Investigation on performance based non linear pushover analysis of flat plate rc buildings
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This document summarizes an investigation into the performance of flat plate reinforced concrete buildings under nonlinear pushover analysis. The study evaluates bare frame structures with different percentages of masonry infill, as well as structures with soft stories or shear walls. Pushover analysis was performed on a 7-story model building to determine base shear, displacement, story drift, and hinge formation at different performance levels. Results show that infill and shear walls improve seismic performance by reducing displacement, and that placing soft stories higher in the structure increases strength and stability. Shear walls performed best and controlled hinge formation, indicating more uniform response.
![hypotheses was used to mark the nonlinear behavior according to which plastic deformations are
lumped on plastic hinges and rest of the system shows linear elastic behavior( Li 1996). The discrete
structural performance levels are- Immediate Occupancy (S-1), Life Safety (S-3), Collapse Prevention
(S-5) and Not Considered (S-6) Whereas intermediate structural performance ranges are the Damage
Control Range (S-2) and the Limited Safety Range(S-4) Figure 1.This definition of performance
ranges are served by FEMA 356, 2000. The model frame used in the static nonlinear pushover
analysis is based on the procedures of the material, defining force – deformation criteria for the hinges
used in the pushover analysis. Figure 2 describes the typical
force-deformation relation proposed by those documents.
Five points labeled A, B, C, D and E are used to define the force deflection behavior of the hinge and
these points labeled A to B – Elastic state, B to IO- below immediate occupancy, IO to LS – between
immediate occupancy and life safety, LS to CP- between life safety to collapse prevention, CP to C –
between collapse prevention and ultimate capacity, C to D- between C and residual strength, D to E-
between D and collapse >E – collapse. In ETABS 9.7.2 those points could be identified by color
bands to understand how plastic hinges form in each stage Fig. 2 where IO, LS and CP mean
immediate occupancy, life safety and collapse prevention respectively.
METHOD OF REPLACEMENT OF INFILL
The approaches presented by Paulay and Pristlay (1992) and Angel et al.(1994), and later adopted by
R. Shahrin & T.R. Hossain ( 2011) lead to a simplification in the infilled frame analysis by replacing
the masonry infill with an equivalent compressive masonry strut as shown in Fig. 3-(a).
λ1H = = H [(Em t sin 2θ) / (4 EcIcolhw)] ¼ (1)
where t is the thickness of masonry wall. Main stone (1971) considers the relative infill-to-frame
flexibility in the evaluation of the equivalent strut width of the panel as shown in Eq 2
a = 0.175D (λ1H)-0.4 (2)
If there are opening present, existing infill damage, and/or FRP overlay, however, the equivalent strut
must be modified using
Amod =a (R1)i(R2)i ζ1 (3)
Credit: R. Shahrin & T.R. Hossain (2011)
ζ1= strength increase factor due to presence of FRP overlay
Although the expression for equivalent strut width given by Eq 4 was derived to represent the elastic
stiffness of an infill panel, this document extended its use to determine the ultimate capacity of in
filled structures. The strut was assigned strength parameter consistent with the properties of the infill
it represents. A nonlinear static procedure commonly referred to as pushover analysis, was used to
determine the capacity of the infilled structure. The equivalent masonry strut is to be connected to the
frame members as depicted in Figure 3. Where the bold double sided arrow represents the location of
the strut in the structural model. The infill forces are assumed to be mainly resisted by the columns,
and the struts are placed accordingly. The strut should be pin connected to the column at a distance
lcolumn from the face of the beam. This distance is defined in Eq 3 and Eq 5 and is calculated using
the strut width, a, without any reduction factors.
