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Etabs BY Subash Pathak

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Subash Pathak

The document describes a project report for the design and analysis of a G+22 building using the software ETABS. It includes an introduction to ETABS, the objectives of analyzing the high rise building to calculate loads and seismic behavior. It provides details on the codes used, plan and structural elements, material properties, load cases including dead, live, wind and earthquake loads. The procedure outlines the steps to model the structure, define properties, draw the frame, apply supports and loads, and check for errors.

Engineering
Related topics:
Building Design • Civil Engineering Topics
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ETABS Project Report design and analysis of building by Etabs Design and Analysis of G+22 Building using Etabs Done by: Subash Pathak
Table of content 1. Introduction 2. Objectives 3. Code used 4. Plan and detail 5. Material and section property 6. Load case and design by Etabs 7. Procedure
Introduction • ETABS is the leading design software available in the market. Many of the design company’s use this software for project design purpose. ETABS stands for “Extended 3D analysis of building systems” which is a product of computers and structure analysis and design programs. This software is loaded with an integrated system that consists of modeling tools and templates, analysis methods, code-based load prescriptions and solution techniques which can handle complex building models and associated configurations. This software is embedded with CAD-like drawing tools with an object-based interface and grid representation.
Objectives: • i.To develop and analysis model of the high rise structure using ETABS • ii.To calculate the types of loads acting on such kinds of buildings • iii.To analyze the building as per code IS 1893:2016(part I) criteria for earthquake resistance Structure. • iv.To study the behaviour of building under the action of the seismic loads.
CODE USED IS 456 : 2000 Code of Practice Plain Reinforced Concrete, Bureau of Indian Standards IS 875 (Part 1) : 1987 Code of Practice for Design Loads (other than earthquake) for buildings structures Dead Load, Bureau of Indian Standards IS 875 (Part 2) : 1987 Code of Practice for Design Loads (other than earthquake) for buildings structures Imposed Load, Bureau of Indian Standards IS 875 (Part 3) : 2015 Code of Practice for Design Loads (other than earthquake) for buildings structures Wind Load, Bureau of Indian Standards IS 875 (Part 5) : 1987 Code of Practice for Design Loads (other than earthquake) for buildings structures Special Loads and Combinations, Bureau of Indian Standards IS 1893 : 2016 Criteria for Earthquake Resistant Design of Structures, Bureau of Indian Standards IS 13920 : 2016 Ductile Design and Detailing of Reinforced Concrete Structures Subjected to Seismic Forces Code of Practice, Bureau of Indian Standards SP 34 : 1987 Handbook on Concrete Reinforcement and Detailing, Bureau of Indian Standards
PLAN AND DETAIL
Course - Complete Design of G+22 Storey RCC Building as per IS Codes General Details - An Architectural Plan of Building confirming to all Architectural aspects as required - Type of Structure : Multi-Storey Rigid Jointed RC Frame Structucture - No. of Storey : G+22 Storey - Floor to Floor Height : 3 meter - Plinth Level : 3 meter above Ground Level - Location of Structure : Mumbai-Maharashtra-India Site Details - Surrounding Location of Structure : Urban Region: Developed Complex Area - Type of Soil on which Structure is rest : Medium Soil (Poorly Graded Sand: Stiff Soil) - Safe Bearing Capacity of Soil : 400 kN/m2
COLUMN AND BEAM AND MATERIAL AND REINFORCEMENT SIZE COLUMN BEAMS 500*500 650*400 550*550 550*350 600*600 600*400 SPECIFICATION M40 CONCRETE FE500, MILD 250 REBAR SLABS 150mm, M40 Name Diametermm Areacm2 6 6 0.3 8 8 0.5 10 10 0.8 12 12 1.1 14 14 1.5 16 16 2 18 18 2.5 20 20 3.1 22 22 3.8 25 25 4.9 26 26 5.3 28 28 6.2 32 32 8 36 36 10.2 40 40 12.6 50 50 19.6 Load used
LOAD DETAILS • DEAD LOAD • IMPOSED LOAD • WIND LOAD • EARTHQUAKE LOAD Detail load wall load exterior 13.8 kn/m interiour wall load 6.9 kn/m parapet wall 3 kn/m clading .2 kn/m floor load live 2kn/m roof live load 1.5 kn/m
DEAD LOAD S.No. Material Unit Weight kN/m3 1. Plain Cement Concrete 24 2. Reinforced Cement Concrete Steel 25 3. Steel 78.5 4. Brick Masonry (Cement Plaster) 20 5. Stone Masonry Granite 24 6. Asbestos Cement Sheets 0.13 7. Mortar (i) Cement (ii) Lime 20.4 16 8. Marble 26.7 9. Glass 27
IMPOSED LOAD
WINDLOAD
WINDLOAD
Indian IS875:1987 Auto Wind Load Calculation This calculation presents the automatically generated lateral wind loads for load pattern wind load according to Indian IS875:1987, as calculated by ETABS. Exposure Parameters Exposure From = Diaphragms Structure Class = Class C Terrain Category = Category 4 Wind Direction = 0;90 degrees Basic Wind Speed, Vb [IS Fig. 1] Windward Coefficient, Cp,wind Leeward Coefficient, Cp,lee Top Story = Story23 Bottom Story = Base Include Parapet = Yes, Parapet Height = 1.1 Factors and Coefficients Risk Coefficient, k1 [IS 5.3.1] Topography Factor, k3 [IS 5.3.3] Lateral Loading Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4] Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4] Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4] Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4]
EARTHQUAKE - Eqivalent Static Analysis is made to Analyse the Structure Seismic Analysis Important Terms - Seismic Zone : III - Zone Factor (Z) : 0.16 - Site Type : II for Medium Soil as per Table 4 of IS 1893 (Part 1): 2016 - Importance Factor (I) : 1.2 as per Cl.7.2.3 and Table 8 of IS 1893 (Part 1): 2016 - System : SMRF (Special Moment Resisting Frame) - Response Reduction Factor (R) : 5 as per Cl.7.2.6 and Table 9 of IS 1893 (Part 1): 2016 - Percentage of Imposed Load to be Considered in Seismic Weight : 25% for LL is up to 3 kN/m2 as per Cl.7.3.1 and Table 10 of IS 1893 (Part 1): 2016
IS 1893:2016 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQx according to IS 1893:2016, as calculated by ETABS. Direction and Eccentricity Direction = Multiple Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Program Calculated Factors and Coefficients Seismic Zone Factor, Z [IS Table 3] Response Reduction Factor, R [IS Table 9] Importance Factor, I [IS Table 8] Site Type [IS Table 1] = II Spectral Acceleration Coefficient, Sa /g [IS 6.4.2] Seismic Response Spectral Acceleration Coefficient, Sa /g [IS 6.4.2]
1. Enter basic input data; Define Grid and story Data: open etabs, click on the new > Model initialization >use built- in setting with : Display units – Metric SI, Steel section database – Indian , Steek Design Code – IS 800:2007 , Concrete Design Code – IS 456:2000. Click ok Provide Grid Spacing and Story Dimensions as per requirement. Select Grid only. Click ok PROCEDURE
