# Seismic Performance of Lightweight Concrete Structures

Authors: Swamy Nadh Vandanapu; Muthumani Krishnamurthy
Journal: Advances in Civil Engineering
 (2018)

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## Abstract

Concrete structures are prone to earthquake due to mass of the structures. The primary use of structural lightweight concrete (SLWC) is to reduce the dead load of a concrete structure, which allows the structural designer to reduce the size of the structural members like beam, column, and footings which results in reduction of earthquake forces on the structure. This paper attempts to predict the seismic response of a six-storied reinforced concrete frame with the use of lightweight concrete. A well-designed six-storey example is taken for study. The structure is modelled with standard software, and analysis is carried out with normal weight and lightweight concrete. Bending moments and shear forces are considered for both NWC and LWC, and it is observed that bending moments and shear forces are reduced to 15 and 20 percent, respectively, in LWC. The density difference observed was 28% lower when compared NWC to LWC. Assuming that the section and reinforcements are not revised due to use of LWC, one can expect large margin over and above MCE (maximum considered earthquake; IS 1893-2016), which is a desirable seismic resistance feature in important structures.


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## Body

## 1. Introduction

Lightweight concrete has low density and is adaptable for construction of buildings in low-seismic zones. Structural seismic responses are based on mass of the structure or dead weight of the structure; the selection of materials to maintain the dead weight low should be adopted. Concrete is used to construct any structure; the ingredients of the concrete are cement, sand, and aggregates. 70% of the concrete is composed of aggregates (fine and coarse aggregates). Selection of such aggregates has been investigated by a number of researchers for the very long time and stated the approximate compostion of materials for structural lightweight concrete [1, 2]. There are so many lightweight aggregates available in the market; one has to choose which is less porous, less dense, and economical and performs better.The first modern use of high-performance lightweight concrete is when a lightweight concrete ship was built in 1917 to 1920 using 35 MPa concrete. High strength is achieved in lightweight concrete by incorporating various pozzalans with mid-range water reducing admixtures. The concrete structure which houses Bank of America, Corporate Centre, and Charlotte, North Carolina, is a tall building with a height of 265 m and having sixty storeys. The floor system consists of 117 mm thick slab supported on a 460 mm deep beam centred at 3 m. The strength of concrete varied between 43 and 51 MPa while the density of concrete is 1890 kg/m3. Similar experiences are reported in bridges also; nearly 500 bridges have incorporated lightweight concrete into deck, beams, girders, or piers. They are also increasingly used in prefabricated construction because of easier towing, greater buoyancy, and less expensive for handling. Compressive strength up to 100 MPa with lightweight of 1800 kg/m3 concrete has been reported. The main aim of using lightweight concrete is to reduce the dead load of a concrete structure, which then allows the structural designer to reduce the size of columns, footings, and other load-bearing elements in the structure.Alaettin Kilic and Cengiz Duran Atis in 2002 [1] had reported that structural lightweight concrete with basic pumice used as lightweight aggregate with and without admixtures gives compressive strength up to 43 MPa and tensile strength up to 8.9 MPa by the use of silica fumes up to 10% by weight of cement. The lightweight scoria aggregates can be utilized to reduce the earthquake acceleration by producing structural lightweight aggregates.Ramazan Demirboga and Rustem Gul in 2002 [3] had reported that thermal conductivity of concrete made up of expanded perlite and pumice aggregates with replacement of cement with fly ash and silica fumes with 10%, 20%, and 30% by weight gives good results for thermal conductivity of concrete. Thermal conductivity of concrete is decreased by 43.5% in expanded perlite aggregates.


