Building Design
Short Description
Descripción: SAMPLE REPORT OF RCC BUILDING AS PER NEPAL BUILDING CODE...
Description
Residential Building At Rapti Municipality -08
Structural Analysis Report
.
Submitted by: Er. Saunak Sharma NEC No. 11273 “CIVIL” Submitted to: Rapti Municipality
Owner: Anjana Pathak Date: 2074/01
Contents 1.
2. 3.
Project Detail .................................... ...................................................... ................................... .................................. ................... .. 3
1.2 Building Design Parameters ........................................................................................ 4 1.3 Materials ...................................................................................................................... 4 1.3.1 Concrete................................................................................................................ 4 1.3.2 Reinforcement ...................................................................................................... 4 1.4 Load Calculations ........................................................................................................ 4 1.4.1 Dead Load ............................................................................................................ 4 1.4.2 Superimposed Dead Loads .............................................. ................................................................................... ..................................... 4 1.4.3 Live Loads .................................................. ............................................................................................................ .......................................................... 5 1.4.4 Seismic Loads....................................................................................................... 5 1.5 Load Combination ....................................................................................................... 6 Structural Analysis........................ .......................................... ................................... .................................. ...................... ..... 7
2.1
3D modeling of the building ................................................... ........................................................................................ ..................................... 8
Design of Elements: ................................... ..................................................... .................................... ......................... ....... 15
3.1.1 3.1.2 3.1.3
Sample Design of Footing ........................................................ .................................................................................. .......................... 23 Slab Design......................................................................................................... 25 Staircase Design ................................................................................................. 28
Structural Analysis Report For Residence of Anjana Pathak
Page 1
Figure 1: Plan Of Building ......................................................................................................... 3 Figure 2: 3D Modeling of the building ...................................................................................... 8 Figure 3: Plan of the building b uilding............................................. ........................................................ 9 Figure 4: Elevation of the building b uilding........................................................ ........................................................................................... ................................... 10 Figure 5: Story Displacement along X-Direction..................................................................... X-Direction..................................................................... 12 Figure 6: Story Displacement along Y-Direction..................................................................... Y-Direction..................................................................... 12 Figure 7: Story Drift along X-Direction X-Direc tion ......................................................... ................................................................................... .......................... 13 Figure 8: Story Drift along Y-Direction Y-Direc tion ......................................................... ................................................................................... .......................... 13 Figure 9: Bending Moment along grid B-B ............................................................................. 14 Figure 10: Shear Force Diagram along Grid B-B .................................................................... 14 Figure 11: Reinforcement along grid C-C ..................................................... ............................................................................... .......................... 15 Figure 12: Reinforcement along grid 3-3 ................................................................................. 16 Figure 14: Beam column Capacity ratio................................................................................... 20 Figure 15: Beam column Capacity ratio................................................................................... 21 Figure 16: Beam column Capacity ratio................................................................................... 22 Table 1: Auto Seismic - NBC 105: 1994 ................................................................................... 6 Table 2: Modal Participating Mass Ratios: .............................................................................. 11 Table 3: Centers of Mass and Rigidity .................................................. ..................................................................................... ................................... 11
Structural Analysis Report For Residence of Anjana Pathak
Page 2
1.
Project Detail
Name of the Project: Location : Type of Building:
Residence of Anjana Pathak
Rapti 08 The Building covers a plinth area of Ground floor 1125.77 sq.ft. The building has been designed for two no of storeys and stair cover. This report has been prepared as a part of the structural engineering analysis and design of buildings.
Figure 1: Plan Of Building
Structural Analysis Report For Residence of Anjana Pathak
Page 3
1.2
Building Design Parameters
1.3
Materials
1.3.1
Concrete
1.3.2
Reinforcement
1.4
Load Calculations
1.4.1
Dead Load
The building consists of a RCC framed structure, which is essentially an assembly of cast-insitu-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 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: 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 NBC code 105
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 achieve the 28-day cube strength as 20 N/mm2and 25 N/mm2.
