Template Settings Load Cases Load Combinations

OPTIONS > PREFERENCES LOAD CASES LOAD COMBINATIONSCONCRETE & STEEL FRAME DESIGN OPTIONS SW (DEAD) ADD DEFAULT LOAD COMBINATIONS DESIGN CODE = ACI 2008 (CONCRETE), ASD01 (STEEL) SDL (SUPERDEAD) STEEL FRAME DESIGN (FOR SERVICE)SEISMIC CATEGORY = B LL (LIVE) (CODE: UBC-97) CONCRETE FRAME DESIGN (FOR ULTIMATE)PATTERN LIVE LOAD FACTOR = 0 E-X (QUAKE) (CODE: UBC-97) EDIT LOAD COMBO NAMES IN TEXT FILE AND IMPORT AGAINIF PATTERN FACTOR IS NON ZERO, ETABS INCREASES THE E-Y (QUAKE) (CODE: UBC-97) MID SPAN MOMENTS BY CONSIDERING BEAM AS S.S. AND W-X (WIND) (CODE: UBC-97) RENAME COMBINATIONSLOADED WITH LIVE LOAD TIMES THIS FACTOR. W-Y (WIND) (CODE: UBC-97) ULTIMATE AS ULT-1,2,3

SERVICE AS SRV-1,2,3 REINFORCEMENT BAR SIZES = T25 (COL DESIGN) WIND LOADING (UBC-97)LIVE LOAD REDUCTION = NO ANGLE = 0 & 90 ADD COMBINATIONS FOR DRIFTS

WIND SPEED = 90mi/h DRIFT-WX = SW+SDL+0.5LL+0.7W-X DIMENSIONS/TOLERANCES OPTIONS *UBC FASTEST MILE = ASCE 3-SEC GUST SPEED / 1.18* DRIFT-WY = SW+SDL+0.5LL+0.7W-Y FONT SIZE = 4 & 8 IMPORTANCE FACTOR = 1.15 CHECK EQ DRIFT BY FILE>PRINT TABLES>SUMMARY AUTO ZOOM STEP = 100 EXPOSURE TYPE = C

INCLUDE PARAPET = 1m MAKE ENVELOPE COMBINATIONS EDIT STORY RANGE = ABOVE GROUND TO UPPER MOST ENV-SRV

GRIDS & BUBBLE SIZE FOR UBC VS ASCE W-SPEED SEE IBC-2006 TABLE 1609.3.1 ENV-ULT STORIES PARAPET WIND LOADS ENV-W-DRIFT UR ASSIGN RANGE UPTO UPPER ROOFLR DISPLAY> SHOW LOADS> JOINTS> WIND *MAKE SURE ITS "ENVE" IN TYPE 3 NOTE DOWN X & Y DIAPHRAGM LOAD2 REMOVE THE UPPER ROOF FROM LOAD CASE RANGE DEFINE > MASS SOURCE1 CLICK DIAPHRAGM EXTENTS SW+SDL+0.25LL G (STORY HEIGHT = 2.0 m) NOTE DOWN THE COORDINATES FOR UPPER ROOFBASE CREATE A NULL POINT AT THAT LOCATION ANALYZE > SET ANALYSIS OPTIONS

APPLY NOTED JOINT LOADS ON THAT POINT DYNAMIC ANALYSIS = NO FILE *OR APPLY SHEAR & MOMENT ON JOINTS MANUALLY P-DELTA: 1.2SW+1.2SDL+0.5LL

