ARCE 226 HW 3 Due Thursday October 14th in class The (modified) 12-node structure above has a roof loading of 90 psf. There are wind loads in the -y direction which result in forces at R and P of 2k,...

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ARCE 226 HW 3 Due Thursday October 14th in class The (modified) 12-node structure above has a roof loading of 90 psf. There are wind loads in the -y direction which result in forces at R and P of 2k, at Q of 4k. The short, vertical roof supports are 2’ long. Find the forces in ALL MEMBERS (using “-“ for compression). Show your work, and put the results into the final page, (so our grader won’t go crazy!). Make your calculations NEAT and ORGANIZED – points can be deducted for the lack thereof! HINTS FOR YOUR SOLUTION: You can solve for the lateral and vertical loads SEPARATELY! First, treat the roof deck as a RIGID PLATE (that’s what it behaves as, after all!), and apply ONLY THE LATERAL WIND LOADS… You can solve for the three diagonal braces assuming the deck to be a PLATE. All of the columns which DON’T have a diagonal brace connected to their top will thus have ZERO force in them (from the lateral loads). The three columns WITH diagonal braces at their tops will get a vertical force FROM THE BRACE (due to the lateral wind loads). Once you’ve done that add the VERTICAL LOADS to each column using their tributary areas of the roof “plate” – the diagonals get NONE of these vertical loads (they only resist the LATERAL loads). Now, you have ALL of the loads for the columns and diagonal braces. Now, you can solve the roof bracing, looking at it from ABOVE… The forces of the ROOF will be the THREE WIND FORCES, the THREE HORIZONTAL COMPONENTS FROM THE BRACES UNDERNEATH, and the HORIZONTAL FORCES FROM THE BRACES UNDER THE ROOF (from the center, truncated columns)! RESULTS: (Put numerical results on this page for grading – and include your calcs, of course!) Roof Members: P-Q: Q-R: O-P: O-Q: Q-LL: R-S: O-LL: S-LL: N-O: N-LL: KK-LL: S-T: N-KK: T-KK: M-N: M-KK: L-KK: L-T: K-T: L-M: K-L: Under-Roof Braces: HH-LL: O-HH: S-HH: Q-HH: GG-KK: N-GG: T-GG: L-GG: First Story Columns and Braces: F-P: G-P: G-Q: H-R: E-O: I-S: D-N: J-T: J-K: C-M: B-M: B-L: A-K: ASSIGNMENT 14TH OCT.7z ASSIGNMENT 14TH OCT/14 608B.sbk ASSIGNMENT 14TH OCT/14 7D0A.sbk ASSIGNMENT 14TH OCT/14 99BB.sbk ASSIGNMENT 14TH OCT/14 9E5C.sbk ASSIGNMENT 14TH OCT/14 BAB.sbk ASSIGNMENT 14TH OCT/14 FDAD.sbk ASSIGNMENT 14TH OCT/14 FF77.sbk ASSIGNMENT 14TH OCT/14 OCT ASSIGNMENT.ANL � PAGE NO. 1 � **************************************************** * * * STAAD.Pro V8i SELECTseries6 * * Version 20.07.11.33 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= OCT 14, 2021 * * Time= 23:15:22 * * * * USER ID: * **************************************************** � 1. STAAD SPACE INPUT FILE: C:\Users\Dell\Desktop\New folder\ASSIGNMENT 14TH OCT\14 OCT ASSIGNMENT.STD 2. START JOB INFORMATION 3. ENGINEER DATE 14-OCT-21 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 8 0 0; 3 16 0 0; 4 0 10 0; 5 8 10 0; 6 16 10 0; 7 0 0 -10 9. 9 16 0 -10; 10 0 10 -10; 11 8 10 -10; 12 16 10 -10; 13 0 0 -20 10. 15 16 0 -20; 16 0 10 -20; 17 8 10 -20; 18 16 10 -20; 19 0 0 -30 11. 20 8 0 -30; 21 16 0 -30; 22 0 10 -30; 23 8 10 -30; 24 16 10 -30 12. 25 8 8 -10; 26 8 8 -20 13. MEMBER INCIDENCES 14. 1 1 4; 2 5 4; 3 5 2; 4 5 6; 5 6 3; 9 4 10; 10 5 11; 11 6 12; 15 10 16 15. 16 11 17; 17 12 18; 21 16 22; 22 17 23; 23 18 24; 24 7 10; 25 11 10 16. 27 11 12; 28 12 9; 29 13 16; 30 17 16; 32 17 18; 33 18 15; 34 19 22 17. 35 23 22; 36 23 20; 37 23 24; 38 24 21; 39 11 25; 40 25 5; 41 25 12 18. 42 25 10; 43 17 26; 44 26 18; 45 26 16; 46 26 23; 53 10 5; 54 16 11 19. 55 22 17; 56 23 18; 57 2 4; 58 20 22; 59 15 24 20. ELEMENT INCIDENCES SHELL 21. 47 4 10 11 5; 48 10 16 17 11; 49 16 22 23 17; 50 17 23 24 18 22. 51 11 17 18 12; 52 5 11 12 6 23. ELEMENT PROPERTY 24. 47 TO 52 THICKNESS 0.5 25. DEFINE MATERIAL START 26. ISOTROPIC CONCRETE 27. E 453599 28. POISSON 0.17 29. DENSITY 0.14999 30. ALPHA 1E-005 31. DAMP 0.05 32. TYPE CONCRETE 33. STRENGTH FCU 576 34. END DEFINE MATERIAL 35. MEMBER PROPERTY 36. 1 3 5 24 28 29 33 34 36 38 PRIS YD 1.5 ZD 1.5 37. 2 4 9 TO 11 15 TO 17 21 TO 23 25 27 30 32 35 37 39 TO 46 53 TO 58 - 38. 59 PRIS YD 1 ZD 1 � STAAD SPACE -- PAGE NO. 2 39
Answered 6 days AfterOct 14, 2021