## 2. Analytical Study

### 2.1. Modelling and Material Properties

A six-storied reinforced concrete framed structure is modelled using standard software [6], that is, STAAD PRO (Structural Analysis and Aided Design) [4]. The structural model is shown in Figure 1. Beams and columns are arranged in such a way that each beam is 7.5 m in length, so the secondary beams are acting at each 2.5 m length; these secondary beams are maintained to make the structure stable and uniform. The dimensions of the structure in plan is 22.5 m wide on either side and 30.2 m tall, and each storey height is different as can be seen from Table 1.Figure 1
Model of the six-storied building, 3D view.Table 1
Design data.
Live load
4.0 kN/m2 at typical floor
1.5 kN/m2 on terrace
Floor finish
1.0 kN/m2
Water proofing
2.0 kN/m2
Location
Vadodara city
Depth of foundation below ground
2.5 m
Type of soil
Type II, medium as per IS: 1893
Storey height
Typical floor 5 m, ground floor: 3.4 m
Floor
GF + 5 upper floors
Plinth level
0.6 m
Walls
230 mm thick masonry wallsThere are two materials used in the model: one represents lightweight concrete and the other is normal weight concrete. The weight densities of each concrete are categorised according to ACI 318 building code requirements for structural concrete (ACI 318-95) and commentary (ACI 318R-95) [5], and “Test Method for Unit Weight of Structural Lightweight Concrete” (ASTM C 567) [7], not exceeding 1800 kg/m3. In this code, a lightweight concrete without natural sand is termed “all-lightweight concrete,” and lightweight concrete in which all of the fine aggregate consists of normal weight sand is termed “sand-lightweight concrete.” The density of lightweight concrete used in the model is 1800 kg/m3, and the density of normal weight concrete is 2500 kg/m3. Modulus of elasticity of each model is calculated according to ACI 213 [8]. The below expression is meant to be valid for values of density from 1400 to 2480 kg/m3:(1)Ec=43∗10−6ρ1.5fck′lightweight  concreteACI318R,Ec=5000fcknormal  weight  concreteIS456:2000,where fck′ is the characteristic strength of cylindrical strength; fck is the characteristic strength of concrete cube in MPa, where fck′ is 0.8 times of fck; ρ is the density of concrete in kg/m3; and Ec is the modulus of elasticity.Material selected for both the models is concrete, and the structure is designed according to IS 456:2000 [9]. Some of the material properties were flexural strength of concrete, modulus of elasticity of concrete, and density of steel reinforcement. M30 grade of concrete is used for the study.


### 2.2. Loads and Load Calculations

Modelling of the structure is done using standard software; the structure is taken from standard book. Loads are taken from the same book and implemented in the design (Table1). For modelling of LWC structure and NWC, the densities of each floor are calculated and implemented in the software as given in Tables 2 and 3. Table 2 shows the design data and load acting on each structure. Load combinations are taken from 1893 to 2016 [10] and listed in Table 4, where X and Z are lateral orthogonal directions.Table 2
Dead loads.
Members
Dimensions (mm)
Normal weight density (25 kN/m3)
Lightweight density (18 kN/m3)
Columns
500∗500
6.3 kN/m (for top floor)
4.5 kN/m (for top floor)
9.0 kN/m (rest of the floors)
6.48 kN/m (rest of the floors)
Beams
300∗600
4.5 kN/m
3.24 kN/m
Slab
100
2.5 kN/m2
1.8 kN/m2
Brick wall
230
4.9 kN/m2
4.9 kN/m2
21.6 kN/m (height 4.4 m)
21.6 kN/m (height 4.4 m)
17.2 kN/m (height 3.5 m)
17.2 kN/m (height 3.5 m)
3.5 kN/m (height 0.7)
3.5 kN/m (height 0.7)
4.9 kN/m (height 1.0)
4.9 kN/m (height 1.0)Table 3
Load combinations used for design.
1
1.5 (DL + EZTP)
14
1.5 (DL + IL)
2
1.5 (DL + EZTN)
15
1.2 (DL + IL + EXTP)
3
1.5 (DL − EZTP)
16
1.2 (DL + IL + EXTN)
4
1.5 (DL − EZTN)
17
1.2 (DL + IL − EXTP)
5
0.9 DL + 1.5 EXTP
18
1.2 (DL + IL − EXTN)
6
0.9 DL + 1.5 EXTN
19
1.2 (DL + IL + EZTP)
7
0.9 DL − 1.5 EXTP
20
1.2 (DL + IL + EZTN)
8
0.9 DL − 1.5 EXTN
21
1.2 (DL + IL − EZTP)
9
0.9 DL + 1.5 EZTN
22
1.2 (DL + IL − EZTN)
10
0.9 DL − 1.5 EZTP
23
1.5 (DL + EXTP)
11
0.9 DL − 1.5 EZTN
24
1.5 (DL + EXTN)
12
0.9 DL + 1.5 EZTP
25
1.5 (DL − EXTP)
13
1.5 (DL − EXTN)
—
—Table 4
Bending moments and shear force.
Beam no.
Bending moment for LWC (kNm)
Bending moment for NWC (kNm)
Shear force for LWC (kN)
Shear force for NWC (kN)
261 (COMB 16) (COMB 18)
−223
−258
79
83
226
260
−45
−49
391 (COMB 16) (COMB 18)
−258
−322
83
99
260
328
−49
−67
521(COMB 16) (COMB 18)
−270
−313
84
97
276
320
−58
−64
651(COMB 16) (COMB 18)
−226
−265
−46
−51
231
272
75
86
781(COMB 16) (COMB 18)
−159
−191
−29
−32
167
201
61
71