PRINT SETUP = A4 EARTHQUAKE LOADING (UBC-97) ITERATION BASED, MAX ITERATIONS 3USER COMMENTS & SESSION LOG = DELETE X DIR + Eccen Y *CHECK IN LAST ANALYSIS RUN LOG IF THEY CONVERGEPROJECT INFORMATION Y DIR + Eccen X COMPANY NAME = SOIL PROFILE TYPE = SD DESIGN LOAD COMBINATIONS CLIENT NAME = IMPORTANCE FACTOR = 1.25 CHECK STEEL & CONCRETE WALL DESIGN LOAD COMBOSPROJECT NAME= OVERSTRENGTH FACTOR; R = 3.5 CONC & 4.5 STEEL PROJECT NUMBER= TIME PERIOD = PROGRAM CALCULATED LONG TERM DEFLECTION COMBINATION MODEL NAME= Ct in ft = 0.03 CONC & 0.035 STEEL FACTOR = FROM ACI EQUATION 9-11MODEL DESCRIPTION= LATERAL + GRAVITY TLTD = FACTOR*(SUSTAINED LOADS) + SDL + LL+ SWREVISION NO= OPTIMIZE WALL LOADS BY SUBTRACTING SUSTAINED = ALL DEAD + 50% LIVEENGINEER= BEAM DEPTH FROM STORY HEIGHTCHECKER=

IMPORT > edb CHECK LOAD COMBINATIONS AFTER IMPORTINGFOR REPETITIONS OF LOAD CASES

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PROJECT NAME:

Materials Frame & Area Sections Loads & Supports

MATERIALS BEAMS [B--] END RELEASES CONCRETE B-200X400 RELEASE BEAMS ON BEAMS35MPA MATERIAL= 35MPAUNITS = N/mm DESIGN TYPE= BEAM ASSIGN RIGID JOINT DIAPHRAGMS DESIGN = CONCRETE * APPLY CORRECT COVER TO RIBS OF HCS REQUIRED ONLY FOR APPLYING WIND LOADISOTROPIC FOR DEPTH =>700mmPOISON RATIO = 0.2 COVER= 90 SUPPORTSMASS= 2.446E-9 WALLS & COLS ON MAT= FIXED WEIGHT= 24E-4 FOR DEPTH < 700mm ISOLATED COLUMNS= PIN f'c= 35 & 40 COVER= 65fy & fys= 414 MANUAL MESHE=4700(f'c^0.5) COLUMNS [C--] MESH SIZE = SMALLER OF SPAN/10 OR 1m FOR 35MPA: E=27805 C-200X800SHEAR MODULUS = 0.4167Ec [ G = Ec/2*(1+v) ] MATERIAL= 40MPA RESET MODIFIERS FOR FRAMES & AREASEI = BENDING STIFFNESS & EA = AXIAL STIFFNESS DESIGN TYPE= COLUMN DEFINE> FRANE SECTIONS > SECTION MODIFIERS

TIES= RECTANGULAR TIES DEFINE> SLAB SECTIONS> SECTION MODIFIERS STEEL COVER= 60345MPA BAR SIZE= T25 ALL MODIFIERS IN SECTIONS SHOULD BE 1, OTHERWISEUNITS = N/mm CHECK/DESIGN = DESIGN THEY WILL BE MULTIPLIED WITH MODFIERS APPLIEDDESIGN = STEEL BEFORE ANALYSIS IN NEXT STEPISOTROPIC SLAB SECTIONS [??-]POISON RATIO = 0.3 SOLID SLABS MAKE TORSION BEAM GROUP MASS= 7.845E-9 S-400 IF STRUCTURAL SYSTEM HAS BOTH SOLID & HOLLOWWEIGHT= 7.698E-5 MATERIAL= 35MPA CORE SLABS, THEN THOSE BEAMS SUPPORTINGFy= 345 TYPE= SHELL HOLLOW CORE SLABS MUST BE ASSIGNED A GROUPFu=450 BENDING THK = MEMBRANE THK TO IDENTIFY EASILY TO ASSIGN MODIFIERS IN NEXT STEPE=200000 THICK PLATE IF SPAN/THK < 15COST=1 APPLY MANUAL TORSION TO HC BEAMS