Answer To: ARCE 226 HW 3 Due Thursday October 14th in class The (modified) 12-node structure above has a roof...

Rahul answered on Oct 21 2021
122 Votes
ASSIGNMENT 14TH OCT/14 608B.sbk
ASSIGNMENT 14TH OCT/14 7D0A.sbk
ASSIGNMENT 14TH OCT/14 99BB.sbk
ASSIGNMENT 14TH OCT/14 9E5C.sbk
ASSIGNMENT 14TH OCT/14 BAB.sbk
ASSIGNMENT 14TH OCT/14 FDAD.sbk
ASSIGNMENT 14TH OCT/14 FF77.sbk
ASSIGNMENT 14TH OCT/14 OCT ASSIGNMENT.ANL
� PAGE NO. 1

****************************************************
* *
* STAAD.Pro V8i SELECTseries6 *
* Version 20.07.11.33 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= OCT 14, 2021 *
* Time= 23:15:22 *
* *
* USER ID: *
****************************************************

1. STAAD SPACE
INPUT FILE: C:\Users\Dell\Desktop\New folder\ASSIGNMENT 14TH OCT\14 OCT ASSIGNMENT.STD
2. START JOB INFORMATION
3. ENGINEER DATE 14-OCT-21
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT FEET KIP
7. JOINT COORDINATES
8. 1 0 0 0; 2 8 0 0; 3 16 0 0; 4 0 10 0; 5 8 10 0; 6 16 10 0; 7 0 0 -10
9. 9 16 0 -10; 10 0 10 -10; 11 8 10 -10; 12 16 10 -10; 13 0 0 -20
10. 15 16 0 -20; 16 0 10 -20; 17 8 10 -20; 18 16 10 -20; 19 0 0 -30
11. 20 8 0 -30; 21 16 0 -30; 22 0 10 -30; 23 8 10 -30; 24 16 10 -30
12. 25 8 8 -10; 26 8 8 -20
13. MEMBER INCIDENCES
14. 1 1 4; 2 5 4; 3 5 2; 4 5 6; 5 6 3; 9 4 10; 10 5 11; 11 6 12; 15 10 16
15. 16 11 1
7; 17 12 18; 21 16 22; 22 17 23; 23 18 24; 24 7 10; 25 11 10
16. 27 11 12; 28 12 9; 29 13 16; 30 17 16; 32 17 18; 33 18 15; 34 19 22
17. 35 23 22; 36 23 20; 37 23 24; 38 24 21; 39 11 25; 40 25 5; 41 25 12
18. 42 25 10; 43 17 26; 44 26 18; 45 26 16; 46 26 23; 53 10 5; 54 16 11
19. 55 22 17; 56 23 18; 57 2 4; 58 20 22; 59 15 24
20. ELEMENT INCIDENCES SHELL
21. 47 4 10 11 5; 48 10 16 17 11; 49 16 22 23 17; 50 17 23 24 18
22. 51 11 17 18 12; 52 5 11 12 6
23. ELEMENT PROPERTY
24. 47 TO 52 THICKNESS 0.5
25. DEFINE MATERIAL START
26. ISOTROPIC CONCRETE
27. E 453599
28. POISSON 0.17
29. DENSITY 0.14999
30. ALPHA 1E-005
31. DAMP 0.05
32. TYPE CONCRETE
33. STRENGTH FCU 576
34. END DEFINE MATERIAL
35. MEMBER PROPERTY
36. 1 3 5 24 28 29 33 34 36 38 PRIS YD 1.5 ZD 1.5
37. 2 4 9 TO 11 15 TO 17 21 TO 23 25 27 30 32 35 37 39 TO 46 53 TO 58 -
38. 59 PRIS YD 1 ZD 1
� STAAD SPACE -- PAGE NO. 2

39. CONSTANTS
40. MATERIAL CONCRETE ALL
41. SUPPORTS
42. 1 TO 3 7 9 13 15 19 TO 21 PINNED
43. DEFINE WIND LOAD

*** NOTE: If any floor diaphragm is present in the model Wind Load definition
should be defined after Floor Diaphragm definition. Otherwise wind
load generation may be unsuccessful during analysis.

44. TYPE 1 WIND 1
45. INT 1 2 HEIG 0 10
46. EXP 1 JOINT 4 6
47. TYPE 2 WIND 2
48. INT 1 4 HEIG 0 10
49. EXP 1 JOINT 5
50. LOAD 1 LOADTYPE DEAD TITLE DL
51. SELFWEIGHT Y -1 LIST ALL
52. ELEMENT LOAD
53. 47 TO 52 PR GY -0.09
54. LOAD 2 LOADTYPE WIND TITLE WL
55. WIND LOAD Z -1 TYPE 1 YR 0 10
56. PERFORM ANALYSIS PRINT ALL

P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS 24 NUMBER OF MEMBERS 42
NUMBER OF PLATES 6 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 10

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 18/ 8/ 48 DOF
TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 114
TOTAL LOAD COMBINATION CASES = 0 SO FAR.
SIZE OF STIFFNESS MATRIX = 6 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.2/ 212752.6 MB

