Dynamic Analysis of High Rise Building with C Shape RC Shear Wall at the Center in Concrete
Frame Structure
Mahdi Hosseini, N.V. Ramana Rao
Abstract: Shear walls are located on each level of the structure, to form an effective box structure, equal length shear walls are placed symmetrically on opposite sides of exterior walls of the building. Shear walls are added to the building interior to provide extra strength and stiffness to the building when the exterior walls cannot provide sufficient strength and stiffness or when the allowable span-width ratio for the floor or roof diaphragm is exceeded. Shear walls are analyzed to resist two types of forces:
shear forces and uplift forces. Shear forces are created throughout the height of the wall between the top and bottom shear wall connections. Uplift forces exist on shear walls because the horizontal forces are applied to the top of the wall. These uplift forces try to lift up one end of the wall and push the other end down. In some cases, the uplift force is large enough to tip the wall over. Shear walls are analyzed to the provide necessary lateral strength to resist horizontal forces. Shear walls are strong enough, to transfer these horizontal forces to the next element in the load path below them. The seismic motion that reaches a structure on the surface of the earth is influenced by local soil conditions. The subsurface soil layers underlying the building foundation may amplify the response of the building to earthquake motions originating in the bedrock. Three types soil are considered here:Hard soil ,Medium soil,soft soil. In this paper 30 story building with C Shape RC Shear wall at the center in Concrete Frame Structure with fixed support conditions under different type of soil for earthquake zone V as per IS 1893 (part 1) : 2002 in India are analyzed using software ETABS by Dynamic analysis. All the analyses has been carried out as per the Indian Standard code books. This paper aims to study the behaviour of reinforced concrete building by conducting dynamic analysis for most suited positions and location of shear wall under different type of soil . Estimation of structural response such as; storey displacements, storey moment ,storey shear, storey drift , Pier Forces, column forces is carried out.In dynamic analysis; Response Spectrum method is used.
Keywords: Dynamic analysis, Soft, Medium &Hard Soil, Structural Response , C Shape Shear Wall
I. INTRODUCTION A. What are the functions of a shear wall?
Shear walls must provide the necessary lateral strength to resist horizontal earthquake forces. When shear walls are strong enough, they will transfer these horizontal forces to the next element in the load path below them. These other components in the load path may be other shear walls, floors, foundation walls, slabs or footings. Shear walls also provide lateral stiffness to prevent the roof or floor above from excessive side-sway.
Revised Version Manuscript Received on November 20, 2017.
Mahdi Hosseini, Ph.D. Scholar, Student in Structural Engineering, Dept. of Civil Engineering, Jawaharlal Nehru Technological University Hyderabad (JNTUH), Hyderabad, Telengana, India. Email:
N. V. Ramana Rao, Professor, Dept. of Civil Engineering, Jawaharlal Nehru Technological University Hyderabad (JNTUH), Hyderabad, &
Director of National Institute of Technology Warangal, Telangana, India.
Email: [email protected]
When shear walls are stiff enough, they will prevent floor and roof framing members from moving off their supports.
Also, buildings that are sufficiently stiff will usually suffer less nonstructural damage.
B. Advantages of shear walls in RC buildings
Properly designed and detailed buildings with shear walls have shown very good performance in past earthquakes. The overwhelming success of buildings with shear walls in resisting strong earthquakes is summarized in the quote:
“we cannot afford to build concrete buildings meant to resist severe earthquakes without shear walls.” Mark fintel, a noted consulting engineer in usa shear walls in high seismic regions requires special detailing. However, in past earthquakes, even buildings with sufficient amount of walls that were not specially detailed for seismic performance (but had enough well-distributed reinforcement) were saved from collapse. Shear wall buildings are a popular choice in many earthquake prone countries, like chile, new zealand and usa.
Shear walls are easy to construct, because reinforcement detailing of walls is relatively straight-forward and therefore easily implemented at site. Shear walls are efficient, both in terms of construction cost and effectiveness in minimizing earthquake damage in structural and nonstructural elements (like glass windows and building contents).
C. Importance of seismic design codes
Ground vibration during earthquake cause forces and deformations in structures. Structures need to be designed withstand such forces and deformations. Seismic codes help to improve the behavior of structures so that may withstand the earthquake effect without significant loss of life and property. Countries around the world have procedures outlined in seismic code to help design engineers in the planning, designing, detailing and constructing of structures.
A) An earthquake resistant has four virtues in it, namely:
i) Good Structural Configuration: its size, shape and structural system carrying loads are such that they ensure a direct and smooth flow of inertia forces to the ground.
ii) Lateral Strength: The maximum lateral (horizontal) force that it can resist is such that the damage induced in it does not result in collapse.
iii) Adequate Stiffness: Its lateral load resisting system is such that the earthquake – indeed deformations in it do not damage its contents under low-to- moderate shaking.
iv) Good Ductility: Its capacity to undergo large deformations under severe earthquake shaking even after yielding is improved by favorable design and detailing strategies.
B) Indian Seismic Codes
Seismic codes are unique to a particular region or country. They take into account the local seismology, accepted level of seismic risk, buildings typologies, and materials and methods used in construction.
The Bureau of Indian Standards (BIS) the following Seismic Codes:
IS 1893 (PART 1) 2002, Indian Standard Criteria for Earthquakes Resistant of Design Structures (5th revision).
IS 4326, 1993, Indian Standard Code of practice for Earthquake Resistant Design and Construction of Buildings. (2nd revision).
IS 13827, 1993, Indian Standard Guidelines for improving Earthquake Resistant of Earthen buildings.
IS 13828, 1993 Indian Standard Guidelines for improving Earthquake Resistant of Low Strength Masonry Buildings.
IS 13920, 1993, Indian Standard Code for practice for Ductile Detailing of Reinforced Concrete Structures Subjected to Seismic Forces.
The regulations in these standards do not ensure that structures suffer no damage during earthquake of all magnitude. But, to the extent possible, they ensure that structures are able to respond to earthquake shaking of moderate intensities without structural damage and of heavy intensities wit out total collapse.
D. Earthquake effect on reinforced concrete buildings In recent times, reinforced concrete buildings have become common in India, particularly in towns and cities.
Reinforced Concrete (or Simply RC) consists of two primarily materials, namely Concrete with Reinforcing Steel bars.
Concrete is made of sand, crushed stone (called aggregates) and cement, all mixed with pre-determined amount of water.
Concrete can be molded into any desire shape and steel bars can be bent into many shapes. Thus structure of complex shapes is possible with RC.
A typical RC buildings is made of horizontal members (beams and slabs) and vertical members (columns and walls), and supported by foundations that rest on ground.
The system comprising of RC columns and connecting beams called a Reframe. The RC frame participates in resisting the earthquakes forces. Since most of the buildings mass is present at floor levels. These forces travel downwards through slab and beams to columns a walls, and then to the foundations from where they are dispersed to three ground. As inertia forces accumulate downwards from the top of the buildings, the columns and walls at lower storey experience higher earthquake induced forces and are therefore designed to be stronger than that storey above.
E. Horizontal earthquake effect
Gravity loading (due to self weight and contents) on buildings causes RC frames to bend resulting in stretching and shortening at various locations. Tension is generated at surfaces that stretch and compression at those that shorten.
Under gravity loads, tension in the beams is at the bottom surface of the beam in the central location and is the top surface at the ends. On other hand earthquake loading causes tension on beam and column faces at locations
of the tension (in technical terms, bending moment) generated in members. The level of bending moment due to earthquake loading depends on severity of shaking and can exceed that due to gravity loading. Thus, under strong earthquake shaking, the beam ends can develop tension on either of the top and bottom faces. Since concrete can not carry this tension, steel bars are required both face on beams to resist of reversal of being moment. Similarly, steel bars are required on all faces of columns too.