HOLLOW CORE SLABS T=(Bw+0.5C) * L/2 * LOAD NON-PRISMATIC SECTIONS HC-350 C=50mm FOR HOLLOW CORE & 100mm FOR DT

RECTANGULAR MATERIAL= 35MPA Bw=350mm FOR SIMPLIFICATIONWIDTH VARYING: EI2 & EI3 LINEAR VARIATION BENDING THK=50 FOLLOW RIGHT HAND RULE FOR SIGNDEPTH VARYING: E12 & EI3 CUBIC VARIATION MEMBRANE= EQUIVALENT THK FROM TABLE CHECK THE DIRECTION FOR MOMENT TO BE LOCAL 1-1

TYPE= MEMBRANE *CAUTION: CHECK THE APPROPRIATE OPTION FORI SECTION 1WAY DISTRIBUTION = YES ADDING/REPLACING LOADS, AS IT WILL ALSO REPLACEDEPTH VARYING: E12 & EI3 PARABOLIC VARIATION THE GRAVITY LOADING

*APPLY SW OF BLOCKS IN HORDI SLABS (USUALLY 1.5kPa) *MEMBRANE DOES NOT WORK FOR RAMPS CHECK AXIAL CAPACITY OF WALLS

WALL SECTIONS [W-] INPLANE MOMENT = M12W-200 M11= M11+M12 MATERIAL= 40MPA M22=M22+M12 BENDING THK = MEMBRANE THKTYPE= SHELL CHECK LOADS ON WALL

CHECK LOADS APPLIED ON WALL ACCIDENTLY IRREGULAR SHAPES SELECT ONLY WALLS AND DISPLAY

ANY ODD SHAPE CAN TAKE AS SQUARE EQUIVALENT(SEE ACI FIG. R13.6.2.5)

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PROJECT NAME:

Just Before Running Model Checking Other

PROPERTY MODIFIERS [ACI 10.11, UBC 1910.11] FILE > LAST ANALYSIS RUN LOG FILE/RUN ERRORS Ie = (Mcr/Ma) x Ig + [ 1-(Mcr/Ma) x Icr (ACI 9.5.2.3) "STRUCTURE IS UNSTABLE OR ILL CONDITIONED" IF THE FILE CAN'T BE SAVED OR CANT BE RUNMcr = fr. Ig / Yt and fr = 7.5 x (f'c^0.5) IN IMPERIAL UNITS SHOULD NOT APPEAR. THEN CHECK FOR DISCONTINUTIES, LIKESELECT BY LINE OBJECT > BEAMS A WALL DELETED ACCIDENTLY IN ONE STORYI2=0.35 I3=0.35 J=0.35 DISPLACEMENTS AND PRESENT IN UPPER & LOWER STORIES ETC.FOR GROUP = TORSION BEAMS SHOW TABLES > JOINT DISPLACEMENTSI2=0.35 I3=0.35 J=1.00 ON ENV-SRV COMBINATIONS FOR ALL STRUCTURE COLUMN VS WALL SELECT BY LINE OBJECT > COLUMNS EXPORT TO EXCEL AND FIND UNUSUAL VALUES IF H/LEAST DIMENSION > 3, MODEL AS COLUMN (UBC)I2= 0.7 I3=0.7 IF L> 4XTHK, MODEL AS COLUMN (ACI)SELECT BY AREA OBJECT > WALLS DISPLAY > SHOW LOADS > FRAME m11= 0.7 AFTER DISTRIBUTION BY TRIBUTARY METHOD STIFFNESS OF SUPPORTS m22= 0.7 FOR PIN END COLS, K=3EI/Lm12= 0.7 BASE SHEAR FOR FIXED END COLS, K=4EI/LIF AFTER ANALYSIS WALLS ARE CRACKED REPLACE SHOW TABLES > BUILDING OUTPUT > STORY SHEARS IF CORNER&EDGE COLS MODELLED AS0.7 BY 0.35 BASED ON MODLUS OF RUPTURE SUPPORT ONLY, BENDING IS UNDERESTIMATED*m11,m22,m12 affects t and f11,f22,f12 affects t* CHECK SEISMIC TIME PERIOD AT INTERIOR COLUMNS & SPANSSELECT BY WALL/SLAB SECTIONS > PRINT> PRINT SUMMARYSHELL SLAB SECTIONS SIZING OF MEMBERSm11= 0.25 CHECK DRIFT bd (in) = 20Mu (K-ft)m22= 0.25 PRINT> PRINT SUMMARY As (in) = Mu (K-ft)/ 4d (in)m12= 0.25 ETABS GIVES DRIFT RATIO AS 1/X FOR HOLLOW CORE * NO MODIFIERS FOR MEMBRANE SLAB SECTION* IF T< 0.7 THEN X > 0.7R/0.025 MIN BEAM DEPTH = 50mm+SLAB THK+300* THESE MODIFIERS ARE APPLIED TO USE THE SAME MODEL IF T=> 0.7 THEN X> 0.7R/0.020 FOR DOUBLE TEE FOR LATERAL & GRAVITY ANALYSIS. (SEE ACI R8.8 & 10.10.4.1) MIN BEAM DEPTH=50mm+SLAB THK/2+300 TO 400