� STAAD SPACE -- PAGE NO. 3

LOADING 1 LOADTYPE DEAD TITLE DL
-----------
SELFWEIGHT Y -1.000
ACTUAL WEIGHT OF THE STRUCTURE = 115.096 KIP
ELEMENT LOAD (UNITS ARE KIP FEET )
ELEMENT PRESSURE
47 -0.090000
48 -0.090000
49 -0.090000
50 -0.090000
51 -0.090000
52 -0.090000
LOADING 2 LOADTYPE WIND TITLE WL
-----------
JOINT LOAD - UNIT KIP FEET
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00 0.00 -26.67 0.00 0.00 0.00
2 0.00 0.00 -93.33 0.00 0.00 0.00
3 0.00 0.00 -40.00 0.00 0.00 0.00
4 0.00 0.00 -53.33 0.00 0.00 0.00
5 0.00 0.00 -66.67 0.00 0.00 0.00
6 0.00 0.00 -40.00 0.00 0.00 0.00
FOR LOADING - 1
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
2 9.30868E-09-2.64779E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.28054E+00
3 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
4 9.30868E-09-7.29760E+00 0.00000E+00-1.24992E+00 0.00000E+00-2.08049E+00
5 0.00000E+00-1.19623E+01 2.92236E-09-4.12526E+00 0.00000E+00 1.28054E+00
6 0.00000E+00-6.33720E+00 0.00000E+00-1.24992E+00 0.00000E+00 7.99947E-01
7 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
9 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
10 0.00000E+00-1.19659E+01 0.00000E+00 1.60067E+00 0.00000E+00-2.90505E+00
11 0.00000E+00-1.70098E+01 0.00000E+00-1.60067E+00 0.00000E+00 1.28054E+00
12 0.00000E+00-1.10055E+01 0.00000E+00 0.00000E+00 0.00000E+00 1.62451E+00
13 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
15 0.00000E+00-2.74798E+00 0.00000E+00-1.76765E+00 0.00000E+00 0.00000E+00
16 0.00000E+00-1.19659E+01 0.00000E+00 1.60067E+00 0.00000E+00-2.90505E+00
� STAAD SPACE -- PAGE NO. 4

APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
17 0.00000E+00-1.70098E+01 0.00000E+00-1.60067E+00 0.00000E+00 1.28054E+00
18 0.00000E+00-1.19659E+01 0.00000E+00-1.60067E+00 0.00000E+00 2.90505E+00
19 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
20 9.30868E-09-2.64779E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.28054E+00
21 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
22 9.30868E-09-8.25801E+00 0.00000E+00 2.85059E+00 0.00000E+00-3.36103E+00
23 0.00000E+00-1.19623E+01-2.92236E-09 4.12526E+00 0.00000E+00-1.28054E+00
24 0.00000E+00-7.39779E+00 0.00000E+00 3.01757E+00 0.00000E+00 7.99947E-01
25 0.00000E+00-2.15164E+00 2.92236E-09 1.27467E+00 0.00000E+00 0.00000E+00
26 0.00000E+00-2.15164E+00-2.92236E-09-1.27467E+00 0.00000E+00 0.00000E+00
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1
LOADTYPE DEAD TITLE DL
CENTER OF FORCE BASED ON Y FORCES ONLY (FEET).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.791305251E+01
Y = 0.869132054E+01
Z = -0.152553435E+02
�TOTAL APPLIED LOAD 1�
***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -158.30
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -2414.87 MY= -0.00 MZ= -1252.61
�TOTAL REACTION LOAD 1�
***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = -0.00
SUMMATION FORCE-Y = 158.30
SUMMATION FORCE-Z = -0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 2414.87 MY= 0.00 MZ= 1252.61
MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 1)
MAXIMUMS AT NODE
X = -1.95936E-03 18
Y = -2.71465E-02 17
Z = -5.21537E-03 26
RX= 1.83041E-04 26
RY= 1.92643E-05 24
RZ= -2.21900E-04 16
� STAAD SPACE -- PAGE NO. 5

EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KIP FEET )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1
1 0.00 -1.69 0.00 0.00 0.00 0.00
-0.27 -7.21 0.23 0.00 0.00 0.00 111000
2 0.00 -2.65 0.00 0.00 0.00 1.28
0.36 -13.41 0.70 0.00 -0.00 -1.28 111000
3 0.00 -1.69 0.00 0.00 0.00 0.00
0.19 -6.46 0.23 0.00 0.00 -0.00 111000
7 0.00 -1.69 0.00 0.00 0.00 0.00
-1.17 -20.69 0.15 0.00 -0.00 0.00 111000
9 0.00 -1.69 0.00 0.00 0.00 0.00
1.11 -19.74 0.19 0.00 -0.00 0.00 111000
13 0.00 -1.69 0.00 0.00 0.00 0.00
-1.25 -21.05 -0.33 -0.00 -0.00 -0.00 111000
15 0.00 -2.75 0.00 -1.77 0.00 0.00
1.16 -21.02 0.33 1.77 0.00 0.00 111000
19 0.00 -1.69 0.00 0.00 0.00 0.00
-0.38 -8.29 -0.40 0.00 0.00 -0.00 111000
20 0.00 -2.65 0.00 0.00 0.00 1.28
0.08 -13.35 -0.76 -0.00 -0.00 -1.28 111000
21 0.00 -1.69 0.00 0.00 0.00 0.00
0.18 -7.23 -0.35 0.00 0.00 0.00 111000
FOR LOADING - 2
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00000E+00 0.00000E+00-2.66667E+01 0.00000E+00 0.00000E+00 0.00000E+00
2 0.00000E+00 0.00000E+00-9.33334E+01 0.00000E+00 0.00000E+00 0.00000E+00
3 0.00000E+00 0.00000E+00-4.00000E+01 0.00000E+00 0.00000E+00 0.00000E+00
4 0.00000E+00 0.00000E+00-5.33334E+01 0.00000E+00 0.00000E+00 0.00000E+00
5 0.00000E+00 0.00000E+00-6.66667E+01 0.00000E+00 0.00000E+00 0.00000E+00
6 0.00000E+00 0.00000E+00-4.00000E+01 0.00000E+00 0.00000E+00 0.00000E+00
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2
LOADTYPE WIND TITLE WL
CENTER OF FORCE BASED ON Z FORCES ONLY (FEET).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.800000010E+01
Y = 0.500000018E+01
Z = 0.000000000E+00
�TOTAL APPLIED LOAD 2�
***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = -320.00
� STAAD SPACE -- PAGE NO. 6

SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -1600.00 MY= 2560.00 MZ= 0.00
�TOTAL REACTION LOAD 2�
***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = -0.00
SUMMATION FORCE-Y = -0.00
SUMMATION FORCE-Z = 320.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 1600.00 MY= -2560.00 MZ= 0.00
MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 2)
MAXIMUMS AT NODE
X = 4.38548E-02 24
Y = -1.51098E-02 24
Z = -1.71151E-01 4
RX= -1.83735E-03 7
RY= -5.15626E-04 21
RZ= -4.21246E-04 21
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KIP FEET )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1
1 0.00 0.00 -26.67 0.00 0.00 0.00
-0.37 -37.15 -2.73 0.00 -0.00 -0.00 111000
2 0.00 0.00 -93.33 0.00 0.00 0.00
-34.04 46.90 -3.83 -0.00 -0.00 -0.00 111000
3 0.00 0.00 -40.00 0.00 0.00 0.00
-0.76 4.80 -2.26 -0.00 0.00 -0.00 111000
7 0.00 0.00 0.00 0.00 0.00 0.00
-0.76 -4.98 -5.21 0.00 0.00 -0.00 111000
9 0.00 0.00 0.00 0.00 0.00 0.00
-0.10 -2.47 -3.77 -0.00 0.00 0.00 111000
13 0.00 0.00 0.00 0.00 0.00 0.00
0.50 4.07 -5.00 0.00 -0.00 0.00 111000
15 0.00 0.00 0.00 0.00 0.00 0.00
-0.38 127.17 -128.59 0.00 0.00 0.00 111000
19 0.00 0.00 0.00 0.00 0.00 0.00
0.38 39.05 -2.99 -0.00 0.00 0.00 111000
20 0.00 0.00 0.00 0.00 0.00 0.00
34.88 -48.88 -3.71 0.00 -0.00 0.00 111000
21 0.00 0.00 0.00 0.00 0.00 0.00
0.66 -128.51 -1.90 -0.00 0.00 0.00 111000
************ END OF DATA FROM INTERNAL STORAGE ************
57. PERFORM ANALYSIS PRINT ALL
� STAAD SPACE -- PAGE NO. 7
**WARNING- CONSECUTIVE ANALYSIS COMMANDS. ONLY FIRST USED.

