15.015.0 OOKK OOK K 104 104 268268 ‐0.013 ‐0.013 ‐1.694‐1.694 330000 330000 11..7711 44..2299 44..2299 5.00 5.005.00 5.00 115.4115.4 350350 12 12 15.015.0 OOKK OOK K 105 105 274274 ‐0.211 ‐0.211 1.06661.0666 330000 330000 11..7744 44..3333 44..3333 5.00 5.005.00 5.00 119.6119.6 350350 12 12 15.015.0 OOKK OOK K 106 106 226226 ‐0.071 ‐0.071 ‐2.544‐2.544 330000 330000 11..4444 33..9933 33..9933 5.00 5.005.00 5.00 97.197.1 350350 12 12 15.015.0 OOKK OOK K 107 107 336336 ‐1.412 ‐1.412 3.01863.0186 330000 330000 22..1144 44..8800 44..8800 6.00 6.006.00 6.00 103.5103.5 350350 12 12 15.015.0 OOKK OOK K 108 108 450450 2.3969 2.3969 1.68621.6862 330000 330000 22..8877 55..5566 55..5566 6.00 6.006.00 6.00 136.9136.9 350350 12 12 15.015.0 OOKK OOK K 109 109 353353 ‐1.645 ‐1.645 ‐1.709‐1.709 330000 330000 22..2255 44..9922 44..9922 6.00 6.006.00 6.00 103.8103.8 350350 12 12 15.015.0 OOKK OOK K 110 110 454454 2.3283 2.3283 ‐1.768‐1.768 330000 330000 22..8899 55..5588 55..5588 6.00 6.006.00 6.00 137.9137.9 350350 12 12 15.015.0 OOKK OOK K 111 111 305305 ‐3.583 ‐3.583 ‐3.356‐3.356 330000 330000 11..9944 44..5577 44..5577 5.00 5.005.00 5.00 125.5125.5 350350 12 12 15.015.0 OOKK OOK K 112 112 328328 3.1037 3.1037 ‐1.175‐1.175 330000 330000 22..0099 44..7744 44..7744 5.00 5.005.00 5.00 146.4146.4 350350 12 12 15.015.0 OOKK OOK K 113 113 235235 ‐0.179 ‐0.179 2.03542.0354 330000 330000 11..5500 44..0011 44..0011 5.00 5.005.00 5.00 104.6104.6 350350 12 12 15.015.0 OOKK OOK K 114 114 326326 ‐3.179 ‐3.179 1.23341.2334 330000 330000 22..0088 44..7733 44..7733 5.00 5.005.00 5.00 142.4142.4 350350 12 12 15.015.0 OOKK OOK K 115 115 179179 ‐1.453 ‐1.453 ‐0.471‐0.471 330000 330000 11..1144 33..5500 33..5500 4.00 4.004.00 4.00 118.7118.7 350350 12 12 15.015.0 OOKK OOK K 116 116 174174 1.562 1.562 ‐0.255‐0.255 330000 330000 11..1111 33..4455 33..4455 4.00 4.004.00 4.00 122.3122.3 350350 12 12 15.015.0 OOKK OOK K Isolated Footing Isolated Footing Fck Fck = = 2020 Fy Fy = = 500500 D

Deepptth h oof f FFoouunnddaattiioon n ((DDff) ) = = 11..5522 mm A

Alllloowwaabblle e ssooiil l pprreessssuurre e ((PPaallww) ) = = 115500 KKNN//mm22

yt 16

Effective

Effective cover cover (d') (d') = = 5050

d0

d0 = = 200200

MODEL

MODEL NODE NODE 103103

Pu

Pu From From Model Model 309.38309.38

Pu

Pu (KN) (KN) 340.31340.31

Mux

Mux (from (from model) model) 4.4032 4.4032 KN-mKN-m

Muy

Muy (from (from model) model) 3.2641 3.2641 KN-mKN-m

Width

Width of of column column (Bc) (Bc) 300 300 mmmm

Depth

Depth of of column column (Dc) (Dc) 300 300 mmmm

Required

Required Area Area 2.03 2.03 m2m2

Required

(25)