lcolumn = a/ cosθcolumn (4)
tanθcolumn = {hm-(a/cosθcolumn)}/l (5)
Fig.1 Force-Deformation for pushover analysis Fig. 2 Force-Deformation for pushover
analysis](https://image.slidesharecdn.com/investigationonperformancebasednon-linearpushoveranalysisofflatplatercbuildings-150128134331-conversion-gate01/85/Investigation-on-performance-based-non-linear-pushover-analysis-of-flat-plate-rc-buildings-3-320.jpg)
Investigation on performance based non linear pushover analysis of flat plate rc buildings
- 1. INVESTIGATION ON PERFORMANCE BASED NON LINEAR PUSH OVER ANALYSIS OF FLAT PLATE RC BUILDINGS R.K. Biswas1* , Y. Dinar2 , Shisir Barua1 , A.M. Jubary1 1, 3, 4 Lecturer, Dept. of Civil & Env. Engineering, Uttara University, Dhaka 1230, Bangladesh 2 Graduate Student, Dept. of Civil Engineering, Technical University Munich, Munich 80333, Germany ABSTRACT Dhaka is one of the highly earthquake prone cities in the world. Due to improper Rapid City planning and developing the disaster may be converted to catastrophic event in history. As flat plate buildings has weakness in lateral loading so this kind of structure could be more vulnerable in earthquake event. According to BNBC (2006) the buildings are designed according to equivalent static method, response spectrum method and time history analysis. But the real performance of a structure can be rarely found by these methods so in reality flat plate buildings could be damaged even under low ground shaking from distant locations. In developed countries the static nonlinear pushover analysis becoming an essential tool for seismic performance evaluation which not only find the maximum base shear of a seismic event for a particular displacement but also show the collapsible zone. It is always expected that nonlinear inelastic pushover analysis will provides a better understanding about the actual behaviour of the structures during earthquake as real scenario simulation is not always possible under static analysis. This investigation evaluate and compare the performances of bare frame flat plate structure, flat plate with different infill percentage cases, flat plate with different configuration of soft storey cases and flat plate with shear wall with each other and later depending upon the significant findings it is explained for which level of seismic performance shear wall should be preferred over the infill structures and it will definitely help engineers to decide where the soft storey could be constructed in the flat plate structures. Above all a better of effects of pushover analysis could be summarized from the outcomes. Walls are represented by equivalent strut according to pushover concerned codes FEMA 356 and ATC- 40. The results and discussion are prepared on the basis of performance point, base shear, top displacement, storey drift and stages of number of hinges form which are simulated in ETABS 9.7.2 taking loads and other factors from BNBC. Keywords: Flat plate, Earthquake, Equivalent static, Pushover analysis, Equivalent strut INTRODUCTION Earthquake engineering is growing rapidly according to necessity. Pushover analysis has become the preferred analysis procedure for seismic performance evaluation purposes as the procedure is simple and considers post elastic behavior. This performance based approach requires a lateral load versus deformation analysis. This could be a method to observe the successive damage states of a building. This procedure involves certain approximations and simplifications that some amount of variation is always expected to exist in seismic demand prediction of pushover analysis. Pushover analysis of finite element was performed by ETABS 9.7.2 where the deficiency of an elastic analysis displays the following features i.e. the analysis considers the inelastic deformation and ductility of the members and the sequence of yielding of sections in members and redistribution of loads in the building are observed. Pushover analysis described in FEMA-356 and ATC-40. Seismic codes are unique to a particular region or country. They are indicator of the level of progress a country has made in the field 2nd International Conference on Advances in Civil Engineering 2014 (ICACE-2014) 26 –28 December, 2014 CUET, Chittagong, Bangladesh ID: SEE 033
- 2. of earthquake engineering. In this study a RC building with flat plate generates wide spread damage during seismic event which demand for proper seismic evaluation. Engineers are nowadays prone to construct shear wall without knowing the actual demands and requirements which may lead to a overdesigned state. The purpose of the paper is to summarize the basic concepts on which the pushover analysis is based, perform nonlinear static pushover analysis of medium height (7 storey) residential flat plate buildings as found in Dhaka city available and evaluate the performance of the shear wall consisting bare frame with respect to different infill configuration frame structures. Force unit is KN while displacements are measured in mm. METHODOLOGY Pushover analysis is a nonlinear static analysis where the lateral loads are increased keeping vertical