Reinforcement bars are to be in accordance with IS 456: specification for carbon steel bars for the reinforcement of concrete is to be in accordance with IS 1786: specification spe cification for high deformed steel bars for the reinforcement of concrete. The following design strengths are to be used for the design of concrete and reinforcement. Grade of Concrete : M20 Grade of steel : High Yield Fe 500 N/mm2
Dead loads are calculated on the basis of unit weights of the specified construction materials in accordance with NBC 102:1994. Reinforced concrete: 25 KN / m3 Brick work with plaster: 19.2 KN/m3 Sand/ cement screed: 20 KN/m2
1.4.2
Superimposed Dead Loads
Based on architectural drawing of the building, dead loads due to partition walls , floor finish and other special purpose services has been calculated.
Structural Analysis Report For Residence of Anjana Pathak
Page 4
1.4.3
1.4.4
Live Loads
The Live Load for building has been adopted as given NBC 103:1994 Loads for business bus iness and residential buildings. Room 2 kN/m2 For passage, staircase, balconies 3 kN/m2 For terrace 1.5 kN / m2 Seismic Loads
Lateral Seismic Load is computed as per NBC 105: 1994 The design base shear is computed as follows: VB = Cd * W W=Seismic weight of the building Cd=CZIK = 0.0792 Where, Z = Zone factor = 1.0 I = Importance factor = 1.0 K = Structural performance factor = 0.99 C = Basic seismic coefficient =0.08 T = Natural time period ETABS utilizes the following procedure to generate the lateral seismic loads. User provides seismic zone co-efficient and desired seismic load command. The structural period (T) is calculated manually and input in the software. W is obtained from the weight data provided by the user.
The total lateral seismic load (base shear) is then distributed by the program among different levels of the structure
Load parameter
a. Dead Load :- as per NBC 102:1994
b. Live Load :- as per NBC 103:1994 c. Seismic Load: -as per NBC 105: 1994. 1. Zone Factor :- 1 2. Importance Factor :-1.00 3. Fundamental Time Period = 0.06*11.1252^0.75 = 0.365sec 4. Response Reduction Factor :-5 5. Seismic Coefficient (Ah ) :- 0.0792 6. Soil Type : II 7. Damping :-0.05
Method of analysis : Seismic Coefficient Method of Analysis
Structural Analysis Report For Residence of Anjana Pathak
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Load combination: NBC 105: 1994
Concrete design Code : IS 456 : 2000
Ductile Detailing Code: IS 13920: 1993
Concrete Grade : M20
Reinforcement Grade : Fe500
Table 1: Auto Seismic - NBC 105: 1994
Load case
Dir.
EQX EQX
X
5
0.079 0.07922 II
1.0 1.0
3853. 3853.52 5218 18
305. 305.198 19899
EQY EQY
Y
5
0.079 0.07922 II
1.0 1.0
3853. 3853.52 5218 18
305. 305.198 19899
1.5
Damping Coeff. (%)
Coeff Used
Soil Type
Importance factor, (I)
Seismic weight (kN)
Base Shear (kN)
Load Combination
The load combination has been taken as given NBC 105: 1994. The said code has recommen ded the following load combination DL +1.3 LL ±1.25 EQ 0.9DL ± 1.25EQ DL ±1.25 EQ
Design Assumptions
Concrete Grade, M20 fck = 20 MPa Steel Grade, Fe 500 fy = 500 MPa for all 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 required require d Uniform Building Code of USA has been also referred to for detailing of reinforcement. 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 the ETABS. Seismic CoefficientMethod of Analysis was performed using NBC 105: 1994code. The design base shear was compared with base bas e shear computed using fundamental period. Mass Source Load Multiplier DEAD 1 LIVE 0.25 WALL 1 FINISH 1 WT 1 Structural Analysis Report For Residence of Anjana Pathak
Page 6
2.
Structural Analysis
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 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 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 analysis run were performed to achieve the best result to meet the design and service requirements. For the analysis, following loading parameters were considered: i.
Self-weight of the frames and slabs
ii.
Floor finishing dead loads
iii.
Fixed wall loads as per architectural drawings
iv.
Staircase load
v.
Partition wall loads as per architectural drawings only.
vi.
Live loads
Structural Analysis Report For Residence of Anjana Pathak
Page 7
2.1
3D modeling of the building
i.
3D model of the building
ii.
Plan of the building
iii.