Required

Required Breadth Breadth 4.67 4.67 ftft

Provided Provided Length

Length of of Foundation Foundation (Lf) (Lf) 5.00 5.00 ftft Breadth

Breadth of of Foundation(Bf) Foundation(Bf) 5.00 5.00 ftft

Actual

Actual Bearing Bearing Capacity Capacity (S) (S) 154.00 154.00 KN/m2KN/m2

BM/M 28.84

Effective depth according to moment (d

Effective depth according to moment (dM)M) 82.80 82.80 mmmm

Assumed

Assumed Deptrh Deptrh (D) (D) 350.00 350.00 mmmm

Bar

Bar dia dia 12 12 mmmm

Spacing

Spacing 26.93 26.93 cm cm c/cc/c

Ast

Ast 4.20 4.20 (cm(cm22_)/M_)/M

Effective

Effective depth depth due due to to tapper tapper section section (d) (d) 263.23 263.23 (mm)(mm) p2 p2 152.07 152.07 KN/m2KN/m2 p3 p3 154.00 154.00 KN/m2KN/m2 BM2 28.48 BM2 28.48 BM3 28.84 BM3 28.84 K 40.00 K 40.00

percentage of tension steel (p

percentage of tension steel (pt %) t %) 0.160.16

One way shear One way shear

Vu 81.84

Shear

Shear strength strength of of M20 M20 concrete concrete (Tc>) (Tc>) 0.30 0.30 N/mm2N/mm2 Shear

Shear Stress Stress (Tv) (Tv) 0.20 0.20 N/mm2N/mm2

Tc>Tv OK Tc>Tv OK

Two Way shear Two Way shear

Vu 308.80

Perimeter

Perimeter (b0) (b0) 2.25 2.25 mm

Shear

Shear strength strength of of concrete concrete (Tc' (Tc' >) >) 1.12 1.12 N/mm2N/mm2 Shear

Shear Stress Stress (Tv) (Tv) 0.52 0.52 N/mm2N/mm2

Tc'>Tv OK Tc'>Tv OK Description size(ft) Description size(ft) DD F1 F1 L L BB (inch)(inch) 55..0000 55..000 0 1155..0000 d/2

d/2 d0 d0 dia dia spacingspacing

(26)

Structural

3.1.2 Slab DesignSlab Design

SLAB DESIGN

1.

1. DESIGNDESIGN DATADATA

L

Loonnggeer r SSppaan n oof f tthhe e ccrriittiiccaal l SSllaab b ((LLyy) ) == 44..2266 mm SShhoorrtteer r SSppaan n oof f tthhe e ccrriittiiccaal l SSllaab b ((LLxx))== 33..9988 mm G

Grraadde e oof f CCoonnccrreette e uusseed d ((σσcckk) ) == 2200 NN//mmmm22 W

Wiiddtth h oof f ssllaabb, , b b = = 11000000 mmmm G

Grraadde e oof f sstteeeel l uusseed d ((σσyy) ) = = 550000 NN//mmmm22 U

Unniit t wweeiigghht t oof f MMaarrbbllee= = 2277 kkNN//mm33 U

Unniit t wweeiigghht t oof f ssccrreeeed d = = 2200..44 kkNN//mm33 U

Unniit t wweeiigghht t oof f ppllaasstteer r = = 2200..44 kkNN//mm33 T

Thhiicckknneesss s oof f ssccrreeeed d = = 2255 mmmm T

Thhiicckknneesss s oof f ppllaasstteer r = = 1122..55 mmmm A

Assssuumme e TThhiicckknneesss s oof f ssllaab b ((DD) ) == 112255 mmmm E

Effffeeccttiivve e ddeepptth h oof f ssllaab b dd= = 110055 mmmm

2.

2. BENDINGBENDING MOMENTMOMENT COEFFICIENTCOEFFICIENT

Type of slab Panal =

Type of slab Panal = 22 AdjescentAdjescent EdgeEdge DiscontinousDiscontinous

Aspect Ratio of the slab Considered Ly/Lx Aspect Ratio of the slab Considered Ly/Lx

== 1.0701.070 3030

B

Beennddiinng g MMoommeennt t CCooeeffffiicciieennt t ffoor r 11..00 ffoor r 11..1 1 ffoor r 11..007700 C

Cooeefff f ffoor r --vve e mmoommeenntt, , ββx x = = 00..00447700 00..0055330 0 00..005511 C

Cooeefff f ffoor r ++vve e mmoommeenntt, , ββx x = = 00..00335500 00..0044000 0 00..003399 C

Cooeefff f ffoor r --vve e mmoommeenntt, , ββy y = = 00..00447700 00..004477 C

Cooeefff f ffoor r ++vve e mmoommeenntt, , ββy y = = 00..00335500 00..003355

3.