F. Design Issues for seismic and Wind in Buildings Critical issues for the design of high rise buildings in regions prone to significant wind and seismic effects typically include:
1. High base overturning moment and foundation design (wind, Seismic).
2. High shear capacity requirements near base (seismic).
3. High gravity stresses in the vertical elements (and use of high strength materials) to minimize structural design and to maximize net floor area.
4. Development of ductility in elements at the base of a structure under high compressive gravity stress (Seismic).
5. Controlling lateral accelerations (wind).
6. Controlling storey drift (wind and seismic).
7. Controlling damage so as to permit repair (seismic).
8. Ensuring ductile energy dissipation mechanisms and preventing brittle failures (seismic).
G. Site selection
The seismic motion that reaches a structure on the surface of the earth is influenced by local soil conditions. The subsurface soil layers underlying the building foundation may amplify the response of the building to earthquake motions originating in the bedrock.
For soft soils the earthquake vibrations can be significantly amplified and hence the shaking of structures sited on soft soils can be much greater than for structures sited on hard soils. Hence the appropriate soil investigation should be carried out to establish the allowable bearing capacity and nature of soil. The choice of a site for a building from the failure prevention point of view is mainly concerned with the stability of the ground. The very loose sands or sensitive clays are liable to be destroyed by the earthquake, so much as to lose their original structure and thereby undergo compaction. This would result in large unequal settlements and damage the building. If the loose cohesion less soils are saturated with water they are likely to lose their shear resistance altogether during ground shaking.
This leads to liquefaction. Although such soils can be compacted, for small buildings the operation may be too costly and the sites having these soils are better avoided. For large building complexes, such as housing developments, new colonies, etc. this factor should be thoroughly investigated and the site has to be selected appropriately.
Therefore a site with sufficient bearing capacity and free from the above defects should be chosen and its drainage condition improved so that no water accumulates and saturates the ground
especially close to the footing level.
H. Bearing capacity of foundation soil Three soil types are considered here:
I. Hard- Those soils, which have an allowable bearing capacity of more than 10t/m2.
II. Medium - Those soils, which have an allowable bearing capacity less than or equal to 10t/m2 III. Soft - Those soils, which are liable to large
differential settlement or liquefaction during an earthquake.
Soils must be avoided or compacted to improve them so as to qualify them either as firm or stiff. The allowable bearing pressure shall be determined in accordance with IS: 1888- 1982 load test (Revision 1992). It is a common practice to increase the allowable bearing pressure by one-third, i.e.
33%, while performing seismic analysis of the materials like massive crystalline bedrock sedimentary rock, dense to very dense soil and heavily over consolidated cohesive soils, such as a stiff to hard clays. For the structure to react to the motion, it needs to overcome its own inertia, which results in an interaction between the structure and the soil. The extent to which the structural response may alter the characteristics of earthquake motions observed at the foundation level depends on the relative mass and stiffness properties of the soil and the structure. Thus the physical property of the foundation medium is an important factor in the earthquake response of structures supported on it. There are two aspects of building foundation interaction during earthquakes, which are of primary importance to earthquake engineering. First, the response to earthquake motion of a structure founded on a deformable soil can be significantly different from that would occur if the structure is supported on a rigid foundation. Second, the motion recorded at the base of a structure or in the immediate vicinity can be different from that which would have been recorded had there been no building. Observations of the response of the buildings during earthquakes have shown that the response of typical structures can be markedly influenced by the soil properties if the soils are sufficiently soft. Furthermore, for relatively rigid structures such as nuclear reactor containment structures, interaction effects can be important, even for relatively firm soils because the important parameter apparently is not the stiffness of the soil, but the relative stiffness of the building and its foundation. In terms of the dynamic properties of the building foundation system, past studies have shown that the interaction will, in general, reduce the fundamental frequency of the system from that of the structure on a rigid base, dissipate part of the vibrational energy of the building by wave radiation into the foundation medium and modify the base motion of the structure in comparison to the free- field motion. Although all these effects may be present in some degree for every structure, the important point is to establish under what conditions the effects are of practical significance.
II. METHODOLOGY
Earthquake motion causes vibration of the structure leading to inertia forces. Thus a structure must be able to safely transmit the horizontal and the vertical inertia forces generated in the super structure through the foundation to the ground. Hence, for most of the ordinary structures, earthquake-resistant design requires ensuring that the structure has adequate lateral load carrying capacity.
Seismic codes will guide a designer to safely design the structure for its intended purpose.
Quite a few methods are available for the earthquake analysis of buildings; two of them are presented here:
1- Equivalent Static Lateral Force Method (pseudo static method).
2- Dynamic analysis.
I. Response spectrum method.
II. Time history method.
A. Equivalent lateral Force (Seismic Coefficient) Method
This method of finding lateral forces is also known as the static method or the equivalent static method or the seismic coefficient method. The static method is the simplest one and it requires less computational effort and is based on formulae given in the code of practice.
In all the methods of analyzing a multi storey buildings recommended in the code, the structure is treated as discrete system having concentrated masses at floor levels which include the weight of columns and walls in any storey should be equally distributed to the floors above and below the storey. In addition, the appropriate amount of imposed load at this floor is also lumped with it. It is also assumed that the structure flexible and will deflect with respect to the position of foundation the lumped mass system reduces to the solution of a system of second order differential equations. These equations are formed by distribution, of mass and stiffness in a structure, together with its damping characteristics of the ground motion.
B. Dynamic Analysis
Dynamic analysis shall be performed to obtain the design seismic force, and its distribution in different levels along the height of the building, and in the various lateral load resisting element, for the following buildings:
Regular buildings: Those greater than 40m in height in zones IV and V, those greater than 90m in height in zone II and III.
Irregular buildings: All framed buildings higher than 12m in zones IV and V, and those greater than 40m in height in zones II and III.
The analysis of model for dynamic analysis of buildings with unusual configuration should be such that it adequately models the types of irregularities present in the building configuration. Buildings with plan irregularities, as defined in Table 4 of IS code: 1893-2002 cannot be modeled for dynamic analysis.
Dynamic analysis may be performed either by the TIME HISTORY METHOD or by the RESPONSE SPECTRUM METHOD
C. Time History Method
The usage of this method shall be on an appropriate ground motion and shall be performed using accepted principles of dynamics. In this method, the mathematical model of the building is subjected to accelerations from earthquake records that represent the expected earthquake at the base of the structure.
D. Response Spectrum Method
The word spectrum in engineering conveys the idea that the response of buildings having a broad range of periods is summarized in a single graph. This method shall be performed using the design spectrum specified in code or by a site-specific design spectrum for a structure prepared at a project site. The values of damping for building may be taken as 2 and 5 percent of the critical, for the purposes of dynamic of steel and reinforce concrete buildings, respectively. For most buildings, inelastic response can be expected to occur during a major earthquake, implying that an inelastic analysis is more proper for design. However, in spite of the availability of nonlinear inelastic programs, they are not used in typical design practice because:
1- Their proper use requires knowledge of their inner workings and theories. design criteria, and
2- Result produced are difficult to interpret and apply to traditional design criteria , and
3- The necessary computations are expensive.
Therefore, analysis in practice typically use linear elastic procedures based on the response spectrum method. The response spectrum analysis is the preferred method because it is easier to use.
III. MODELING OF BUILDING A. Details of The Building
A symmetrical building of plan 38.5m X 35.5m located with location in zone V, India is considered. Four bays of length 7.5m& one bays of length 8.5m along X - direction and Four bays of length 7.5m& one bays of length 5.5m along Y - direction are provided. Shear Wall is provided at the center core of building model.
