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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,...

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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
oof 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
aces assuming the deck to be a PLATE. All of the columns
which DON’T have a diagonal
ace connected to their top will thus have ZERO force in them (from the
lateral loads). The three columns WITH diagonal
aces 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
esist the LATERAL loads). Now, you have ALL of the loads for the columns and diagonal
aces.
Now, you can solve the roof
acing, 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 –
XXXXXXXXXXand 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
� XXXXXXXXXXPAGE NO. 1
�
****************************************************
* *
* XXXXXXXXXXSTAAD.Pro V8i SELECTseries6 *
* XXXXXXXXXXVersion XXXXXXXXXX *
* XXXXXXXXXXProprietary Program of *
* XXXXXXXXXXBentley Systems, Inc. *
* XXXXXXXXXXDate= OCT 14, 2021 *
* XXXXXXXXXXTime= 23:15:22 *
* *
* USER ID: *
****************************************************
�
XXXXXXXXXXSTAAD SPACE
INPUT FILE: C:\Users\Dell\Desktop\New folder\ASSIGNMENT 14TH OCT\14 OCT ASSIGNMENT.STD
XXXXXXXXXXSTART JOB INFORMATION
XXXXXXXXXXENGINEER DATE 14-OCT-21
XXXXXXXXXXEND JOB INFORMATION
XXXXXXXXXXINPUT WIDTH 79
XXXXXXXXXXUNIT FEET KIP
XXXXXXXXXXJOINT COORDINATES
XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXXMEMBER INCIDENCES
XXXXXXXXXX; 2 5 4; 3 5 2; 4 5 6; 5 6 3; 9 4 10; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX; XXXXXXXXXX; 57 2 4; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXXELEMENT INCIDENCES SHELL
XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX; XXXXXXXXXX
XXXXXXXXXX12; XXXXXXXXXX
XXXXXXXXXXELEMENT PROPERTY
XXXXXXXXXXTO 52 THICKNESS 0.5
XXXXXXXXXXDEFINE MATERIAL START
XXXXXXXXXXISOTROPIC CONCRETE
XXXXXXXXXXE 453599
XXXXXXXXXXPOISSON 0.17
XXXXXXXXXXDENSITY XXXXXXXXXX
XXXXXXXXXXALPHA 1E-005
XXXXXXXXXXDAMP 0.05
XXXXXXXXXXTYPE CONCRETE
XXXXXXXXXXSTRENGTH FCU 576
XXXXXXXXXXEND DEFINE MATERIAL
XXXXXXXXXXMEMBER PROPERTY
XXXXXXXXXX XXXXXXXXXXPRIS YD 1.5 ZD 1.5
XXXXXXXXXXTO 11 15 TO 17 21 TO XXXXXXXXXX37 39 TO 46 53 TO 58 -
XXXXXXXXXXPRIS YD 1 ZD 1
� STAAD SPACE XXXXXXXXXXPAGE NO. 2

39
arce-226-hw-3-f21-2w1ijywd.pdf fwdcivilliveorder-hftv1h0x-1t1h5apl.zip
Answered 6 days After Oct 14, 2021

Solution

Rahul answered on Oct 21 2021
135 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 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. 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
...
SOLUTION.PDF
SOLUTION.PDF

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