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Different results between two models.

Ivan Juul
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Hello, I am currently working on a building slab, I have modeled it with two different methods, one with all beams and plates objects and another with only beams using floor load command. The Y total loads are very similar, I assumed it as equals, but the distribution of the loads are very diferent, as the internal forces. The deformed shape and the Mz Diagrams are similar, same shape, but the absolute values are sensivelly different.. Why does it happen and wich model I should use?
I attach both models.
Thank you!

RDJ_S_2 COMPLETE MODEL.stdRDJ_S_2 BEAMS.std

  • 0 Offline in reply to Silver Gray

    You have posted this same question in three different forum threads. Please avoid doing that. It is good enough to post your question once and then wait for a response. If you do not hear back from anyone in a few days, you can always do a follow up on the same post. Thousands of our users refer to Bentley Communities for assistance and so all of us share the common responsibility to keep the content clean for the benefit of other users.

    For the records, the answer to your question has been posted at

    https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/202033/seismic-mass-do-not-match-total-deadload-on-reaction



  • 0 Offline in reply to Sye

    Good Day Sir! Please help. As I run the analysis , the SEISMIC MASS result do not match the total deadload in the reaction. What to do? Please help :((( 

    1. STAAD SPACE
    2. START JOB INFORMATION
    3. ENGINEER DATE
    4. END JOB INFORMATION
    5. INPUT WIDTH 79
    6. UNIT METER KN
    7. JOINT COORDINATES
    8. 1 0 1 0; 2 1.25 1 0; 3 2.6 1 0; 4 3.85 1 0; 5 0 1 3; 6 1.25 1 3; 7 2.6 1 3
    9. 8 3.85 1 3; 9 0 0 0; 10 3.85 0 0; 11 0 0 3; 12 3.85 0 3; 13 0 3 0; 14 3.85 3 0
    10. 15 0 3 3; 16 3.85 3 3
    11. MEMBER INCIDENCES
    12. 1 1 2; 2 2 3; 3 3 4; 4 1 5; 5 2 6; 6 3 7; 7 4 8; 8 5 6; 9 6 7; 10 7 8; 11 9 1
    13. 12 10 4; 13 11 5; 14 12 8; 15 1 13; 16 4 14; 17 5 15; 18 8 16; 19 13 14
    14. 20 13 15; 21 14 16; 22 15 16
    15. DEFINE MATERIAL START
    16. ISOTROPIC CONCRETE
    17. E 2.17185E+007
    18. POISSON 0.17
    19. DENSITY 23.5616
    20. ALPHA 1E-005
    21. DAMP 0.05
    22. TYPE CONCRETE
    23. STRENGTH FCU 27579
    24. END DEFINE MATERIAL
    25. MEMBER PROPERTY AMERICAN
    26. 11 TO 18 PRIS YD 0.2 ZD 0.2
    27. 1 TO 10 19 TO 22 PRIS YD 0.2 ZD 0.15
    28. CONSTANTS
    29. MATERIAL CONCRETE ALL
    30. SUPPORTS
    31. 9 TO 12 FIXED
    32. MEMBER RELEASE
    33. 5 6 START MZ
    34. 5 6 END MZ
    35. DEFINE REFERENCE LOADS
    36. LOAD R1 LOADTYPE DEAD TITLE REF LOAD - DL
    37. SELFWEIGHT Y -1
    38. MEMBER LOAD
    STAAD SPACE -- PAGE NO. 2

    39. 1 TO 4 7 UNI GY 5.6
    40. 5 6 UNI GY 5.4
    41. 19 22 UNI GY 1.224
    42. END DEFINE REFERENCE LOADS
    43. FLOOR DIAPHRAGM
    44. DIA 1 TYPE RIG HEI 1 JOINT 1 TO 8
    45. DIA 2 TYPE RIG HEI 3 JOINT 13 TO 16

    *** NOTE: NEITHER "MASS" NOR "GRAVITY" REFERENCE LOADTYPE IS PRESENT.
    MASS MODEL IS FORMED BY COMBINING ALL "DEAD" AND "LIVE" (IF ANY) REFERENCE LOADTYPES.