## 2.1. Modelling and Material Properties

A six-storied reinforced concrete framed structure is modelled using standard software [6], that is, STAAD PRO (Structural Analysis and Aided Design) [4]. The structural model is shown in Figure 1. Beams and columns are arranged in such a way that each beam is 7.5 m in length, so the secondary beams are acting at each 2.5 m length; these secondary beams are maintained to make the structure stable and uniform. The dimensions of the structure in plan is 22.5 m wide on either side and 30.2 m tall, and each storey height is different as can be seen from Table 1.Figure 1
Model of the six-storied building, 3D view.Table 1
Design data.
Live load
4.0 kN/m2 at typical floor
1.5 kN/m2 on terrace
Floor finish
1.0 kN/m2
Water proofing
2.0 kN/m2
Location
Vadodara city
Depth of foundation below ground
2.5 m
Type of soil
Type II, medium as per IS: 1893
Storey height
Typical floor 5 m, ground floor: 3.4 m
Floor
GF + 5 upper floors
Plinth level
0.6 m
Walls
230 mm thick masonry wallsThere are two materials used in the model: one represents lightweight concrete and the other is normal weight concrete. The weight densities of each concrete are categorised according to ACI 318 building code requirements for structural concrete (ACI 318-95) and commentary (ACI 318R-95) [5], and “Test Method for Unit Weight of Structural Lightweight Concrete” (ASTM C 567) [7], not exceeding 1800 kg/m3. In this code, a lightweight concrete without natural sand is termed “all-lightweight concrete,” and lightweight concrete in which all of the fine aggregate consists of normal weight sand is termed “sand-lightweight concrete.” The density of lightweight concrete used in the model is 1800 kg/m3, and the density of normal weight concrete is 2500 kg/m3. Modulus of elasticity of each model is calculated according to ACI 213 [8]. The below expression is meant to be valid for values of density from 1400 to 2480 kg/m3:(1)Ec=43∗10−6ρ1.5fck′lightweight  concreteACI318R,Ec=5000fcknormal  weight  concreteIS456:2000,where fck′ is the characteristic strength of cylindrical strength; fck is the characteristic strength of concrete cube in MPa, where fck′ is 0.8 times of fck; ρ is the density of concrete in kg/m3; and Ec is the modulus of elasticity.Material selected for both the models is concrete, and the structure is designed according to IS 456:2000 [9]. Some of the material properties were flexural strength of concrete, modulus of elasticity of concrete, and density of steel reinforcement. M30 grade of concrete is used for the study.


