Etabs Check List

JOB NO.- EC- CHECKLISTNO. Check

Revision – April 2011 (Version 2)

CHECKLIST FOR ETABS ANALYSIS – RCC Buildings

Model Name - Revision

Model Path

-Model Prepared by - Date of Model -

Model Checked by –

(necessarily Internal Auditor for the project)

Date of Model Checking -

Checklist Reviewed by – (necessarily project leader)

Date of Checklist Review

-Drawing Nos. -

Drawings prepared by - DBR path & Rev. No. -

(to be filled after filling checklist on page 2) Comments on Checklist –

Clearance for issue of design drawings -

ANALYSIS TYPE

Preliminary Model for sizing of columns, shear walls & beams ……….

DL +LL For integrity/ column & beam

sizing………

Wind IS 875 Static Design (Uncracked) ……….

Static erformance (Cracked)……….

Static Performance (Cracked)………. Wind Tunnel Static Design, all load combinations (Uncracked)………..

Static Performance, all load comb. (Cracked)………. EQ IS 1893 Static Collapse Prevention Design (Uncracked)

………..

Performance Criteria (Cracked)………

IS 1893 Dyna Collapse Prevention Design (Uncracked) ………..

Performance Criteria (Cracked)………

UBC Static For International Recognition (Uncracked)………..

Performance Criteria (Cracked)………

UBC Dyna For International Recognition (Uncracked)………..

Performance Criteria (Cracked)………

Site Spectra Dynamic- Design (Uncracked)………..

Dynamic – Performance (Cracked)………

Damper IS 1893 Dynamic Design (Uncracked)………..

UBC Dynamic Design (Uncracked)………..

Site Spectra Design (Uncracked)……….. IS 1893 Dynamic Performance (Cracked)………. UBC Dynamic Performance (Cracked)……….

Site Spectra Performance (Cracked)………. Sequential Construction Analysis

………. Temperature Analysis ……….. P- Delta Analysis ……… … BUILDING DESCRIPTION

IDEALIZATION IN STRUCTURAL SCHEME (Simplification / assumptions in analysis for various members) 1. Columns ________________________________________________________________________ 2. Lift or Core Walls________________________________________________________________ 3. Long Columns ________________________________________________________________ 4. Flat Slab / PT Slab _____________________________________________________________ 5. Conventional Slabs____________________________________________________________ 6. Cantilever Slab _______________________________________________________________

7. Dummy /Nulls beams

___________________________________________________________

8. Transfer girders ______________________________________________________________ 9. Coupling Beams _______________________________________________________________ 10.Expansion joint_______________________________________________________________

GEOMETRY CHECKS

1. Units of Mode _____________ (Please change Units to KN-m even before starting the Model)

2. Geometry accuracy level (general dimensional accuracy of model w.r.t. structural drawings)

 Sizes of Columns as per drawing  Thickness of walls as per drawing  Length of wall as per drawing

 Column to Column distances as per drawing

 Beam sizes as per drawing Beam offsets as per drg Cardinal Points used

 All floor plans as per GA drgs

 Floor levels as per arch drgs drgs received on  Date & drawing no. of Typical floor drg

________________________________________

 Deviations in model from the GA drgs & its effect on the analysis (pleas write below)

3. Is model prepared from imported DXF file? (Y/n) ______ If yes mention the decimal units of DXF file_________

4. Flooring systems used Beam/Slab Waffle Slab riffed slab flat slab

5. Floors Membrane Shell Plate Thick Plate

6. Provision of ________________ additional floor same as ______________________ story 7. Diaphragm Rigid Semi Rigid

8. Releases for non continuous beams

 To Secondary beam only M33 T  Girder supporting floating column at ends

 Moments @ bottom of floating column M33 M22

 Beam end supported on shorter face of column (Non – continuous beam) 9. Ramps Modeled? (y/n) _____________ Staircase modeled? (y/n) ___________

ADDITIONAL DATA AVAILABLE

1. Soil Report available? (y/n) _______________ 2. Wind Tunnel Results available? (y/n)___________

3. Site Specific Seismic Studies available? (y/n) __________ PROPERTIES

1. Are units of Fck, Fy & E consistent with the model units? (y/n)_______(should be kN-m) 2. Materials Steel fy = ___________ N/mm

