NONLINEAR STATIC ANA LYSIS OF RC BUILDING USING …€¦ · ETABS 9.7 manages the structure acc ompanying four step.1) Modeling.2) Static examination, Steps utilized as a part of

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International Journal of Civil Engineering and Technology (IJCIET)Volume 8, Issue 1, January 2017, pp.

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ISSN Print: 0976-6308 and ISSN Online: 0976

© IAEME Publication Scopus

NONLINEAR STATIC ANA

USING ISOLATED BEARI

PG Student, Civil Engineering Department,

Professor, Civil Engineering Department,

ABSTRACT

OBJECTIVE: From field examinations over and again affirm that unpredictable

structures endure more harm than their general structures.

influence the conveyance of firmness and impact the limit as well.

The mass abnormalities and forced on interest. Rise abnormalities have been seen to bring

about story disappointments because of non

proportions along the stature. Arrangement inconsistencies, then again, cause non

interest to-limit proportions amongst the sections. In this paper the structure decided for study

is a 4 to 9 story business complex building. The building is situated in seismic zone V on a

stone soil site. Three dimensional numerical models for the same are created

programming. FINDINGS: For

is utilized. The floor stomachs are thought to be unbending. Seismic burdens were viewed as

acting along both of the two primary bearings. Utilizing ETABS progr

to 9 story RC structure with regular ground incline picking somewhere around 0 and 400

building what create less torsion impact for set

even and vertical heading is displayed and broke down

additionally utilized what oppose amid seismic tremor on building.

Key words: Setback-Step back

Hinge Status, Isolated bearing.

Cite this Article: K. P. R. K. Sai Kumar and P. Sunder Kumar

RC Building using Isolated Bearings with Different Hill Slopes

Engineering and Technology, 8(1), 2017, pp.

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IJCIET/index.asp 739

International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 1, January 2017, pp. 739–747 Article ID: IJCIET_08_01_088

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6308 and ISSN Online: 0976-6316

Scopus Indexed

NONLINEAR STATIC ANALYSIS OF RC BUILDING

USING ISOLATED BEARINGS WITH DIFFERENT

HILL SLOPES

K. P. R. K. Sai Kumar

PG Student, Civil Engineering Department,

K L University, A.P, India

P. Sunder Kumar

Professor, Civil Engineering Department,

K L University, A.P, India

field examinations over and again affirm that unpredictable

structures endure more harm than their general structures. Irregularities in measurement

influence the conveyance of firmness and impact the limit as well. METHODS/

and forced on interest. Rise abnormalities have been seen to bring

about story disappointments because of non-uniform dissemination of interest to

proportions along the stature. Arrangement inconsistencies, then again, cause non

limit proportions amongst the sections. In this paper the structure decided for study


stone soil site. Three dimensional numerical models for the same are created

For every single auxiliary component, M30 evaluation of cement


acting along both of the two primary bearings. Utilizing ETABS programming checking for 4


building what create less torsion impact for set-back and venture back with sporadic setup in

even and vertical heading is displayed and broke down. Furthermore, segregated bearing is

additionally utilized what oppose amid seismic tremor on building.

Step back, Nonlinear Static Analysis, Base shear, Target displacement,

.

K. P. R. K. Sai Kumar and P. Sunder Kumar, Nonlinear Static Analysis of

RC Building using Isolated Bearings with Different Hill Slopes. International Journal of Civil

, 8(1), 2017, pp. 739–747.


[email protected]


LYSIS OF RC BUILDING

NGS WITH DIFFERENT

field examinations over and again affirm that unpredictable

Irregularities in measurement

METHODS/ANALYSIS:

and forced on interest. Rise abnormalities have been seen to bring

uniform dissemination of interest to-supply

proportions along the stature. Arrangement inconsistencies, then again, cause non-uniform

limit proportions amongst the sections. In this paper the structure decided for study


stone soil site. Three dimensional numerical models for the same are created in ETABS

every single auxiliary component, M30 evaluation of cement


amming checking for 4


back and venture back with sporadic setup in

Furthermore, segregated bearing is

shear, Target displacement,

Nonlinear Static Analysis of

International Journal of Civil

?JType=IJCIET&VType=8&IType=1

K. P. R. K. Sai Kumar and P. Sunder Kumar

http://www.iaeme.com/IJCIET/index.asp 740 [email protected]

1. INTRODUCTION

Developing expanding on a slanting territory. The expanding on an inclining landscape experiences serious

torsion under seismic tremor excitation because of impressive variety in the tallness of ground floor sections.