B. Load Combinations
As per IS 1893 (Part 1): 2002 Clause no. 6.3.1.2, the following load cases have to be considered for analysis:
1.5 (DL + IL) 1.2 (DL + IL ± EL) 1.5 (DL ± EL) 0.9 DL ± 1.5 EL
Earthquake load must be considered for +X, -X, +Y and –Y directions.
Table 1: Details of The Building Building
Parameters Details
Type of frame Special RC moment resisting frame fixed at the base
Building plan 38.5m X 35.5m
Number of storeys 30
Floor height 3.5 m
Depth of Slab 225 mm
Size of beam (300 × 600) mm
Size of column
(exterior) (1250×1250) mm up to story five Size of column
(exterior) (900×900) mm Above story five Size of column
(interior) (1250×1250) mm up to story ten
Size of column
(interior) (900×900) mm Above story ten Spacing between
frames
7.5-8.5 m along x - direction 7.5-5.5 m along y - direction
Live load on floor 4 KN/m2
Floor finish 2.5 KN/m2
Wall load 25 KN/m
Grade of Concrete M 50 concrete
Grade of Steel Fe 500
Thickness of shear
wall 450 mm
Seismic zone V
Density of concrete 25 KN/m3
Type of soil
Soft,Medium,Hard Soil Type I=Soft Soil Soil Type II=Medium Soil
Soil Type III= Hard Soil Response spectra As per IS 1893(Part-1):2002
Damping of
structure 5 percent
Figure 1. Plan of the building
Figure 2. 3D view showing shear wall location IV. RESULTS AND DISCUSSIONS
Table 2: Lateral Loads of Structure in Soft Soil, Medium Soil and Hard Soil in X –Direction for load cases EQXP
SOIL TYPE I
SOIL TYPE
II SOIL TYPE III Story Elevation Location X-Dir X-Dir X-Dir
m kN kN kN
30TH 111 Top 779.3094 1059.8608 1301.4467
29TH 107.5 Top 786.6752 1069.8782 1313.7475
28TH 104 Top 736.2837 1001.3458 1229.5938
27TH 100.5 Top 687.5601 935.0817 1148.2253
26TH 97 Top 640.5042 871.0857 1069.642
25TH 93.5 Top 595.1161 809.358 993.844
24TH 90 Top 551.3959 749.8984 920.8311
23RD 86.5 Top 509.3435 692.7071 850.6036
22ND 83 Top 468.9588 637.784 783.1612
21ST 79.5 Top 430.242 585.1291 718.5041
20TH 76 Top 393.1929 534.7424 656.6322
19TH 72.5 Top 357.8117 486.6239 597.5455
18TH 69 Top 324.0983 440.7736 541.2441
17TH 65.5 Top 292.0526 397.1916 487.7279
16TH 62 Top 261.6748 355.8777 436.9969
15TH 58.5 Top 232.9648 316.8321 389.0512
14TH 55 Top 205.9225 280.0547 343.8906
13TH 51.5 Top 180.5481 245.5454 301.5154
12TH 48 Top 156.8415 213.3044 261.9253
11TH 44.5 Top 134.8027 183.3316 225.1205
10TH 41 Top 115.6639 157.3029 193.1587
9TH 37.5 Top 97.8991 133.1428 163.4916
8TH 34 Top 80.4774 109.4493 134.3973
7TH 30.5 Top 64.7614 88.0755 108.1515
6TH 27 Top 50.7509 69.0212 84.754
5TH 23.5 Top 39.4902 53.7067 65.9487
4TH 20 Top 29.4137 40.0027 49.1209
3RD 16.5 Top 20.0197 27.2268 33.4329
2ND 13 Top 12.4273 16.9011 20.7536
1ST 9.5 Top 6.6365 9.0256 11.0829
PLINTH 6 Top 1.3634 1.8543 2.2769
Base 0 Top 0 0 0
A plot for Lateral Loads of Structure in Soft Soil, Medium Soil and Hard Soil in X –Direction for load cases EQXP has been shown here
Graph 1: Lateral Loads of Structure in Soft Soil, Medium Soil and Hard Soil in X –Direction Table 3: Stiffness of Structure in Soft Soil, Medium Soil and Hard Soil in X – Direction for load cases EQXP
SOIL TYPE I SOIL TYPE II SOIL TYPE III
Story Elevation Location X-Dir X-Dir X-Dir
m kN/m kN/m kN/m
30TH 111 Top 181178.624 181178.624 181178.624
29TH 107.5 Top 337174.461 337174.461 337174.461
28TH 104 Top 452428.891 452428.891 452428.891
27TH 100.5 Top 532910.668 532910.668 532910.668
26TH 97 Top 588332.598 588332.598 588332.598
25TH 93.5 Top 626524.22 626524.22 626524.22
24TH 90 Top 653166.633 653166.633 653166.633
23RD 86.5 Top 672113.127 672113.127 672113.127
22ND 83 Top 685929.768 685929.768 685929.768
21ST 79.5 Top 696324.49 696324.49 696324.49
20TH 76 Top 704448.847 704448.847 704448.847
19TH 72.5 Top 711098.396 711098.396 711098.396
18TH 69 Top 716844.342 716844.342 716844.342
17TH 65.5 Top 722121.338 722121.338 722121.338
16TH 62 Top 727288.787 727288.787 727288.787
15TH 58.5 Top 732677.128 732677.128 732677.128
14TH 55 Top 738629.876 738629.876 738629.876
13TH 51.5 Top 745533.46 745533.46 745533.46
12TH 48 Top 753948.505 753948.505 753948.505
11TH 44.5 Top 764089.67 764089.67 764089.67
10TH 41 Top 779932.279 779932.279 779932.279
9TH 37.5 Top 796504.379 796504.379 796504.379
8TH 34 Top 818704.224 818704.224 818704.224
7TH 30.5 Top 848785.417 848785.417 848785.417
6TH 27 Top 891201.329 891201.329 891201.329
5TH 23.5 Top 953467.383 953467.383 953467.383
4TH 20 Top 1025949.531 1025949.531 1025949.531
3RD 16.5 Top 1140460.746 1140460.746 1140460.746
2ND 13 Top 1334049.241 1334049.241 1334049.241
1ST 9.5 Top 1721543.629 1721543.629 1721543.629
PLINTH 6 Top 2202808.66 2202808.66 2202808.66
Base 0 Top 0 0 0
Table 4: Stiffness of Structure in Soft Soil, Medium Soil and Hard Soil in Y - Direction for load cases EQYP SOIL TYPE I SOIL TYPE II SOIL TYPE III
Story Elevation Location Y-Dir Y-Dir Y-Dir
m kN/m kN/m kN/m
30TH 111 Top 117056.012 117056.012 117056.012
29TH 107.5 Top 227824.991 227824.991 227824.991
28TH 104 Top 325767.682 325767.682 325767.682
27TH 100.5 Top 409355.2 409355.2 409355.2
26TH 97 Top 479807.335 479807.335 479807.335
25TH 93.5 Top 538651.644 538651.644 538651.644
24TH 90 Top 587629.396 587629.396 587629.396
23RD 86.5 Top 628449.358 628449.358 628449.358
22ND 83 Top 662687.248 662687.248 662687.248
21ST 79.5 Top 691743.325 691743.325 691743.325