Story Data Tower Name Heightm Master Story Similar To Splice Story Color T1 Story23 3 Yes None No Yellow T1 Story22 3 No Story23 No Gray8Dark T1 Story21 3 No Story23 No Blue T1 Story20 3 No Story23 No Green T1 Story19 3 Yes None No Cyan T1 Story18 3 No Story19 No Red T1 Story17 3 No Story19 No Magenta T1 Story16 3 No Story19 No Yellow T1 Story15 3 No Story19 No Gray8Dark T1 Story14 3 Yes None No Blue T1 Story13 3 No Story14 No Green T1 Story12 3 No Story14 No Cyan T1 Story11 3 No Story14 No Red T1 Story10 3 No Story14 No Magenta T1 Story9 3 No Story14 No Yellow T1 Story8 3 Yes None No Gray8Dark T1 Story7 3 No Story8 No Blue T1 Story6 3 No Story8 No Green T1 Story5 3 No Story8 No Cyan T1 Story4 3 No Story8 No Red T1 Story3 3 No Story8 No Magenta T1 Story2 3 No Story8 No Yellow T1 Story1 3 No Story8 No Gray8Dark
• 2.Defining material properties • Go To Define > Material properties > Add New Material > Region: India , Material type: Concrete, Stanndard: Indian, Grade: As per requirement> Ok > Give material Name > change the value as standard> ok • Material properties > Add New Material > Region: India , Material type: Rebar, Stanndard: Indian, Grade: As per requirement> Ok > Give material Name > change the value as standard> ok • Click ok
Material Material Type SymType Grade 4000Psi Concrete Isotropic f'c 4000 psi A416Gr270 Tendon Uniaxial Grade 270 A615Gr60 Rebar Uniaxial Grade 60 A992Fy50 Steel Isotropic Grade 50 HYSD500 Rebar Uniaxial HYSD Grade 500 M40 Concrete Isotropic M40 Mild250 Rebar Uniaxial Mild Grade 250
3 Defining section Properties Go To Define > Section properties> Frame Section > Add New Properties > Select the shape (Rectangle/circle / T … ) as required > Property Name: Column C1 ; Material: Grade of concrete previously ; Specify Dimension;> Modify/ Show Modifiers > Change modification if required then ok. > Modify/ show Rebar> Design type: Column; Rebar material: as per previously defined; Reinforcement configuration : rectangular/ circular as per design ; check/Design : Reinforcement to be designed ; provide detail for Longitudinal bars and Confinement bar > ok> ok  Go To Define > Section properties> Frame Section > Add New Properties > Select the shape (Rectangle/circle / T … ) as required > Property Name: Beam B ; Material: Grade of concrete previously ; Specify Dimension;> Modify/ Show Modifiers > Change modification if required then ok. > Modify/ show Rebar> Design type : Beam; Rebar material: as per previously defined; Reinforcement configuration : rectangular/ circular as per design ; provide detail for Longitudinal bars > ok> ok Go To Define > Section properties >slab section> Add new Property > change the detail as per requirement.> ok>ok
Table 2.2 - Frame Section Property Definitions - Summary (Part 1 of 3) Name Material Shape Color Areac m2 Jcm4 I33 cm4 I22 cm4 As2 cm2 As3 cm2 S33Po scm3 auto beam Auto Select auto column Auto Select beam 650*400 M40 Concrete Rectangular Red 2600 85549 1.5 915416.7 346666.7 2166.7 2166.7 28166.7 beam 550*350 M40 Concrete Rectangular Magenta 1925 47521 7 485260.4 196510.4 1604.2 1604.2 17645.8 beam 600*400 M40 Concrete Rectangular Yellow 2400 75124 9.4 720000 320000 2000 2000 24000 colum 500*500 M40 Concrete Rectangular Yellow 2500 88020 8.3 520833.3 520833.3 2083.3 2083.3 20833.3 column 550*550 M40 Concrete Rectangular Blue 3025 12887 13 762552.1 762552.1 2520.8 2520.8 27729.2 column 600*650 M40 Concrete Rectangular Green 3900 21230 62.5 1373125 1170000 3250 3250 42250
Shell section Name Type Element Type Material Total Thicknessmm Deck1 Deck Membrane 4000Psi 162.5 Slab150 Slab Shell-Thin M40 150 Wall1 Wall Shell-Thin 4000Psi 250
4.Defining Diaphragm • Define> Diaphragm > Add New diaphragm > rigidity : rigid >ok. • Define diaphragm for each floor level
5.Drawing the structure component • Select all storey > Quick draw column> property: select Column defined previously> left click and select the grid. • Select all storey > Quick draw Beam> property: select Beam defined previously> left click and select the grid • Select all storey > Quick draw floor> property: select Slab property defined previously> left click and select the grid
6.Assigning Support condition • Plan> base> Select one storey > select all >delete • Assign> joint> Restraint > click fixed> select the grid > apply>ok
• 7.Assigning Diaphragms • Plan> story 1> Assign> joint> Diaphragm > select the diaphragm> select the grid > apply>ok • Moveup> select grid> Diaphragm D2>ok • Similarly, Assign Diaphragm for all the floor level
• 8.Checking Model for any Modeling Error • Analyze> Check model > Select all> ok. • Wait for the dialog box appear.
8. Defining load pattern for load cases and mass source for seismic weight • Define> load pattern> define load pattern as per requirement. ( Dead load, Wind Load , Live load, Earthquake load, super dead load….) • Define>mass source command.: As per As per IS: 1893-2016,25% live load if Live load less3 KN/m2 and 50% if more than 3KN/M2 than is considered on all floor of building except at roof level.
Name Is Auto Load Type Self Weight Multiplier Auto Load Dead No Dead 1 EQx No Seismic 0 IS 1893:2016 EQx(1/3) Yes Seismic 0 IS 1893:2016 EQx(2/3) Yes Seismic 0 IS 1893:2016 EQx(3/3) Yes Seismic 0 IS 1893:2016 EQy No Seismic 0 IS 1893:2016 EQy(1/3) Yes Seismic 0 IS 1893:2016 EQy(2/3) Yes Seismic 0 IS 1893:2016 EQy(3/3) Yes Seismic 0 IS 1893:2016 external wall No Dead 0 floor finish No Dead 0 internal wall load No Dead 0 Live No Live 0 parapet wall No Dead 0 roof live load No Live 0 wind load No Wind 0 Indian IS875:1987 wind load(1/2) Yes Wind 0 Indian IS875:1987 wind load(2/2) Yes Wind 0 Indian IS875:1987 Load Pattern Definitions Name Load Pattern Multiplier MsSrc2 Dead 1 MsSrc2 Live 0.25 MsSrc2 wind load 1 MsSrc2 internal wall load 1 MsSrc2 floor finish 1 MsSrc2 roof live load 0.25 MsSrc2 EQx 1 MsSrc2 EQy 1 MsSrc2 parapet wall 1 Mass source Definition
Indian IS875:1987 Auto Wind Load Calculation This calculation presents the automatically generated lateral wind loads for load pattern wind load according to Indian IS875:1987, as calculated by ETABS. Exposure Parameters Exposure From = Diaphragms Structure Class = Class C Terrain Category = Category 4 Wind Direction = 0;90 degrees Basic Wind Speed, Vb [IS Fig. 1] Windward Coefficient, Cp,wind Leeward Coefficient, Cp,lee Top Story = Story23 Bottom Story = Base Include Parapet = Yes, Parapet Height = 1.1
Applied story forces Story Elevation X-Dir Y-Dir m kN kN Story23 69 59.3059 0 Story22 66 67.696 0 Story21 63 66.8713 0 Story20 60 66.0516 0 Story19 57 97.8555 0 Story18 54 96.6412 0 Story17 51 95.3163 0 Story16 48 92.6384 0 Story15 45 89.1316 0 Story14 42 85.6782 0 Story13 39 82.293 0 Story12 36 78.9761 0 Story11 33 75.7273 0 Story10 30 71.6892 0 Story9 27 64.434 0 Story8 24 56.7715 0 Story7 21 49.925 0 Story6 18 47.3114 0 Story5 15 47.2692 0 Story4 12 47.2692 0 Story3 9 47.2692 0 Story2 6 47.2692 0 Story1 3 47.2692 0 Base 0 0 0 Story Elevation X-Dir Y-Dir m kN kN Story23 69 0 29.653 Story22 66 0 33.848 Story21 63 0 33.4356 Story20 60 0 33.0258 Story19 57 0 97.8555 Story18 54 0 96.6412 Story17 51 0 95.3163 Story16 48 0 92.6384 Story15 45 0 89.1316 Story14 42 0 85.6782 Story13 39 0 82.293 Story12 36 0 78.9761 Story11 33 0 75.7273 Story10 30 0 71.6892 Story9 27 0 64.434 Story8 24 0 56.7715 Story7 21 0 49.925 Story6 18 0 47.3114 Story5 15 0 47.2692 Story4 12 0 47.2692 Story3 9 0 47.2692 Story2 6 0 47.2692 Story1 3 0 47.2692 Base 0 0 0