Elevation of the building
Figure 2: 3D Modeling of the building
Structural Analysis Report For Residence of Anjana Pathak
Page 8
Figure 3: Plan of the building
Structural Analysis Report For Residence of Anjana Pathak
Page 9
Figure 4: Elevation of the building
Structural Analysis Report For Residence of Anjana Pathak
Page 10
Table 2: Modal Participating Mass Ratios:
Case
Mode
Period
UX
UY
Sum UX
Sum UY
sec Modal
1
0.721
0.0084
0.7749
0.0084
0.7749
Modal
2
0.649
0.6772
0.0482
0.6856
0.8231
Modal
3
0.616
0.1908
0.0518
0.8763
0.8749
Modal
4
0.225
0.0001
0.02
0.8764
0.8948
Modal
5
0.201
0.0145
0.0001
0.8909
0.8949
Modal Modal
6
0.169
0.0003
0.00003643 0.00003643
0.8912
0.8949
Modal Modal
7
0.155 0.155
0.0000 0.00000419 04196 6
0.0057 0.0057
0.8912 0.8912
0.9006 0.9006
Modal
8
0.152
0.0046
0.0001
0.8958
0.9007
Modal Modal
9
0.135
0.0009
0.00000252 0.00000252
0.8966
0.9007
Modal
10
0.088
0.0369
0.0428
0.9335
0.9435
Modal
11
0.085
0.0487
0.0509
0.9822
0.9944
Modal
12
0.077
0.0178
0.0056
1
1
Table 3: Centers of Mass and Rigidity Rigi dity
Story
Diaphragm
Mass Mas s X
Mass Y
XCCM
YCCM
XCR
YCR
kg 72412.66
m 6.1623
m 8.0706
m 6.5962
m 8.5951
GF
D1
kg 72412.66
1F
D2
99874.71
99874.71
6.447
8.2949
6.6853
8.6062
2F
D3
53068.54
53068.54
6.5994
8.3399
6.8732
8.5958
TOP
D4
9022.15
9022.15
5.588
6.2484
5.8216
6.4381
Structural Analysis Report For Residence of Anjana Pathak
Page 11
Figure 5: Story Displacement along X-Direction
Figure 6: Story Displacement along Y-Direction
Structural Analysis Report For Residence of Anjana Pathak
Page 12
Figure 7: Story Drift along X-Direction
Figure 8: Story Drift along Y-Direction
Structural Analysis Report For Residence of Anjana Pathak
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Figure 9: Bending Moment along grid B-B
Figure 10: Shear Force Diagram along Grid B-B
Structural Analysis Report For Residence of Anjana Pathak
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3. Design of Elements:
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 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 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 column, beam, slab and foundation.
Figure 11: Reinforcement along grid B-B
Structural Analysis Report For Residence of Anjana Pathak
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Figure 12: Reinforcement along grid 3-3
ETABS 2016 Concrete Frame Design IS 456:2000 Column Section Design
Structural Analysis Report For Residence of Anjana Pathak
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Column Element Details Type: Ductile Frame (Summary) Level
Element
Unique Name
Section ID
Combo ID
Station Loc
Length (mm)
LLRF
1F
C29
45
C-12X12
0.9DL+1.25EQX
0
3200.4
0.773
Section Properties b (mm)
h (mm)
dc (mm)
Cover (Torsion) (mm)
304.8
304.8
58
30
Material Properties Ec (MPa)
f ck ck (MPa)
Lt.Wt Factor (Unitless)
f y (MPa)
f ys ys (MPa)
22360.68
20
1
500
500
Design Code Parameters ɣC
ɣS
1.5
1.15
Axial Force and Biaxial Moment Design For Pu , Mu2 , Mu3 Design Pu kN
Design Mu2 kN-m