    *** NOTE: MASS MODEL FORMED WILL BE USED IN SEISMIC/RESPONSE/TIME HISTORY LOADING, IF ANY.
    IF MASS MODEL IS SEPARATELY PROVIDED IN INDIVIDUAL LOADING, THE GENERATED MASS
    WILL BE REPLACED BY THE MASS PROVIDED IN INDIVIDUAL LOADING.

    ************************************************************************************

    FLOOR DIAPHRAGM UNIT - KN METE
    --------------- ----------------

    NO. TYPE FL. LEVEL FL. WT CENTRE OF MASS MASTER JOINT NO.
    X Z

    1 RIGID 1.000 67.98 1.925 1.024 17
    2 RIGID 3.000 4.03 1.925 1.500 18

    ************************************************************************************

    47. DEFINE UBC LOAD
    48. ZONE 0.4 I 1 RWX 8.5 RWZ 8.5 STYP 4 CT 0.0731 NA 1 NV 1
    49. REFERENCE LOAD Y

    *** NOTE: SEISMIC WEIGHT TABLE IS PRESENT.THIS WEIGHT TABLE
    WILL BE CONSIDERED IN STATIC SEISMIC ANALYSIS.

    50. R1 1.0
    51. DEFINE WIND LOAD
    52. TYPE 1 WWX
    53. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
    54. ASCE-7-2010:PARAMS 240.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 -
    55. 1 3.000 M 3.000 M 3.850 M 2.000 0.010 0 -
    56. 0 0 0 0 0.575 1.000 1.000 0.850 0 -
    57. 0 0 0 0.892 0.800 -0.550
    58. !> END GENERATED DATA BLOCK
    59. INT 1.68306 1.68306 HEIG 0 4.572
    60. TYPE 2 LWX
    61. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
    62. ASCE-7-2010:PARAMS 240.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 -
    STAAD SPACE -- PAGE NO. 3

    63. 1 3.000 M 3.000 M 3.850 M 2.000 0.010 1 -
    64. 0 0 0 0 0.575 1.000 1.000 0.850 0 -
    65. 0 0 0 0.892 -0.500 0.550
    66. !> END GENERATED DATA BLOCK
    67. INT -1.32657 -1.32657 HEIG 0 3
    68. TYPE 3 WWZ
    69. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
    70. ASCE-7-2010:PARAMS 240.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 -
    71. 1 3.000 M 3.850 M 3.000 M 2.000 0.010 0 -
    72. 0 0 0 0 0.575 1.000 1.000 0.850 0 -
    73. 0 0 0 0.895 0.800 -0.550
    74. !> END GENERATED DATA BLOCK
    75. INT 1.68564 1.68564 HEIG 0 4.572
    76. TYPE 4 LWZ
    77. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
    78. ASCE-7-2010:PARAMS 240.000 KMPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 -
    79. 1 3.000 M 3.850 M 3.000 M 2.000 0.010 1 -
    80. 0 0 0 0 0.575 1.000 1.000 0.850 0 -
    81. 0 0 0 0.895 -0.443 0.550
    82. !> END GENERATED DATA BLOCK
    83. INT -1.26066 -1.26066 HEIG 0 3
    84. CHECK SOFT STORY ASCE7
    85. LOAD 1 LOADTYPE SEISMIC TITLE EX
    86. UBC LOAD X 1 DEC 1 ACC 0.05
    87. PERFORM ANALYSIS



    P R O B L E M S T A T I S T I C S
    -----------------------------------

    NUMBER OF JOINTS 18 NUMBER OF MEMBERS 22
    NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
    NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 4

    SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

    ORIGINAL/FINAL BAND-WIDTH= 12/ 5/ 48 DOF
    TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 48
    TOTAL LOAD COMBINATION CASES = 0 SO FAR.
    SIZE OF STIFFNESS MATRIX = 3 DOUBLE KILO-WORDS
    REQRD/AVAIL. DISK SPACE = 12.1/ 862715.7 MB

    STAAD SPACE -- PAGE NO. 4

    VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05
    -------- ---------- --------------

    STORY FL. LEVEL IN METE S T A T U S
    ----- ----------------- --------------------
    X Z

    1 1.00 OK OK
    2 3.00 OK OK

    NOTE : NO SOFT STOREY IS DETECTED.



