RE: Different results between two models.

Sye — Thu, 20 Aug 2020 19:21:59 GMT

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

RE: Different results between two models.

Silver Gray — Thu, 20 Aug 2020 05:49:52 GMT

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

RE: Different results between two models.

Sye — Thu, 20 Aug 2020 00:13:58 GMT

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