• Factors and Coefficients Risk Coefficient, k1 [IS 5.3.1] Topography Factor, k3 [IS 5.3.3] Lateral Loading Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4]
Auto sesmic loading (X) • IS 1893:2016 Auto Seismic Load Calculation • This calculation presents the automatically generated lateral seismic loads for load pattern EQx according to IS 1893:2016, as calculated by ETABS. • Direction and Eccentricity • Direction = Multiple • Eccentricity Ratio = 5% for all diaphragms • Structural Period • Period Calculation Method = Program Calculated • Factor of coefficient Seismic Zone Factor, Z [IS Table 3] Z = 0.16 Response Reduction Factor, R [IS Table 9] R = 5 Importance Factor, I [IS Table 8] i = 1.2 Site Type [IS Table 1] = II Spectral Acceleration Coefficient, Sa /g [IS 6.4.2] • Seismic Reponse
• Equivalent lateral forces Seismic Coefficient, Ah [IS 6.4.2] • Calculated Base shear / Period Used (sec) W (kN) Vb (kN) X 2.44 57307.4919 613.1749 X + Ecc. Y 2.44 57307.4919 613.1749 X - Ecc. Y 2.44 57307.4919 613.1749
• Applied Story Forces Story Elevation X-Dir Y-Dir m kN kN Story23 69 35.8627 0 Story22 66 33.1699 0 Story21 63 29.8303 0 Story20 60 27.057 0 Story19 57 58.2343 0 Story18 54 53.8112 0 Story17 51 47.9983 0 Story16 48 42.5175 0 Story15 45 37.3689 0 Story14 42 44.9374 0 Story13 39 39.0158 0 Story12 36 33.2442 0 Story11 33 27.9344 0 Story10 30 23.0863 0 Story9 27 18.7447 0 Story8 24 18.8193 0 Story7 21 14.4926 0 Story6 18 10.6673 0 Story5 15 7.4294 0 Story4 12 4.7654 0 Story3 9 2.6889 0 Story2 6 1.199 0 Story1 3 0.3002 0 Base 0 0 0
Auto sesmic loading (Y) • IS 1893:2016 Auto Seismic Load Calculation • This calculation presents the automatically generated lateral seismic loads for load pattern EQy according to IS 1893:2016, as calculated by ETABS. • Direction and Eccentricity • Direction = Multiple • Eccentricity Ratio = 5% for all diaphragms • Structural Period • Period Calculation Method = Program Calculated • Factor of coefficient Seismic Zone Factor, Z [IS Table 3] Z = 0.16 Response Reduction Factor, R [IS Table 9] R = 5 Importance Factor, I [IS Table 8] i = 1.2 Site Type [IS Table 1] = II Spectral Acceleration Coefficient, Sa /g [IS 6.4.2] • Seismic Reponse
• Equivalent lateral forces Seismic Coefficient, Ah [IS 6.4.2] • Calculated Base shear Direction Period Used (sec) W (kN) Vb (kN) Y 2.407 57307.4919 621.7822 Y + Ecc. X 2.407 57307.4919 621.7822 Y - Ecc. X 2.407 57307.4919 621.7822
• Applied Story Forces Story Elevation X-Dir Y-Dir m kN kN Story23 69 0 36.3661 Story22 66 0 33.6355 Story21 63 0 30.249 Story20 60 0 27.4368 Story19 57 0 59.0518 Story18 54 0 54.5666 Story17 51 0 48.6721 Story16 48 0 43.1143 Story15 45 0 37.8935 Story14 42 0 45.5682 Story13 39 0 39.5635 Story12 36 0 33.7109 Story11 33 0 28.3265 Story10 30 0 23.4103 Story9 27 0 19.0079 Story8 24 0 19.0834 Story7 21 0 14.696 Story6 18 0 10.817 Story5 15 0 7.5337 Story4 12 0 4.8323 Story3 9 0 2.7267 Story2 6 0 1.2158 Story1 3 0 0.3044 Base 0 0 0
9. Set Load Case as per load pattern • Define> Load case: load case generated from the load pattern will be viewed Name Type Modal Modal - Eigen Dead Linear Static Live Linear Static wind load Linear Static internal wall load Linear Static floor finish Linear Static roof live load Linear Static EQx Linear Static EQy Linear Static parapet wall Linear Static external wall Linear Static
10. Assigning Load • Select the beam, column,slab and apply the load as per the code and requirement. • Assign>frame load>distributed load>select the load pattern, provide the load>ok • Assign>Shell load>distributed load>selet the load pattern, provide the load>ok
11. Defining Load combination • Define>Load combination > Add new combo or Add default design combos>concrete frame section>ok
Name Type Is Auto Load Name SF Notes DCon1 Linear Add Yes Dead 1.5 Dead [Strength] DCon1 internal wall load 1.5 DCon1 floor finish 1.5 DCon1 parapet wall 1.5 DCon1 external wall 1.5 DCon2 Linear Add Yes Dead 1.5 Dead + Live [Strength] DCon2 Live 1.5 DCon2 internal wall load 1.5 DCon2 floor finish 1.5 DCon2 roof live load 1.5 DCon2 parapet wall 1.5 DCon2 external wall 1.5 DCon3 Linear Add Yes Dead 1.2 Dead + Live + Wind + Snow [Strength] DCon3 Live 1.2 DCon3 internal wall load 1.2 DCon3 floor finish 1.2 DCon3 roof live load 1.2 DCon3 parapet wall 1.2 DCon3 external wall 1.2 DCon3 wind load 1.2 DCon4 Linear Add Yes Dead 1.2 Dead + Live - Wind + Snow [Strength] DCon4 Live 1.2 DCon4 internal wall load 1.2 DCon4 floor finish 1.2 DCon4 roof live load 1.2 DCon4 parapet wall 1.2 DCon4 external wall 1.2 DCon4 wind load -1.2
DCon5 Linear Add Yes Dead 1.5 Dead + Wind [Strength] DCon5 internal wall load 1.5 DCon5 floor finish 1.5 DCon5 parapet wall 1.5 DCon5 external wall 1.5 DCon5 wind load 1.5 DCon6 Linear Add Yes Dead 1.5 Dead - Wind [Strength] DCon6 internal wall load 1.5 DCon6 floor finish 1.5 DCon6 parapet wall 1.5 DCon6 external wall 1.5 DCon6 wind load -1.5 DCon7 Linear Add Yes Dead 0.9 Dead (min) + Wind [Strength] DCon7 internal wall load 0.9 DCon7 floor finish 0.9 DCon7 parapet wall 0.9 DCon7 external wall 0.9 DCon7 wind load 1.5 DCon8 Linear Add Yes Dead 0.9 Dead (min) - Wind [Strength] DCon8 internal wall load 0.9 DCon8 floor finish 0.9 DCon8 parapet wall 0.9 DCon8 external wall 0.9 DCon8 wind load -1.5
DCon9 Linear Add Yes Dead 1.2 Dead + Live + Static Earthquake [Strength] DCon9 Live 1.2 DCon9 internal wall load 1.2 DCon9 floor finish 1.2 DCon9 roof live load 1.2 DCon9 parapet wall 1.2 DCon9 external wall 1.2 DCon9 EQx 1.2 DCon10 Linear Add Yes Dead 1.2 Dead + Live - Static Earthquake [Strength] DCon10 Live 1.2 DCon10 internal wall load 1.2 DCon10 floor finish 1.2 DCon10 roof live load 1.2 DCon10 parapet wall 1.2 DCon10 external wall 1.2 DCon10 EQx -1.2 DCon11 Linear Add Yes Dead 1.2 Dead + Live + Static Earthquake [Strength] DCon11 Live 1.2 DCon11 internal wall load 1.2 DCon11 floor finish 1.2 DCon11 roof live load 1.2 DCon11 parapet wall 1.2 DCon11 external wall 1.2 DCon11 EQy 1.2 DCon12 Linear Add Yes Dead 1.2 Dead + Live - Static Earthquake [Strength] DCon12 Live 1.2 DCon12 internal wall load 1.2 DCon12 floor finish 1.2 DCon12 roof live load 1.2 DCon12 parapet wall 1.2 DCon12 external wall 1.2 DCon12 EQy -1.2
DCon13 Linear Add Yes Dead 1.5 Dead + Static Earthquake [Strength] DCon13 internal wall load 1.5 DCon13 floor finish 1.5 DCon13 parapet wall 1.5 DCon13 external wall 1.5 DCon13 EQx 1.5 DCon14 Linear Add Yes Dead 1.5 Dead - Static Earthquake [Strength] DCon14 internal wall load 1.5 DCon14 floor finish 1.5 DCon14 parapet wall 1.5 DCon14 external wall 1.5 DCon14 EQx -1.5 DCon15 Linear Add Yes Dead 1.5 Dead + Static Earthquake [Strength] DCon15 internal wall load 1.5 DCon15 floor finish 1.5 DCon15 parapet wall 1.5 DCon15 external wall 1.5 DCon15 EQy 1.5 DCon16 Linear Add Yes Dead 1.5 Dead - Static Earthquake [Strength] DCon16 internal wall load 1.5 DCon16 floor finish 1.5 DCon16 parapet wall 1.5 DCon16 external wall 1.5 DCon16 EQy -1.5