    ***********************************************************
    * *
    * X DIRECTION : Ta = 0.167 Tb = 0.081 Tuser = 0.000 *
    * T = 0.081, LOAD FACTOR = 1.000 *
    * UBC TYPE = 97 *
    * UBC FACTOR V = 0.1294 x 73.89 = 9.56 KN *
    * *
    ***********************************************************

    ************************************************************************


    ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.
    TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.
    DYNAMIC ECCENTRICITY APPLIED = DEC - 1


    LOAD NO.: 1 DIRECTION : X UNIT - METE

    STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
    ----- ----- --------------- --------------- ---------------
    X Z X Z X Z
    dec + aec dec + aec
    STAAD SPACE -- PAGE NO. 5


    1 1.00 0.00 0.00 0.19 0.15 0.00 0.15
    2 3.00 0.00 0.00 0.19 0.15 0.00 0.15

    ************************************************************************



    88. CHANGE
    89. LOAD 2 LOADTYPE SEISMIC TITLE EZ
    90. UBC LOAD Z 1 DEC 1 ACC 0.05
    91. PERFORM ANALYSIS

    VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05
    -------- ---------- --------------

    STORY FL. LEVEL IN METE S T A T U S
    ----- ----------------- --------------------
    X Z

    1 1.00 OK OK
    2 3.00 OK OK

    NOTE : NO SOFT STOREY IS DETECTED.



    ***********************************************************
    * *
    * Z DIRECTION : Ta = 0.167 Tb = 0.077 Tuser = 0.000 *
    * T = 0.077, LOAD FACTOR = 1.000 *
    * UBC TYPE = 97 *
    * UBC FACTOR V = 0.1294 x 73.89 = 9.56 KN *
    * *
    ***********************************************************
    STAAD SPACE -- PAGE NO. 6


    ************************************************************************


    ***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.
    TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.
    DYNAMIC ECCENTRICITY APPLIED = DEC - 1


    LOAD NO.: 2 DIRECTION : Z UNIT - METE

    STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
    ----- ----- --------------- --------------- ---------------
    X Z X Z X Z
    dec + aec dec + aec

    1 1.00 0.00 0.00 0.19 0.15 0.19 0.00
    2 3.00 0.00 0.00 0.19 0.15 0.19 0.00

    ************************************************************************



    92. CHANGE
    93. LOAD 3 LOADTYPE WIND TITLE WL1
    94. WIND LOAD X 1 TYPE 1 YR 1 3
    95. WIND LOAD -X 1 TYPE 2 YR 1 3
    96. LOAD 4 LOADTYPE WIND TITLE WL2
    97. WIND LOAD X -1 TYPE 1 YR 1 3
    98. WIND LOAD -X -1 TYPE 2 YR 1 3
    99. LOAD 5 LOADTYPE WIND TITLE WL3
    100. WIND LOAD Z 1 TYPE 3 YR 1 3
    101. WIND LOAD -Z 1 TYPE 4 YR 1 3
    STAAD SPACE -- PAGE NO. 7

