hi guys I am new in staad,
I made a simple 2 storey residential house, its members should be in simple sizes/dimensions but my model is not passing in drift check using simple dimension of members. any suggestions what should I adjust ?
here is my work. thak you vermuch to anyone who will help
STAAD SPACE DXF IMPORT OF RC CONCRETE DESIGN IMPORT.DXFSTART JOB INFORMATIONENGINEER DATE 19-Jul-18END JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 1.5 0; 2 2 1.5 0; 3 2 1.5 -1.5; 4 4 1.5 -1.5; 5 4 1.5 7.5; 6 0 1.5 7.5;7 4 1.5 0; 8 2.9 1.5 0; 9 2.9 1.5 4; 10 4 1.5 4; 11 0 0 4; 12 0 0 0; 13 0 8 0;14 0 5 0; 15 2 5 0; 16 2 5 -1.5; 17 4 5 -1.5; 18 4 5 8.5; 19 0 5 8.5;20 4 5 7.5; 21 0 5 7.5; 22 4 5 0; 23 2.9 5 0; 24 2.9 5 4; 25 4 5 4; 26 0 5 4;27 0 5 5.75; 28 4 5 5.75; 29 2 8 0; 30 2 8 -1.5; 31 4 8 -1.5; 32 4 8 7.5;33 0 8 7.5; 34 4 8 0; 35 4 8 4; 36 0 8 4; 37 2 0 -1.5; 38 4 0 -1.5; 39 4 0 0;40 4 0 4; 41 4 0 7.5; 42 0 0 7.5; 45 2 0 0; 46 0 1.5 4;MEMBER INCIDENCES1 1 2; 2 3 2; 3 3 4; 4 4 7; 5 46 6; 6 2 8; 7 8 9; 9 6 5; 10 12 1; 11 14 15;12 16 15; 13 16 17; 14 17 22; 15 19 18; 16 21 20; 17 21 19; 18 15 23; 19 23 24;20 24 25; 21 27 28; 22 13 29; 23 30 29; 24 30 31; 25 31 34; 26 33 32; 27 36 33;28 29 34; 29 36 35; 30 37 3; 31 38 4; 32 39 7; 33 40 10; 34 41 5; 35 42 6;37 45 2; 38 26 36; 39 1 14; 40 2 15; 41 3 16; 42 4 17; 43 5 20; 44 6 21;45 7 10; 46 7 22; 47 8 7; 48 10 25; 49 10 5; 50 14 13; 51 15 29; 52 16 30;53 17 31; 54 20 18; 55 20 32; 56 27 21; 57 21 33; 58 22 25; 59 22 34; 60 23 22;61 26 24; 62 25 35; 63 25 28; 64 46 26; 65 14 26; 66 26 27; 67 28 20; 68 34 35;69 35 32; 70 13 36; 71 11 46; 72 46 9; 73 1 46; 74 9 10;START GROUP DEFINITIONFLOOR_2WSLAB 11 TO 14 18 19 60 61 65_1WSLAB 16 20 21 56 61 63 66 67_1WS_BALCONY 15 TO 17 54END GROUP DEFINITIONDEFINE MATERIAL STARTISOTROPIC CONCRETEE 2.17185e+007POISSON 0.17DENSITY 23.5616ALPHA 1e-005DAMP 0.05TYPE CONCRETESTRENGTH FCU 27579END DEFINE MATERIALMEMBER PROPERTY AMERICAN11 TO 14 16 TO 18 20 54 56 58 60 61 63 65 TO 67 PRIS YD 0.3 ZD 0.21 TO 7 9 15 19 21 TO 29 45 47 49 68 TO 70 72 TO 74 PRIS YD 0.2 ZD 0.232 37 40 46 51 59 PRIS YD 0.2 ZD 0.3MEMBER PROPERTY10 30 31 33 TO 35 38 39 41 TO 44 48 50 52 53 55 57 62 64 71 PRIS YD 0.3 ZD 0.3CONSTANTSBETA 90 MEMB 33 38 48 62 64 71MATERIAL CONCRETE ALLSUPPORTS11 12 37 TO 42 45 PINNEDMEMBER RELEASE15 19 21 START MX MY MZ15 19 21 END MX MY MZMEMBER OFFSET19 21 START 0 0.05 019 21 END 0 0.05 015 START 0 0.05 -0.115 END 0 0.05 -0.1MEMBER CRACKED10 30 TO 35 37 TO 44 46 48 50 TO 53 55 57 59 62 64 -71 REDUCTION RIY 0.700000 RIZ 0.7000001 TO 7 9 11 TO 29 45 47 49 54 56 58 60 61 63 65 TO 70 72 TO 73 -74 REDUCTION RIY 0.350000 RIZ 0.350000DEFINE