DCon17 Linear Add Yes Dead 0.9 Dead (min) + Static Earthquake [Strength] DCon17 internal wall load 0.9 DCon17 floor finish 0.9 DCon17 parapet wall 0.9 DCon17 external wall 0.9 DCon17 EQx 1.5 DCon18 Linear Add Yes Dead 0.9 Dead (min) - Static Earthquake [Strength] DCon18 internal wall load 0.9 DCon18 floor finish 0.9 DCon18 parapet wall 0.9 DCon18 external wall 0.9 DCon18 EQx -1.5 DCon19 Linear Add Yes Dead 0.9 Dead (min) + Static Earthquake [Strength] DCon19 internal wall load 0.9 DCon19 floor finish 0.9 DCon19 parapet wall 0.9 DCon19 external wall 0.9 DCon19 EQy 1.5 DCon20 Linear Add Yes Dead 0.9 Dead (min) - Static Earthquake [Strength] DCon20 internal wall load 0.9 DCon20 floor finish 0.9 DCon20 parapet wall 0.9 DCon20 external wall 0.9 DCon20 EQy -1.5
12. Assign Meshing and check model again and relabeling • Assign > frame>frame auto-mesh option>select structure>apply>ok • Assign > frame>frame floor meshing auto-mesh option>select structure>apply>ok • Assign > Shell> floor auto-mesh option>select structure>apply>ok • Analyse>check model> select all>ok • Edit >Auto level>done
13 Set load case to run Analysis>Set load cases to run>select centre of rigidity>Run Now 14. Analysis the structure and check the behaviour Analysis>Run Analysis Analysis>Last Analysis Run log longitudinual reinforcement IS456
15.Check storey drift limitation as per Cl.7.11.1.1 of IS 1893(part I):2016 • Display>Story response plot or • Display>result>story drift>select the shell >paste it in excel> • Story drift should not be more than 0.004 * story height
TABLE: Story Drifts Story Output Case Case Type Step Type Direction Drift Label Z actual story drift allowable story drift check Story16 DCon5 Combination Max X 0.002343 3 48 112.464 192 O.K. Story20 DCon5 Combination Max X 0.001869 3 60 112.14 240 O.K. Story16 DCon7 Combination Max X 0.002305 3 48 110.64 192 O.K. Story17 DCon5 Combination Max X 0.002166 3 51 110.466 204 O.K. Story20 DCon7 Combination Max X 0.001835 3 60 110.1 240 O.K. Story21 DCon5 Combination Max X 0.001733 3 63 109.179 252 O.K. Story17 DCon7 Combination Max X 0.002129 3 51 108.579 204 O.K. Story15 DCon5 Combination Max X 0.002388 3 45 107.46 180 O.K. Story21 DCon7 Combination Max X 0.001698 3 63 106.974 252 O.K. Story18 DCon5 Combination Max X 0.001964 3 54 106.056 216 O.K. Story15 DCon7 Combination Max X 0.002345 3 45 105.525 180 O.K. Story16 DCon8 Combination Min X 0.002191 3 48 105.168 192 O.K. Story18 DCon7 Combination Max X 0.001928 3 54 104.112 216 O.K. Story20 DCon8 Combination Min X 0.001733 3 60 103.98 240 O.K. Story16 DCon6 Combination Min X 0.002153 3 48 103.344 192 O.K. Story17 DCon8 Combination Min X 0.002019 3 51 102.969 204 O.K. Story20 DCon6 Combination Min X 0.001699 3 60 101.94 240 O.K. Story17 DCon6 Combination Min X 0.001982 3 51 101.082 204 O.K.
Note: Storey Drift is nothing but relative displacement between floors above and/or below the storey under consideration. Storey drift in any story shall not exceed 0.004 times the storey height, under the action of design base shear VB with no load factor that is, partial safety factor for all loads taken as 1.0 which is nothing but service load combinations. The check is given Calculations: in Clause 7.11.1 of IS 1893 (Part-1): 2016. as per Indian Standard 1893:2016 Clasue 7.11.1.1 Storey Drift Limitation Storey Drift in any storey shall not exceed 0.004 times the storey height Drift shown in ETABS is as Storey Drift / Floor Height where, Height between slabs is 3 m Allowable Drift = 0.004 × Storey Height hence, here Storey Drift for all storey is not exceeding 0.004 times the storey height for all Service Load Combinations ⸫ Check for Storey Drift Limitation is O.K.
16.Check Torsional Irregularity as per Cl.7.1 and Table 5 of IS 1893 (Part 1) : 2016 • Display>result>Story max/avg displacement >select the shell for earthquake load case>paste it in excel. Check if it is ok or not as per code
Story Output Case Case Type Step Number Direction Max Drift Avg Drift Ratio Check Story19 EQx LinStatic 3 X 1.729 1.384 1.249 O.K. Story18 EQx LinStatic 3 X 1.961 1.605 1.221 O.K. Story19 EQx LinStatic 1 X 1.682 1.383 1.216 O.K. Story17 EQx LinStatic 3 X 2.176 1.811 1.201 O.K. Story18 EQx LinStatic 1 X 1.902 1.605 1.185 O.K. Story16 EQx LinStatic 3 X 2.344 1.979 1.185 O.K. Story19 EQx LinStatic 2 X 1.636 1.383 1.183 O.K. Story17 EQx LinStatic 1 X 2.104 1.811 1.162 O.K. Story15 EQx LinStatic 3 X 2.354 2.03 1.16 O.K. Story18 EQx LinStatic 2 X 1.842 1.605 1.148 O.K. Story16 EQx LinStatic 1 X 2.263 1.979 1.143 O.K. Story14 EQx LinStatic 3 X 2.22 1.976 1.123 O.K. Story17 EQx LinStatic 2 X 2.032 1.811 1.122 O.K. Story15 EQx LinStatic 1 X 2.274 2.029 1.121 O.K. Story13 EQx LinStatic 3 X 2.342 2.096 1.118 O.K. Story12 EQx LinStatic 3 X 2.451 2.2 1.114 O.K. Story20 EQx LinStatic 3 X 1.828 1.645 1.111 O.K. Story11 EQx LinStatic 3 X 2.535 2.281 1.111 O.K. Story10 EQx LinStatic 3 X 2.578 2.324 1.109 O.K. Story9 EQx LinStatic 3 X 2.474 2.243 1.103 O.K. Story16 EQx LinStatic 2 X 2.182 1.979 1.102 O.K. Story6 EQx LinStatic 3 X 2.162 1.978 1.093 O.K. Story8 EQx LinStatic 3 X 2.223 2.037 1.091 O.K. Story14 EQx LinStatic 1 X 2.153 1.976 1.089 O.K. Story7 EQx LinStatic 3 X 2.209 2.028 1.089 O.K. Story3 EQx LinStatic 3 X 1.914 1.765 1.084 O.K.
Notes: The designer should review the structural arrangement of the structural elements to ensure that the code requirements against building irregularity will be satisfied. Building Irregularity checks are depending on the code that we are using, although there are similarities. The most common checks under a building irregularity are the torsional irregularity check which will be tackled by applying check as per IS 1893: 2016 (Part-1) Clause 7.1 and Table No. 5. The code states that the ratio of maximum horizontal displacement at one end minimum horizontal displacement at another end should not exceed 1.5 as per IS 1893:2016 Clause 7.1 Table 5 Torsional Irregularity Building is Torsionally Irregular when, Maximum Displacement / Minimum Displacement > 1.5 hence, our all ratios are with in acceptable limit i.e. all the Ratios are less than 1.5 which is as per Indian Standard 1893:2016 Clause 7.1 Table 5 ⸫ Check for Torsional Irregularity is O.K.
17. Design the structure • Design> Concrete Frame Design>View/Revise References. Check the parameter • Design> Concrete Frame Design>Rebar selection rules for column As per IS456:2000 Cl. 26.5.3 and 26.5.3.2 • Design> Concrete Frame Design>Rebar selection rules for Beam> provide the sizes • Design> Concrete Frame Design>Select design combination • Design> Concrete Frame Design> start design • Design> Concrete Frame Design>verify all member pass • Design> Concrete Frame Design>Verify analysis vs design section • Design> Concrete Frame Design>Display design info> re-bar percentage
Concrete frame design preference
Rebar selection rules for column Rebar selection rules for Beam
Verify analysis vs design section verify all member pass
re-bar percentage re-bar
Etabs BY Subash Pathak
Pictures
Conclusion • Building of G+22 pass the design as story drift and torsoinal irregularity is ok • Develop and analysis model of the high rise structure using ETABS is done • Calculating the types of loads acting on such kinds of buildings • analysis of the building as per code IS 1893:2016(part I) criteria for earthquake resistance Structure is done and is equal • Behaviour of building under the action of the seismic loads is calculated.