loads constant while maintaining a predefined distribution pattern along the height of the building, until a collapse mechanism develops. With the increase in the magnitude of the loads, weak links and failure modes of the building are found. Pushover analysis can determine the behavior of a building, including the ultimate load and the maximum inelastic deflection. Local Nonlinear effects are modeled and the structure is pushed until a collapse mechanism gets developed. At each step, the base shear and the roof displacement can be plotted to generate the pushover curve. It gives an idea of the maximum base shear that the structure was capable of resisting at the time of the earthquake. For regular buildings, it can also give a rough idea about the global stiffness of the building. In soft storey the displacement will be maximum in nature as they have no sufficient strength to take loads from above storey but as the soft storey is shifted bottom to top of the structure the results may be found reverse where strength will eventually increases. 7 storied frame structures are simulated by ETABS 9.7.2 to perform the pushover analysis to meet the objectives of this study. Each and every storey is kept soft storey for different case to get the changing trend. Earth quake effect is assigned under UBC 94. Wind load is calculated according to Bangladesh National Building Code (BNBC) by developing an excel sheet to get point loads. Dead load and live load are taken according to standard practice. Load combinations are taken according to BNBC. To perform the pushover FEMA- 356 and ATC -40 are reviewed throughout the study. All three types of hinges required for performing pushover analysis of RC structure are chosen from the experimental. Allowable hinge deformation at different performance level for beams and columns is established. All three types of hinges are assigned to each element according to required type. Structures are then subjected to pushover analysis which includes progressive damage of elements with plastic deformation of the hinge assigned on the element of the structure as the structure is laterally pushed through. After simulation the structural response outcomes will be used to give the light on study objectives. DETAILS OF PUSHOVER ANALYSIS Pushover analysis provides a wide range of application options in the seismic evaluation and retrofit of structures. Mainly two guidelines are available for this analysis- FEMA and ATC 40. This paper mainly follows the procedures of ATC 40 in evaluating the seismic performance of residential building consisting shear wall in Dhaka. Equivalent Static lateral loads approximately represent seismic generated forces. Analysis is carried out till to failure of the structures. This analysis identifies weakness in the structure so that appropriate retrofitting could be provided in governing element. Basically, demand and capacity are the two component of the performance based analysis and design where demand is a representation of the seismic ground motion and capacity is a representation of the structure ability to resist seismic demand. The performance is dependent in a manner that the capacity is able to handle the seismic demand. Once the capacity curve and demand displacement are defined, a performance check can be done. In our study, nonlinear static pushover analysis was used to evaluate the seismic performance of the structures. The numerical analysis was done by ETABS 9.7.2 and guidelines of ATC-40 and FEMA 356 were followed. Overall evaluation was done using base shear, deflection, storey drift, storey drift ratio and stages of number of hinges form. Plastic
- 3. hypotheses was used to mark the nonlinear behavior according to which plastic deformations are lumped on plastic hinges and rest of the system shows linear elastic behavior( Li 1996). The discrete structural performance levels are- Immediate Occupancy (S-1), Life Safety (S-3), Collapse Prevention (S-5) and Not Considered (S-6) Whereas intermediate structural performance ranges are the Damage Control Range (S-2) and the Limited Safety Range(S-4) Figure 1.This definition of performance ranges are served by FEMA 356, 2000. The model frame used in the static nonlinear pushover analysis is based on the procedures of the material, defining force – deformation criteria for the hinges used in the pushover analysis. Figure 2 describes the typical force-deformation relation proposed by those documents. Five points labeled A, B, C, D and E are used to define the force deflection behavior of the hinge and these points labeled A to B – Elastic state, B to IO- below immediate occupancy, IO to LS – between immediate occupancy and life safety, LS to CP- between life safety to collapse prevention, CP to C – between collapse prevention and ultimate capacity, C to D- between C and residual strength, D to E- between D and collapse >E – collapse. In ETABS 9.7.2 those points could be identified by color bands to understand how plastic hinges form in each stage Fig. 2 where IO, LS and CP mean immediate occupancy, life safety and collapse prevention respectively. METHOD OF REPLACEMENT OF INFILL The approaches presented by Paulay and Pristlay (1992) and Angel et al.