3. LOADLOAD CALCULATIONCALCULATION

Dead

Dead load load of of slab slab = = 3.1253.125 kN/mkN/m22

Dead

Dead load load due due to to screed screed = = 0.510.51 kN/mkN/m22

Dead

(27)

D

Deeaad d llooaad d dduue e tto o PPaarrttiittiioon n WWaalll l == 11 kN/mkN/m22

Live

Live load load at at Slab Slab = = 22 kN/mkN/m22

Total

Total Load Load = = 6.896.89 kN/mkN/m22

Factored

Factored Design Design Load Load = = 10.33510.335 kN/mkN/m22

FFaaccttoorreed d DDeessiiggn n LLooaad d ppeer r mmeetteer r == 1100..333355 kN/mkN/m

4.

4. MOMENTMOMENT CALCULATIONCALCULATION

D

Deessiiggn n --vve e mmoommeennt t ffoor r sshhoorrt t ssppaann, , MMxx 88..44 kN‐mkN‐m

D

Deessiiggn n ++vve e mmoommeennt t ffoor r sshhoorrt t ssppaann, , MMxx 66..33 kN‐mkN‐m

D

Deessiiggn n --vve e mmoommeennt t ffoor r lloonng g ssppaann, , MMyy 77..77 kN‐mkN‐m

D

Deessiiggn n ++vve e mmoommeennt t ffoor r lloonng g ssppaann, , MMyy 55..77 kN‐mkN‐m

5.

5. CALCULATIONCALCULATION OFOF REINFORCEMENTREINFORCEMENT

Design

Design for for -ve -ve Reinforcement =Reinforcement = Along

Along Short Short span span 192.4192.4 mmmm22

Along

Along Long Long span span 175.8175.8 mmmm22

Design for +ve Reinforcement = Design for +ve Reinforcement = Along

Along Short Short span span 142.9142.9 mmmm22

Along

Along Long Long span span 129.4129.4 mmmm22

M

Miinniimmuum m rreeiinnffoorrcceemmeennt t rreeqquuiirreed d ((AAsstt))== 118877..55 mmmm22

Direction Direction Bar dia. Bar dia. Provided Provided mm mm Area Area Required Required mm mm22 Spacing Spacing Required Required mm mm Spacing Spacing Provided Provided mm mm Area Area provided provided mm mm22 Shorter Support Shorter Support 8 8 119922 225500..0000 112255 440011..9922

(28)

Structural

Structural Analysis Analysis Report Report For For Residence Residence of of Anjana Anjana Pathak Pathak Page Page 2727 Shear

Shear coefficient coefficient = = 0.600.60

Design

Design Shear Shear Force Force Vu Vu = = 24.6824.68 kNkN

Nominal shear stress (tv) =

Nominal shear stress (tv) = 0.240.24 N/mmN/mm22

Percent

Percent tension tension steel steel (Pt) (Pt) = = 0.320.32 N/mmN/mm22

SShheeaar r ssttrreennggtth h oof f MM220 0 CCoonnccrreette e aannd d 00..3322% % sstteeeel l ttc c == 00..4400 N/mmN/mm22

Shear

Shear Strength Strength Coefficient Coefficient for(d<=150) for(d<=150) ksks

= 1.30

= 1.30 N/mmN/mm22

Shear

Shear strength strength in in slab slab t'c t'c = = 0.520.52 N/mmN/mm22

Maximum Shear stress for M20 Grade Concrete tc, max Maximum Shear stress for M20 Grade Concrete tc, max

= 2.80

= 2.80 N/mmN/mm22

Safe in shear Safe in shear

7.