To settle on a choice on the security, sufficiency or to survey the genuine conduct of the structures, refined

expository strategies are required. Non straight Static (Pushover) Analysis has turned into a prominent

strategy amid the most recent couple of decades for the seismic evaluation of structure. Weakling

investigation can be executed as power controlled or uprooting controlled. In power controlled weakling

system, full load blend is connected as determined, that is, power controlled technique ought to be utilized

when the heap is known. Additionally, in power controlled sucker technique some numerical .Problems that

influence the exactness of results happen since target removal might be connected with a little positive or

even a negative parallel firmness in light of the improvement of instruments and P-delta impacts. It is the

favored instrument for seismic execution assessment of structures by the real recovery rules and codes since

it is thoughtfully and computationally basic. What's more, permits following the grouping of yielding and

disappointment on part and basic level and also the advancement of general limit bend of the structure. In this

the confined orientation are utilized as a part of which the seismic disconnection framework is to decouple

the building structure from the harming segments of the quake info movement, i.e. to keep the superstructure

of the working from retaining the seismic tremor vitality. The whole superstructure must be upheld on

discrete isolators whose dynamic attributes are uncoupled the ground movement. Some isolators are

additionally intended to add generous damping. Relocation and yielding are gathered at the level of the

separation gadgets, and the superstructure carries on particularly like an unbending body. B.G.Birajdar ,

S.S.Nalawade displayed the outcomes got from seismic examination performed on three distinctive

configuration.viz., Stepbackbuilding, Setback building, Step back-Setback building. 3-D investigation

including torsional impact has been done by utilizing reaction range technique. It has been found that mix of

stepback-setback building was less influenced by torsion when contrasted with stepback building. Thus they

watched that Stepback-Setback structures are observed to be more reasonable on slanting ground. N.

Jitendrababu, K.V.G.D Balaji and S.S.S.V Gopalaraju had finished up A symmetric 3 stunned structure can

oppose 70% more base shear than that of a lopsided 3 amazed structure up to flexible limit. The base shear

opposed by the Asymmetric 1 amazed expanding on slanting ground for a greatest removal up as far as

possible is 24% more than that of the base shear opposed by hilter kilter expanding on plain Ground. The

structure with vertical anomaly is more basic than a structure with arrangement abnormality. Mohammed

Umar, A.V.Kulkarni, Nayeemulla, Inamdarhas displayed a survey that Buildings laying on inclining ground

have more parallel uprooting contrasted with structures on plain ground and the nearness of Shear divider

diminishes the horizontal dislodging. The nearness of shear divider impacts the general conduct of structures

when subjected to horizontal powers. Parallel relocations and story floats are impressively decreased while

commitment of shear divider is considered. The quantities of Plastic pivot development in structures on

slanting ground are more in longitudinal bearing when contrasted with transverse heading in view of the

impact of asymmetry along longitudinal course. The execution of the structures on inclining ground proposes

an expanded weakness of the structure with arrangement of section pivots at base level and bar pivots at

every story level at execution point.

1.1 PLASTIC HINGE

Plastic pivots are disappointment focuses at which the revolution achieves unendingness, there by

which the auxiliary part comes up short bringing about basic breakdown. In this weakling

investigation the goal is to find this pivots in earth shake holding auxiliary individuals for various

incremental burdens formation of Plastic hinge in Building When it is subjected to Pushover.

1.2 Plastic Hinge Mechanisms

Plastic pivot developments for the three building systems have been gotten at various removals levels.

The pivoting examples are plotted in figures 2, 3 and 4. Correlation of the figures 2, 3and 4 uncovers

Nonlinear Static Analysis


that the examples for the three building are entirely comparative. Plastic pivots development begins

with bar closures and base segments of lower stories , then spreads to upper stories and proceed with

yielding of inside middle of the road sections in the upper stories. Be that as it m

happens at occasions B, IO and LS individually, the measure of harm in the three structures will be

restricted.

