Check list for main Structural Consultant
1) Provide Design basis report as per Annexure I
2) Provide brief Description of Substructure and Super structure as per the format given in
Annexure II & III enclosed
3) Provide brief Description of Structural System with sketches, images of dwg. etc. with
specific focus on _Lateral load resisting system.
 Shear wall provide for lateral resisting system.
4) Provide brief note on modeling, software used etc. Clearly mention whether infill / partition
wall is idealized as part of lateral load system?
 Model has been generated in ETABS-2016 by the architectural grid.
 Material properties, section properties and loading parameters input in ETABS.
 For Earthquake load Time period input as per IS 1893-2016 for with light weight
block infill wall.
 The output of analysis is modified by the customized interface for in house design
module.
5) Provide the height of building in mt.
 Height of building is 68.96 m
5A) Provide plan dimensions of the building (mt × mt)
 L × B = 72.8 × 26.41
6)
Provide following EQ loading details.
a)
Zone Factor
= III
b)
Importance factor
= 1.2
c)
Response Reduction factor
=5
d)
Soil type
=Medium Soil
e)
% LL considered in seismic
= 0.25, 0.5 %
f)
Time Period in the horizontal X-direction (sec) (from Formula in code)
= 0.73 sec
g)
Time Period in the horizontal Y-direction (sec) (from Formula in code)
= 1.21 sec
h)
Total Seismic weight (SW) of building (kN)
= 537318
i)
Static Base-shear in X-direction
=3.59%
j)
Static Base-shear in Y-direction
=2.16%
k)
Table of distribution for static base shear
Story
Load
Case
Story20
Story19
Story18
Story17
Story16
Story15
Story14
REX
REX
REX
REX
REX
REX
REX
Shear
kN
536.46
1813.71
3297.80
3165.57
5659.78
6373.57
6838.72
Load
Case
REY
REY
REY
REY
REY
REY
REY
Shear
kN
416.07
1408.57
2340.57
2871.82
3498.93
3802.10
4009.95
Story13
Story12
Story11
Story10
Story9
Story8
Story7
Story6
Story5
Story4
Story3
Story2
Story1
GF
B1
B2
B3
l)
REX
REX
REX
REX
REX
REX
REX
REX
REX
REX
REX
REX
REX
REX
REX
REX
REX
7170.39
7438.26
7696.75
5623.89
8423.02
8808.85
9127.71
9414.26
9704.56
9983.87
10426.59
10984.32
11655.41
12461.34
13466.86
14482.45
15057.26
REY
REY
REY
REY
REY
REY
REY
REY
REY
REY
REY
REY
REY
REY
REY
REY
REY
4165.21
4294.37
4428.15
4389.79
4769.67
4967.35
5158.50
5371.78
5602.20
5842.69
6253.53
6760.44
7309.13
7864.68
8411.01
8873.31
9084.62
Max. Deflection at roof level.(mm) = 161 mm
m) Max. Inter stories drift. / Height = 3.3 mm < (CL 7.11.1.1 IS 1893:2016 PART 1 not
exceed 0.004 times stories height) OK
7)
Provide following Wind loading details.
a)
Category of building
=3
b)
Class of building
=C
c)
Basic wind speed in m/sec.
= 39 m/sec
2
d)
Maximum wind pressure(kN/m )
= NA
e)
Force coefficient
= 1.0, 1.0
f)
Wind Base-shear in the horizontal X-direction(kN)
= 2628 kN
g)
Wind Base-shear in the horizontal Y-direction (kN)
= 5719 kN
h)
Gust factor calculations (if Gust-wind applied)
= NA
i)
Details of wind tunnel force data (if applicable)
= NA
j)
Estimated magnitude of wind induced vibrations
= NA
k)
Max. deflection at roof level (mm)
= 43.2 mm
l)
Max. Inter stories drift.
= 0.7 mm
8)
Provide following data from Dynamic Analysis.