Etabs BY Subash Pathak

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Etabs BY Subash Pathak

  • 1. ETABS Project Report design and analysis of building by Etabs Design and Analysis of G+22 Building using Etabs Done by: Subash Pathak
  • 2. Table of content 1. Introduction 2. Objectives 3. Code used 4. Plan and detail 5. Material and section property 6. Load case and design by Etabs 7. Procedure
  • 3. Introduction • ETABS is the leading design software available in the market. Many of the design company’s use this software for project design purpose. ETABS stands for “Extended 3D analysis of building systems” which is a product of computers and structure analysis and design programs. This software is loaded with an integrated system that consists of modeling tools and templates, analysis methods, code-based load prescriptions and solution techniques which can handle complex building models and associated configurations. This software is embedded with CAD-like drawing tools with an object-based interface and grid representation.
  • 4. Objectives: • i.To develop and analysis model of the high rise structure using ETABS • ii.To calculate the types of loads acting on such kinds of buildings • iii.To analyze the building as per code IS 1893:2016(part I) criteria for earthquake resistance Structure. • iv.To study the behaviour of building under the action of the seismic loads.
  • 5. CODE USED IS 456 : 2000 Code of Practice Plain Reinforced Concrete, Bureau of Indian Standards IS 875 (Part 1) : 1987 Code of Practice for Design Loads (other than earthquake) for buildings structures Dead Load, Bureau of Indian Standards IS 875 (Part 2) : 1987 Code of Practice for Design Loads (other than earthquake) for buildings structures Imposed Load, Bureau of Indian Standards IS 875 (Part 3) : 2015 Code of Practice for Design Loads (other than earthquake) for buildings structures Wind Load, Bureau of Indian Standards IS 875 (Part 5) : 1987 Code of Practice for Design Loads (other than earthquake) for buildings structures Special Loads and Combinations, Bureau of Indian Standards IS 1893 : 2016 Criteria for Earthquake Resistant Design of Structures, Bureau of Indian Standards IS 13920 : 2016 Ductile Design and Detailing of Reinforced Concrete Structures Subjected to Seismic Forces Code of Practice, Bureau of Indian Standards SP 34 : 1987 Handbook on Concrete Reinforcement and Detailing, Bureau of Indian Standards
  • 7. Course - Complete Design of G+22 Storey RCC Building as per IS Codes General Details - An Architectural Plan of Building confirming to all Architectural aspects as required - Type of Structure : Multi-Storey Rigid Jointed RC Frame Structucture - No. of Storey : G+22 Storey - Floor to Floor Height : 3 meter - Plinth Level : 3 meter above Ground Level - Location of Structure : Mumbai-Maharashtra-India Site Details - Surrounding Location of Structure : Urban Region: Developed Complex Area - Type of Soil on which Structure is rest : Medium Soil (Poorly Graded Sand: Stiff Soil) - Safe Bearing Capacity of Soil : 400 kN/m2
  • 8. COLUMN AND BEAM AND MATERIAL AND REINFORCEMENT SIZE COLUMN BEAMS 500*500 650*400 550*550 550*350 600*600 600*400 SPECIFICATION M40 CONCRETE FE500, MILD 250 REBAR SLABS 150mm, M40 Name Diametermm Areacm2 6 6 0.3 8 8 0.5 10 10 0.8 12 12 1.1 14 14 1.5 16 16 2 18 18 2.5 20 20 3.1 22 22 3.8 25 25 4.9 26 26 5.3 28 28 6.2 32 32 8 36 36 10.2 40 40 12.6 50 50 19.6 Load used
  • 9. LOAD DETAILS • DEAD LOAD • IMPOSED LOAD • WIND LOAD • EARTHQUAKE LOAD Detail load wall load exterior 13.8 kn/m interiour wall load 6.9 kn/m parapet wall 3 kn/m clading .2 kn/m floor load live 2kn/m roof live load 1.5 kn/m
  • 10. DEAD LOAD S.No. Material Unit Weight kN/m3 1. Plain Cement Concrete 24 2. Reinforced Cement Concrete Steel 25 3. Steel 78.5 4. Brick Masonry (Cement Plaster) 20 5. Stone Masonry Granite 24 6. Asbestos Cement Sheets 0.13 7. Mortar (i) Cement (ii) Lime 20.4 16 8. Marble 26.7 9. Glass 27
  • 14. Indian IS875:1987 Auto Wind Load Calculation This calculation presents the automatically generated lateral wind loads for load pattern wind load according to Indian IS875:1987, as calculated by ETABS. Exposure Parameters Exposure From = Diaphragms Structure Class = Class C Terrain Category = Category 4 Wind Direction = 0;90 degrees Basic Wind Speed, Vb [IS Fig. 1] Windward Coefficient, Cp,wind Leeward Coefficient, Cp,lee Top Story = Story23 Bottom Story = Base Include Parapet = Yes, Parapet Height = 1.1 Factors and Coefficients Risk Coefficient, k1 [IS 5.3.1] Topography Factor, k3 [IS 5.3.3] Lateral Loading Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4] Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4] Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4] Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4]
  • 15. EARTHQUAKE - Eqivalent Static Analysis is made to Analyse the Structure Seismic Analysis Important Terms - Seismic Zone : III - Zone Factor (Z) : 0.16 - Site Type : II for Medium Soil as per Table 4 of IS 1893 (Part 1): 2016 - Importance Factor (I) : 1.2 as per Cl.7.2.3 and Table 8 of IS 1893 (Part 1): 2016 - System : SMRF (Special Moment Resisting Frame) - Response Reduction Factor (R) : 5 as per Cl.7.2.6 and Table 9 of IS 1893 (Part 1): 2016 - Percentage of Imposed Load to be Considered in Seismic Weight : 25% for LL is up to 3 kN/m2 as per Cl.7.3.1 and Table 10 of IS 1893 (Part 1): 2016
  • 16. IS 1893:2016 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQx according to IS 1893:2016, as calculated by ETABS. Direction and Eccentricity Direction = Multiple Eccentricity Ratio = 5% for all diaphragms Structural Period Period Calculation Method = Program Calculated Factors and Coefficients Seismic Zone Factor, Z [IS Table 3] Response Reduction Factor, R [IS Table 9] Importance Factor, I [IS Table 8] Site Type [IS Table 1] = II Spectral Acceleration Coefficient, Sa /g [IS 6.4.2] Seismic Response Spectral Acceleration Coefficient, Sa /g [IS 6.4.2]
  • 17. 1. Enter basic input data; Define Grid and story Data: open etabs, click on the new > Model initialization >use built- in setting with : Display units – Metric SI, Steel section database – Indian , Steek Design Code – IS 800:2007 , Concrete Design Code – IS 456:2000. Click ok Provide Grid Spacing and Story Dimensions as per requirement. Select Grid only. Click ok PROCEDURE
  • 18. Story Data Tower Name Heightm Master Story Similar To Splice Story Color T1 Story23 3 Yes None No Yellow T1 Story22 3 No Story23 No Gray8Dark T1 Story21 3 No Story23 No Blue T1 Story20 3 No Story23 No Green T1 Story19 3 Yes None No Cyan T1 Story18 3 No Story19 No Red T1 Story17 3 No Story19 No Magenta T1 Story16 3 No Story19 No Yellow T1 Story15 3 No Story19 No Gray8Dark T1 Story14 3 Yes None No Blue T1 Story13 3 No Story14 No Green T1 Story12 3 No Story14 No Cyan T1 Story11 3 No Story14 No Red T1 Story10 3 No Story14 No Magenta T1 Story9 3 No Story14 No Yellow T1 Story8 3 Yes None No Gray8Dark T1 Story7 3 No Story8 No Blue T1 Story6 3 No Story8 No Green T1 Story5 3 No Story8 No Cyan T1 Story4 3 No Story8 No Red T1 Story3 3 No Story8 No Magenta T1 Story2 3 No Story8 No Yellow T1 Story1 3 No Story8 No Gray8Dark
