Plate or Slab Lifting With Wire Rope Analysis

STAAD SPACE

 Thi s i s a SPA SPAC CE f r ame anal ys ysii s pr obl em. Ever y STA STAA AD i npu nputt has t o st ar t wi t h t he comman and d STA TAA AD. The The SPA SPAC CE spe speci ci f i cat i on i s used t o denot e a SPAC SPACE f r ame UNI T FEET FEET KI P  J OI NT COORDI NATES 1 0. 0 0. 0 72. 0 2 0. 0 0. 0 60. 0 3 0. 0 0. 0 48. 0 4 0. 0 0. 0 36. 0

2 5 0. 0 0. 0 24. 0 6 0. 0 0. 0 12. 0 7 0. 0 0. 0 0. 0 REPEAT ALL 3 8. 0 REPEAT 3 8. 0 0. 0 REPEAT 4 8. 0 0. 0 REPEAT 3 8. 0 0. 0 REPEAT 3 8. 0 0. 0 200 64. 128. 36.

0. 0 0. 0 0. 0 0. 0 0. 0 0. 0

 The J OI NT COORDI NATE speci f i cat i on i s used t o speci f y t he X, Y and Z coor di nat es of t he J OI NTs. The REPEAT command i s used t o gener at e coor di nat es of j oi nt s 8 t o 119 based on t he pat t er n of  j oi nt s 1 t o 7. MEMBER I NCI DENCES 101 1 200; 102 7 200; 103 119 200; 104 113 200;

 The MEMBER I NCI DENCE speci f i cat i on i s used f or speci f yi ng MEMBER c onnec t i vi t i es . ELEMENT I NCI DENCES 1 1 8 9 2 TO 6 REPEAT 15 6 7

El ement connect i vi t i es of el ement s 1 t o 6 ar e def i ned f i r st , based on whi ch, t he connect i vi t i es of el ement s 7 t o 96 ar e gener at ed UNI T I NCH KI P MEMBER PROPERTI ES 101 TO 104 PRI S YD 5. 0

 The l i ne def i ne member pr oper t i es as PRI S ( pr i smat i c) f ol l owed by YD ( dept h) and ZD ( wi dt h) val ues. The pr ogr am wi l l cal cul at e t he pr oper t i es necessar y t o do t he anal ysi s. Addi t i onal i nf or mat i on i s avai l abl e i n sect i ons 1 and 5 of t he Techni cal Ref er ence Manual MEMBER RELEASE 101 TO 104 END MP 0. 50

 The MEMBER RELEASE command i s used t o r el ease 50% of moment at t he st ar t j oi nt of member nos. 101 t o 104 ELEMENT PROPERTI ES 1 TO 96 TH 24. 0

El ement s 1 t o 96 have a t hi ckness of 24. 0 i nch

3 UNI T I NCH KI P CONSTANTS E STEEL POI SSON STEEL DENSI TY STEEL

 The CONSTANT command i ni t i at es i nput f or mat er i al l i k e E ( modul us of el as t i c i t y) , POI SSON, et c .

cons t ant s

UNI T I NCH KI P SUPPORTS 200 f i xed 1 7 113 119 FI XED BUT FY MX MY MZ KFX 0. 05 KFZ 0. 05 UNI T I NCH KI P LOAD 1 ' WEI GHT' SELFWEI GHT Y - 1 Load case 1 is the selfweight of the structure acting in the global Y direction with a factor of -1.0. Since global Y is vertically upward, the factor of -1.0 indicates that this load will act downwards.

LOAD 2  J OI NT LOADS 1 2 FY - 21. 8 9 FY - 10. 5 FY - 30. 6 FY - 61. 22 23 FY - 41. 29 30 FY - 20. 26 FY - 54. 27 FY - 108. 43 44 50 51 71 47 54 82 FY 48 55 76 83 FY 92 93 FY 99 100 FY 103 FY 104 FY 113 114 FY

72 78 79 FY - 30. - 26. - 52. - 20. - 41. - 48. - 97. - 10.

L oad c as e 2 c ons i s t s of s ever al negat i ve gl obal Y di r ec t i on

j oi nt l oads ac t i ng i n t he

LOADI NG COMBI NATI ON 101 TOTAL LOAD 1 1. 2 1.

4 A load combination case, identified with load case number 101, is specified above. It instructs STAAD to factor loads 1 and 2 by a v alue of 1.0 and then algebraically add the results.

PERFORM ANALYSI S PRI NT STATI C CHECK A static equilibrium report, consisting of total applied loading and total support reactions from each primary load case is requested along with the instructions to carry out a linear static analysis

PRI NT SUPPORT REACTI ON Reactions at the supports are obtained using the above command

PRI NT MEMBER FORCES L I ST 101 TO 104 The above PRINT command is self-explanatory

FI NI SH This command terminates the STAAD run.