Mode
Mode 1
Mode 2
Mode 3
Mode 4
Mode 5
Mode 6
Mode 7
Mode 8
Mode 9
Mode 10
Mode 11
Mode 12
Mode 13
Mode 14
Mode 15
Mode 16
Mode 17
Mode 18
Mode 19
Mode 20
Mode 21
Mode 22
Mode 23
Mode 24
Mode 25
Mode 26
Mode 27
Mode 28
Mode 29
Mode 30
Mode 31
Mode 32
Mode 33
Mode 34
Mode 35
Mode 36
Mode 37
Mode 38
Mode 39
Mode 40
Frequency
Hz
0.260
0.328
0.359
0.900
1.051
1.229
1.664
2.191
2.755
3.014
3.789
4.235
4.967
5.297
5.733
7.008
7.343
7.682
8.638
10.176
10.269
10.863
12.403
12.740
13.601
14.990
15.566
17.121
17.489
17.939
17.976
18.036
18.149
18.163
18.328
18.554
18.766
19.026
19.301
19.449
Time Period
sec
3.839
3.052
2.786
1.112
0.951
0.814
0.601
0.456
0.363
0.332
0.264
0.236
0.201
0.189
0.174
0.143
0.136
0.130
0.116
0.098
0.097
0.092
0.081
0.078
0.074
0.067
0.064
0.058
0.057
0.056
0.056
0.055
0.055
0.055
0.055
0.054
0.053
0.053
0.052
0.051
X- Participation
%
64.260
0.210
4.760
11.090
1.900
0.290
4.940
1.550
0.000
3.330
0.070
2.000
0.070
0.080
1.380
0.120
0.000
0.690
0.400
0.170
0.110
0.280
0.360
0.190
0.020
0.280
0.170
0.020
0.150
0.001
0.000
0.000
0.090
0.010
0.000
0.001
0.000
0.000
0.003
0.270
Y- Participation
%
0.660
58.890
2.070
0.100
5.520
13.320
0.100
0.920
6.150
0.280
0.480
0.150
3.140
0.140
0.090
0.160
2.230
0.040
0.040
0.680
0.660
0.020
0.090
0.010
0.750
0.003
0.090
0.640
0.002
0.001
0.003
0.001
0.070
0.002
0.001
0.001
0.003
0.050
0.000
0.005
Mode 41
Mode 42
Mode 43
Mode 44
Mode 45
Mode 46
Mode 47
Mode 48
Mode 49
Mode 50
19.625
20.066
20.664
21.118
21.316
21.374
21.646
21.800
22.411
23.251
0.051
0.050
0.048
0.047
0.047
0.047
0.046
0.046
0.045
0.043
0.004
0.000
0.000
0.001
0.002
0.010
0.190
0.002
0.000
0.000
0.001
0.001
0.003
0.420
0.005
0.050
0.000
0.000
0.000
0.000
(Note: Fundamental mode should not be a torsional mode)
9)
Provide Table for lateral deflections (mm) at Terrace Level in the following format.
Load Case
DL
DL+LL
EQx
EQY
WLx
WLY
10)
Dx-max
6
9.8
160.16
0
25.4
0
H/Dx
11483
7036.8
430.56
0
2714.9
0
Drift-x
0.000075
0.000105
0.000791
0
0.000115
0
Dy-max
0
0
0
72.9
0
47.2
H/Dy
0
0
0
945.9
0
1461.01
Drift-y
0
0
0
0.000976
0
0.000521
Provide corner displacements (mm) for Torsional Irregularity (along X-direction) in the
following format.
11)
Load
Case
Corner-1
Corner-2
Corner-3
Corner-4
Avg-X
%Max./Avg.
EQ-x
138
138
123
161
140
1.15%
WL-x
24.2
24.2
23.2
25.4
24.25
1.05%
Provide Corner displacements (mm) for Torsional Irregularity (along Y-direction) in the
following format.
Load
Case
EQ-Y
WL-Y
12)
Corner-1
Corner-2
Corner-3
Corner-4
Avg-Y
%Max./Avg.
46.7
40.3
72.9
45.9
55.4
42.9
56.7
42.9
57.9
43.0
1.26%
1.07%
Provide acceleration (mg) values in the following format.