REFERENCE LOADSLOAD R1 LOADTYPE Dead TITLE REF-DLSELFWEIGHT Y 1 JOINT LOAD32 FY 1.85535 FY 5.329 34 FY 2.96230 31 FY 1.175MEMBER LOAD29 CON GY 5.3 226 CON GY 1.855 2JOINT LOAD33 FY 1.94536 FY 4.7113 FY 1.944FLOOR LOAD_2WSLAB FLOAD 4.37 GYONEWAY LOAD_1WSLAB ONE 4.37 GY_1WS_BALCONY ONE 4.37 GYMEMBER LOAD11 TO 14 16 56 58 63 65 TO 67 UNI GY 8.5519 61 UNI GY 8.21 2 47 72 UNI GY 9.693 TO 5 45 49 73 UNI GY 10.11END DEFINE REFERENCE LOADSFLOOR DIAPHRAGMDIA 1 TYPE RIG HEI 1.5 JOINT 1 TO 10 46DIA 2 TYPE RIG HEI 5 JOINT 14 TO 28DIA 3 TYPE RIG HEI 8 JOINT 13 29 TO 36CHECK SOFT STORY ASCE7DEFINE UBC LOADZONE 0.4 I 1 RWX 8.5 RWZ 8.5 STYP 4 CT 0.0731 NA 1.2 NV 1.6LOAD 1 LOADTYPE Seismic TITLE EQXUBC LOAD X 1 DEC 1 ACC 0.05PERFORM ANALYSISCHANGELOAD 2 LOADTYPE Seismic TITLE EQZUBC LOAD Z 1 DEC 1 ACC 0.05PERFORM ANALYSISCHANGELOAD 3 LOADTYPE Dead TITLE DLREFERENCE LOADR1 -1.0 LOAD 4 LOADTYPE Live TITLE LLFLOOR LOAD_2WSLAB FLOAD -1.9 GYONEWAY LOAD_1WSLAB ONE -1.9 GY_1WS_BALCONY ONE -2.9 GYMEMBER LOAD22 28 UNI GY -1.3529 UNI GY -2.2526 UNI GY -1.6524 UNI GY -0.6LOAD COMB 5 Generated NSCP2015 DRIFT 13 1.2 4 0.5 1 1.0 LOAD COMB 6 Generated NSCP2015 DRIFT 23 1.2 4 0.5 2 1.0 LOAD COMB 7 Generated NSCP2015 DRIFT 33 1.2 4 0.5 1 -1.0 LOAD COMB 8 Generated NSCP2015 DRIFT 43 1.2 4 0.5 2 -1.0 LOAD COMB 9 Generated NSCP2015 DRIFT 53 0.9 1 1.0 LOAD COMB 10 Generated NSCP2015 DRIFT 63 0.9 2 1.0 LOAD COMB 11 Generated NSCP2015 DRIFT 73 0.9 1 -1.0 LOAD COMB 12 Generated NSCP2015 DRIFT 83 0.9 2 -1.0 LOAD COMB 13 Generated NSCP2015 ACI 13 1.2 4 1.6 LOAD COMB 14 Generated NSCP2015 ACI 23 1.2 4 0.5 1 1.0 LOAD COMB 15 Generated NSCP2015 ACI 33 1.2 4 0.5 2 1.0 LOAD COMB 16 Generated NSCP2015 ACI 43 0.9 1 1.0 LOAD COMB 17 Generated NSCP2015 ACI 53 0.9 2 1.0 LOAD COMB 18 Generated NSCP2015 FOOTING 13 0.6 1 0.714 LOAD COMB 19 Generated NSCP2015 FOOTING 23 0.6 2 0.714 LOAD COMB 20 Generated NSCP2015 FOOTING 33 1.0 4 1.0 1 0.714 LOAD COMB 21 Generated NSCP2015 FOOTING 43 1.0 4 1.0 2 0.714 PERFORM ANALYSISLOAD LIST 5 TO 12PRINT STORY DRIFT 0.004200PRINT DIA CRFINISH
Here are my observations
The allowable drift factor 0.0042 you have entered seems very tight. I would usually see factor of 0.01 or more. However even with 0.01 drift is failing at some stories for some cases. So there is a significant lateral movement of the frame. Actually there is some rotation in plan too due to the un-symmetric arrangement. So increasing member sizes, adding braces or using FIXED support as opposed to PINNED at the base ( provided your supports can take moments ) may help with the drift.
Answer Verified By: AJ
Hi sir Sye. Is it safe to use 0.01 factor for drift?