7. CHECKCHECK FORFOR DEFLECTION:DEFLECTION:

R

Reeqquuiirreed d TTeennssiioon n rreeiinnffoorrcceemmeennt t % % ffoor r sshhoorrt t ssppaan n PPtt== 00..2211 PPrroovviiddeed d TTeennssiioon n rreeiinnffoorrcceemmeennt t % % ffoor r sshhoorrt t ssppaan n PPtt== 00..3322 Basic value of span to effective depth (L/d) ) ratio

Basic value of span to effective depth (L/d) ) ratio αα== 2626

Modification factor for span > 10m

Modification factor for span > 10m ββ== 11

Mu/bd

Mu/bd22₌₌ _0.57_0.57

Steel

Steel stress stress of of service service fs= fs= 135.29135.29 R

Reeqquuiirreed md mooddiiffiiccaattiioon fn faaccttoor fr foor tr teennssiioon rn reeiinnffoorrcceemmeenntt 11..4466 A

Accttuaual l MMoodidifificacattiioon n ffaactctoor r ffoor r ttenenssiioon n rreeiinnfoforrcecemmeent nt ==γγ 22..0000 A

Alllloowwaabblle e sshhoorrt t ssppaan n tto o eeffffeeccttiivve e ddeepptth h rraattiio o LLxx//d d == 5522..0000 C

Caallccuullaatteed d sshhoorrt t ssppaan n tto o eeffffeeccttiivve e ddeepptth h rraattiio o ((LLxx//dd) ) == 3377..9900

Safe in deflection Safe in deflection

(29)

3.1.3

3.1.3 Staircase DesignStaircase Design

Design of Staircase Design of Staircase

1. Design Data 1. Design Data Total

Total Width Width of of the the staircase staircase well: well: 3201 3201 mmmm Width

Width of of Flight Flight = = 1169 1169 mmmm

Total

Total Length Length of of the the staircase staircase well: well: 3963 3963 mmmm Total

Total Height Height of of the the staircase staircase well: well: 3200 3200 mmmm Rise

Rise of of The The Flight Flight (R) (R) : : 150 150 mmmm Tread

Tread of of the the Flight Flight (T) (T) : : 300 300 mmmm Grade

Grade of of Steel Steel (Fy) (Fy) = = 500 500 MpaMpa Grade

Grade of of Concrete Concrete (Fc) (Fc) = = 20 20 MpaMpa Floor

Floor Finish Finish Considered Considered = = 1.0 kN/m²1.0 kN/m² Live

Live Load Load Consoidered Consoidered = = 3.0 3.0 kN/m²kN/m² Length

Length of of Front Front landing landing = = 984 984 mmmm Length

Length of of End End landing landing = = 1220 mm1220 mm

2. Calculation for Effective Span & Effective Depth 2. Calculation for Effective Span & Effective Depth Projected

Projected span span of of stair stair = = 3963 3963 mmmm L

Leennggtth h bbeettwweeeen n ssuuppppoorrttss, , llcc//c c ==llcc+ + bbs s == 3399663 3 mmmm E

Effff. . ddeepptth h oof f tthhe e wwaaiisst t ssllaab b ==lleeffff//((2233**mmooddiiffiiccaattiioon n ffaaccttoor r ) ) == 11002 2 mmmm M

Miinniimmuum m ddeepptth h tto o bbe e pprroovviiddeed d ddmmiinn. . == M M / / 00..11333366ffcckkb b == 999 9 mmmm O

Ovveerraalll l DDeepptth h ((DD) ) ==d d + + cclleeaar r ccoovveer r ++ΦΦ//2 2 == 11223 3 mmmm PPrroovviiddeed d OOvveerraalll l ddeepptth h oof f WWaaiisst t SSllaab b ((DD))== 11225 5 mmmm

(30)

Structural

Structural Analysis Analysis Report Report For For Residence Residence of of Anjana Anjana Pathak Pathak Page Page 2929 3. Calculation of Loads

3. Calculation of Loads Load Factor

Load Factor 11

No. of treads

No. of treads per meter per meter = n = 1000/T == n = 1000/T = 44

Load for Landing = Load for Landing =

Self

Self weight weight of of landing landing = = 3.13 kN/m²3.13 kN/m² Floor

Floor Finish Finish Considered Considered = = 1.0 kN/m²1.0 kN/m² Live

Live Load Load Consoidered Consoidered = = 3.0 3.0 kN/m²kN/m² Total

Total Load Load on on Landing Landing = = 7.13 7.13 kN/m²kN/m² Factored

Factored load load on on landing landing = = 7.13 7.13 kN/m²kN/m² FFoor r 11..117 7 m m wwiiddtth h oof f fflliigghht t ,,DDeessiiggn n LLooaad d == 88..333 3 kkNN//mm