²

3. Concrete M fck = _______ N/mm

²

E = _______________ N/mm

²

M fck = _______ N/mm

²

E = _______________ N/mm

²

M fck = _______ N/mm

²

E = _______________ N/mm

²

M fck = _______ N/mm

²

E = _______________ N/mm

²

4. Are units of beam, column, wall & slab property consistent with the model units? (y/n)____________ (should be kN-m)

5. Definitions of columns line element Wall element if wall element are pier Nos. assigned (y/n) _________

6. Definitions of beams line element Wall element if wall element are Spandrel Nos. assigned (y/n) _________

7. Are property modifiers applied to Columns Type _________ Value __________

Type _________ Value __________

Type _________ Value __________

Composite columns Type _________ Value __________

Type _________ Value __________ Beams Type _________ Value __________

Type _________ Value __________ Type _________ Value __________ M.I. modifier for T-beam _________

8. Are dummy beams modeled as null lines beams with small size & dummy property

LOADS & LOAD COMBINATIONS

1. Are units of applied loads consistent with the model units? (y/n) _____(should be kN-m)

2. Self Weight multiplier used is ____________

3. Are drop panels modeled? (y/n) ________ if no, is additional point load applied on columns (y/n) _______

4. Is cladding load applied on structural members as per arch?(y/n) __________ 5. Is pardi load applied on structural members as per arch?(y/n) __________ 6. Is wall load applied on Beams __________KN/m (check type of wall &

height)

Slab __________ KN/m (check no. of walls per panel, type of wall & height)

7. Are sunk slabs modeled or additional slab modeled or only load applied

8. Are floor Cutouts modeled

9. Live load reduction as per IS 857 Part 2 considered? (y/n) ___________. Is Static load case as Reducible Live? (y/n) __________

10. Wind load User loads User defined Auto wind

load

11. Wind base shear checked with manual calculation? (y/n) __________ 12. Is separate load combination defined for high rise building for “ Wind

Tunnel” forces? (y/n)____________

13. Is Gust Wind applied? (y/n)________

14. Basic Wind speed Vь = _______ Category = _________ Class = _______ Force Coefficient Cf = ____________

15. EQ load user loads user defined 16. EQ load eccentricity considered? (y/n) ____________

17. Is the option of “Special Seismic Effects” checked as “ON” while performing design in Etabs? (y/n)____________

18. Time period User calculated Prog. Calculated Approximate 19. Time period formula used _____________ Tx= ___________sec Ty=

____________sec

20. Importance Factor I = ________________ Response Reduction Factor R = __________

Soil Type = _________ Zone Factor = ____________ 21. Mass Source applied?(y/n) ___________

22. Are lateral forces applied to mass CG? (and not Diaphragm CG)? (y/n) ______________

 When there is change in stories or diaphragms do “Modify load” in static

load case.

23. Cantilevers modeled

24. Cantilevers not modeled only load & moment applied check Diaphragm extent in EQ & Wind loads.

25. Are Equipment live load & moment applied on AHU areas/ Terraces/ Panel rooms etc? (y/n) _______________

26. Load Combinations: __________________ combinations

EQX + 0.3 EQY 0.9 DL + EQ Temperature tower crane attachment

ERROR CHECKS

1. Is “Check model” performed before analysis? (y/n) ______________ 2. Errors present in model

Point errors Line errors Area overlaps Load loss errors

 If too many errors then first clear errors in single story model

 Do not check all errors together instead check them one at a time and clear each before checking another

3. Accuracy considered ________________ mm

4. Are fixed supports are assigned o Base level only? (y/n) _______________ 5. Are pinned supports assigned to footings starting at upper levels? (y/n)

_________________

6. Are walls inclined in evaluation due to reshaping? (y/n) ________________ 7. Are all beams connecting to columns at column centre offset from

column as per drg.

(to be filled by internal Auditor)

Comments on Model

Clearance for output extraction (y/n) - Sign of Internal Auditor

ETABS IMAGES TO BE ATTACHEDB WITH CHECKLIST 1. All Typical floors

2. Transfer Girder plan

3. Typical floor with beam sizes & slab Thickness (with releases) 4. Typical floor with pier Nos. & sizes

BASIC ANALYSIS CHECKS

1. Are warnings present in check model?(y/n) ______________ (should be kN-m)

 If too many errors the first clear errors in single story model

2. Are warnings present in Last Run Log? (y/n) ___________ if yes __________________________

3. Animation checked for any loose connections? (y/n)____________

4. Is Force Balance achieved (Applied forces = reaction total in each direction) (y/n)____________

5. Is column load @ base by hand calculation using contributory area method matching with Etabs? (y/n) __________

6. Soft story effect checked? (y/n) _______ if yes levels at which it is checked__________________

 Levels to be checked need t be confirmed with the PL

 Separate models to be prepared for these checks after ascertaining the levels for which soft story effect is to be done.