EQ-x
EQ-y
WL-x
WL-y
1.87
1.26
-
-
13)
Provide following data regarding Vertical Elements.
a)
Size of maximum loaded column
= 1500 × 600 mm
b)
Gravity load on max. loaded column
= 19315 kN
c)
Axial stress in max. loaded column (Gravity loads)
= 21.5 N/mm²
d)
Grade of max. loaded column
= 35 MPa
e)
Axial settlement in max. loaded column
= 5.0 mm
f)
Axial settlement in min. loaded column
= 5.0 mm
g)
%Base-shear resisted by all columns along X (static)
= 3.59%
h)
%Base-shear resisted by all columns along Y (static)
= 2.46%
14)
Provide, if applicable, following data regarding Floating Columns.
a)
Total gravity load on floating column (provide table if
there are multiple floating columns)
=NA
b)
Size and span of girders supporting floating columns
=NA
c)
Number of floors supported by floating columns
=NA
d)
Deflection of girder under column (from model)
=NA
e)
Deflection of girder under column (from s/s action)
=NA
f)
Specific details about floating columns on cantilever girders (Refer Table below)
15)
Provide, if applicable, following data regarding soft Story effect.
a)
Stiffness of lower floor (in deflection/kN)
=NA
b)
Stiffness of lower floor (in deflection/kN)
=NA
c)
Relative stiffness ratio (upper/lower)
=NA
d)
Level of soft story
=NA
e)
Number of floors above soft story
=NA
16)
Provide, if applicable, following data for each cantilever.
a)
Cantilever span
=NA
b)
Structural system
=NA
c)
Nature of usage
=NA
d)
Maximum elastic deflection under gravity loads
=NA
17)
Provide stability calculations for uplift and overturning (model extract in case of model)
=NA
18)
Typical design calculations for footing
Soil pressure diagram
19)
Typical design calculations for RCC columns
ETABS 2016 Shear Wall Design
IS 456:2000 Pier Design
Pier Details
Story ID
Pier ID
Centroid X (mm)
Centroid Y (mm)
Length (mm)
Thickness (mm)
LLRF
B3
P34
61300
8250
1500
600
0.5
Material Properties
Ec (MPa)
fck (MPa)
Lt.Wt Factor (Unitless)
fy (MPa)
fys (MPa)
29580.4
35
1
500
500
Design Code Parameters
ΓS
ΓC
IPMAX
IPMIN
PMAX
MinEcc Major
MinEcc Minor
1.15
1.5
0.04
0.0025
0.8
Yes
Yes
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
mm
Left Y1
mm
Right X2
mm
Right Y2
mm
Length
mm
Thickness
mm
Top
Leg 1
61300
7500
61300
9000
1500
600
Bottom
Leg 1
61300
7500
61300
9000
1500
600
Mu2
kN-m
Mu3
kN-m
Pier Ag
mm²
Flexural Design for Pu, Mu2 and Mu3
Station
Location
Required
Rebar Area (mm²)
Required
Reinf Ratio
Current
Reinf Ratio
Flexural
Combo
Pu
kN
Top
24796
0.0276
0.0036
DCon2
19159.9622
74.2543
-1133.1202
900000
Bottom
25585
0.0284
0.0036
DCon2
19314.1997
-50.1381
1142.2418
900000
Mu
kN-m
Vu
kN
Vc
kN
Vc + Vs
kN
Shear Design
ID
Rebar
mm²/m
Shear Combo
Pu
kN
Top
Leg 1
1500
DCon29
15316.3662
-396.4616
600.1432
378.9914
1028.5566
Bottom
Leg 1
1500
DCon29
15470.6037
2225.5165
600.1432
378.9914
1028.5566
Station
Location
Boundary Element Check
Station
Location
ID
Edge
Length (mm)
Governing
Combo
Pu
kN
Mu
kN-m
Stress Comp
MPa
Stress Limit
MPa
Top–Left
Leg 1
750
DWal2
19159.9622
-628.8134
24.08
7
Top–Right
Leg 1
0
DWal2
0
0
0
0
Bottom–Left
Leg 1
750
DWal22
19002.2911
-472.5781
23.21
7
Botttom–Right
Leg 1
750
DWal22
19314.1997
466.6507
23.53
7
20)
Typical design calculations for RCC Beam
ETABS 2016 Concrete Frame Design
IS 456:2000 Beam Section Design (Envelope)
Beam Element Details
Level