  • 19. • 2.Defining material properties • Go To Define > Material properties > Add New Material > Region: India , Material type: Concrete, Stanndard: Indian, Grade: As per requirement> Ok > Give material Name > change the value as standard> ok • Material properties > Add New Material > Region: India , Material type: Rebar, Stanndard: Indian, Grade: As per requirement> Ok > Give material Name > change the value as standard> ok • Click ok
  • 20. Material Material Type SymType Grade 4000Psi Concrete Isotropic f'c 4000 psi A416Gr270 Tendon Uniaxial Grade 270 A615Gr60 Rebar Uniaxial Grade 60 A992Fy50 Steel Isotropic Grade 50 HYSD500 Rebar Uniaxial HYSD Grade 500 M40 Concrete Isotropic M40 Mild250 Rebar Uniaxial Mild Grade 250
  • 21. 3 Defining section Properties Go To Define > Section properties> Frame Section > Add New Properties > Select the shape (Rectangle/circle / T … ) as required > Property Name: Column C1 ; Material: Grade of concrete previously ; Specify Dimension;> Modify/ Show Modifiers > Change modification if required then ok. > Modify/ show Rebar> Design type: Column; Rebar material: as per previously defined; Reinforcement configuration : rectangular/ circular as per design ; check/Design : Reinforcement to be designed ; provide detail for Longitudinal bars and Confinement bar > ok> ok  Go To Define > Section properties> Frame Section > Add New Properties > Select the shape (Rectangle/circle / T … ) as required > Property Name: Beam B ; Material: Grade of concrete previously ; Specify Dimension;> Modify/ Show Modifiers > Change modification if required then ok. > Modify/ show Rebar> Design type : Beam; Rebar material: as per previously defined; Reinforcement configuration : rectangular/ circular as per design ; provide detail for Longitudinal bars > ok> ok Go To Define > Section properties >slab section> Add new Property > change the detail as per requirement.> ok>ok
  • 22. Table 2.2 - Frame Section Property Definitions - Summary (Part 1 of 3) Name Material Shape Color Areac m2 Jcm4 I33 cm4 I22 cm4 As2 cm2 As3 cm2 S33Po scm3 auto beam Auto Select auto column Auto Select beam 650*400 M40 Concrete Rectangular Red 2600 85549 1.5 915416.7 346666.7 2166.7 2166.7 28166.7 beam 550*350 M40 Concrete Rectangular Magenta 1925 47521 7 485260.4 196510.4 1604.2 1604.2 17645.8 beam 600*400 M40 Concrete Rectangular Yellow 2400 75124 9.4 720000 320000 2000 2000 24000 colum 500*500 M40 Concrete Rectangular Yellow 2500 88020 8.3 520833.3 520833.3 2083.3 2083.3 20833.3 column 550*550 M40 Concrete Rectangular Blue 3025 12887 13 762552.1 762552.1 2520.8 2520.8 27729.2 column 600*650 M40 Concrete Rectangular Green 3900 21230 62.5 1373125 1170000 3250 3250 42250
  • 23. Shell section Name Type Element Type Material Total Thicknessmm Deck1 Deck Membrane 4000Psi 162.5 Slab150 Slab Shell-Thin M40 150 Wall1 Wall Shell-Thin 4000Psi 250
  • 24. 4.Defining Diaphragm • Define> Diaphragm > Add New diaphragm > rigidity : rigid >ok. • Define diaphragm for each floor level
  • 25. 5.Drawing the structure component • Select all storey > Quick draw column> property: select Column defined previously> left click and select the grid. • Select all storey > Quick draw Beam> property: select Beam defined previously> left click and select the grid • Select all storey > Quick draw floor> property: select Slab property defined previously> left click and select the grid
  • 26. 6.Assigning Support condition • Plan> base> Select one storey > select all >delete • Assign> joint> Restraint > click fixed> select the grid > apply>ok
  • 27. • 7.Assigning Diaphragms • Plan> story 1> Assign> joint> Diaphragm > select the diaphragm> select the grid > apply>ok • Moveup> select grid> Diaphragm D2>ok • Similarly, Assign Diaphragm for all the floor level
  • 28. • 8.Checking Model for any Modeling Error • Analyze> Check model > Select all> ok. • Wait for the dialog box appear.
  • 29. 8. Defining load pattern for load cases and mass source for seismic weight • Define> load pattern> define load pattern as per requirement. ( Dead load, Wind Load , Live load, Earthquake load, super dead load….) • Define>mass source command.: As per As per IS: 1893-2016,25% live load if Live load less3 KN/m2 and 50% if more than 3KN/M2 than is considered on all floor of building except at roof level.
  • 30. Name Is Auto Load Type Self Weight Multiplier Auto Load Dead No Dead 1 EQx No Seismic 0 IS 1893:2016 EQx(1/3) Yes Seismic 0 IS 1893:2016 EQx(2/3) Yes Seismic 0 IS 1893:2016 EQx(3/3) Yes Seismic 0 IS 1893:2016 EQy No Seismic 0 IS 1893:2016 EQy(1/3) Yes Seismic 0 IS 1893:2016 EQy(2/3) Yes Seismic 0 IS 1893:2016 EQy(3/3) Yes Seismic 0 IS 1893:2016 external wall No Dead 0 floor finish No Dead 0 internal wall load No Dead 0 Live No Live 0 parapet wall No Dead 0 roof live load No Live 0 wind load No Wind 0 Indian IS875:1987 wind load(1/2) Yes Wind 0 Indian IS875:1987 wind load(2/2) Yes Wind 0 Indian IS875:1987 Load Pattern Definitions Name Load Pattern Multiplier MsSrc2 Dead 1 MsSrc2 Live 0.25 MsSrc2 wind load 1 MsSrc2 internal wall load 1 MsSrc2 floor finish 1 MsSrc2 roof live load 0.25 MsSrc2 EQx 1 MsSrc2 EQy 1 MsSrc2 parapet wall 1 Mass source Definition
  • 31. Indian IS875:1987 Auto Wind Load Calculation This calculation presents the automatically generated lateral wind loads for load pattern wind load according to Indian IS875:1987, as calculated by ETABS. Exposure Parameters Exposure From = Diaphragms Structure Class = Class C Terrain Category = Category 4 Wind Direction = 0;90 degrees Basic Wind Speed, Vb [IS Fig. 1] Windward Coefficient, Cp,wind Leeward Coefficient, Cp,lee Top Story = Story23 Bottom Story = Base Include Parapet = Yes, Parapet Height = 1.1
  • 32. Applied story forces Story Elevation X-Dir Y-Dir m kN kN Story23 69 59.3059 0 Story22 66 67.696 0 Story21 63 66.8713 0 Story20 60 66.0516 0 Story19 57 97.8555 0 Story18 54 96.6412 0 Story17 51 95.3163 0 Story16 48 92.6384 0 Story15 45 89.1316 0 Story14 42 85.6782 0 Story13 39 82.293 0 Story12 36 78.9761 0 Story11 33 75.7273 0 Story10 30 71.6892 0 Story9 27 64.434 0 Story8 24 56.7715 0 Story7 21 49.925 0 Story6 18 47.3114 0 Story5 15 47.2692 0 Story4 12 47.2692 0 Story3 9 47.2692 0 Story2 6 47.2692 0 Story1 3 47.2692 0 Base 0 0 0 Story Elevation X-Dir Y-Dir m kN kN Story23 69 0 29.653 Story22 66 0 33.848 Story21 63 0 33.4356 Story20 60 0 33.0258 Story19 57 0 97.8555 Story18 54 0 96.6412 Story17 51 0 95.3163 Story16 48 0 92.6384 Story15 45 0 89.1316 Story14 42 0 85.6782 Story13 39 0 82.293 Story12 36 0 78.9761 Story11 33 0 75.7273 Story10 30 0 71.6892 Story9 27 0 64.434 Story8 24 0 56.7715 Story7 21 0 49.925 Story6 18 0 47.3114 Story5 15 0 47.2692 Story4 12 0 47.2692 Story3 9 0 47.2692 Story2 6 0 47.2692 Story1 3 0 47.2692 Base 0 0 0
  • 33. • Factors and Coefficients Risk Coefficient, k1 [IS 5.3.1] Topography Factor, k3 [IS 5.3.3] Lateral Loading Design Wind Speed, Vz [IS 5.3] Design Wind Pressure, pz [IS 5.4]