MESH MODE SHAPES FOR WALLS & SHELL SECTIONS TIPS 1m MAX MESH AREA SIZE AXIAL LOAD ON COL BY TRIBUTARY AREA WALL LOCAL AXIS 3-3 SHOULD ALL BE INSIDE OR OUTSIDEFOR MEMBRANES SLAB LOCAL AXIS 3-3 SHOULD BE DRAWN ALL EITHERNO MESH OPENINGS MODELLED? CLOCK OR ANTI CLOCKWISE FOR SAME ORIENTATION

LINE LOCAL AXIS CONCRETE & STEEL OVERWRITES DELETE UN-NECESSARY GROUPS AVOID LIGHT COLORS FOR SECTION PROPERTIES

SWAY TYPE = SWAY ORDINARY ANALYZE> CHECK MODEL FOR REVIEWING A MODEL

EXTRUDE TO CHECK GEOMETRY APPLY GROUP TO BAD ELEMENTS SHOW ALL STORIES (ALT+V+L)CHECK LOAD TRANSFER ERROR RIGHT CLICK> VIEW ALL OBJECTS

CHANGE STEEL CODE TO AISC 360-05 VIEW OPTIONS> DEFAULT WALL/COLUMN DISCONTINUITIES

DISPLAY> SHOW TABLES> MODIFIERS IF MODEL IS UNABLE TO RUN CHECK IF AT SOME STORIES CHECK TORSIONAL STABILITY WALLS/COLUMNS ARE DELETED ACCIDENTLY VIEW>3D VIEW>XY PLAN

EDIT> AUTO RE LABEL ALL NOT MAKING A COMPLETE LOAD PATH CHECK ACCORDING TO UBCTO HAVE ARRANGED NUMBERING OF SYSTEM VIEW OPTIONS> DEFAULT

THICKNESS OF SHELLS * CHECK OTHER HOR & VER IRREGULARITIES END OFFSETS IF A SHELL IS DEFINED TOO THIN E.G. 1mm, TRY TO INCREASE

ALL OFFSETS SHOULD BE AUTOMATIC, EXCEPT END OFFSETS ITS THICKNESS AND CHECK LOG AFTER EACH RUN SO THATOF BEAMS RESTING ON BEAMS SHOULD BE CHECKED MODEL IS STABLE.AND APPLIED MANUALLY, LIKE RIBS IN HCS SLABS

BEAMS VS COLUMNS RIGID ZONE FACTOR SHOULD BE ZERO BY DEFAULT ALL VERTICAL LINES SHOULD BE DEFINED AS COLUMNS

ALL HORIZONTAL LINES SHOULD BE DEFINED AS BEAMSCHECK BY TABLES

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PROJECT NAME: