Etabs Check List

JOB NO.- EC- CHECKLISTNO. Check List.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 –

Date of Model Checking -

(necessarily Internal Auditor for the project) Checklist Reviewed by – (necessarily project leader)

Date of Checklist Review -

Drawing Nos. Drawings prepared by -

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

DBR path & Rev. No. -

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)……………………………. Gust

Static Design

(Uncracked)………………………...

Static Performance

(Cracked)…………………………….

Wind Tunnel Static Design, all load combinations Static Performance, all load comb. EQ IS 1893 Static Collapse Prevention Design ……………………….. Performance Criteria

UBC Dyna

(Cracked)……………………………. (Uncracked) (Cracked)……………………………

IS 1893 Dyna Collapse Prevention Design ………………………..

UBC Static

(Uncracked)………………………..

(Uncracked)

Performance Criteria

(Cracked)……………………………

For International Recognition

(Uncracked)………………………..

Performance Criteria

(Cracked)……………………………

For International Recognition

(Uncracked)………………………..

Performance Criteria

(Cracked)……………………………

Site Spectra Dynamic- Design Dynamic – Performance Damper IS 1893 Dynamic Design UBC Dynamic Design Site Spectra Design

(Uncracked)……………………….. (Cracked)…………………………… (Uncracked)……………………….. (Uncracked)……………………….. (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 Walls________________________________________________________________

Core

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 Cardinal Points used



All floor plans as per GA drgs



Floor levels as per arch drgs



Date & drawing no. of Typical floor drg ________________________________________



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

Beam offsets as per drg

drgs received on

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 flat slab 5. Floors Plate

Waffle Slab

Membrane

Shell

riffed slab

Plate

Thick

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

8.

Rigid

Releases for non continuous beams  To Secondary beam only 

Semi Rigid

M33

Girder supporting floating column at ends

T

 

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/mm² fck = _______ N/mm²

3. Concrete M

E = _______________

N/mm² fck = _______ N/mm²

M

E = _______________

N/mm² M

fck = _______ N/mm²

E = _______________

M

fck = _______ N/mm²

E = _______________

N/mm²

N/mm² 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 wall element are pier Nos. assigned (y/n) _________

if

6. Definitions of beams line element Wall element wall element are Spandrel Nos. assigned (y/n) _________ 7. Are property modifiers applied to Columns Type _________ Value __________

if

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 errors  

Line errors

Area overlaps

Load loss

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 EQX EQY WX WY

Base Shear

% with Bldg Weight

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 EQX EQY WX WY SPECX SPEY 10.

Ux

Uy

Uz

Modal Participation Mass Ratios.

Mode Mode 1 Mode 2 Mode 3 Mode 4

Time Period

Ux

Uy

Uz

Rx

Ry

Rz

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

11.

Torsional Irregularity

CORNE R-1

Corner2

Exists

Corner3

Does not exist

Corner4

Maximu m

Averag e

Average Maximu m

EQX WX EQY WY

12. Load Case

Maximim Lateral Deflection at the top story Deflectio n in X-

H/Δx

Drift X - Dir

Deflectio n in Y-

H/Δy

Drift Y- Dir

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 ______________ 17. Vertical settlements of columns and walls ( measure at top most level)

18.

a. Max Δz ____________ at Column No. _______________ b. Max Δz ___________ at Wall No. _________________ c. Differential settlement ___________________ 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) __________

7. Cantilevers to be designed for 5 times vertical acceleration (i.e.10A h/3).