% of stiffness of checked story to the stiffness of story above this story ____________

% of stiffness of checked story to the average of stiffness of 3 stories above this story________

7. Check high rise building deflections more than corresponding uncracked analysis values?(y/n)__

8. Are cracked analysis deflections more than corresponding uncracked analysis values? (y/n)____

OUTPUT CHECKS

1. Seismic weight of building ____________________________ kN

Load Case Base Shear % with Bldg Weight

EQX EQY WX WY

2. Governing Load Case for Deflection for both X-dir: _______________ Y-dir _________________

3. Check moment of flat slab @ column strip where it connects to shear walls @one end & column @ other end, especially in high rise buildings.

Max Moment _____________ kNm Max. Shear ______________ KN at location ___________

4. Check coupling beam (Beams connecting shear walls) Max Moment ______________

Max Shear ____________________

5. Check Shear stress in coupling beam above τc = ________________ is τc > τc. max ___________

6. Maximum Deflection (uncracked) in the structure ___________ location ______________

7. Maximum Deflection (Cracked) in the structure ____________ location _______________

8. Maximum drift in the building anywhere in X & Y directions

Load case ____________ Drift _________________ Location _________________ Load case ____________ Drift _________________ Location _________________

9. Acceleration values at top-most story

Mode Ux Uy Uz EQX EQY WX WY SPECX SPEY

10. Modal Participation Mass Ratios.

Mode Time _Period Ux Uy Uz Rx Ry Rz

Mode 1 Mode 2 Mode 3 Mode 4

Mode 5 Mode 6 Mode 7 Mode 8 Mode 9 Mode 10 Mode 11 Mode 12

11. Torsional Irregularity Exists Does not exist

CORNE

R-1 Corner-2 Corner-3 Corner-4 Maximum Average AverageMaximu m

EQX WX EQY

WY

12. Maximim Lateral Deflection at the top story Load

Dir Dir DL LL DL+LL EQX EQY WX WY

13. Seismic Base Shears

Load Case Static Base_Shear Dynamic Base_Shear Scale factor_(SF2) EQX/ SPECX

EQY/SPECY

 SF1 = lg/2R for the first run of Dynamic analysis

 Scale factor SF3 applied for second run of dynamic analysis is SF3 = SF1 X SF2

14. Seismic Base Shears after application of scale factor SF3

Load Case Static Base_Shear Dynamic Base_Shear Scale factor_(SF4) EQX/ SPECX

EQY/SPECY

15. Ah =

=

16. Lateral deflections in only DL + LL cases X dir ____________ Y dir ______________

a. Max Δz ____________ at Column No. _______________ b. Max Δz___________ at Wall No. _________________ c. Differential settlement ___________________ 18. Maximum axial stresses

Axial Stress ______________ N/mm2 _{in shear wall No._____________ in EQ ( )} load case.

Ratio = _______________

Axial Stress ______________ N/mm2 _{in Column No._____________ in EQ ( )} load case.

Ratio = _______________

 σc = 1.5 x Axial stress in EQ load case DESIGN PROCEDURES

1. Percentage reinforcement contents exceeded for  Beams ________________________________________________________________  Columns ______________________________________________________________  Columns as wall element_________________________________________________  Shear walls ____________________________________________________________ 2. Check Concrete Frame Design Preferences

 No. of Interaction curves ____________________________  No. of Interaction points _____________________________  Consider minimum eccentricity ________________________  Consider additional moment __________________________  Pattern live load factor _______________________________  Utilization factor limit ________________________________ 3. Check shear wall Design Preferences

 No. of Interaction curves _____________________________  No. of Interaction points _____________________________  Utilization factor limit _______________________________ 4. Check Design overwrites

 Beams – Element Type _______________, cover to closed stirrups ______________

 Columns – Element Type _____________, cover to closed stirrups _______________

 Piers –Material _____________, cover ____________, Check/Design reinf.________

 Shear walls- Material __________ cover _____________, check/Design reinf. ______ 5. Fail members  Beams  Columns  Piers  Shear walls

6. Coupling beam – check for diagonal reinforcement (IS – 13920 cl. 9.5.1pg 13)

Is EQ induced shear >

?

(Y/n) __________