## 2.2. Loads and Load Calculations

Modelling of the structure is done using standard software; the structure is taken from standard book. Loads are taken from the same book and implemented in the design (Table1). For modelling of LWC structure and NWC, the densities of each floor are calculated and implemented in the software as given in Tables 2 and 3. Table 2 shows the design data and load acting on each structure. Load combinations are taken from 1893 to 2016 [10] and listed in Table 4, where X and Z are lateral orthogonal directions.Table 2
Dead loads.
Members
Dimensions (mm)
Normal weight density (25 kN/m3)
Lightweight density (18 kN/m3)
Columns
500∗500
6.3 kN/m (for top floor)
4.5 kN/m (for top floor)
9.0 kN/m (rest of the floors)
6.48 kN/m (rest of the floors)
Beams
300∗600
4.5 kN/m
3.24 kN/m
Slab
100
2.5 kN/m2
1.8 kN/m2
Brick wall
230
4.9 kN/m2
4.9 kN/m2
21.6 kN/m (height 4.4 m)
21.6 kN/m (height 4.4 m)
17.2 kN/m (height 3.5 m)
17.2 kN/m (height 3.5 m)
3.5 kN/m (height 0.7)
3.5 kN/m (height 0.7)
4.9 kN/m (height 1.0)
4.9 kN/m (height 1.0)Table 3
Load combinations used for design.
1
1.5 (DL + EZTP)
14
1.5 (DL + IL)
2
1.5 (DL + EZTN)
15
1.2 (DL + IL + EXTP)
3
1.5 (DL − EZTP)
16
1.2 (DL + IL + EXTN)
4
1.5 (DL − EZTN)
17
1.2 (DL + IL − EXTP)
5
0.9 DL + 1.5 EXTP
18
1.2 (DL + IL − EXTN)
6
0.9 DL + 1.5 EXTN
19
1.2 (DL + IL + EZTP)
7
0.9 DL − 1.5 EXTP
20
1.2 (DL + IL + EZTN)
8
0.9 DL − 1.5 EXTN
21
1.2 (DL + IL − EZTP)
9
0.9 DL + 1.5 EZTN
22
1.2 (DL + IL − EZTN)
10
0.9 DL − 1.5 EZTP
23
1.5 (DL + EXTP)
11
0.9 DL − 1.5 EZTN
24
1.5 (DL + EXTN)
12
0.9 DL + 1.5 EZTP
25
1.5 (DL − EXTP)
13
1.5 (DL − EXTN)
—
—Table 4
Bending moments and shear force.
Beam no.
Bending moment for LWC (kNm)
Bending moment for NWC (kNm)
Shear force for LWC (kN)
Shear force for NWC (kN)
261 (COMB 16) (COMB 18)
−223
−258
79
83
226
260
−45
−49
391 (COMB 16) (COMB 18)
−258
−322
83
99
260
328
−49
−67
521(COMB 16) (COMB 18)
−270
−313
84
97
276
320
−58
−64
651(COMB 16) (COMB 18)
−226
−265
−46
−51
231
272
75
86
781(COMB 16) (COMB 18)
−159
−191
−29
−32
167
201
61
71


## 3. Analysis and Results

### 3.1. Bending Moment and Shear Force

The structure was analysed for 25 load cases as listed in Table3. The bending moment and shear forces are compared with all the members from results obtained from the analytical model. The results are presented in Table 4 for selected members as shown in Figure 2 for bending moment of NWC and Figure 3 for LWC. The loading cases yielded maximum values of bending moment and shear forces. Figure 2 shows one of the selected beams in the NWC structure which has bending moment of 260 kNm and shear force of 49 kN. Figure 3 shows the beam in the LWC structure which had a bending moment of 226 kNm and a shear force of 45 kN. The two cases involving normal weight concrete (NWC) with a density of 25 kN/m3 and lightweight concrete (LWC) with a density of 18 kN/m3 are loads to yield different loading conditions as the density of material is different. Though the live load is the same for both the cases, dead load and seismic weights are considerably less as can be seen form Table 2.Figure 2
Bending moment for normal weight concrete of the selected member.Figure 3
Bending moment for lightweight concrete of the selected member.This results in lesser bending moment and shear force in members as can be seen from Table4. The variation in bending moment is lower by 22% and shear force by 18% for lightweight concrete when compared to normal weight concrete.