Figure 1 Configuration of plastic Hinges in Building at what time it is subjected to Pushover

Figure 2 Hinges patterns 5 story building for different displacements

Figure 3 Buildings on sloping grounds with different sloping angles

4-BAY 00 4-BAY 16.32

Nonlinear Static Analysis of RC Building using Isolated Bearings with Different Hill Slopes


building are entirely comparative. Plastic pivots development begins


yielding of inside middle of the road sections in the upper stories. Be that as it m


Configuration of plastic Hinges in Building at what time it is subjected to Pushover

Mechanisms

Hinges patterns 5 story building for different displacements

Buildings on sloping grounds with different sloping angles

BAY 16.320 4-BAY 21.58

0

4-BAY 26.560

ith Different Hill Slopes

[email protected]

building are entirely comparative. Plastic pivots development begins


yielding of inside middle of the road sections in the upper stories. Be that as it may, since yielding


Configuration of plastic Hinges in Building at what time it is subjected to Pushover Plastic Hinge

Hinges patterns 5 story building for different displacements levels

Buildings on sloping grounds with different sloping angles

0 4-BAY 31.56

0

K.


4

4



DRIFTS

4-BAY when we use only fixed supports

4-bay when we are using isolated bearing

[email protected]

Nonlinear Static Analysis


Figure 4 BAY DISPLACEMENTWHEN WE USE FIXED SUPPORTS

1.3 BASE ISOLATION

Base detachment is a standout amongst the most effective instruments of quake designing relating to

the aloof auxiliary control advancements. It is intended to empower a building or non

structure to survive a possibly annihilating seismic effect through a legitimate starting outline or

ensuing changes. At times, use of base seclusion can raise both

supportability impressively.

1.4 DESCRIPTION OF STRUCTURES.

The structure picked is of sort misfortune

differing from 0 to 40 degrees..The nearness of u

the working at particular levels of the rise. This building classification is known as 'difficulty and

venture back building'. The structure picked material in which is subjected to less torsion impact.

2. OBJECTIVES:

The goal of this work is to think about the direct, nonlinear conduct and execution of building edge

on inclining ground relies on upon different slope slants of rock soil and number of stories. The target

of study is as per the following:

1. To study the variety of base shear, uprooting, floats as for variety in different slope inclines of rock soil.

2. To study the objective uprooting, execution i.e. plastic pivots arrangement in different bumpy inclines.

What's more, finding the point that sub

stature of building.

3. An separated bearing is additionally used to diminish that seismic tremor impact on the building and

discovering pivots when it is subjected to sucker investigation

3. METHODOLOGY

Static investigation techniques are comprehensively named straight static and nonlinear static

examination .In direct static investigation will create the impact of the higher methods of vibration and

the genuine conveyance of powers in the fl

as direct versatile way .This examination is done according to IS1893

examination is a changeover direct static and direct element examination as in it permits the i



BAY DISPLACEMENTWHEN WE USE FIXED SUPPORTS


aloof auxiliary control advancements. It is intended to empower a building or non


ensuing changes. At times, use of base seclusion can raise both a structure's execution and its seismic

DESCRIPTION OF STRUCTURES.

The structure picked is of sort misfortune –step back which is 4 to 9-storied with various slope inclines

differing from 0 to 40 degrees..The nearness of unexpected decrease of the parallel measurement of





To study the variety of base shear, uprooting, floats as for variety in different slope inclines of rock soil.

To study the objective uprooting, execution i.e. plastic pivots arrangement in different bumpy inclines.

What's more, finding the point that subjected to less torsion and which is sheltered in expanding the

An separated bearing is additionally used to diminish that seismic tremor impact on the building and

discovering pivots when it is subjected to sucker investigation



the genuine conveyance of powers in the flexible reach i.e, which the reaction of building is accepted

as direct versatile way .This examination is done according to IS1893-2002(Part

direct static and direct element examination as in it permits the i

ith Different Hill Slopes

[email protected]

BAY DISPLACEMENTWHEN WE USE FIXED SUPPORTS


aloof auxiliary control advancements. It is intended to empower a building or non-building


a structure's execution and its seismic

storied with various slope inclines

nexpected decrease of the parallel measurement of





To study the variety of base shear, uprooting, floats as for variety in different slope inclines of rock soil.