Design Mu3 kN-m
Minimum M2 kN-m
Minimum M3 kN-m
Rebar Area mm² mm²
Rebar % %
221.6137
-4.4323
44.797
4.4323
4.4323
763
0.82
Axial Force and Biaxial Moment Factors K Factor Unitless
Length mm
Initial Moment kN-m
Additional Moment kN-m
Minimum Moment kN-m
Major Bend(M3)
0.738645
2844.8
17.9188
0
4.4323
Minor Bend(M2)
0.834255
2844.8
-1.579
0
4.4323
Shear Design for Vu2 , Vu3 Shear Vu kN
Shear Vc kN
Shear Vs kN
Shear Vp kN
Rebar Asv /s mm² mm² /m /m
Major, Vu2
31.0194
49.2594
30.0901
23.2253
337.85
Minor, Vu3
28.4325
49.2594
30.0901
28.4325
337.85
Joint Shear Check/Design
Major Shear, Vu2
Joint Shear Force kN
Shear VTop kN
Shear Vu,Tot kN
Shear Vc kN
Joint Area cm² cm²
Shear Ratio Unitless
N/A
N/A
N/A
N/A
N/A
N/A
Structural Analysis Report For Residence of Anjana Pathak
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Joint Shear Force kN
Shear VTop kN
Shear Vu,Tot kN
Shear Vc kN
Joint Area cm² cm²
Shear Ratio Unitless
N/A
N/A
N/A
N/A
N/A
N/A
Minor Shear, Vu3
(1.1) Beam/Column Capacity Ratio Major Ratio
Minor Ratio
N/A
N/A
Additional Moment Reduction Factor k (IS 39.7.1.1) Ag cm² cm²
Asc cm² cm²
Puz kN
Pb kN
Pu kN
k Unitless
929
7.6
1122.2153
302.9558
221.6137
1
Additional Moment (IS 39.7.1) Consider Ma
Length Factor
Section Depth (mm)
KL/Depth Ratio
KL/Depth Limit
KL/Depth Exceeded
Ma Moment (kN-m)
Major Bending (M3 )
Yes
0.889
304.8
6.894
12
No
0
Minor Bending (M2 )
Yes
0.889
304.8
7.786
12
No
0
Notes: N/A: Not Applicable N/C: Not Calculated N/N: Not Needed
ETABS 2016 Concrete Frame Design IS 456:2000 Beam Section Design (Envelope)
Beam Element Details Level
Element
Unique Name
Section ID
Length (mm)
LLRF
1F
B94
63
B-9X14
4089.4
1
Section Properties b (mm)
h (mm)
bf (mm)
ds (mm)
dct (mm)
dcb (mm)
228.6
355.6
228.6
0
30
30
Material Properties Ec (MPa)
f ck ck (MPa)
Lt.Wt Factor (Unitless)
f y (MPa)
f ys ys (MPa)
22360.68
20
1
500
500
Design Code Parameters
Structural Analysis Report For Residence of Anjana Pathak
Page 18
ɣC
ɣS
1.5
1.15
Flexural Reinforcement for Major Axis Moment, Mu3 End-I Rebar Area mm² mm²
End-I Rebar %
Middle Rebar Area mm² mm²
Middle Rebar %
End-J Rebar Area mm² mm²
End-J Rebar %
Top (+2 Axis)
218
0.27
174
0.21
209
0.26
Bot (-2 Axis)
174
0.21
174
0.21
174
0.21
Flexural Design Moment, Mu3 End-I Design Mu kN-m
End-I Station Loc mm
Top (+2 Axis)
-32.2226
152.4
Combo
DL+1.3LL-1.25EQX
Bot (-2 Axis)
5.9088
Combo
0.9DL-1.25EQY
Middle Design Mu kN-m
Middle Station Loc mm
0
2726.3
0.9DL-1.25EQY 1022.4
End-J Design Mu kN-m
End-J Station Loc mm
-30.963
3937
DL+1.3LL+1.25EQX
7.0603
2726.3
0
0.9DL-1.25EQY
3937
0.9DL-1.25EQY
Shear Reinforcement for Major Shear, Vu2 End-I Rebar Asv /s mm² mm² /m /m
Middle Rebar Asv /s mm² mm² /m /m
End-J Rebar Asv /s mm² mm² /m /m
507.64
253.39
426.9
Design Shear Force for Major Shear, Vu2 End-I Design Vu kN
End-I Station Loc mm
Middle Design Vu kN
Middle Station Loc mm
End-J Design Vu kN
End-J Station Loc mm
48.8389
152.4
0.0259
2726.3
47.771
3937
DL+1.3LL-1.25EQY
0.9DL-1.25EQY
DL+1.3LL-1.25EQY