    102. LOAD 6 LOADTYPE WIND TITLE WL4
    103. WIND LOAD Z -1 TYPE 3 YR 1 3 ZR 3 3
    104. WIND LOAD -Z -1 TYPE 4 YR 1 3
    105. LOAD 7 LOADTYPE DEAD TITLE DL
    106. REFERENCE LOAD
    107. R1 -1.0
    108. LOAD 8 LOADTYPE LIVE TITLE LL
    109. MEMBER LOAD
    110. 19 22 UNI GY -1.35
    111. LOAD COMB 9 GENERATED NSCP 2015 DRIFT CHECK COMBINATION 1
    112. 7 1.2 8 0.5 1 1.0
    113. LOAD COMB 10 GENERATED NSCP 2015 DRIFT CHECK COMBINATION 2
    114. 7 1.2 8 0.5 2 1.0
    115. LOAD COMB 11 GENERATED NSCP 2015 DRIFT CHECK COMBINATION 3
    116. 7 1.2 8 0.5 1 -1.0
    117. LOAD COMB 12 GENERATED NSCP 2015 DRIFT CHECK COMBINATION 4
    118. 7 1.2 8 0.5 2 -1.0
    119. LOAD COMB 13 GENERATED NSCP 2015 DRIFT CHECK COMBINATION 5
    120. 7 0.9 1 1.0
    121. LOAD COMB 14 GENERATED NSCP 2015 DRIFT CHECK COMBINATION 6
    122. 7 0.9 2 1.0
    123. LOAD COMB 15 GENERATED NSCP 2015 DRIFT CHECK COMBINATION 7
    124. 7 0.9 1 -1.0
    125. LOAD COMB 16 GENERATED NSCP 2015 DRIFT CHECK COMBINATION 8
    126. 7 0.9 2 -1.0
    127. LOAD COMB 17 GENERATED NSCP 2015 USD COMBINATION 1
    128. 7 1.4
    129. LOAD COMB 18 GENERATED NSCP 2015 USD COMBINATION 2
    130. 7 1.2 8 1.6
    131. LOAD COMB 19 GENERATED NSCP 2015 USD COMBINATION 3
    132. 7 1.2 8 0.5
    133. LOAD COMB 20 GENERATED NSCP 2015 USD COMBINATION 4
    134. 7 1.2 3 0.5
    135. LOAD COMB 21 GENERATED NSCP 2015 USD COMBINATION 5
    136. 7 1.2 4 0.5
    137. LOAD COMB 22 GENERATED NSCP 2015 USD COMBINATION 6
    138. 7 1.2 5 0.5
    139. LOAD COMB 23 GENERATED NSCP 2015 USD COMBINATION 7
    140. 7 1.2 6 0.5
    141. LOAD COMB 24 GENERATED NSCP 2015 USD COMBINATION 8
    142. 7 1.2 8 0.5 3 1.0
    143. LOAD COMB 25 GENERATED NSCP 2015 USD COMBINATION 9
    144. 7 1.2 8 0.5 4 1.0
    145. LOAD COMB 26 GENERATED NSCP 2015 USD COMBINATION 10
    146. 7 1.2 8 0.5 5 1.0
    147. LOAD COMB 27 GENERATED NSCP 2015 USD COMBINATION 11
    148. 7 1.2 8 0.5 6 1.0
    STAAD SPACE -- PAGE NO. 8

    149. LOAD COMB 28 GENERATED NSCP 2015 USD COMBINATION 12
    150. 7 1.2 8 0.5 1 1.0
    151. LOAD COMB 29 GENERATED NSCP 2015 USD COMBINATION 13
    152. 7 1.2 8 0.5 2 1.0
    153. LOAD COMB 30 GENERATED NSCP 2015 USD COMBINATION 14
    154. 7 0.9 3 1.0
    155. LOAD COMB 31 GENERATED NSCP 2015 USD COMBINATION 15
    156. 7 0.9 4 1.0
    157. LOAD COMB 32 GENERATED NSCP 2015 USD COMBINATION 16
    158. 7 0.9 5 1.0
    159. LOAD COMB 33 GENERATED NSCP 2015 USD COMBINATION 17
    160. 7 0.9 6 1.0
    161. LOAD COMB 34 GENERATED NSCP 2015 USD COMBINATION 18
    162. 7 0.9 1 1.0
    163. LOAD COMB 35 GENERATED NSCP 2015 USD COMBINATION 19
    164. 7 0.9 2 1.0
    165. LOAD COMB 36 NSCP 2015 ASD 1
    166. 7 1.0
    167. LOAD COMB 37 NSCP 2015 ASD 2
    168. 7 1.0 8 1.0
    169. LOAD COMB 38 NSCP 2015 ASD 3
    170. 7 1.0 8 0.75
    171. LOAD COMB 39 NSCP 2015 ASD 4
    172. 7 1.0 3 0.6
    173. LOAD COMB 40 NSCP 2015 ASD 5
    174. 7 1.0 4 0.6
    175. LOAD COMB 41 NSCP 2015 ASD 6
    176. 7 1.0 5 0.6
    177. LOAD COMB 42 NSCP 2015 ASD 7
    178. 7 1.0 6 0.6
    179. LOAD COMB 43 NSCP 2015 ASD 8
    180. 7 1.0 1 0.714286
    181. LOAD COMB 44 NSCP 2015 ASD 9
    182. 7 1.0 2 0.714286
    183. PERFORM ANALYSIS

    VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05
    -------- ---------- --------------