Load for Flight = Load for Flight =

Area

Area of of Step Step Section Section = = 0.02 0.02 m²m² Area

Area of of Inclined Inclined Slab Slab = = 0.04 0.04 m²m² Area

Area of of floor floor finish finish = = 0.01 0.01 m²m² Total

Total area area = = 0.08 0.08 m²m²

IIn n 11..1166886 6 m m wwiiddtth h aannd d ggiivveen n TTrreeaad d iin n ppllaan n lleennggtth h ,,DDL L oof f sstteep p sseeccttiioon n == 11..995 5 kkNN//mm²² DL

DL per per m² m² on on plan plan = = 7.79 7.79 kN/m²kN/m² LL

LL per per m² m² on on plan plan = = 3.0 3.0 kN/m²kN/m² Total

Total load load of of Flight Flight = = 10.8 10.8 kN/m²kN/m² Factored

Factored load load of of Flight Flight = = 10.8 10.8 kN/m²kN/m² FFoor r 11..117 7 m m wwiiddtth h oof f fflliigghht t ,,DDeessiiggn n LLooaad d == 1122..6 6 kkNN//mm²²

3. Computation of Reinforcement 3. Computation of Reinforcement Maximum

Maximum Support Support Reaction Reaction Taken Taken from from ETABS ETABS = = 36 36 kNkN Maximum

Maximum Moment Moment Taken Taken from from ETABS ETABS = = 26 26 kN kN mm M

Maaxxiimmuum m RReeiinnffoorrcceemmeennt t aat t SSuuppppoorrt t ffrroom m EETTAABBS S == 11001133..000 0 mmmm²² M

Maaxxiimmuum m RReeiinnffoorrcceemmeennt t aat t MMiid d ffrroom m EETTAABBS S == 446655..000 0 mmmm²²

Calculation of Main Bars : Calculation of Main Bars :

(31)

Mu = 0.87*fy*Ast*(d -Ast * fy Mu = 0.87*fy*Ast*(d -Ast * fy /fck/b)/fck/b) a 0.025 a 0.025 b b -105-105 c 60183.91 c 60183.91 Ast

Ast min min 150.0150.0 Tension

Tension Reinforcement Reinforcement = = Ast Ast = = 1013.00 1013.00 mm²mm² Try, Φ =

Try, Φ = 1212 mmmm AΦ

AΦ = = ΠΦ²/4= ΠΦ²/4= 113.04 mm²113.04 mm²

Spacing

Spacing = = bx bx AΦ AΦ / / Ast Ast reqd. reqd. = = 179 179 mmmm PPrroovviidde e 116 6 mmm m - Φ - Φ HHYYSSD D sstteeeel l bbaarrs s @@ 11225 5 mmm m cc//cc Ast

Ast .provided .provided = = b b x x AΦ AΦ /spacing /spacing = = 1056.79 1056.79 mm²mm² pt =100Ast./bd

pt =100Ast./bd = % > 0.12% = % > 0.12% = = 0.8 %0.8 % Φ

Φ--mmaax x = = 11//88**DD= = 1155..662255 112 2 mmmm Maximum

Maximum spacing spacing = = least least of of 3d 3d & & 300mm 300mm 300 300 mmmm > spacing provided > spacing provided Distribution Bars

Distribution Bars in waist slab in waist slab :: A

Arreea a oof f ddiissttrriibbuuttiioon n bbaarrs s ==00..1122% % oof f bbD D == 115500..000 0 mmmm²² Try, Φ =

Try, Φ = 88 mmmm AAΦ Φ = = ΠΠΦΦ²²//44== 5500..224 4 mmmm²² Spacing

Spacing = = b b x x AΦ AΦ / / Ast Ast reqd. reqd. = = 335 335 mmmm Provide

Provide 88 mmm m -- Φ Φ HHYYSSD sD stteeeel l bbaarrs s @@ 11550 0 mmm m cc//cc Maximum

Maximum spacing spacing = = least least of of 5d 5d & & 450mm 450mm 450 450 mmmm > spacing provided > spacing provided Distribution

Distribution Bars Bars in in steps steps :: Provide 1 -

Provide 1 - 12 12 Φ bar Φ bar as temperatas temperature reinforcemure reinforcement in eacent in each step.h step. Provide the landing