Element
Unique Name
Section ID
Length (mm)
LLRF
Story8
B253
114
B 600 X 600 M30
5700
1
Section Properties
b (mm)
h (mm)
bf (mm)
ds (mm)
dct (mm)
dcb (mm)
600
600
600
0
60
60
Material Properties
Ec (MPa)
fck (MPa)
Lt.Wt Factor (Unitless)
fy (MPa)
fys (MPa)
27386.13
30
1
500
500
Design Code Parameters
ɣC
ɣS
1.5
1.15
Flexural Reinforcement for Major Axis Moment, Mu3
End-I
Rebar Area
mm²
End-I
Rebar
%
Middle
Rebar Area
mm²
Middle
Rebar
%
End-J
Rebar Area
mm²
End-J
Rebar
%
Top (+2 Axis)
4164
1.16
1041
0.29
3532
0.98
Bot (-2 Axis)
2082
0.58
1909
0.53
1766
0.49
Flexural Design Moment, Mu3
End-I
Design Mu
kN-m
End-I
Station Loc
mm
Middle
Design Mu
kN-m
Middle
Station Loc
mm
End-J
Design Mu
kN-m
End-J
Station Loc
mm
Top (+2 Axis)
-799.7606
0
-16.8605
4166.7
-676.4585
5700
Combo
DCon22
Bot (-2 Axis)
0
Combo
DCon22
DCon32
0
403.5673
DCon21
3400
DCon2
0
DCon21
Shear Reinforcement for Major Shear, Vu2
End-I
Rebar Asv /s
mm²/m
Middle
Rebar Asv /s
mm²/m
End-J
Rebar Asv /s
mm²/m
2492.68
1844.39
2353.39
Design Shear Force for Major Shear, Vu2
5700
End-I
Design Vu
kN
End-I
Station Loc
mm
617.6448
755.6
DCon17
Middle
Design Vu
kN
Middle
Station Loc
mm
End-J
Design Vu
kN
End-J
Station Loc
mm
0.4913
4166.7
597.2835
5316.7
DCon17
DCon18
Torsion Reinforcement
Shear
Rebar Asvt /s
mm²/m
0
Design Torsion Force
Design Tu
kN-m
Station Loc
mm
0.0001
1133.3
DCon20
Design Tu
kN-m
Station Loc
mm
0.0001
1133.3
DCon20
21)
Typical design calculations for Shear Wall
ETABS 2016 Shear Wall Design
IS 456:2000 Pier Design
Pier Details
Story ID
Pier ID
Centroid X (mm)
Centroid Y (mm)
Length (mm)
Thickness (mm)
LLRF
B3
P30
51600
13200
3000
600
0.5
Material Properties
Ec (MPa)
fck (MPa)
Lt.Wt Factor (Unitless)
fy (MPa)
fys (MPa)
29580.4
35
1
500
500
Design Code Parameters
ΓS
ΓC
IPMAX
IPMIN
PMAX
MinEcc Major
MinEcc Minor
1.15
1.5
0.04
0.0025
0.8
Yes
Yes
Pier Leg Location, Length and Thickness
Station
Location
ID
Left X1
mm
Left Y1
mm
Right X2
mm
Right Y2
mm
Length
mm
Thickness
mm
Top
Leg 1
51600
11700
51600
14700
3000
600
Bottom
Leg 1
51600
11700
51600
14700
3000
600
Mu2
kN-m
Mu3
kN-m
Pier Ag
mm²
Flexural Design for Pu, Mu2 and Mu3
Station
Location
Required
Rebar Area (mm²)
Top
Bottom
Required
Reinf Ratio
Current
Reinf Ratio
Flexural
Combo
Pu
kN
37753
0.021
0.0031
DCon2
34077.4318
-993.0164
-442.523
1800000
38894
0.0216
0.0031
DCon2
34385.9068
1002.0053
-387.681
1800000
Shear Design
ID
Rebar
mm²/m
Shear Combo
Pu
kN
Mu
kN-m
Vu
kN
Vc
kN
Vc + Vs
kN
Top
Leg 1
1500
DCon29
27083.5862
2370.6831
923.5864
1472.4408
2771.5712
Bottom
Leg 1
1500
DCon29
27392.0612
6464.8088
923.5864
1488.8772
2788.0076
Station
Location
Boundary Element Check
Station
Location
ID
Edge
Length (mm)
Governing
Combo
Pu
kN
Mu
kN-m
Stress Comp
MPa
Stress Limit
MPa
Top–Left
Leg 1
1200
DWal2
34077.4318
-442.523
19.42
7
Top–Right
Leg 1
1200
DWal2
32342.5372
1428.2811
19.56
7
Bottom–Left
Leg 1
1200
DWal2
34385.9068
-387.681
19.53
7
Botttom–Right
Leg 1
1200
DWal2
32651.0122
3551.866
22.09
7
22) Typical design calculations of RCC Girders (or Steel girders/Trusses)
NA
23) Typical design calculation for Steel bracing
NA
24) It is desirable to conduct Wind tunnel studies for any HRB with total height beyond normal
ground level exceeding 250 mt. However, such buildings above 250 mt. height can also
be designed as per the I.S. code as well.