20TH 76 Top 716840.128 716840.128 716840.128
19TH 72.5 Top 739041.147 739041.147 739041.147
18TH 69 Top 759279.767 759279.767 759279.767
17TH 65.5 Top 778392.658 778392.658 778392.658
16TH 62 Top 797155.23 797155.23 797155.23
15TH 58.5 Top 816318.844 816318.844 816318.844
14TH 55 Top 836652.716 836652.716 836652.716
13TH 51.5 Top 858984.397 858984.397 858984.397
12TH 48 Top 884315.986 884315.986 884315.986
11TH 44.5 Top 913212.154 913212.154 913212.154
10TH 41 Top 951180.036 951180.036 951180.036
9TH 37.5 Top 991814.364 991814.364 991814.364
8TH 34 Top 1043844.75 1043844.75 1043844.75
7TH 30.5 Top 1109749.81 1109749.81 1109749.81
6TH 27 Top 1197560.369 1197560.369 1197560.369
5TH 23.5 Top 1321130.921 1321130.921 1321130.921
4TH 20 Top 1466950.928 1466950.928 1466950.928
3RD 16.5 Top 1690646.807 1690646.807 1690646.807
2ND 13 Top 2046043.726 2046043.726 2046043.726
1ST 9.5 Top 2694593.565 2694593.565 2694593.565
PLINTH 6 Top 3491010.809 3491010.809 3491010.809
Base 0 Top 0 0 0
Table 5: Storey Displacment of Structure in Soft Soil, Medium Soil and Hard Soil in X - Direction with load combination (DL+LL+EQXP)
SOIL TYPE I SOIL TYPE II SOIL TYPE III Story
Load
Case/Combo Direction
Story Maximum Displacements
Story Maximum Displacements
Story Maximum Displacements
mm mm mm
30TH DLLLEQXP X 298.096 405.411 497.82
29TH DLLLEQXP X 293.564 399.246 490.251
28TH DLLLEQXP X 288.624 392.528 482.001
27TH DLLLEQXP X 283.158 385.095 472.874
26TH DLLLEQXP X 277.083 376.833 462.729
25TH DLLLEQXP X 270.361 367.69 451.502
24TH DLLLEQXP X 262.98 357.652 439.176
23RD DLLLEQXP X 254.95 346.731 425.766
22ND DLLLEQXP X 246.293 334.958 411.309
21ST DLLLEQXP X 237.041 322.376 395.859
20TH DLLLEQXP X 227.233 309.037 379.479
19TH DLLLEQXP X 216.911 294.998 362.241
18TH DLLLEQXP X 206.119 280.322 344.218
17TH DLLLEQXP X 194.905 265.071 325.491
16TH DLLLEQXP X 183.317 249.311 306.14
15TH DLLLEQXP X 171.406 233.112 286.247
14TH DLLLEQXP X 159.222 216.541 265.9
13TH DLLLEQXP X 146.819 199.673 245.187
12TH DLLLEQXP X 134.254 182.585 224.204
11TH DLLLEQXP X 121.591 165.364 203.057
10TH DLLLEQXP X 108.896 148.098 181.856
9TH DLLLEQXP X 96.294 130.96 160.812
8TH DLLLEQXP X 83.813 113.985 139.967
7TH DLLLEQXP X 71.552 97.31 119.491
6TH DLLLEQXP X 59.634 81.103 99.59
5TH DLLLEQXP X 48.227 65.589 80.54
4TH DLLLEQXP X 37.536 51.049 62.685
3RD DLLLEQXP X 27.551 37.469 46.01
2ND DLLLEQXP X 18.526 25.196 30.939
1ST DLLLEQXP X 10.776 14.656 17.997
PLINTH DLLLEQXP X 4.115 5.596 6.872
Base DLLLEQXP X 0 0 0
A plot for Storey Displacment of Structure in Soft Soil, Medium Soil and Hard Soil in X - Direction with load combination (DL+LL+EQXP) has been shown here
Graph 2: Storey Displacment of Structure in Soft Soil, Medium Soil and Hard Soil in X - Direction Table 6: Storey Displacment of Structure in Soft Soil , Medium Soil and Hard Soil in Y – Direction with load
combination (DL+LL+EQYP)
SOIL TYPE I SOIL TYPE II SOIL TYPE III Story
Load
Case/Combo Direction
Story Maximum Displacements
Story Maximum Displacements
Story Maximum Displacements
mm mm mm
30TH DLLLEQYP Y 279.679 380.364 467.064
29TH DLLLEQYP Y 272.75 370.94 455.492
28TH DLLLEQYP Y 265.529 361.119 443.433
27TH DLLLEQYP Y 258.018 350.904 430.89
26TH DLLLEQYP Y 250.168 340.228 417.781
25TH DLLLEQYP Y 241.953 329.055 404.061
24TH DLLLEQYP Y 233.359 317.369 389.71
23RD DLLLEQYP Y 224.387 305.167 374.727
22ND DLLLEQYP Y 215.045 292.461 359.124
21ST DLLLEQYP Y 205.347 279.272 342.929
20TH DLLLEQYP Y 195.317 265.631 326.179
19TH DLLLEQYP Y 184.983 251.576 308.921
18TH DLLLEQYP Y 174.377 237.153 291.209
17TH DLLLEQYP Y 163.538 222.411 273.108
16TH DLLLEQYP Y 152.507 207.41 254.687
15TH DLLLEQYP Y 141.332 192.211 236.024
14TH DLLLEQYP Y 130.062 176.884 217.203
13TH DLLLEQYP Y 118.751 161.502 198.314
12TH DLLLEQYP Y 107.46 146.145 179.458
11TH DLLLEQYP Y 96.253 130.904 160.743
10TH DLLLEQYP Y 85.198 115.869 142.281
9TH DLLLEQYP Y 74.414 101.204 124.272
8TH DLLLEQYP Y 63.921 86.932 106.748
7TH DLLLEQYP Y 53.817 73.191 89.874
6TH DLLLEQYP Y 44.202 60.115 73.818
5TH DLLLEQYP Y 35.213 47.89 58.806
4TH DLLLEQYP Y 27.012 36.736 45.109
3RD DLLLEQYP Y 19.545 26.581 32.64
2ND DLLLEQYP Y 12.987 17.663 21.689
1ST DLLLEQYP Y 7.501 10.201 12.526
PLINTH DLLLEQYP Y 2.707 3.682 4.521
BASE DLLLEQYP Y 0 0 0
A plot for Storey Displacment of Structure in Soft Soil, Medium Soil and Hard Soil in Y - Direction with load combination (DL+LL+EQYP) has been shown here
Graph 3: Storey Displacment of Structure in Soft Soil , Medium Soil and Hard Soil in Y - Direction Table 7: Storey Drifts of Structure in Soft Soil , Medium Soil and Hard Soil in X - Direction with load combination
(DL+LL+EQXP)
SOIL TYPE I SOIL TYPE II SOIL TYPE III
Story Elevation Location X-Dir X-Dir X-Dir
30TH 111 Top 0.001295 0.001761 0.002163
29TH 107.5 Top 0.001411 0.00192 0.002357
28TH 104 Top 0.001562 0.002124 0.002608
27TH 100.5 Top 0.001736 0.00236 0.002899
26TH 97 Top 0.001921 0.002612 0.003208
25TH 93.5 Top 0.002109 0.002868 0.003522
24TH 90 Top 0.002294 0.00312 0.003832
23RD 86.5 Top 0.002473 0.003364 0.004131
22ND 83 Top 0.002643 0.003595 0.004414
21ST 79.5 Top 0.002802 0.003811 0.00468
20TH 76 Top 0.002949 0.004011 0.004925
19TH 72.5 Top 0.003083 0.004193 0.005149
18TH 69 Top 0.003204 0.004357 0.005351