To study the objective uprooting, execution i.e. plastic pivots arrangement in different bumpy inclines.

jected to less torsion and which is sheltered in expanding the

An separated bearing is additionally used to diminish that seismic tremor impact on the building and



exible reach i.e, which the reaction of building is accepted

2002(Part-1) Nonlinear static

direct static and direct element examination as in it permits the inelastic

K.


conduct of the structure .The nonlinear investigation of a structure is an iterative methodology .It relies

on upon the last dislodging ,as the successful damping relies on upon the hysteric vitality misfortune

because of inelastic misshapenness

investigation system iterative. Trouble in the arrangement is confronted close to a definitive burden, as

the solidness framework now gets to be negative positive because of flimsiness of the structur

into a component. Programming accessible to perform nonlinear static investigation as

ETABS,(Extended Three Dimensional Building System) and Structural Analysis Program limited

component program that works with complex geometry and screen distort

extreme misshappening. It has worked in defaults for ACI 318 material properties and ATC

FEMA 273 pivot properties. Additionally it has ability for inputting any material or pivot property.

ETABS 9.7 manages the structure

accompanying four step.1) Modeling.2) Static examination,

Steps utilized as a part of performing.

Figure A Diagram demonstrates the bend Force V

1. Point A relates to emptied condition.

2. Point B speaks to yielding of the component.

3. The ordinate at C relates to ostensible quality and abscissa at C compares to the disfigurement at which

noteworthy quality corruption starts.

4. The drop from C to D speaks

horizontal loads past point C is normally untrustworthy.

5. The remaining resistance from D to E permits the edge components to maintain gravity loads. Past

point E, the greatest disfigurement limit, gravity burden can never again be managed

4. RESULTS FROM LINEAR

• The storey drift in any storey should be a minimum partial load factor of 1shall not exceed

the storey height.

• In the 4th storey when the structure was in the normal condition the

displacement(119mm) and the maximum

bearings are introduced to the structure , hence the maximum target displacement (

maximum base shear (533kn)

• In the 5th storey when the structure was in the normal condition the maximum target displacement

(130mm) and the maximum

introduced to the structure , hence th

shear (681.05kn)





misshapenness h thus relies on upon the last uprooting .This makes the


the solidness framework now gets to be negative positive because of flimsiness of the structur



component program that works with complex geometry and screen distortions at all pivots to decide

ening. It has worked in defaults for ACI 318 material properties and ATC


manages the structures as it were. The investigation in ETABS 9.7 includes the

ompanying four step.1) Modeling.2) Static examination, 3) Designing, 4) Pushover

Steps utilized as a part of performing.

Diagram demonstrates the bend Force V/s. Twisting

Point A relates to emptied condition.

Point B speaks to yielding of the component.

The ordinate at C relates to ostensible quality and abscissa at C compares to the disfigurement at which

noteworthy quality corruption starts.

The drop from C to D speaks to the underlying disappointment of the component and imperviousness to

horizontal loads past point C is normally untrustworthy.

The remaining resistance from D to E permits the edge components to maintain gravity loads. Past

disfigurement limit, gravity burden can never again be managed

RESULTS FROM LINEAR STATIC ANALYSIS

The storey drift in any storey should be a minimum partial load factor of 1shall not exceed

hen the structure was in the normal condition the

) and the maximum base shear (535.36kn) has been decreased when the isolated

bearings are introduced to the structure , hence the maximum target displacement (

)

storey when the structure was in the normal condition the maximum target displacement

and the maximum base shear (682kn) has been decreased when the isolated bearings are

introduced to the structure , hence the maximum target displacement (119mm) and

[email protected]



thus relies on upon the last uprooting .This makes the


the solidness framework now gets to be negative positive because of flimsiness of the structure turning



ions at all pivots to decide

ening. It has worked in defaults for ACI 318 material properties and ATC-40and


s as it were. The investigation in ETABS 9.7 includes the

) Pushover investigation

s. Twisting

The ordinate at C relates to ostensible quality and abscissa at C compares to the disfigurement at which

to the underlying disappointment of the component and imperviousness to

The remaining resistance from D to E permits the edge components to maintain gravity loads. Past

disfigurement limit, gravity burden can never again be managed.