NA
25) Provide a note on special provision suggested for the building
NA
26) Provide soft copy of the model including input and output
27) Soft copy of Power point Presentaton including all above poin
APPENDIX – II
DESCRIPTION OF SUB-STRUCTURE
No. of basements
Minimum clearance between
outermost basement retaining
wall and compound wall
Has a Shoring system been
installed? Submit sectional detail
of the shoring system
Give details of methodology used
to resist uplift pressure due to
ground water for tower portion as
well as the portion outside the
tower.
3
0m
NO
Bottom Level of Raft w.r.t.
ground level in mts.
16.23 m
Total downward load of selfweight of raft + Counterweight
over raft + Rock Anchors if any
(for raft spanning between
columns)
Whether pressure release pipes
have been used?
Water level assumed for uplift
calculation
Description of the foundation for
the tower block
Nature of Foundation
SBC assumed T/sq.mt.
Sub-grade Elastic Modulus
Flooring system of the
Basements
Retaining wall types & Sequence
of backfilling
Intended Use of basements
If rock anchors are used, are they
grouted after installation and
stressing?
Is structural steel used in the
construction of the sub-structure?
If yes. What are the measures
taken for its fire proofing and
corrosion resistance?
Piles, Spread Footings,
Combined Raft, Piled Raft, etc.
Combined Raft , Box Footing
50 T/m2
6666.67 kN/m3
VDF or IPS
Whether Proposed cantilever,
Cantilever Supported between
Buttresses/Counter forts, etc.
Propped Cantilever
Parking
Not Applicable
NO
Not Applicable
Whether Expansion/Separation
joints provided?
Whether expansion
joint/separation joint continues
through basement?
If yes, detail at Basement level &
retaining wall junction
NO
APPENDIX – III
DESCRIPTION OF SUPER STRUCTURE
[ 3rd B + 2nd B + 1st B ]+
[GF ] +
[1st to 18th floor] +
[SC + OHWT]
= Total Height
No. of Floors & height of building in mt.
[4.57 + 4.57 + 4.04]+
[4.27]+[4.27] + [3.66 + 3.66]
[15*3.54 ]+
[3.12+2.06]
= 87.36mt
Shape of Building, Plan, Elevation, whether
Symmetric in Elevation
Maximum plan dimension in either direction in mt.
Ratio of plan dimension
Typical floor to floor height in mt.
Rectangular
Maximum floor to floor height in entire height of
building in mt.
Aspect ratio
(Height of Building till Terrace / Minimum
Dimension of Building)
Type of floor slab
Average thickness of floor slab in mm.
Whether column are RCC, Composite or in
structural steel
Lateral System
4.27 m
Whether the Geometry of Building is Symmetric
Yes
Whether the lateral load resisting system is
symmetrically placed in Geometry
Use of floor at different levels (Residential /
Commercial / industrial)
Use of floor at different levels (Resident /
Commercial / industrial)
Is there any Transfer level?
If yes, depth of Transfer Girder
Whether expansion joint is provided?