### 3.2. Percentage of Steel

The six-storied structures are designed as per IS 456:2000 [9] and are analysed. Both the structures are having the dead load variation of 28%, and hence, there is a change in bending moments and shear forces in the structures too. Sectional properties of the lightweight structure can be modified as per the obtained bending moment and shear forces. As the design is done in standard software, the reduction in area of steel in lightweight concrete is about 10%–12% as expected. Quantity of steel in normal weight concrete is 1151 kN, and in lightweight concrete it is 1014 kN.


### 3.3. Fundamental Natural Period and Seismic Loads

The approximate fundamental natural period of vibration (Ta) in seconds for the moment resisting frame building without brick infill panels may be estimated by empirical expression given by IS 1893-2016. In the present analysis, for calculating the above parameter, standard software is used to find out seismic response and mode shapes of the structure. The natural period calculated by the code and software is verified and mentioned in Table 5. There is no variation of time periods in both the calculations; this is due to no change in the height of the structure. Compressive strength and elastic modulus of lightweight aggregates are given by Ulrik Nilsen et al. [11]. Young’s modulus E value shows negligible time periods for LWC than NWC. Considering Clause 6.4 design spectrum in IS 1893-2016, code says the Sa/g value can be taken as 1.36/T where Ta is natural time period. The value of Sa/g calculated is varied from 0.72 to 1.4. But as per clause, 7.8.2 of IS 1893-2016 requires to take the highest force (Sa/g) for calculations taken as 1.402 for computation of seismic forces. Table 6 and Figures 4 and 5 show the horizontal loads and base shear values for LWC and NWC for various floor levels in a structure. From Table 6, the forces in LWC building are 14 percent less than the NWC building.(2)Ta=0.075h0.75=0.075×30.50.75=0.97sec,where “Ta” is natural time period and “h” is height of structure in meters.Table 5
Time periods.
Time period
Normal weight concrete (sec)
Lightweight concrete (sec)
IS 456-2000
ACI 318
E = 27 Gpa
E = 16 Gpa
X
1.87
1.88
Y
1.85
1.86
Z
1.43
1.39Table 6
Distribution of horizontal loads to different floor levels.
Storey
H (m)
W (kN)
Q (kN)
V (kN)
W (kN)
Q (kN)
V (kN)
NWC
NWC
NWC
LWC
LWC
LWC
7
30.2
5597
480
480
4100
366
366
6
25.2
6381
380
860
5611
350
716
5
20.2
6381
244
1140
5611
224
940
4
15.2
6381
138
1242
5611
127
1067
3
10.2
6381
62
1304
5611
52
1119
2
5.2
6138
16
1320
5400
14
1133
1
1.1
2027
0
1320
1884
0
1133
Total
—
—
1320
—
—
1133
—
H is height of the floor, W is weight of the floor, Q is seismic weight, and V is base shear.Figure 4
Base shear values of NWC and LWC for each floor.Figure 5
Horizontal loads of NWC and LWC for each floor.