17TH 65.5 Top 0.003311 0.004503 0.005529
16TH 62 Top 0.003403 0.004628 0.005684
15TH 58.5 Top 0.003481 0.004734 0.005814
14TH 55 Top 0.003544 0.004819 0.005918
13TH 51.5 Top 0.00359 0.004882 0.005995
12TH 48 Top 0.003618 0.00492 0.006042
11TH 44.5 Top 0.003627 0.004933 0.006057
10TH 41 Top 0.0036 0.004897 0.006013
9TH 37.5 Top 0.003566 0.00485 0.005956
8TH 34 Top 0.003503 0.004764 0.00585
7TH 30.5 Top 0.003405 0.004631 0.005686
6TH 27 Top 0.003259 0.004433 0.005443
5TH 23.5 Top 0.003055 0.004154 0.005101
4TH 20 Top 0.002853 0.00388 0.004764
3RD 16.5 Top 0.002578 0.003507 0.004306
2ND 13 Top 0.002214 0.003011 0.003698
1ST 9.5 Top 0.001738 0.00236 0.002896
PLINTH 6 Top 0.000794 0.001079 0.001324
Base 0 Top 0 0 0
A plot for Storey Drifts of Structure in Soft Soil , Medium Soil and Hard Soil in X - Direction with load combination (DL+LL+EQXP) has been shown here
Graph 4: Storey Drifts of Structure in Soft Soil, Medium Soil and Hard Soil in X - Direction
Table 8: Storey Drifts of Structure in Soft Soil, Medium Soil and Hard Soil in Y - Direction with load combination (DL+LL+EQYP)
SOIL TYPE I SOIL TYPE II SOIL TYPE III
Story Elevation Location Y-Dir Y-Dir Y-Dir
30TH 111 Top 0.00198 0.002693 0.003306
29TH 107.5 Top 0.002063 0.002806 0.003446
28TH 104 Top 0.002146 0.002918 0.003584
27TH 100.5 Top 0.002243 0.00305 0.003746
26TH 97 Top 0.002347 0.003192 0.00392
25TH 93.5 Top 0.002455 0.003339 0.0041
24TH 90 Top 0.002563 0.003486 0.004281
23RD 86.5 Top 0.002669 0.00363 0.004458
22ND 83 Top 0.002771 0.003768 0.004627
21ST 79.5 Top 0.002866 0.003897 0.004786
20TH 76 Top 0.002953 0.004016 0.004931
19TH 72.5 Top 0.00303 0.004121 0.00506
18TH 69 Top 0.003097 0.004212 0.005172
17TH 65.5 Top 0.003152 0.004286 0.005263
16TH 62 Top 0.003193 0.004342 0.005332
15TH 58.5 Top 0.00322 0.004379 0.005378
14TH 55 Top 0.003232 0.004395 0.005397
13TH 51.5 Top 0.003226 0.004387 0.005388
12TH 48 Top 0.003202 0.004355 0.005347
11TH 44.5 Top 0.003159 0.004296 0.005275
10TH 41 Top 0.003081 0.00419 0.005145
9TH 37.5 Top 0.002998 0.004077 0.005007
8TH 34 Top 0.002887 0.003926 0.004821
7TH 30.5 Top 0.002747 0.003736 0.004587
6TH 27 Top 0.002568 0.003493 0.004289
5TH 23.5 Top 0.002343 0.003187 0.003913
4TH 20 Top 0.002133 0.002901 0.003563
3RD 16.5 Top 0.001874 0.002548 0.003129
2ND 13 Top 0.001568 0.002132 0.002618
1ST 9.5 Top 0.001217 0.001652 0.002026
PLINTH 6 Top 0.000551 0.000749 0.00092
Base 0 Top 0 0 0
A plot for Storey Drifts of Structure in Soft Soil, Medium Soil and Hard Soil in Y - Direction with load combination (DL+LL+EQYP) has been shown here
Graph 5: Storey Drifts of Structure in Soft Soil, Medium Soil and Hard Soil in Y - Direction
As per Indian standard, Criteria for earthquake resistant design of structures, IS 1893 (Part 1) : 2002, the story drift in any story due to service load shall not exceed 0.004 times the story height. The height of the each storey is 3.5 m. So, the drift limitation as per IS 1893 (part 1): 2002 is 0.004 X 3.5 m = 14 mm. The model show a similar behaviour for storey drifts as shown in graph.
Table 9: Storey Moment of Structure in Soft Soil , Medium Soil and Hard Soil in X - Direction with load combination 1.2(DL+LL+EQXP)
SOIL TYPE I SOIL TYPE II SOIL TYPE III
Story Elevation Location X-Dir X-Dir X-Dir
m kN-m kN-m kN-m
30TH 111 Top 461302.62 461302.62 461302.62
29TH 107.5 Top 989364.765 989364.765 989364.765
28TH 104 Top 1517427 1517427 1517427
27TH 100.5 Top 2045489 2045489 2045489
26TH 97 Top 2573551 2573551 2573551
25TH 93.5 Top 3101613 3101613 3101613
24TH 90 Top 3629675 3629675 3629675
23RD 86.5 Top 4157738 4157738 4157738
22ND 83 Top 4685800 4685800 4685800
21ST 79.5 Top 5213862 5213862 5213862
20TH 76 Top 5741924 5741924 5741924
19TH 72.5 Top 6269986 6269986 6269986
18TH 69 Top 6798048 6798048 6798048
17TH 65.5 Top 7326111 7326111 7326111
16TH 62 Top 7854173 7854173 7854173
15TH 58.5 Top 8382235 8382235 8382235
14TH 55 Top 8910297 8910297 8910297
13TH 51.5 Top 9438359 9438359 9438359
12TH 48 Top 9966421 9966421 9966421
11TH 44.5 Top 10494483 10494483 10494483
10TH 41 Top 11022009 11022009 11022009
9TH 37.5 Top 11560754 11560754 11560754
8TH 34 Top 12099499 12099499 12099499
7TH 30.5 Top 12638244 12638244 12638244
6TH 27 Top 13176989 13176989 13176989
5TH 23.5 Top 13714795 13714795 13714795
4TH 20 Top 14280650 14280650 14280650
3RD 16.5 Top 14846506 14846506 14846506
2ND 13 Top 15412361 15412361 15412361
1ST 9.5 Top 15978216 15978216 15978216
PLINTH 6 Top 16203165 16203165 16203165
Base 0 Top 16384929 16384929 16384929
A plot for Storey Moment of Structure in Soft Soil , Medium Soil and Hard Soil in X - Direction with load combination 1.2(DL+LL+EXP) has been shown here
Graph 6: Storey Moment of Structure in Soft Soil, Medium Soil and Hard Soil in X - Direction Table 10: Storey Moment of Structure in Soft Soil , Medium Soil and Hard Soil in Y - Direction with load
combination 1.2(DL+LL+EQYP)
SOIL TYPE I SOIL TYPE II SOIL TYPE III
Story Elevation Location Y-Dir Y-Dir Y-Dir
m kN-m kN-m kN-m
30TH 111 Top -500286 -500286 -500286
29TH 107.5 Top -1072973 -1072973 -1072973
28TH 104 Top -1645660 -1645660 -1645660
27TH 100.5 Top -2218347 -2218347 -2218347
26TH 97 Top -2791034 -2791034 -2791034
25TH 93.5 Top -3363722 -3363722 -3363722
24TH 90 Top -3936409 -3936409 -3936409