If yes, what is the maximum plan dimension in mt.
Whether separation gap at the joint is sufficiently
provided?
Maximum cantilever projection in mt.
Yes
72.8 m
2.76
3.54 m
68.96/26.41 = 2.61
One Way, Two Way
150 mm, 175 mm, 250 mm, 275 mm and 325 mm
RCC
Ductile Shear Wall with SMRF
1st, 2nd & 3rd Basement floor used for Parking , GF
to 18th floor used for Commercial
Commercial
NO
Not Required
Not Required
2.56 m
Annexure – I
STRUCTURAL DESIGN BASIS REPORT
1. INTRODUCTION
The proposed Building consists of 3 Basement + Ground floor + 18 stories + Stair Cabin and
Overhead water tank as per AMC Submission plan
2. DESIGN LOADS
a) Dead Loads
The self-weight of the various elements are computed based on size and density of materials as
given below:Density of Reinforced Cement Concrete
=25 kN/m3
Density of Plain Cement Concrete
= 24 kN/m3
Density of Steel
= 78.5 kN/m3
Density of Soil
= 18 kN/m3
Floor finish
= 2.5 kN/m2
Light weight block density:
=10.0 kN/m3
b) Floor Loads
Floor
SIDL Light
LL
FF including
Remarks
Weight block
kN/m2
Screed + Ducting
kN/m2
Wall load
kN/m2
First Basement
Nil
5
1.5
Second Basement
Nil
5
1.5
Third Basement
Nil
5
1.5
GF
Nil
4
1.5
Typ. Floor
Nil
4
1.5
Stair case foyer –
4 kN/m2
Terrace
Nil
4
1.5
c) Loads as per IS 875(Part 2) -1987
Area
Live Load (kN/m2)
Floor Finish including
Light Weight Wall
Screed + ducting
Load
2
(kN/m )
kN/m2
Toilets & Bath Rooms 4
1.5
Nil
Staircase ,
4
1.5
Nil
15.0kN/m2
1.0
Nil
Corridors,Ramp,Fire
escape
Fire Engine (outside
building
at GF)
FOS against uplift due to ground water table considered 1.0
d) Wind Load
The wind pressure has been calculated based on the data furnished below and other
provision laid in IS875 (Part-3) – 2015.
Basic Wind Speed (pg51)
Vb
=
39 m/sec
Risk Coefficient Factor (pg 7)
k1
=
1.0
=
3
Terrain Category (pg 8)
Terrain, Height &
Structure Size Factor
k2
=
1
Topography Factor
k3
=
1
=
1
Importance Factor for the cyclonic region
e) Earthquake Load
The loading due to earthquake is assessed based on the provisions of IS: 1893
(Part-1):2016
Seismic Zone (pg 36)
= III
Table-2
Zone factor (Z)
= 0.16.
Table-6
Importance Factor (I)
= 1.2
Table-7
Response Reduction Factor (R)
=5
Soil type as per geotechnical report and in accordance with Cl. No. 6.4.5 IS:
1893-2016
Height of building (h) =GF+ 18 Storey
= 68.96 m
Fundamental Natural Time Period (Ts) with brick infill walls
Block A
X- dir.
T=0.09×h
√
= 0.09×68.96
√
= 0.73 sec
Y – dir.
T=0.09×h
√
= 0.09×68.96
√
= 1.21 sec
Horizontal seismic coefficient
Ah
=
Z × I × Sa
2×R×g
3. CHECK FOR LATERAL SWAY AS PER IS Codes
The allowable lateral sway at top should not exceed H/500. Stories Drift shall not exceed
0.004 i.e (1/250) h (For Seismic forces). Where, H is total height of Building, h is Story
Height.
4. BASIC LOADS AND LOAD COMBINATIONS
The various loads are combined in accordance with the stipulations in IS: 875 (Part5)
1987. Wherever imposed load is combined with earthquake load the appropriate part of
the imposed load as specified in IS: 1893-2016 is adopted both for evaluating earthquake
effect and for combined load effects, used in such combination.
BASIC LOAD CASES
Load case
Mark
Description
1
EQX
SEISMIC LOAD IN X DIR.