The storey drift in any storey should be a minimum partial load factor of 1shall not exceed 0.004times

hen the structure was in the normal condition the maximum target

) has been decreased when the isolated

bearings are introduced to the structure , hence the maximum target displacement (109mm) and

storey when the structure was in the normal condition the maximum target displacement

base shear (682kn) has been decreased when the isolated bearings are

e maximum target displacement (119mm) and maximum base



Table 1 Detailed data of buildings

General details of building

No of Storey 4 to 9

Storey Height Floor to Floor Height=3.5mts

Plinth Height=1.75mts

Building frame system OMRF

The concrete floors are modeled as Rigid

Building use Commercial Building

Foundation type Stepped

Seismic Zone V

Soil Type ROCK

Material Properties

concrete grade M30

Steel grade 415N/mm2

Youngs Modulus of M40 concrete, E 5000√fck

Density of concrete 25kN/m3

Poison’s ratio (of concrete) 0.2

Density of Brick masonary 20 KN/m3

Structural members

Thickness of Slab 0.15mts

All beam Size For 4 storied=0.23*0.45mts

For 5 storied=0.30*0.45mts

All Column Size For 4 storied=0.23*0.50mts

For 5 storied=0.30*0.50mts

Thickness of wall Full brick wall=0.230mts

Half brick wall=0.115mts

Assumed Dead load intensities

Floor finishes 1.5KN/m3

Live load 3KN/m3

as per Clause 7.3.1 and 7.3.2 of IS 1893 of Earthquake LL slab (part-1)-2002

Roof No load on roof

Floor 0.25 x 3.0 = 0.75kN/m2

EARTHQUAKE PARAMETERS

Time period T 0.09h/√d

Importance factor 1

Sa/g 1/T,2.50

Response Reduction Factor 3

LOAD CASES FOR PUSHOVER ANALYSIS

Pushover

cases

Names Loads Controlled by

Forces

Displacements

1 Gravity DL+0.25LL

2 PUSH X EQX

3 PUSHY EQ Displacements



Table 2 Results from Nonlinear Static Analysis

X-Direction

MODELS TARGET

DISPLACEMENT(mm)

BASESHEAR

(KN)

PERFORMANCE

LEVEL NO OF HINGES

4-Bay 00 128 546.409 LS-CP 382

16.320 96 612.650 LS-CP 330

21.580 101 596.305 C-D 304

26.560 115 555.25 C-D 286

31.560 119 535.36 C-D 276

Isolated bearing 4-

Bay 00

116 548.20 LS-CP 343

16.320 86 610.650 LS-CP 303

21.580 93 595.305 LS-CP 288

26.560 105 555.20 LS-CP 261

31.560 109 533.32 LS-CP 253

MODELS TARGET

DISPLACEMENT(mm)

BASESHEAR

(KN)

PERFORMANCE

LEVEL

NO OF HINGES

5-Bay 00 141 646.88 LS-CP 474

16.320 114 703.851 LS-CP 422

21.580 121 702.473 D-E 396

26.560 128 690.58 D-E 391

31.560 130 682.26 D-E 380

Isolated bearing 5-

Bay 00

128 646.88 LS-CP 427

16.320 104 703.851 LS-CP 380

21.580 111 702.473 LS-CP 365

26.560 117 690.58 C-D 358

31.560 119 681.05 C-D 346

5. CONCLUSIONS

1. The execution of fortified solid casings was researched utilizing the weakling examination

2. From this examination the perceptions are as the edge of incline builds base shear increments and

uprooting diminishes.

3. The base shear acts more in longitudinal course than in transverse heading.

4. It is watched that left sections, which are on the higher side of the inclining ground and are short, are

generally influenced. Extraordinary consideration is required while planning short sections.

5. These perceptions are decreased i.e relocation, floats and the vast compels it can oppose when we are

utilizing detached heading at backings at it shifts upto about 10% .

6. From nonlinear investigation as the slant expands no of pivots will diminishes.

7. From this we watched that for 16.32, 21.58, 26.56, 31.56 degrees are sheltered upto 5-straight .But as

the inlet expands all the more no of pivots are to be shaped and subjected to fall locale.

8. When we utilize segregated orientation we can build the structure upto 6 to 7 sound for these points and

disappointment stage is additionally lessened.

9. In static direct investigation we watched that as the point of incline builds story shear declines and base

shear diminishes

10. As the point of incline expands removal and floats diminishes.



11. Form the above results we observed that plastic limit are less in case of structures laying on sloping

ground as the inclination increases. The beams and columns which are in LS-CP state require

retrofitting.