23RD 86.5 Top -4509096 -4509096 -4509096
22ND 83 Top -5081783 -5081783 -5081783
21ST 79.5 Top -5654470 -5654470 -5654470
20TH 76 Top -6227157 -6227157 -6227157
19TH 72.5 Top -6799844 -6799844 -6799844
18TH 69 Top -7372531 -7372531 -7372531
17TH 65.5 Top -7945218 -7945218 -7945218
16TH 62 Top -8517906 -8517906 -8517906
15TH 58.5 Top -9090593 -9090593 -9090593
14TH 55 Top -9663280 -9663280 -9663280
13TH 51.5 Top -10235967 -10235967 -10235967
12TH 48 Top -10808654 -10808654 -10808654
11TH 44.5 Top -11381341 -11381341 -11381341
10TH 41 Top -11953446 -11953446 -11953446
9TH 37.5 Top -12537719 -12537719 -12537719
8TH 34 Top -13121992 -13121992 -13121992
7TH 30.5 Top -13706265 -13706265 -13706265
6TH 27 Top -14290538 -14290538 -14290538
5TH 23.5 Top -14873792 -14873792 -14873792
4TH 20 Top -15487466 -15487466 -15487466
3RD 16.5 Top -16101140 -16101140 -16101140
2ND 13 Top -16714814 -16714814 -16714814
1ST 9.5 Top -17328488 -17328488 -17328488
PLINTH 6 Top -17572447 -17572447 -17572447
Base 0 Top -17769570 -17769570 -17769570
A plot for Storey Moment of Structure in Soft Soil , Medium Soil and Hard Soil in Y - Direction with load combination 1.2(DL+LL+EYP)has been shown here
Graph 7: Storey Moment of Structure in Soft Soil, Medium Soil and Hard Soil in Y - Direction Table 11: Storey Shear of Structure in Soft Soil, Medium Soil and Hard Soil in X - Direction with load
combination1.2 (DL+LL+EQXP)
SOIL TYPE I SOIL TYPE II SOIL TYPE III
Story Elevation Location X-Dir X-Dir X-Dir
m kN kN kN
30TH 111 Top -935.1713 -1271.8329 -1561.736
Bottom -935.1713 -1271.8329 -1561.736
29TH 107.5 Top -1879.1815 -2555.6868 -3138.233
Bottom -1879.1815 -2555.6868 -3138.233
28TH 104 Top -2762.7219 -3757.3018 -4613.7456
Bottom -2762.7219 -3757.3018 -4613.7456
27TH 100.5 Top -3587.794 -4879.3998 -5991.6159
Bottom -3587.794 -4879.3998 -5991.6159
26TH 97 Top -4356.399 -5924.7026 -7275.1863
Bottom -4356.399 -5924.7026 -7275.1863
25TH 93.5 Top -5070.5384 -6895.9322 -8467.7991
Bottom -5070.5384 -6895.9322 -8467.7991
24TH 90 Top -5732.2135 -7795.8103 -9572.7965
Bottom -5732.2135 -7795.8103 -9572.7965
23RD 86.5 Top -6343.4256 -8627.0588 -10593.5207
Bottom -6343.4256 -8627.0588 -10593.5207
22ND 83 Top -6906.1762 -9392.3996 -11533.3142
Bottom -6906.1762 -9392.3996 -11533.3142
21ST 79.5 Top -7422.4665 -10094.5545 -12395.5191
Bottom -7422.4665 -10094.5545 -12395.5191
20TH 76 Top -7894.298 -10736.2453 -13183.4777
Bottom -7894.298 -10736.2453 -13183.4777
19TH 72.5 Top -8323.6721 -11320.194 -13900.5323
Bottom -8323.6721 -11320.194 -13900.5323
18TH 69 Top -8712.59 -11849.1224 -14550.0253
Bottom -8712.59 -11849.1224 -14550.0253
17TH 65.5 Top -9063.0531 -12325.7522 -15135.2987
Bottom -9063.0531 -12325.7522 -15135.2987
16TH 62 Top -9377.0629 -12752.8055 -15659.695
Bottom -9377.0629 -12752.8055 -15659.695
15TH 58.5 Top -9656.6206 -13133.004 -16126.5564
Bottom -9656.6206 -13133.004 -16126.5564
14TH 55 Top -9903.7276 -13469.0696 -16539.2252
Bottom -9903.7276 -13469.0696 -16539.2252
13TH 51.5 Top -10120.3854 -13763.7241 -16901.0436
Bottom -10120.3854 -13763.7241 -16901.0436
12TH 48 Top -10308.5952 -14019.6894 -17215.354
Bottom -10308.5952 -14019.6894 -17215.354
11TH 44.5 Top -10470.3584 -14239.6874 -17485.4985
Bottom -10470.3584 -14239.6874 -17485.4985
10TH 41 Top -10609.1551 -14428.4509 -17717.2889
Bottom -10609.1551 -14428.4509 -17717.2889
9TH 37.5 Top -10726.634 -14588.2223 -17913.4788
Bottom -10726.634 -14588.2223 -17913.4788
8TH 34 Top -10823.2069 -14719.5615 -18074.7556
Bottom -10823.2069 -14719.5615 -18074.7556
7TH 30.5 Top -10900.9206 -14825.252 -18204.5374
Bottom -10900.9206 -14825.252 -18204.5374
6TH 27 Top -10961.8217 -14908.0775 -18306.2422
Bottom -10961.8217 -14908.0775 -18306.2422
5TH 23.5 Top -11009.21 -14972.5255 -18385.3806
Bottom -11009.21 -14972.5255 -18385.3806
4TH 20 Top -11044.5064 -15020.5288 -18444.3258
Bottom -11044.5064 -15020.5288 -18444.3258
3RD 16.5 Top -11068.5301 -15053.2009 -18484.4453
Bottom -11068.5301 -15053.2009 -18484.4453
2ND 13 Top -11083.4429 -15073.4823 -18509.3496
Bottom -11083.4429 -15073.4823 -18509.3496
1ST 9.5 Top -11091.4066 -15084.313 -18522.6491
Bottom -11091.4066 -15084.313 -18522.6491
PLINTH 6 Top -11093.0427 -15086.5381 -18525.3814
Bottom -11093.0427 -15086.5381 -18525.3814
Base 0 Top 0 0 0
Bottom 0 0 0
A plot for Storey Shear of Structure in Soft Soil , Medium Soil and Hard Soil in X - Direction with load combination 1.2(DL+LL+EXP) has been shown here
Graph 8: Storey Shear of Structure in Soft Soil, Medium Soil and Hard Soil in X - Direction Column Forces
Table 12: column axial force, P for structure with the load combination 1.2 (DL+LL+EQXP) &1.2 (DL+LL+EQYP) in soft, medium &hard soil
TABLE: Column Forces SOIL
TYPE I
SOIL TYPE II
SOIL TYPE III
Story Column Unique Name Load Case/Combo Station P P P
m kN kN kN
1ST C34 67 12DLRLLEQXP 0 -24629.86 -25571.628 -26382.594
1ST C34 67 12DLRLLEQXP 1.45 -24561.892 -25503.659 -26314.626
1ST C34 67 12DLRLLEQXP 2.9 -24493.923 -25435.69 -26246.657
1ST C34 67 12DLRLLEQYP 0 -23447.642 -23963.812 -24408.291
1ST C34 67 12DLRLLEQYP 1.45 -23379.674 -23895.843 -24340.322
1ST C34 67 12DLRLLEQYP 2.9 -23311.705 -23827.874 -24272.353
Table 13: Column Moment, M for structure with the load combination 1.2 (DL+LL+EQXP) &1.2 (DL+LL+EQYP) in soft, medium &hard soil