2
EQY
SEISMIC LOAD IN Y DIR.
3
DL+FF
FLOOR SLAB & FINISH LOAD
4
WL
WALL LOAD
5
LIVE
LIVE LOAD
5. LOAD FACTORS FOR DESIGN
Description of Load Combination
Load Factor for Primary Load Cases
Dead Load
Live Load
Wind Load
Seismic Load
Dead load + Live load
1.5
1.5
0
0
Dead load + Wind load
1.5
0
1.5
0
Dead load + Seismic load
1.5
0
0
1.5
Dead load+Live load+Wind load
1.2
1.2
1.2
0
Dead load+Live load+Seismic load
1.2
1.2
0
1.2
Dead load + Seismic load
0.9
0
0
1.5
Dead load + Wind load
0.9
0
1.5
0
6. ANALYSIS METHOD
Basic modeling has been generated in our customized Programme along with all primary
loadings and the same is exported in ETABS-2016 for analysis. The output of analysis is
modified again by customized interface package for in-house design module.
The structure will be analyzed for Static and Dynamic and Lateral loads due to
Earthquake/Wind loads and its combinations in ETABS Software
7. DESIGN METHODOLOGY
All structures have been designed according to the Limit State Method as specified in IS:
456-2000. Appropriate loads and its combinations, as per relevant clauses in Code IS:
456-2000 Code IS 875 (Part-5): 1987, for the most unfavorable effects are chosen for
design.
8. CONSTRUCTION DETAILS
1. Foundation
-
Concrete Mix M30 & Steel Fe 500
2. Columns/Shear wall
-
Concrete Mix M35 & Steel Fe 500
3. Beams & Slabs
-
Concrete Mix M30 & Steel Fe 500
4. R.C. Retaining Wall
-
Concrete Mix M25 & Steel Fe 500
5. Wall
-
115 mm thick light weight block wall
as per architectural layout.
6. Typical Floor Height
-
As per Arch Drawing
9. CONCRETE
All the concrete items for the construction have the following characteristics
Grade of Concrete
= M25, M30, M35
(Concrete design Mix as per IS 456-2000)
M20 (For P.C.C.)
Aggregate
= 20mm and down size, mechanically crushed
Aggregate
10. REINFORCEMENT
Steel reinforcement shall be of Grade Fe500 .
11. COVER TO REINFORCEMENT
The nominal cover to main reinforcement shall be as follows.
Cover
Fire resistance (Hours)
Staircase waist slab
=
25mm
2
Slab
=
25mm
2
Columns
=
40mm
2
Floor Beams
=
30mm
2
Retaining Wall
=
25mm
2
12. FOUNDATION SYSTEM
The buildings have been supported on columns with shear wall with raft foundation as
per recommendation in Soil Investigation Report dated on 12th March 2018.
Safe allowable bearing capacity is considered as per soil investigation report.
13. CODES & STANDARDS
All the designs are conforming to the relevant Indian Standards. Some of the relevant
Indian Standard Codes, which have been followed for the structural designs, are given
below.
Code
Description
IS:875 (Part-1)-1987
Code of Practice for Design Loads (Other
than Earthquake) for Building and
Structures-Unit Weights of Buildings
Materials and Stored Material.
IS:875 (Part-2)-1987
Code of Practice for Design Loads (Other
than Earthquake) for Building and
Structures-Imposed loads
IS:875 (Part-3)-2015
Code of Practice for Design Loads (Other
than Earthquake) for Buildings and
Structures –Wind Load.
IS:875 (Part-5)-1987
Code of Practice for Design Loads (Other
than Earthquake) for Buildings and
Structures – Special Loads and Load
Combinations
IS:456 2000
Code of Practice for Plain and Reinforced
Concrete
IS:1893 (Part-1)-2016
Indian Standard Criteria for Earthquake
Resistant Design of Structures
IS:13920-2016
Ductile Detailing of reinforced concrete
structures subjected to seismic forces –
code of practice.
IS:1904
Indian Standard Code of practice for
Design &Construction foundations in Soil:
General Requirements.
IS:1642-1989
Indian Standard Code of practice for Fire
Safety Of Buildings (General): Details Of
Construction.