    STORY FL. LEVEL IN METE S T A T U S
    ----- ----------------- --------------------
    X Z

    1 1.00 OK OK
    2 3.00 OK OK

    NOTE : NO SOFT STOREY IS DETECTED.
    STAAD SPACE -- PAGE NO. 9




    184. LOAD LIST 9 TO 44
    185. PRINT STORY DRIFT 0.004200
    STAAD SPACE -- PAGE NO. 10




    STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATUS
    ------------------------------------------------------------------------------------------
    (METE) X Z X Z

    BASE= 0.00 ALLOW. DRIFT = L / 238


    1 0.00 9 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    10 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    11 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    12 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    13 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    14 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    15 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    16 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    17 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    18 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    19 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    20 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    21 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    22 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    23 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    24 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    25 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    STAAD SPACE -- PAGE NO. 11

    26 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    27 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    28 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    29 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    30 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    31 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    32 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    33 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    34 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    35 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    36 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    37 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    38 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    39 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    40 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    41 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    42 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    43 0.0000 0.0000 0.0000 0.0000 L /999999 PASS
    44 0.0000 0.0000 0.0000 0.0000 L /999999 PASS

    2 1.00 9 0.0194 -0.0002 0.0194 0.0002 L / 5164 PASS
    10 -0.0003 0.0175 0.0003 0.0175 L / 5727 PASS
    11 -0.0194 -0.0002 0.0194 0.0002 L / 5164 PASS
    12 0.0003 -0.0178 0.0003 0.0178 L / 5623 PASS
    13 0.0194 -0.0001 0.0194 0.0001 L / 5164 PASS
    14 -0.0003 0.0175 0.0003 0.0175 L / 5713 PASS
    15 -0.0194 -0.0001 0.0194 0.0001 L / 5164 PASS
    16 0.0003 -0.0177 0.0003 0.0177 L / 5636 PASS
    17 -0.0000 -0.0002 0.0000 0.0002 L /999999 PASS
    STAAD SPACE -- PAGE NO. 12




    STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATUS
    ------------------------------------------------------------------------------------------
    (METE) X Z X Z

    BASE= 0.00 ALLOW. DRIFT = L / 238

    18 -0.0000 -0.0002 0.0000 0.0002 L /999999 PASS
    19 -0.0000 -0.0002 0.0000 0.0002 L /999999 PASS
    20 0.0251 -0.0002 0.0251 0.0002 L / 3983 PASS
    21 -0.0251 -0.0002 0.0251 0.0002 L / 3983 PASS
    22 -0.0000 0.0283 0.0000 0.0283 L / 3537 PASS
    23 -0.0000 -0.0286 0.0000 0.0286 L / 3497 PASS
    24 0.0502 -0.0002 0.0502 0.0002 L / 1991 PASS
    25 -0.0502 -0.0002 0.0502 0.0002 L / 1991 PASS
    26 -0.0000 0.0567 0.0000 0.0567 L / 1763 PASS
    27 -0.0000 -0.0570 0.0000 0.0570 L / 1754 PASS
    28 0.0194 -0.0002 0.0194 0.0002 L / 5164 PASS
    29 -0.0003 0.0175 0.0003 0.0175 L / 5727 PASS
    30 0.0502 -0.0001 0.0502 0.0001 L / 1991 PASS
    31 -0.0502 -0.0001 0.0502 0.0001 L / 1991 PASS
    32 -0.0000 0.0567 0.0000 0.0567 L / 1762 PASS
    33 -0.0000 -0.0570 0.0000 0.0570 L / 1755 PASS
    34 0.0194 -0.0001 0.0194 0.0001 L / 5164 PASS
    35 -0.0003 0.0175 0.0003 0.0175 L / 5713 PASS
    STAAD SPACE -- PAGE NO. 13

    36 -0.0000 -0.0001 0.0000 0.0001 L /999999 PASS
    37 -0.0000 -0.0001 0.0000 0.0001 L /999999 PASS
    38 -0.0000 -0.0001 0.0000 0.0001 L /999999 PASS
    39 0.0301 -0.0001 0.0301 0.0001 L / 3319 PASS
    40 -0.0301 -0.0001 0.0301 0.0001 L / 3319 PASS
    41 -0.0000 0.0340 0.0000 0.0340 L / 2943 PASS
    42 -0.0000 -0.0343 0.0000 0.0343 L / 2919 PASS
    43 0.0138 -0.0001 0.0138 0.0001 L / 7230 PASS
    44 -0.0002 0.0125 0.0002 0.0125 L / 8030 PASS