  • 34. Auto sesmic loading (X) • IS 1893:2016 Auto Seismic Load Calculation • This calculation presents the automatically generated lateral seismic loads for load pattern EQx according to IS 1893:2016, as calculated by ETABS. • Direction and Eccentricity • Direction = Multiple • Eccentricity Ratio = 5% for all diaphragms • Structural Period • Period Calculation Method = Program Calculated • Factor of coefficient Seismic Zone Factor, Z [IS Table 3] Z = 0.16 Response Reduction Factor, R [IS Table 9] R = 5 Importance Factor, I [IS Table 8] i = 1.2 Site Type [IS Table 1] = II Spectral Acceleration Coefficient, Sa /g [IS 6.4.2] • Seismic Reponse
  • 35. • Equivalent lateral forces Seismic Coefficient, Ah [IS 6.4.2] • Calculated Base shear / Period Used (sec) W (kN) Vb (kN) X 2.44 57307.4919 613.1749 X + Ecc. Y 2.44 57307.4919 613.1749 X - Ecc. Y 2.44 57307.4919 613.1749
  • 36. • Applied Story Forces Story Elevation X-Dir Y-Dir m kN kN Story23 69 35.8627 0 Story22 66 33.1699 0 Story21 63 29.8303 0 Story20 60 27.057 0 Story19 57 58.2343 0 Story18 54 53.8112 0 Story17 51 47.9983 0 Story16 48 42.5175 0 Story15 45 37.3689 0 Story14 42 44.9374 0 Story13 39 39.0158 0 Story12 36 33.2442 0 Story11 33 27.9344 0 Story10 30 23.0863 0 Story9 27 18.7447 0 Story8 24 18.8193 0 Story7 21 14.4926 0 Story6 18 10.6673 0 Story5 15 7.4294 0 Story4 12 4.7654 0 Story3 9 2.6889 0 Story2 6 1.199 0 Story1 3 0.3002 0 Base 0 0 0
  • 37. Auto sesmic loading (Y) • IS 1893:2016 Auto Seismic Load Calculation • This calculation presents the automatically generated lateral seismic loads for load pattern EQy according to IS 1893:2016, as calculated by ETABS. • Direction and Eccentricity • Direction = Multiple • Eccentricity Ratio = 5% for all diaphragms • Structural Period • Period Calculation Method = Program Calculated • Factor of coefficient Seismic Zone Factor, Z [IS Table 3] Z = 0.16 Response Reduction Factor, R [IS Table 9] R = 5 Importance Factor, I [IS Table 8] i = 1.2 Site Type [IS Table 1] = II Spectral Acceleration Coefficient, Sa /g [IS 6.4.2] • Seismic Reponse
  • 38. • Equivalent lateral forces Seismic Coefficient, Ah [IS 6.4.2] • Calculated Base shear Direction Period Used (sec) W (kN) Vb (kN) Y 2.407 57307.4919 621.7822 Y + Ecc. X 2.407 57307.4919 621.7822 Y - Ecc. X 2.407 57307.4919 621.7822
  • 39. • Applied Story Forces Story Elevation X-Dir Y-Dir m kN kN Story23 69 0 36.3661 Story22 66 0 33.6355 Story21 63 0 30.249 Story20 60 0 27.4368 Story19 57 0 59.0518 Story18 54 0 54.5666 Story17 51 0 48.6721 Story16 48 0 43.1143 Story15 45 0 37.8935 Story14 42 0 45.5682 Story13 39 0 39.5635 Story12 36 0 33.7109 Story11 33 0 28.3265 Story10 30 0 23.4103 Story9 27 0 19.0079 Story8 24 0 19.0834 Story7 21 0 14.696 Story6 18 0 10.817 Story5 15 0 7.5337 Story4 12 0 4.8323 Story3 9 0 2.7267 Story2 6 0 1.2158 Story1 3 0 0.3044 Base 0 0 0
  • 40. 9. Set Load Case as per load pattern • Define> Load case: load case generated from the load pattern will be viewed Name Type Modal Modal - Eigen Dead Linear Static Live Linear Static wind load Linear Static internal wall load Linear Static floor finish Linear Static roof live load Linear Static EQx Linear Static EQy Linear Static parapet wall Linear Static external wall Linear Static
  • 41. 10. Assigning Load • Select the beam, column,slab and apply the load as per the code and requirement. • Assign>frame load>distributed load>select the load pattern, provide the load>ok • Assign>Shell load>distributed load>selet the load pattern, provide the load>ok
  • 42. 11. Defining Load combination • Define>Load combination > Add new combo or Add default design combos>concrete frame section>ok
  • 43. Name Type Is Auto Load Name SF Notes DCon1 Linear Add Yes Dead 1.5 Dead [Strength] DCon1 internal wall load 1.5 DCon1 floor finish 1.5 DCon1 parapet wall 1.5 DCon1 external wall 1.5 DCon2 Linear Add Yes Dead 1.5 Dead + Live [Strength] DCon2 Live 1.5 DCon2 internal wall load 1.5 DCon2 floor finish 1.5 DCon2 roof live load 1.5 DCon2 parapet wall 1.5 DCon2 external wall 1.5 DCon3 Linear Add Yes Dead 1.2 Dead + Live + Wind + Snow [Strength] DCon3 Live 1.2 DCon3 internal wall load 1.2 DCon3 floor finish 1.2 DCon3 roof live load 1.2 DCon3 parapet wall 1.2 DCon3 external wall 1.2 DCon3 wind load 1.2 DCon4 Linear Add Yes Dead 1.2 Dead + Live - Wind + Snow [Strength] DCon4 Live 1.2 DCon4 internal wall load 1.2 DCon4 floor finish 1.2 DCon4 roof live load 1.2 DCon4 parapet wall 1.2 DCon4 external wall 1.2 DCon4 wind load -1.2
  • 44. DCon5 Linear Add Yes Dead 1.5 Dead + Wind [Strength] DCon5 internal wall load 1.5 DCon5 floor finish 1.5 DCon5 parapet wall 1.5 DCon5 external wall 1.5 DCon5 wind load 1.5 DCon6 Linear Add Yes Dead 1.5 Dead - Wind [Strength] DCon6 internal wall load 1.5 DCon6 floor finish 1.5 DCon6 parapet wall 1.5 DCon6 external wall 1.5 DCon6 wind load -1.5 DCon7 Linear Add Yes Dead 0.9 Dead (min) + Wind [Strength] DCon7 internal wall load 0.9 DCon7 floor finish 0.9 DCon7 parapet wall 0.9 DCon7 external wall 0.9 DCon7 wind load 1.5 DCon8 Linear Add Yes Dead 0.9 Dead (min) - Wind [Strength] DCon8 internal wall load 0.9 DCon8 floor finish 0.9 DCon8 parapet wall 0.9 DCon8 external wall 0.9 DCon8 wind load -1.5
  • 45. DCon9 Linear Add Yes Dead 1.2 Dead + Live + Static Earthquake [Strength] DCon9 Live 1.2 DCon9 internal wall load 1.2 DCon9 floor finish 1.2 DCon9 roof live load 1.2 DCon9 parapet wall 1.2 DCon9 external wall 1.2 DCon9 EQx 1.2 DCon10 Linear Add Yes Dead 1.2 Dead + Live - Static Earthquake [Strength] DCon10 Live 1.2 DCon10 internal wall load 1.2 DCon10 floor finish 1.2 DCon10 roof live load 1.2 DCon10 parapet wall 1.2 DCon10 external wall 1.2 DCon10 EQx -1.2 DCon11 Linear Add Yes Dead 1.2 Dead + Live + Static Earthquake [Strength] DCon11 Live 1.2 DCon11 internal wall load 1.2 DCon11 floor finish 1.2 DCon11 roof live load 1.2 DCon11 parapet wall 1.2 DCon11 external wall 1.2 DCon11 EQy 1.2 DCon12 Linear Add Yes Dead 1.2 Dead + Live - Static Earthquake [Strength] DCon12 Live 1.2 DCon12 internal wall load 1.2 DCon12 floor finish 1.2 DCon12 roof live load 1.2 DCon12 parapet wall 1.2 DCon12 external wall 1.2 DCon12 EQy -1.2
  • 46. DCon13 Linear Add Yes Dead 1.5 Dead + Static Earthquake [Strength] DCon13 internal wall load 1.5 DCon13 floor finish 1.5 DCon13 parapet wall 1.5 DCon13 external wall 1.5 DCon13 EQx 1.5 DCon14 Linear Add Yes Dead 1.5 Dead - Static Earthquake [Strength] DCon14 internal wall load 1.5 DCon14 floor finish 1.5 DCon14 parapet wall 1.5 DCon14 external wall 1.5 DCon14 EQx -1.5 DCon15 Linear Add Yes Dead 1.5 Dead + Static Earthquake [Strength] DCon15 internal wall load 1.5 DCon15 floor finish 1.5 DCon15 parapet wall 1.5 DCon15 external wall 1.5 DCon15 EQy 1.5 DCon16 Linear Add Yes Dead 1.5 Dead - Static Earthquake [Strength] DCon16 internal wall load 1.5 DCon16 floor finish 1.5 DCon16 parapet wall 1.5 DCon16 external wall 1.5 DCon16 EQy -1.5