(1994), and later adopted by R. Shahrin & T.R. Hossain ( 2011) lead to a simplification in the infilled frame analysis by replacing the masonry infill with an equivalent compressive masonry strut as shown in Fig. 3-(a). λ1H = = H [(Em t sin 2θ) / (4 EcIcolhw)] ¼ (1) where t is the thickness of masonry wall. Main stone (1971) considers the relative infill-to-frame flexibility in the evaluation of the equivalent strut width of the panel as shown in Eq 2 a = 0.175D (λ1H)-0.4 (2) If there are opening present, existing infill damage, and/or FRP overlay, however, the equivalent strut must be modified using Amod =a (R1)i(R2)i ζ1 (3) Credit: R. Shahrin & T.R. Hossain (2011) ζ1= strength increase factor due to presence of FRP overlay Although the expression for equivalent strut width given by Eq 4 was derived to represent the elastic stiffness of an infill panel, this document extended its use to determine the ultimate capacity of in filled structures. The strut was assigned strength parameter consistent with the properties of the infill it represents. A nonlinear static procedure commonly referred to as pushover analysis, was used to determine the capacity of the infilled structure. The equivalent masonry strut is to be connected to the frame members as depicted in Figure 3. Where the bold double sided arrow represents the location of the strut in the structural model. The infill forces are assumed to be mainly resisted by the columns, and the struts are placed accordingly. The strut should be pin connected to the column at a distance lcolumn from the face of the beam. This distance is defined in Eq 3 and Eq 5 and is calculated using the strut width, a, without any reduction factors. lcolumn = a/ cosθcolumn (4) tanθcolumn = {hm-(a/cosθcolumn)}/l (5) Fig.1 Force-Deformation for pushover analysis Fig. 2 Force-Deformation for pushover analysis
- 4. Fig. 3 (a) Strut Geometry (b) Placement of Strut The strut force is applied directly to the column at the edge of its equivalent strut width. Fig. 3-(b) illustrates these concepts. Modulus of elasticity of the masonry units was chosen considering the ACI/ASCE/TMS masonry code as 1200 ksi. DESCRIPTION OF THE STRUCTURAL MODELS AND CASES For Numerical modelling, a sample flat plate three dimensional building is selected. The structure is eight stories high, with a story height of 3 meters. The bay lengths are 5m- 5m in both directions. In order to concentrate on the effects caused by the distribution of infill the prototype bare frame structure is regular throughout its bay length in both directions. The column sizes are 450 X 300 mm for all position and the slab thickness is 175 mm. The concrete strength is assumed to be 4000 psi with yield strength 60000 psi where Modulus of Elasticity is 3600 ksi. Masonry infills were modeled as equivalent diagonal strut with width of 485 mm and thickness of 125 mm. The masonry infill has compressive strength of 1 MPa. The model is assumed to be situated in Dhaka city so, according to Bangladesh National Building Code seismic zone 2 is taken. Parallel and periphery shear wall were modeled using 10 inch wall with compressive strength of 4000 psi and Modulus of Elasticity of 3600 ksi. Shear walls were modeled taking the half-length 2.5 m of each bay to resist the lateral loads only. Moment hinges (M3) were assigned to both ends of beams and axial hinges (P-M-M) were assigned to the column ends. Geometric non linearity (P-Δ) and large displacement is considered with full dead load and when local hinges fail redistribution of loads is allowed by unloading whole structure. The gravity loads used included self-weight of the members and loads of floor finish and live loads were applied to BNBC. All partition walls were assumed to be located directly on beams. The performance points marked by collapse and representing ultimate displacement capacity of the structure were evaluated at each step of the analysis according to guidelines of ATC-40 and FEMA 356 The load deformation responses of the numerical model specimens were followed through to failure by means of the capacity curve under 3 pushover cases. The curve was gained using pushover analysis, where the loading profile used was a triangular one com-menstruate to the dominate first mode distribution of the seismic loads. Depending upon the infill percentage 5 cases were taken with 25% interval i.e. bare, 100 % infill, 75% infill, 50% infill and 25% infill where each of the case represents a probable infill configuration. Two basic Shear wall cases are taken for study i.e. periphery shear-wall and parallel shear-wall and 8 different soft storey were investigated too. Infill cases: Bare frame, 100% Infill, 75% Infill, 50% Infill, 25% Infill Soft storey cases: GF Soft, 1st Soft Storey, 2nd Soft Storey, 3rd Soft Storey, 4th Soft Storey, 5th Soft Storey, 6th Soft Storey, 7th Soft Storey Shear Wall Cases: Parallel Shear Wall, Periphery Shear Wall Fig 04: Plan and Elevation view of bare frame building