### 3.4. Storey Drifts and Displacements of Each Floor

Storey drifts and displacements are calculated as per Clause no. 7.8 of IS 1893:2016. In this clause, dynamic analysis is performed to the structure of both NWC and LWC. The structure is analysed by the response spectrum method; the design base shear (VB) is compared with a base shear (VB) calculated using a fundamental periodTa as per Clause no. 7.11.1 of IS 1893 (Part 1): 2016; the storey drift in any storey due to specified design lateral force with partial load factor of 1.0 shall not exceed 0.004 times the storey height; for a typical floor of six, the storey drift allowed is 20 mm. The considered six-storied building shows the displacements and storey drifts of both lightweight concrete and normal weight concrete in Tables 7 and 8, and the variation in these for LWC and NWC is represented in Figures 6 and 7. Since the building configuration is the same in both the directions, the displacement values are the same in either direction.Table 7
Normal weight concrete.
Storey
Displacement (mm)
Storey drift (mm)
7
56.1
3.6
6
52.4
7.1
5
45.27
10.1
4
35.1
12.7
3
22.4
14.1
2
8.2
7.9
1
0.35
0.35
0
0
0Table 8
Lightweight concrete.
Storey
Displacements (mm)
Storey drift (mm)
7
61.05
3.6
6
57.4
7.6
5
49.7
11.0
4
38.7
13.9
3
24.8
15.6
2
9.1
8.7
1
0.39
0.39
0
0
0Figure 6
Displacements for each floor for both LWC and NWC structures.Figure 7
Storey drifts for each floor for both LWC and NWC structures.The LWC structure suffers larger deformations than NWC because of lower Young’s modulus of LWC, which results in lower stiffness; the obtained drifts from Table8 are well within the allowable limits.


## 3.1. Bending Moment and Shear Force

The structure was analysed for 25 load cases as listed in Table3. The bending moment and shear forces are compared with all the members from results obtained from the analytical model. The results are presented in Table 4 for selected members as shown in Figure 2 for bending moment of NWC and Figure 3 for LWC. The loading cases yielded maximum values of bending moment and shear forces. Figure 2 shows one of the selected beams in the NWC structure which has bending moment of 260 kNm and shear force of 49 kN. Figure 3 shows the beam in the LWC structure which had a bending moment of 226 kNm and a shear force of 45 kN. The two cases involving normal weight concrete (NWC) with a density of 25 kN/m3 and lightweight concrete (LWC) with a density of 18 kN/m3 are loads to yield different loading conditions as the density of material is different. Though the live load is the same for both the cases, dead load and seismic weights are considerably less as can be seen form Table 2.Figure 2
Bending moment for normal weight concrete of the selected member.Figure 3
Bending moment for lightweight concrete of the selected member.This results in lesser bending moment and shear force in members as can be seen from Table4. The variation in bending moment is lower by 22% and shear force by 18% for lightweight concrete when compared to normal weight concrete.


## 3.2. Percentage of Steel

The six-storied structures are designed as per IS 456:2000 [9] and are analysed. Both the structures are having the dead load variation of 28%, and hence, there is a change in bending moments and shear forces in the structures too. Sectional properties of the lightweight structure can be modified as per the obtained bending moment and shear forces. As the design is done in standard software, the reduction in area of steel in lightweight concrete is about 10%–12% as expected. Quantity of steel in normal weight concrete is 1151 kN, and in lightweight concrete it is 1014 kN.