  • 47. DCon17 Linear Add Yes Dead 0.9 Dead (min) + Static Earthquake [Strength] DCon17 internal wall load 0.9 DCon17 floor finish 0.9 DCon17 parapet wall 0.9 DCon17 external wall 0.9 DCon17 EQx 1.5 DCon18 Linear Add Yes Dead 0.9 Dead (min) - Static Earthquake [Strength] DCon18 internal wall load 0.9 DCon18 floor finish 0.9 DCon18 parapet wall 0.9 DCon18 external wall 0.9 DCon18 EQx -1.5 DCon19 Linear Add Yes Dead 0.9 Dead (min) + Static Earthquake [Strength] DCon19 internal wall load 0.9 DCon19 floor finish 0.9 DCon19 parapet wall 0.9 DCon19 external wall 0.9 DCon19 EQy 1.5 DCon20 Linear Add Yes Dead 0.9 Dead (min) - Static Earthquake [Strength] DCon20 internal wall load 0.9 DCon20 floor finish 0.9 DCon20 parapet wall 0.9 DCon20 external wall 0.9 DCon20 EQy -1.5
  • 48. 12. Assign Meshing and check model again and relabeling • Assign > frame>frame auto-mesh option>select structure>apply>ok • Assign > frame>frame floor meshing auto-mesh option>select structure>apply>ok • Assign > Shell> floor auto-mesh option>select structure>apply>ok • Analyse>check model> select all>ok • Edit >Auto level>done
  • 49. 13 Set load case to run Analysis>Set load cases to run>select centre of rigidity>Run Now 14. Analysis the structure and check the behaviour Analysis>Run Analysis Analysis>Last Analysis Run log longitudinual reinforcement IS456
  • 50. 15.Check storey drift limitation as per Cl.7.11.1.1 of IS 1893(part I):2016 • Display>Story response plot or • Display>result>story drift>select the shell >paste it in excel> • Story drift should not be more than 0.004 * story height
  • 51. TABLE: Story Drifts Story Output Case Case Type Step Type Direction Drift Label Z actual story drift allowable story drift check Story16 DCon5 Combination Max X 0.002343 3 48 112.464 192 O.K. Story20 DCon5 Combination Max X 0.001869 3 60 112.14 240 O.K. Story16 DCon7 Combination Max X 0.002305 3 48 110.64 192 O.K. Story17 DCon5 Combination Max X 0.002166 3 51 110.466 204 O.K. Story20 DCon7 Combination Max X 0.001835 3 60 110.1 240 O.K. Story21 DCon5 Combination Max X 0.001733 3 63 109.179 252 O.K. Story17 DCon7 Combination Max X 0.002129 3 51 108.579 204 O.K. Story15 DCon5 Combination Max X 0.002388 3 45 107.46 180 O.K. Story21 DCon7 Combination Max X 0.001698 3 63 106.974 252 O.K. Story18 DCon5 Combination Max X 0.001964 3 54 106.056 216 O.K. Story15 DCon7 Combination Max X 0.002345 3 45 105.525 180 O.K. Story16 DCon8 Combination Min X 0.002191 3 48 105.168 192 O.K. Story18 DCon7 Combination Max X 0.001928 3 54 104.112 216 O.K. Story20 DCon8 Combination Min X 0.001733 3 60 103.98 240 O.K. Story16 DCon6 Combination Min X 0.002153 3 48 103.344 192 O.K. Story17 DCon8 Combination Min X 0.002019 3 51 102.969 204 O.K. Story20 DCon6 Combination Min X 0.001699 3 60 101.94 240 O.K. Story17 DCon6 Combination Min X 0.001982 3 51 101.082 204 O.K.
  • 52. Note: Storey Drift is nothing but relative displacement between floors above and/or below the storey under consideration. Storey drift in any story shall not exceed 0.004 times the storey height, under the action of design base shear VB with no load factor that is, partial safety factor for all loads taken as 1.0 which is nothing but service load combinations. The check is given Calculations: in Clause 7.11.1 of IS 1893 (Part-1): 2016. as per Indian Standard 1893:2016 Clasue 7.11.1.1 Storey Drift Limitation Storey Drift in any storey shall not exceed 0.004 times the storey height Drift shown in ETABS is as Storey Drift / Floor Height where, Height between slabs is 3 m Allowable Drift = 0.004 × Storey Height hence, here Storey Drift for all storey is not exceeding 0.004 times the storey height for all Service Load Combinations ⸫ Check for Storey Drift Limitation is O.K.
  • 53. 16.Check Torsional Irregularity as per Cl.7.1 and Table 5 of IS 1893 (Part 1) : 2016 • Display>result>Story max/avg displacement >select the shell for earthquake load case>paste it in excel. Check if it is ok or not as per code
  • 54. Story Output Case Case Type Step Number Direction Max Drift Avg Drift Ratio Check Story19 EQx LinStatic 3 X 1.729 1.384 1.249 O.K. Story18 EQx LinStatic 3 X 1.961 1.605 1.221 O.K. Story19 EQx LinStatic 1 X 1.682 1.383 1.216 O.K. Story17 EQx LinStatic 3 X 2.176 1.811 1.201 O.K. Story18 EQx LinStatic 1 X 1.902 1.605 1.185 O.K. Story16 EQx LinStatic 3 X 2.344 1.979 1.185 O.K. Story19 EQx LinStatic 2 X 1.636 1.383 1.183 O.K. Story17 EQx LinStatic 1 X 2.104 1.811 1.162 O.K. Story15 EQx LinStatic 3 X 2.354 2.03 1.16 O.K. Story18 EQx LinStatic 2 X 1.842 1.605 1.148 O.K. Story16 EQx LinStatic 1 X 2.263 1.979 1.143 O.K. Story14 EQx LinStatic 3 X 2.22 1.976 1.123 O.K. Story17 EQx LinStatic 2 X 2.032 1.811 1.122 O.K. Story15 EQx LinStatic 1 X 2.274 2.029 1.121 O.K. Story13 EQx LinStatic 3 X 2.342 2.096 1.118 O.K. Story12 EQx LinStatic 3 X 2.451 2.2 1.114 O.K. Story20 EQx LinStatic 3 X 1.828 1.645 1.111 O.K. Story11 EQx LinStatic 3 X 2.535 2.281 1.111 O.K. Story10 EQx LinStatic 3 X 2.578 2.324 1.109 O.K. Story9 EQx LinStatic 3 X 2.474 2.243 1.103 O.K. Story16 EQx LinStatic 2 X 2.182 1.979 1.102 O.K. Story6 EQx LinStatic 3 X 2.162 1.978 1.093 O.K. Story8 EQx LinStatic 3 X 2.223 2.037 1.091 O.K. Story14 EQx LinStatic 1 X 2.153 1.976 1.089 O.K. Story7 EQx LinStatic 3 X 2.209 2.028 1.089 O.K. Story3 EQx LinStatic 3 X 1.914 1.765 1.084 O.K.
  • 55. Notes: The designer should review the structural arrangement of the structural elements to ensure that the code requirements against building irregularity will be satisfied. Building Irregularity checks are depending on the code that we are using, although there are similarities. The most common checks under a building irregularity are the torsional irregularity check which will be tackled by applying check as per IS 1893: 2016 (Part-1) Clause 7.1 and Table No. 5. The code states that the ratio of maximum horizontal displacement at one end minimum horizontal displacement at another end should not exceed 1.5 as per IS 1893:2016 Clause 7.1 Table 5 Torsional Irregularity Building is Torsionally Irregular when, Maximum Displacement / Minimum Displacement > 1.5 hence, our all ratios are with in acceptable limit i.e. all the Ratios are less than 1.5 which is as per Indian Standard 1893:2016 Clause 7.1 Table 5 ⸫ Check for Torsional Irregularity is O.K.
  • 56. 17. Design the structure • Design> Concrete Frame Design>View/Revise References. Check the parameter • Design> Concrete Frame Design>Rebar selection rules for column As per IS456:2000 Cl. 26.5.3 and 26.5.3.2 • Design> Concrete Frame Design>Rebar selection rules for Beam> provide the sizes • Design> Concrete Frame Design>Select design combination • Design> Concrete Frame Design> start design • Design> Concrete Frame Design>verify all member pass • Design> Concrete Frame Design>Verify analysis vs design section • Design> Concrete Frame Design>Display design info> re-bar percentage
  • 57. Concrete frame design preference
  • 58. Rebar selection rules for column Rebar selection rules for Beam
  • 59. Verify analysis vs design section verify all member pass
  • 63. Conclusion • Building of G+22 pass the design as story drift and torsoinal irregularity is ok • Develop and analysis model of the high rise structure using ETABS is done • Calculating the types of loads acting on such kinds of buildings • analysis of the building as per code IS 1893:2016(part I) criteria for earthquake resistance Structure is done and is equal • Behaviour of building under the action of the seismic loads is calculated.