Torsion Reinforcement Shear Rebar Asvt /s mm² mm² /m /m 369.23
Design Torsion Force Design Tu kN-m
Station Loc mm
Design Tu kN-m
Station Loc mm
5.6101
152.4
5.6101
1022.4
DL+1.3LL-1.25EQY
DL+1.3LL-1.25EQY
Structural Analysis Report For Residence of Anjana Pathak
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Figure 13: Beam column Capacity ratio
Structural Analysis Report For Residence of Anjana Pathak
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Figure 14: Beam column Capacity ratio
Structural Analysis Report For Residence of Anjana Pathak
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Figure 15: Beam column Capacity ratio
Structural Analysis Report For Residence of Anjana Pathak
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3.1.1 ISOLATED FOOTING
Sample Design of Footing Fck
Fy
Df
palw
yt
20
500
1.83
150
16
d0
Provided footing size
200
Pu
Mux
Muy
Bc
Dc
Req. A
L
B
L
B
S
d
Bar dia
Spacing
(kN)
(kNM)
(kNM)
(mm)
(mm)
(M 2)
(Ft)
(Ft)
(Ft)
(Ft) (Ft)
(kN/M 2)
(mm)
(mm)
cm c/c
s
103
309
4.4032
3.2641
300
300
1.97
4.61 4.61
5.00
5.00
140.7
350
12
15.0
OK
OK
104
268
‐0.013
‐1.694
300
300
1.71
4.29 4.29
5.00
5.00
115.4
350
12
15.0
OK
OK
105
274
‐0.211
1.0666
300
300
1.74
4.33 4.33
5.00
5.00
119.6
350
12
15.0
OK
OK
106
226
‐0.071
‐2.544
300
300
1.44
3.93 3.93
5.00
5.00
97.1
350
12
15.0
OK
OK
107
336
‐1.412
3.0186
300
300
2.14
4.80 4.80
6.00
6.00
103.5
350
12
15.0
OK
OK
108
450
2.3969
1.6862
300
300
2.87
5.56 5.56
6.00
6.00
136.9
350
12
15.0
OK
OK
109
353
‐1.645
‐1.709
300
300
2.25
4.92 4.92
6.00
6.00
103.8
350
12
15.0
OK
OK
110
454
2.3283
‐1.768
300
300
2.89
5.58 5.58
6.00
6.00
137.9
350
12
15.0
OK
OK
111
305
‐3.583
‐3.356
300
300
1.94
4.57 4.57
5.00
5.00
125.5
350
12
15.0
OK
OK
112
328
3.1037
‐1.175
300
300
2.09
4.74 4.74
5.00
5.00
146.4
350
12
15.0
OK
OK
113
235
‐0.179
2.0354
300
300
1.50
4.01 4.01
5.00
5.00
104.6
350
12
15.0
OK
OK
114
326
‐3.179
1.2334
300
300
2.08
4.73 4.73
5.00
5.00
142.4
350
12
15.0
OK
OK
115
179
‐1.453
‐0.471
300
300
1.14
3.50 3.50
4.00
4.00
118.7
350
12
15.0
OK
OK
116
174
1.562
‐0.255
300
300
1.11
3.45 3.45
4.00
4.00
122.3
350
12
15.0
OK
OK
ID
Isolated Footing
Fck = Fy = Depth of Foundation (Df) = Allowable soil pressure (Palw) = yt Effective cover (d') = d0 = MODEL NODE Pu From Model Pu (KN) Mux (from model) Muy (from model) Width of column (Bc) Depth of column (Dc) Required Area Required Length
20 500 1.52 150 16 50 200
Structural Analysis Report For Residence of Anjana Pathak
m KN/m2
103 309.38 340.31 4.4032 3.2641 300 300 2.03 4.67
KN-m KN-m mm mm m2 ft
Page 23
Check for Shear
Required Breadth Provided Length of Foundation (Lf) Breadth of Foundation(Bf) Actual Bearing Capacity (S) BM/M Effective depth according to moment (d M) Assumed Deptrh (D) Bar dia Spacing Ast Effective depth due to tapper section (d) p2 p3 BM2 BM3 K percentage of tension steel (pt (p t %)
4.67
ft
5.00 5.00 154.00 28.84 82.80 350.00 12 26.93 4.20 263.23 152.07 154.00 28.48 28.84 40.00 0.16
ft ft KN/m2 mm mm mm cm c/c (cm2)/M (mm) KN/m2 KN/m2
One way shear