## 3.3. Fundamental Natural Period and Seismic Loads

The approximate fundamental natural period of vibration (Ta) in seconds for the moment resisting frame building without brick infill panels may be estimated by empirical expression given by IS 1893-2016. In the present analysis, for calculating the above parameter, standard software is used to find out seismic response and mode shapes of the structure. The natural period calculated by the code and software is verified and mentioned in Table 5. There is no variation of time periods in both the calculations; this is due to no change in the height of the structure. Compressive strength and elastic modulus of lightweight aggregates are given by Ulrik Nilsen et al. [11]. Young’s modulus E value shows negligible time periods for LWC than NWC. Considering Clause 6.4 design spectrum in IS 1893-2016, code says the Sa/g value can be taken as 1.36/T where Ta is natural time period. The value of Sa/g calculated is varied from 0.72 to 1.4. But as per clause, 7.8.2 of IS 1893-2016 requires to take the highest force (Sa/g) for calculations taken as 1.402 for computation of seismic forces. Table 6 and Figures 4 and 5 show the horizontal loads and base shear values for LWC and NWC for various floor levels in a structure. From Table 6, the forces in LWC building are 14 percent less than the NWC building.(2)Ta=0.075h0.75=0.075×30.50.75=0.97sec,where “Ta” is natural time period and “h” is height of structure in meters.Table 5
Time periods.
Time period
Normal weight concrete (sec)
Lightweight concrete (sec)
IS 456-2000
ACI 318
E = 27 Gpa
E = 16 Gpa
X
1.87
1.88
Y
1.85
1.86
Z
1.43
1.39Table 6
Distribution of horizontal loads to different floor levels.
Storey
H (m)
W (kN)
Q (kN)
V (kN)
W (kN)
Q (kN)
V (kN)
NWC
NWC
NWC
LWC
LWC
LWC
7
30.2
5597
480
480
4100
366
366
6
25.2
6381
380
860
5611
350
716
5
20.2
6381
244
1140
5611
224
940
4
15.2
6381
138
1242
5611
127
1067
3
10.2
6381
62
1304
5611
52
1119
2
5.2
6138
16
1320
5400
14
1133
1
1.1
2027
0
1320
1884
0
1133
Total
—
—
1320
—
—
1133
—
H is height of the floor, W is weight of the floor, Q is seismic weight, and V is base shear.Figure 4
Base shear values of NWC and LWC for each floor.Figure 5
Horizontal loads of NWC and LWC for each floor.


## 3.4. Storey Drifts and Displacements of Each Floor

Storey drifts and displacements are calculated as per Clause no. 7.8 of IS 1893:2016. In this clause, dynamic analysis is performed to the structure of both NWC and LWC. The structure is analysed by the response spectrum method; the design base shear (VB) is compared with a base shear (VB) calculated using a fundamental periodTa as per Clause no. 7.11.1 of IS 1893 (Part 1): 2016; the storey drift in any storey due to specified design lateral force with partial load factor of 1.0 shall not exceed 0.004 times the storey height; for a typical floor of six, the storey drift allowed is 20 mm. The considered six-storied building shows the displacements and storey drifts of both lightweight concrete and normal weight concrete in Tables 7 and 8, and the variation in these for LWC and NWC is represented in Figures 6 and 7. Since the building configuration is the same in both the directions, the displacement values are the same in either direction.Table 7
Normal weight concrete.
Storey
Displacement (mm)
Storey drift (mm)
7
56.1
3.6
6
52.4
7.1
5
45.27
10.1
4
35.1
12.7
3
22.4
14.1
2
8.2
7.9
1
0.35
0.35
0
0
0Table 8
Lightweight concrete.
Storey
Displacements (mm)
Storey drift (mm)
7
61.05
3.6
6
57.4
7.6
5
49.7
11.0
4
38.7
13.9
3
24.8
15.6
2
9.1
8.7
1
0.39
0.39
0
0
0Figure 6
Displacements for each floor for both LWC and NWC structures.Figure 7
Storey drifts for each floor for both LWC and NWC structures.The LWC structure suffers larger deformations than NWC because of lower Young’s modulus of LWC, which results in lower stiffness; the obtained drifts from Table8 are well within the allowable limits.


## 4. Conclusion

The seismic analysis of the structure is functionally depending on dead load and the earthquake forces acting on that. The LWC structure which is subjected to seismic analysis resulted in less bending moments and shear forces which may pave way either to reduce the cross section of members or to reduce the steel in moment and shear resisting sections. As the structure is six-storied, the change in earthquake forces is very little in both the cases, whereas storey drift and storey displacements are the same by this savage of steel, which is 10% more in LWC than NWC. The study was extended with dynamic analysis carried out using the response spectrum method. Though the natural period did not show any improvement for design considerations, the safety of the structure as observed from drift at each storey level is good. The reasons behind such changes are practically due to reduction of Young’s modulus of lightweight concrete. However, with the new research, it is possible to get higher Young’s modulus for the same strength parameters by suitable modification of concrete mix design. As the storey height increases, the benefit on economical is likely to be more.



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*Source: 2105784-2018-02-06.xml*