58. DEFINE ENVELOPE
59. 1 2 ENVELOPE 1
**WARNING: DEFAULT ENVELOP TYPE 'STRESS' FOR ENVELOP# 1 IS ASSUMED
60. END DEFINE ENVELOPE
61. PERFORM ANALYSIS PRINT ALL
� STAAD SPACE -- PAGE NO. 8

LOADING 1 LOADTYPE DEAD TITLE DL
-----------
SELFWEIGHT Y -1.000
ACTUAL WEIGHT OF THE STRUCTURE = 115.096 KIP
ELEMENT LOAD (UNITS ARE KIP FEET )
ELEMENT PRESSURE
47 -0.090000
48 -0.090000
49 -0.090000
50 -0.090000
51 -0.090000
52 -0.090000
LOADING 2 LOADTYPE WIND TITLE WL
-----------
JOINT LOAD - UNIT KIP FEET
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00 0.00 -26.67 0.00 0.00 0.00
2 0.00 0.00 -93.33 0.00 0.00 0.00
3 0.00 0.00 -40.00 0.00 0.00 0.00
4 0.00 0.00 -53.33 0.00 0.00 0.00
5 0.00 0.00 -66.67 0.00 0.00 0.00
6 0.00 0.00 -40.00 0.00 0.00 0.00
FOR LOADING - 1
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
2 9.30868E-09-2.64779E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.28054E+00
3 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
4 9.30868E-09-7.29760E+00 0.00000E+00-1.24992E+00 0.00000E+00-2.08049E+00
5 0.00000E+00-1.19623E+01 2.92236E-09-4.12526E+00 0.00000E+00 1.28054E+00
6 0.00000E+00-6.33720E+00 0.00000E+00-1.24992E+00 0.00000E+00 7.99947E-01
7 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
9 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
10 0.00000E+00-1.19659E+01 0.00000E+00 1.60067E+00 0.00000E+00-2.90505E+00
11 0.00000E+00-1.70098E+01 0.00000E+00-1.60067E+00 0.00000E+00 1.28054E+00
12 0.00000E+00-1.10055E+01 0.00000E+00 0.00000E+00 0.00000E+00 1.62451E+00
13 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
15 0.00000E+00-2.74798E+00 0.00000E+00-1.76765E+00 0.00000E+00 0.00000E+00
16 0.00000E+00-1.19659E+01 0.00000E+00 1.60067E+00 0.00000E+00-2.90505E+00
� STAAD SPACE -- PAGE NO. 9

APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
17 0.00000E+00-1.70098E+01 0.00000E+00-1.60067E+00 0.00000E+00 1.28054E+00
18 0.00000E+00-1.19659E+01 0.00000E+00-1.60067E+00 0.00000E+00 2.90505E+00
19 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
20 9.30868E-09-2.64779E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.28054E+00
21 0.00000E+00-1.68739E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
22 9.30868E-09-8.25801E+00 0.00000E+00 2.85059E+00 0.00000E+00-3.36103E+00
23 0.00000E+00-1.19623E+01-2.92236E-09 4.12526E+00 0.00000E+00-1.28054E+00
24 0.00000E+00-7.39779E+00 0.00000E+00 3.01757E+00 0.00000E+00 7.99947E-01
25 0.00000E+00-2.15164E+00 2.92236E-09 1.27467E+00 0.00000E+00 0.00000E+00
26 0.00000E+00-2.15164E+00-2.92236E-09-1.27467E+00 0.00000E+00 0.00000E+00
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1
LOADTYPE DEAD TITLE DL
CENTER OF FORCE BASED ON Y FORCES ONLY (FEET).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.791305251E+01
Y = 0.869132054E+01
...
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