Vu Shear strength of M20 concrete (Tc>) Shear Stress (Tv)
81.84 0.30 0.20 Tc>Tv
N/mm2 N/mm2 OK
308.80 2.25 1.12 0.52 Tc'>Tv
m N/mm2 N/mm2 OK
Two Way shear
Vu Perimeter (b0) Shear strength of concrete (Tc' >) Shear Stress (Tv)
Description F1
d/2
6.50
size(ft)
D
L
B
(inch)
5.00
5.00
1 5 .0 0
d0
dia
spacing
(inch)
(mm)
(inch)
8
Structural Analysis Report For Residence of Anjana Pathak
14.00
11.00
Page 24
3.1.2
Slab Design
SLAB DESIGN 1. DESIGN DATA
Longer Span of the critical Slab (Ly) = Shorter Span of the critical Slab (Lx)= Grade of Concrete used (σck) = Width of slab, b = Grade of steel used (σy) = Unit weight of Marble= Unit weight of screed = Unit weight of plaster = Thickness of screed = Thickness of plaster = Assume Thickness of slab (D) = Effective depth of slab d=
4. 2 6 3. 9 8 20 1000 500 27 2 0. 4 2 0. 4 25 1 2. 5 125 105
m m N/mm2 mm N/mm2 kN/m3 kN/m3 kN/m3 mm mm mm mm
2. BENDING MOMENT COEFFICIENT
Type of slab Panal = Aspect Ratio of the slab Considered Ly/Lx = Bending Moment Coefficient Coeff for -ve moment, βx = Coeff for +ve moment, βx = Coeff for -ve moment, βy = Coeff for +ve moment, βy =
2 Adjescent Edge Discontinous 30
1.070
for 1.0 0. 0 4 7 0 0. 0 3 5 0 0. 0 4 7 0 0. 0 3 5 0
for 1.1 0.0530 0. 0 4 0 0
for 1.070 0.051 0. 0 3 9 0.047 0.035
3. LOAD CALCULATION
Dead load of slab = Dead load due to screed = Dead load due to plaster = Structural Analysis Report For Residence of Anjana Pathak
3.125 0.51 0.255
kN/m2
kN/m2
kN/m2
Page 25
Dead load due to Partition Wall = Live load at Slab = Total Load = Factored Design Load = Factored Design Load per meter =
1 2 6.89 10.335 1 0. 3 3 5
kN/m2
kN/m2
8.4 6.3 7. 7 5.7
kN‐m
kN‐m
kN‐m
kN‐m
kN/m2 kN/m2 kN/m
4. MOMENT CALCULATION
Design -ve moment for short span, Mx Design +ve moment for short span, Mx Design -ve moment for long span, My Design +ve moment for long span, My 5. CALCULATION OF REINFORCEMENT Design for -ve Reinforcement =
Along Short span Along Long span
192.4 175.8
mm2
Along Short span Along Long span
142.9 129.4
mm2
Minimum reinforcement required (Ast)=
1 8 7. 5
mm2
mm2
Design for +ve Reinforcement = mm2
Direction
Bar dia. Provided mm
Area Required mm2
Spacing Required mm
Spacing Provided mm
Area provided mm2
Shorter Support
8
192
250.00
125
401.92
Shorter Mid
8
143
267.95
125
401.92
Longer Support
8
176
267.95
150
334.93
Longer Mid
8
129
267.95
150
334.93
6. CHECK FOR SHEAR
Structural Analysis Report For Residence of Anjana Pathak
Page 26
Shear coefficient = Design Shear Force Vu = Nominal shear stress (tv) = Percent tension steel (Pt) = Shear strength of M20 Concrete and 0.32% steel tc = Shear Strength Coefficient for(d Deflection Check ( as per IS 456:2000 ,Cl. 23.2)
Ast required =
1013.00 mm²
Ast,provided =
1056.79 mm²
fs =0.58x fy x Ast, required / Ast, provided (Cl.23.2.c & Fig.4)
128.53
Effective span = L =
3963 mm
Effective depth = d =
104 mm
Mu/bd^2
1.51
fs=
128.5 N/mm²
Mf
1.73
Modification factor factor ( α =26 for continuous slab & β = 1 for L
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