    3 3.00 9 0.0650 -0.0009 0.0457 0.0008 L / 4378 PASS
    10 -0.0000 0.0566 0.0003 0.0391 L / 5109 PASS
    11 -0.0650 -0.0009 0.0457 0.0008 L / 4378 PASS
    12 -0.0000 -0.0585 0.0003 0.0407 L / 4914 PASS
    13 0.0650 -0.0007 0.0457 0.0006 L / 4378 PASS
    14 -0.0000 0.0568 0.0003 0.0393 L / 5083 PASS
    15 -0.0650 -0.0007 0.0457 0.0006 L / 4378 PASS
    16 -0.0000 -0.0582 0.0003 0.0405 L / 4938 PASS
    17 -0.0000 -0.0011 0.0000 0.0009 L /999999 PASS
    18 -0.0000 -0.0009 0.0000 0.0008 L /999999 PASS
    19 -0.0000 -0.0009 0.0000 0.0008 L /999999 PASS
    20 0.1219 -0.0009 0.0968 0.0008 L / 2065 PASS
    21 -0.1219 -0.0009 0.0968 0.0008 L / 2065 PASS
    22 -0.0000 0.1345 0.0000 0.1062 L / 1883 PASS
    23 -0.0000 -0.1364 0.0000 0.1078 L / 1856 PASS
    24 0.2439 -0.0009 0.1937 0.0008 L / 1032 PASS
    25 -0.2439 -0.0009 0.1937 0.0008 L / 1032 PASS
    26 -0.0000 0.2699 0.0000 0.2132 L / 938 PASS
    27 -0.0000 -0.2718 0.0000 0.2148 L / 931 PASS
    STAAD SPACE -- PAGE NO. 14




    STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATUS
    ------------------------------------------------------------------------------------------
    (METE) X Z X Z

    BASE= 0.00 ALLOW. DRIFT = L / 238

    28 0.0650 -0.0009 0.0457 0.0008 L / 4378 PASS
    29 -0.0000 0.0566 0.0003 0.0391 L / 5109 PASS
    30 0.2439 -0.0007 0.1937 0.0006 L / 1032 PASS
    31 -0.2439 -0.0007 0.1937 0.0006 L / 1032 PASS
    32 -0.0000 0.2702 0.0000 0.2134 L / 937 PASS
    33 -0.0000 -0.2716 0.0000 0.2146 L / 932 PASS
    34 0.0650 -0.0007 0.0457 0.0006 L / 4378 PASS
    35 -0.0000 0.0568 0.0003 0.0393 L / 5083 PASS
    36 -0.0000 -0.0008 0.0000 0.0006 L /999999 PASS
    37 -0.0000 -0.0008 0.0000 0.0006 L /999999 PASS
    38 -0.0000 -0.0008 0.0000 0.0006 L /999999 PASS
    39 0.1463 -0.0008 0.1162 0.0006 L / 1721 PASS
    40 -0.1463 -0.0008 0.1162 0.0006 L / 1721 PASS
    41 -0.0000 0.1617 0.0000 0.1277 L / 1565 PASS
    42 -0.0000 -0.1633 0.0000 0.1290 L / 1550 PASS
    43 0.0465 -0.0008 0.0326 0.0006 L / 6130 PASS
    44 -0.0000 0.0403 0.0002 0.0279 L / 7176 PASS
    186. PRINT DIA CR
    STAAD SPACE -- PAGE NO. 15


    ************************************************************

    CENTRE OF RIGIDITY UNIT - METE
    ------------------ -----------

    DIAPHRAM FL. LEVEL X-COORDINATE Z-COORDINATE

    1 1.000 1.925 1.500
    2 3.000 1.925 1.500

    ************************************************************

    187. FINISH

    please help

  • 0 Offline

    The models are not the same because in the plate model, you are accounting for the stiffness of the slab whereas in the other model, you are not. Also there is a difference in the way plate pressure loads are transferred to the supporting beams vs the way floor loads are transferred. You need to choose the appropriate modeling approach keeping in mind the end goal of your analysis

    There are lot of discussions in the following forum post which should help

    https://communities.bentley.com/products/ram-staad/f/ram-staad-forum/56314/floor-load-vs-plate-load/599454#599454



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