REFERENCES

[1] ATC-40: Seismic Evaluation and Retrofit of Concrete Buildings.

[2] FEMA-356: Prestandard and Commentary forthe Seismic Rehabilitation of the Buildings.

[3] Nonlinear static pushover analysis of irregular space frame structure , Govind M1, Kiran K.

Shetty2, K. Anil Hegde3 1M. Tech Final Year (Structures), Department of civil engineering, M.I.T

Manipal, Karnataka, India 2Associate Professor (senior scale), Department of civil engineering,

M.I.T Manipal Karnataka, India 3Senior Structural Consultant, Vimal Anil Structural Consultants,

Mangalore, Karnataka, India

[4] A Performance study and seismic evaluation of RC frame buildings on sloping ground Mohammed

Umar Farooque Patel1, A.V.Kulkarni2, Nayeemulla Inamdar3 1(Asst Professor, Civil Engineering

Department, BLDE EnggCollege,Bijapur, India) 2(Professor Civil Engineering Department, BLDE

Engg College, Bijapur, India) 3(Asst Professor, Civil Engineering Department, BLDE

EnggCollege,Bijapur, India)

[5] Seismic Analysis of Buildings Resting on Sloping Ground with Varying Number of Bays and Hill

SlopesDr. S. A. Halkude1, Mr. M. G. Kalyanshetti2, Mr. V. D. Ingle3 (Civil Engg. Dept. W. I. T.

Solapur, University, India)

[6] Pushover analysis of unsymmetrical framed structures on sloping Ground 1n. Jitendrababu,

2k.V.G.D Balaji& 3s.S.S.V Gopalaraju1assistant Professor, K L University, Guntur, India

2professor, Gitam University, Visakhapatnam - 530 045, Andhra Pradesh, India 3professor & Head

Gitam University, Hyderabad, India

[7] Effect of Irregular Configurations on Seismic Vulnerability of RC Buildings Ravikumar C M1,*,

Babu Narayan K S1, Sujith B V2, Venkat Reddy D1 1Department of Civil Engineering, National

Institute of Technology, Surathkal, 575025, India 2Department of Studies in Civil Engineering,

U.B.D.T College of Engineering, Davangere, 577004, India [email protected],

[email protected]

[8] Seismic analysis of buildings resting on sloping Ground by B.GBirajdar1,S.S.Nalawade2.

[9] Effects of plastic hinge properties in nonlinear analysis of reinforced concrete buildings by Mehmet

Intel,HayriBaytanOzmen .Dept of Civil Engineering Pamukkale University.

[10] Pankaj Agarwal –Earthquake Resistant Design Of Structure A.K.Chopra-Dynamics of Structures

[11] Numerical Analysis of Seismic Elastomeric Isolation Bearing in the Base-Isolated Building by M.

JabbarehAsl , M. M. Rahman , A. Karbakhsh from Islamic Azad University, Kerman Branch,

Kerman, Iran

[12] IS1893-2002 Part1;Criteria for Earthquake Resistant Design of structures

[13] 13. IS456-2000; Plain& Reinforced Concrete Code of Practice.

[14] Abdullah Anwar, Sabih Ahmad, Yusuf Jamal and M.Z. Khan, Assessment of Liquefaction Potential

of Soil Using Multi-Linear Regression Modeling, International Journal of Civil Engineering and

Technology, 7(1), 2016, pp. 373-415.

[15] Akpila, S. B. and Omunguye, I. W. Derivative of Stress Strain, Deviatoric Stress and Undrained

Cohesion Models Based on Soil Modulus of Cohesive Soils. International Journal of Civil

Engineering and Technology, 6(7), 2015, pp 34-43.

[16] John Paul V. and Antony Rachel Sneha M., Effect of Random Inclusion of Bamboo Fibers on

Strength Behaviour of Flyash Treated Black Cotton Soil. International Journal of Civil Engineering

and Technology, 7(5), 2016, pp.153–160.

Documents

NONLINEAR STATIC ANA LYSIS OF RC BUILDING USING …€¦ · ETABS 9.7 manages the structure acc ompanying four step.1) Modeling.2) Static examination, Steps utilized as a part of