(32)

Structural

Structural Analysis Analysis Report Report For For Residence Residence of of Anjana Anjana Pathak Pathak Page Page 3131 D

Diiaammeetteer r oof f tthhe e mmaaiin n tteennssiioon n bbaarrs s ((FFe e 550000) ) = = Φ Φ == 112 2 mmmm T

Teennssiioon n SStteeeel l DDeevveellooppmmeennt t lleennggtth h = = LLd d ==ΦΦσσss//44ГГbbd (d (CCll..2266..22..11) ) == 66880 0 mmmm C

Coommpprreessssiioon n SStteeeel l DDeevveellooppmmeennt t lleennggtth h = = LLd d ==ΦΦσσss//44ГГbbd d ((CCll..2266..22..11) ) == 55444 4 mmmm M

Miinn. . eemmbbeeddmmeennt t = = LLd d / / 3 3 ((CCll..2266..22..33..33)) 22227 7 mmmm E

Emmbbeeddmmeennt wt wiitth h U U hhooookks bs beehhiinnd d cceennttrre e oof f ssuuppppoorrt t = = bbss//2 2 --225 5 ++1166Φ Φ == 33117 7 mmmm Development length, Ld should be available in either direction to

Development length, Ld should be available in either direction to top as well as bottom bars.top as well as bottom bars. Hence provide , Ld = 550 mm for comp. bars & 700 mm for tension. bars.

Hence provide , Ld = 550 mm for comp. bars & 700 mm for tension. bars.

Step 4 > Deflection Check ( as per IS 456:2000 ,Cl. 23.2) Step 4 > Deflection Check ( as per IS 456:2000 ,Cl. 23.2) Ast

Ast required required = = 1013.00 1013.00 mm²mm² Ast,provided

Ast,provided = = 1056.79 1056.79 mm²mm²

ffs s ==00..5588x x ffy y x x AAsstt, , rreeqquuiirreed d / / AAsstt, , pprroovviiddeed d ((CCll..2233..22..c c & & FFiigg..44)) 112288..5533 Effective

Effective span span = = L L = = 3963 3963 mmmm Effective

Effective depth depth = = d d = = 104 104 mmmm

Mu/bd^2 1.51 Mu/bd^2 1.51 fs= fs= 128.5 128.5 N/mm²N/mm² Mf 1.73 Mf 1.73 Modification fact

Modification factor ( α =26 for continuous slab & β = 1 for L <10 m )or ( α =26 for continuous slab & β = 1 for L <10 m ),γ ,γ == L

L / / d d aaccttuuaal l = = 3388..11009977556611 <<<<<<< < L L / / d d ppeerr. . = = ααββγγ 4444..9988 ....Safe...

....Safe...

6. Check for Shear Check 6. Check for Shear Check V

Vmmaax x ==V V aat t d d ddiissttaanncce e ffrroom m ssuuppppoorrt t == 3355..9 9 kkNN Nominal ShearSt

Nominal ShearStress ress , Гv =V/bd , Гv =V/bd (Cl. 40.1) (Cl. 40.1) == 0.3 0.3 N/mm²N/mm² M

Maaxxiimmuum m sshheeaar r SSttrreessss, Г, Гccmmaax fx foor r MM220 0 ( ( CCll..4400..22..33, , TTaabblle e 2200)) 22..8 N8 N//mmmm²² PPeerrcceennttaagge e oof f TTeennssiioon n RReeiinnffoorrcceemmeennt t ==ppt t ==110000AAsstt//bbd d == 00..8 8 %% D

Deessiiggn n SShheeaar r SSttrreennggtth h oof f CCoonnccrreette e wwiitth h pptt% % aannd d MM2200, , ГГc =c = 00..6 N6 N//mmmm²² E

Ennhhaanncceed d SShheeaar r SSttrreennggtth h , , ГГcc' ' = = k k x x ГГc (c (CCll..4400..22..11..11) ) ==11..3 3 x x ГГc c == 00..8 N8 N//mmmm²² Since Гc >>

Building Design

Residential Building

Residential Building

Structural Analysis Report

Structural Analysis Report

Contents

Contents

1.

1.

Load parameter

Load parameter

SLAB DESIGN

SLAB DESIGN