- 5. RESULTS AND DISCUSSIONS Outcomes of analysis are summarized to observe structural responses. Seismic performance in terms of base shear, performance point and top displacement increases with shifting of soft storey upward in the structure. Performance point is much higher for shear wall consisting bare frames than any other configuration which propose bare frame could be a choice while using any types of shear wall. Fig. 5 The comparison of performance point between different soft storey cases General bare frame has very low resistance against lateral force even from any soft story case. As the soft story shifted above the performance also increased. Considering this point soft story could be setup in upper floor to improve the lateral load bearing capability relatively. Similar scenario is reflected in base shear too which is nothing but upper point of the performance point. Fig. 6 The comparison of base shear between different soft storey cases The difference of performance point and base shear increases with shifting of soft storey upward and constructing the shear wall. It seems early formation of soft storey is not desired in the structures of highly seismic risk areas. Gradual displacements changing ensure structural stability, uniform stiffness and less probability to the evaluation of plastic hinges. Plastic hinges eventually go to collapsible condition and cannot stand with load. To withstand against progressive loads formation of plastic hinge must be controlled by using special structural components. With the increment of percentage of infill the magnitude of displacement also reduced. Displacement reduces and performance increases with shipment of soft storey to upward. Fig. 7 Comparison of displacement of infill cases Fig 8: Comparison of displacement of soft story cases
- 6. Hinges goes to collapsible condition after passing a few intermediate stages i.e. immediate occupancy and life safety. In linear static only the final displacement found by providing a constant load where the pushover sequentially increases the load from low to the governing one. Fig 9 Displacement under Linear Static and Pushover Analysis By producing plastic hinges it identify the change of state of each member in each pushover step. Formation of maximum number of hinges in early stage is not good for structure which eventually represents that early reaching to the collapsible condition which is represented by Table I. Looking on the number of hinges formed one thing is clear, higher infill ensures uniform hinge formation while shear wall significantly reduces the hinges formation than any other cases. Table I Number of hinges formed in Infill and Shear wall configuration A-B B-IO IO-LS LS-CP CP-C C-D D-E >E Total Bare 220 30 0 90 0 3 7 0 350 Bare with Parallel SW 116 111 159 13 0 1 0 0 400 Bare with Periphery SW 84 49 176 87 0 4 0 0 400 100% Infill 520 75 76 21 22 1 0 0 715 75% Infill 389 81 26 0 0 0 51 13 560 50% Infill 346 32 18 0 0 0 49 10 487 25% Infill 400 0 1 0 0 0 19 0 420 GF Soft 607 2 21 46 0 4 0 0 680 1st Floor Soft 603 3 24 35 0 15 0 0 680 2nd Floor Soft 589 0 40 42 0 0 1 0 680 3rd Floor Soft 560 0 17 21 0 10 72 0 680 4th Floor Soft 550 0 28 20 0 12 70 0 680 5th Floor Soft 456 74 60 70 19 1 0 0 680 6th Floor Soft 618 0 23 0 0 0 39 0 680 7th Floor Soft 611 7 1 0 0 0 61 0 680 Bare 220 30 0 90 0 3 7 0 350 CONCLUSION Lateral stiffness of flat plate building is low so lateral strengthening of flat plate structures is seriously a matter of concern. After summarizing the results lead to a decision that infill, shear wall and soft storey configuration significantly affects the performance, lateral stiffness property of the flat plate structure. Under performance based analysis, with the increment of infill percentage the performance increases. The comparison of performance of soft storey analysis reveals that shipment of soft storey upward increases the performance. Flat plate, Shear wall is the ultimate lateral load bearing structures which tripled the resistance capacity of a frame and periphery shear wall could be a better option for all directional lateral loads than parallel shear wall configuration.
- 7. REFERENCES Golghate, K, Baradiya, V and Sharma, A., “Pushover Analysis of 4 Storey’s reinforced Concrete Building”, International Journal of Latest Trends in Engineering and Technology , Vol 2, Issue 3, May 2013, pp 80-84. Ashraf Habibullah, S.E., and Stephen Pyle, S.E,” Practical Three Dimensional Nonlinear Static Pushover Analysis” , Structure Magazine 1988. BNBC (2006) Bangladesh National Building Code, Housing and Building Research Institute, Mirpur, Dhaka, Bangladesh. ATC (1996) Seismic Evaluation and Retrofit of Concrete Building (volume 1), Report (ATC-40), Applied Technology Council, California, USA. FEMA 356, 273.(2002) Pre-standard and Commentary for the Seismic Rehabilitation of Buildings, Federal Emergency Management Agency, Washington D.C., USA. Shahrin R. and ?Hossain T.R., “Seismic performance evaluation of residential buildings in Dhaka city by using pushover analysis”, Proceedings of 4th Annual Paper Meet and 1st Civil Engineering Congress, Dhaka, Bangladesh, Vol 4, pp 547-556