TABLE: Column Forces
SOIL
TYPE I SOIL TYPE I
SOIL TYPE II
SOIL TYPE II
SOIL TYPE III
SOIL TYPE III Story Column
Unique Name
Load
Case/Combo Station M2 M3 M2 M3 M2 M3
m kN-m kN-m kN-m kN-m kN-m kN-m
1ST C34 67 12DLRLLEQXP 0 -251.8641 1421.2435 -325.8538 1958.0803 -389.5671 2420.3565
1ST C34 67 12DLRLLEQXP 1.45 -151.3927 1219.8181 -207.082 1683.6228 -255.0367 2083.0102
1ST C34 67 12DLRLLEQXP 2.9 -50.9213 1018.3927 -88.3102 1409.1652 -120.5062 1745.6638
1ST C34 67 12DLRLLEQYP 0 1218.6199 -173.1854 1674.0045 -210.3429 2066.1412 -242.3397 1ST C34 67 12DLRLLEQYP 1.45 1027.4053 -112.2758 1396.0833 -128.025 1713.556 -141.5867
1ST C34 67 12DLRLLEQYP 2.9 836.1907 -51.3663 1118.1621 -45.707 1360.9708 -40.8338
Table 14: Column Shear, V for structure with the load combination 1.2 (DL+LL+EQXP) &1.2 (DL+LL+EQYP) in soft medium &hard soil
TABLE: Column Forces SOIL TYPE I
SOIL TYPE I
SOIL TYPE II
SOIL TYPE II
SOIL TYPE III
SOIL TYPE III Story Column
Unique Name
Load
Case/Combo Station V2 V3 V2 V3 V2 V3
m kN kN kN kN kN kN
1ST C34 67 12DLRLLEQXP 0 138.9141 -69.2906 189.2811 -81.9116 232.6527 -92.7796
1ST C34 67 12DLRLLEQXP 1.45 138.9141 -69.2906 189.2811 -81.9116 232.6527 -92.7796
1ST C34 67 12DLRLLEQXP 2.9 138.9141 -69.2906 189.2811 -81.9116 232.6527 -92.7796
1ST C34 67 12DLRLLEQYP 0 -42.0066 131.8722 -56.771 191.6698 -69.4848 243.1622
1ST C34 67 12DLRLLEQYP 1.45 -42.0066 131.8722 -56.771 191.6698 -69.4848 243.1622
1ST C34 67 12DLRLLEQYP 2.9 -42.0066 131.8722 -56.771 191.6698 -69.4848 243.1622
Table 15: Column Torsion, T for structure with the load combination 1.2 (DL+LL+EQXP) &1.2 (DL+LL+EQYP) in soft, medium &hard soil
TABLE: Column Forces
SOIL TYPE I
SOIL TYPE II
SOIL TYPE III
Story Column Unique Name Load Case/Combo Station T T T
m kN-m kN-m kN-m
1ST C34 67 12DLRLLEQXP 0 -44.901 -61.0208 -74.9017
1ST C34 67 12DLRLLEQXP 1.45 -44.901 -61.0208 -74.9017
1ST C34 67 12DLRLLEQXP 2.9 -44.901 -61.0208 -74.9017
1ST C34 67 12DLRLLEQYP 0 48.8724 66.5111 81.6999
1ST C34 67 12DLRLLEQYP 1.45 48.8724 66.5111 81.6999
1ST C34 67 12DLRLLEQYP 2.9 48.8724 66.5111 81.6999
Pier Forces
Table 16: Pier Axial Force, P for structure with the load combination 1.2 (DL+LL+EQXP) &1.2 (DL+LL+EQYP) in soft, medium &hard soil
TABLE: Pier Forces
SOIL TYPE I
SOIL TYPE II
SOIL TYPE III
Story Pier Load Case/Combo Location P P P
kN kN kN
1ST P3 12DLRLLEQXP Top -34550.811 -35187.662 -35736.062
1ST P3 12DLRLLEQXP Bottom -34810.686 -35447.537 -35995.937
1ST P3 12DLRLLEQYP Top -32781.779 -32781.779 -32781.779
1ST P3 12DLRLLEQYP Bottom -33041.654 -33041.654 -33041.654
Table 17: Pier Moment, M for structure with the load combination 1.2 (DL+LL+EQXP) &1.2 (DL+LL+EQYP) in soft, medium &hard soil
TABLE: Pier
Forces
SOIL TYPE I
SOIL TYPE I
SOIL TYPE II
SOIL TYPE II
SOIL TYPE
III
SOIL TYPE III Story Pier
Load
Case/Combo Location M2 M3 M2 M3 M2 M3
kN-m kN-m kN-m kN-m kN-m kN-m
1ST P3 12DLRLLEQXP Top 1.9394 237.7991 2.2891 323.4068 2.5903 397.1246
1ST P3 12DLRLLEQXP Bottom
-
496.6401 403.2212 -
673.6876 548.3809 -
826.1452 673.3795 1ST P3 12DLRLLEQYP Top 0.9679 18817.93 0.9679 25592.385 0.9679 31425.944 1ST P3 12DLRLLEQYP Bottom -4.8413 31627.681 -4.8413 43013.646 -4.8413 52818.227 Table 18: Pier Shear Force, V for structure with the load combination 1.2 (DL+LL+EQXP) &1.2 (DL+LL+EQYP) in
soft, medium &hard soil TABLE: Pier
Forces
SOIL TYPE I
SOIL TYPE I
SOIL TYPE II
SOIL TYPE II
SOIL TYPE III
SOIL TYPE III Story Pier
Load
Case/Combo Location V2 V3 V2 V3 V2 V3
kN kN kN kN kN kN
1ST P3 12DLRLLEQXP Top 47.2635
-
142.4513 64.2783 -
193.1362 78.93
- 236.7816
1ST P3 12DLRLLEQXP Bottom 47.2635
-
142.4513 64.2783 -
193.1362 78.93
- 236.7816 1ST P3 12DLRLLEQYP Top 3659.9287 -1.6598 4977.5031 -1.6598 6112.081 -1.6598 1ST P3 12DLRLLEQYP Bottom 3659.9287 -1.6598 4977.5031 -1.6598 6112.081 -1.6598 Table 19: Pier Torsion, T for structure with the load combination 1.2 (DL+LL+EQXP) &1.2 (DL+LL+EQYP) in soft,
medium &hard soil
TABLE: Pier Forces SOIL TYPE
I
SOIL TYPE II
SOIL TYPE III
Story Pier Load Case/Combo Location T T T
kN-m kN-m kN-m
1ST P3 12DLRLLEQXP Top -32.2595 -43.873 -53.8734
1ST P3 12DLRLLEQXP Bottom -32.2595 -43.873 -53.8734
1ST P3 12DLRLLEQYP Top 92.9513 126.4138 155.2287
1ST P3 12DLRLLEQYP Bottom 92.9513 126.4138 155.2287
TABLE 20: Modal Load Participation Ratios
Case Item Type Item Static Dynamic
% %
Modal Acceleration UX 99.98 94.59
Modal Acceleration UY 99.97 91.85
Modal Acceleration UZ 0 0
According to IS-1893:2002 the number of modes to be used in the analysis should be such that the total sum of modal masses of all modes considered is at least 90 percent of the total seismic mass. Here the minimum modal mass is 91.85 percent.
Table 21: Modal Participating Mass Ratios
Case Mode Period UX UY UZ RX RY RZ
sec
Modal 1 6.415 0 0 0 0 0 0.7712
Modal 2 6.32 0.7604 0 0 0 0.246 0
Modal 3 5.767 0 0.7166 0 0.293 0 0
Modal 4 2.114 0 0 0 0 0 0.1045
Modal 5 1.958 0.1144 0 0 0 0.4453 0
Modal 6 1.568 0 0.1416 0 0.3639 0 0
Modal 7 1.219 0 0 0 0 0 0.0422
Modal 8 1.028 0.0456 0 0 0 0.078 0
Modal 9 0.82 0 0 0 0 0 0.0227
Modal 10 0.711 0 0.0603 0 0.1162 0 0
Modal 11 0.641 0.0256 0 0 0 0.0777 0
Modal 12 0.592 0 0 0 0 0 0.0141
Here the minimum modal mass for accelerations Ux and Uy is 94.59 % and 91.85 % respectively.
Table 22: Modal Periods and Frequencies TABLE: Modal Periods and Frequencies
SOIL TYPE I
SOIL TYPE
II SOIL TYPE II SOIL TYPE III SOIL TYPE III Case Mode Period Frequency Period Frequency Period Frequency
sec cyc/sec sec cyc/sec sec cyc/sec
Modal 1 6.415 0.156 6.415 0.156 6.415 0.156
Modal 2 6.32 0.158 6.32 0.158 6.32 0.158
Modal 3 5.767 0.173 5.767 0.173 5.767 0.173
Modal 4 2.114 0.473 2.114 0.473 2.114 0.473
Modal 5 1.958 0.511 1.958 0.511 1.958 0.511
Modal 6 1.568 0.638 1.568 0.638 1.568 0.638
Modal 7 1.219 0.82 1.219 0.82 1.219 0.82
Modal 8 1.028 0.972 1.028 0.972 1.028 0.972
Modal 9 0.82 1.22 0.82 1.22 0.82 1.22
Modal 10 0.711 1.406 0.711 1.406 0.711 1.406
Modal 11 0.641 1.56 0.641 1.56 0.641 1.56
Modal 12 0.592 1.689 0.592 1.689 0.592 1.689
Mode 1 is having maximum time period of 6.415 sec and 0.156 cyc/sec Frequency which is same for all three type of soils.
Mode shapes of shear wall
Figure 3: Mode shape 1 for shear wall
Figure 4: Mode shape 2 for shear wall
Figure 5: Mode shape 3 for shear wall
Figure 6: Mode shape 4 for shear wall
Figure 7: Mode shape 5 for shear wall
Figure 8: Mode shape 6 for shear wall
Figure 9: Mode shape 7 for shear wall
Figure 10: Mode shape 8 for shear wall
Figure 12: Mode shape 10 for shear wall
Figure 13: Mode shape 11 for shear wall
Figure 14: Mode shape 12 for shear wall
V. DISCUSSION ON RESULTS
The result obtained from the analysis models will be discussed and compared as follows:
It is observed that
The time period is 6.415 Sec for structure and it is same for different type of soil.
The Frequency is 0.156 cyc/sec and it is same for different type of soil.
It is observed that
The percentage of displacement in X& Y direction is more by 36 % of the model in medium soil and 66.99 % of model in hard soil compared with model in soft soil.
It is observed that
The maximum storey drift in X-direction occurred at storey 11 th for the model in hard ,medium and soft soil.
The percentage of storey drift in X- direction is decreased by placing shear wall as shown below :- 35.98 % of model in medium soil compared with model in soft soil.
67.02 % of model in hard soil compared with model in soft soil.
It is observed that
The maximum column axial force is various with type of soil and placing of the shear wall. column axial force in soft soil>medium soil>hard soil.
It is observed that
The maximum column moment in Y-direction is influenced by the type of soil and placing of shear wall.
The maximum column moment M2 in X-direction for soft Soil >Medium soil > Hard soil.
The maximum column moment M3 in X-direction for soft Soil <Medium soil < Hard soil.
The maximum column moment M2 in Y-direction for soft Soil <Medium soil < Hard soil.
The maximum column moment M3in Y-direction for soft Soil >Medium soil > Hard soil.
It is observed that
The maximum column Shear V2 in X-direction for soft Soil <Medium soil < Hard soil.
The maximum column Shear V3 in X-direction for soft Soil >Medium soil > Hard soil.
It is observed that
The maximum column Torsion , T in X-direction for soft Soil >Medium soil > Hard soil.
The maximum column Torsion , T in Y-direction for soft Soil <Medium soil < Hard soil.
It is observed that
Shear Wall forces (Pier Forces )
Pier axial forces in X direction for soft Soil
>Medium soil > Hard soil Pier Moment M2 in X direction for soft soil <medium soil < hard soil . Pier Moment M3 in X direction for soft soil
<medium soil < hard soil .
Pier Moment M2 in Y direction for soft soil
=Medium soil = hard soil .
Pier Moment M3 in Y direction for soft soil
<Medium soil < hard soil .
Pier Shear Forces V2 in X direction for soft soil
<Medium soil < hard soil.
Pier Shear Forces V3 in X direction for soft soil
>Medium soil > hard soil.
Pier Torsion in X direction for soft soil >Medium soil > hard soil.
Pier Torsion in Y direction for soft soil <Medium soil < hard soil.
It is observed that
There is considerable difference in storey shear force in x-direction with a type of soils and structures.
The value of the storey shear force in x- direction decreases with increase in storey level.
The value of the storey shear force in x- direction for the structure in soft soil is more compared with the structure in hard and medium soil.
It is observed that
The value of the lateral loads in x- direction decreases with increase in storey level.
The value of the lateral loads in x- direction for the structure in soft soil is less compared with the structure in medium soil and hard soil.
lateral loads in X-direction for the structure in soft soil <Medium soil < hard soil.
It is observed that
There is not difference in a storey moment in x- direction with a type of soils.
There is not difference in a storey moment in y- direction with a type of soils.
It is observed that
The value of the Stiffness of Structure in Soft Soil , Medium Soil and Hard Soil in X –Dir for load cases EQXP is same .
The value of the Stiffness of Structure in Soft Soil , Medium Soil and Hard Soil in Y –Dir for load cases EQYP is same .
VI. CONCLUSIONS
The following conclusions are made from the present study:-
The shear wall and it is position has a significant influenced on the time period. The time period is not influenced by the type of soil.
shear is effected marginally by placing of the shear wall, grouping of shear wall and type of soil. The shear is increased by adding shear wall due to increase the seismic weight of the building.
Provision of the shear wall, generally results in reducing the displacement because the shear wall increases the stiffness of the building. The displacement is influenced by type and location of the shear wall and also by changing soil condition. The better performance for model with soft soil because it has low displacement.
As per code, the actual drift is less than permissible drift. The parallel arrangement of shear wall in the center core and outer periphery is giving very good result in controlling drift in both the direction. The better performance for model with soft soil because it has low storey drift.
The shear force resisted by the column frame is decreasing by placing the shear wall and the shear force resisted by the shear wall is increasing. This can be concluded indirectly by observing the maximum column shear force and moment in both directions.
The moment resisting frame with shear walls are very good in lateral force such as earthquake and wind force. The shear walls provide lateral load distribution by transferring the wind and earthquake loads to the foundation. And also impact on the lateral stiffness of the system and also carries gravity loads.
It is evident that shear walls which are provided from the foundation to the rooftop, are one of the excellent mean for providing earthquake resistant to multistory reinforced building with different type of soil.
For the columns located away from the shear wall the Bending Moment is high and shear force is less when compared with the columns connected to the shear wall.
It is observed that the column axial force is various with type of soil and placing of the shear wall.
It is observed that the column shear force in x- direction is influenced by the type of soil and placing of the shear wall.
It is observed that the column shear force in y- direction is same for the column with a different type of soil and placing shear wall.
It is observed that the column torsion is same for the column in a structure, but is influenced by the type of soil and placing shear wall.
It is observed that the column moment in y- direction is influenced by the type of soil and placing of shear wall.
It is observed that the Pier shear force inx& y- direction is same for the pier with a different type of soil and placing shear wall.
It is observed that the pier Torsion inx& y-direction is same for the pier with a different type of soil and placing shear wall.
It is observed that the value of storey moment inx&
y-direction is same for the model with a different type of soil and placing shear wall.
It is observed that the pier Moment M2 in y- direction is same for the pier with a different type of soil and placing shear wall.
It is observed that the Pier Axial Force is various with type of soil and placing of the shear wall.
It is observed that the value of stiffness in x& y- direction is same for the model with a different type of soil and placing shear wall.
REFERENCES
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