Two Storey Residential Building

Thursday, November 13, 2014, 10:28 PM PAGE NO.

1

**************************************************** * * * STAAD.Pro V8i SELECTseries5 * * Version 20.07.10.41 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= NOV 13, 2014 * * Time= 22:27:10 * * * * USER ID: * ****************************************************

1. STAAD SPACE INPUT FILE: Two storey Residential Building.STD 2. START JOB INFORMATION 3. ENGINEER DATE 13-NOV-14 4. JOB NAME TWO STOREY RESIDENTIAL BUILDING 5. JOB CLIENT NELSON D. VALLE 6. END JOB INFORMATION 7. INPUT WIDTH 79 8. UNIT METER KN 9. JOINT COORDINATES 10. 1 0 0 0; 2 3.8 0 0; 3 7.6 0 0; 4 0 0 4; 5 3.8 0 4; 6 7.6 0 4; 7 0 3.5 0 11. 8 3.8 3.5 0; 9 7.6 3.5 0; 10 0 3.5 4; 11 3.8 3.5 4; 12 7.6 3.5 4 12. 13 0 6.5 0; 14 3.8 6.5 0; 15 7.6 6.5 0; 16 0 6.5 4; 17 3.8 6.5 4 13. 18 7.6 6.5 4 14. MEMBER INCIDENCES 15. 5 1 7; 6 2 8; 7 3 9; 8 4 10; 9 5 11; 10 6 12; 11 7 8; 12 8 9; 13 10 11 16. 14 11 12; 15 7 13; 16 8 14; 17 9 15; 18 10 16; 19 11 17; 20 12 18 17. 21 13 14; 22 14 15; 23 16 17; 24 17 18; 25 7 10; 26 8 11; 27 9 12 18. 28 13 16; 29 14 17; 30 15 18 19. ELEMENT INCIDENCES SHELL 20. 31 13 14 17 16; 32 14 15 18 17; 33 7 8 11 10; 34 8 9 12 11 21. ELEMENT PROPERTY 22. 31 TO 34 THICKNESS 0.1 23. DEFINE MATERIAL START 24. ISOTROPIC CONCRETE 25. E 2.17185E+007 26. POISSON 0.17 27. DENSITY 23.5616 28. ALPHA 1E-005 29. DAMP 0.05 30. TYPE CONCRETE 31. STRENGTH FCU 27579 32. END DEFINE MATERIAL 33. MEMBER PROPERTY 34. 5 TO 30 PRIS YD 0.3 ZD 0.3 35. CONSTANTS 36. MATERIAL CONCRETE ALL 37. SUPPORTS 38. 1 TO 6 FIXED

C:\Users\maikster\Desktop\yess\yess2\Two storey Residential Building.anl

Page 1 of 52

Thursday, November 13, 2014, 10:28 PM STAAD SPACE

-- PAGE NO.

2

39. 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. 40. 41. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69. 70. 71. 72. 73. 74. 75. 76. 77.

TYPE 1 WIND 1 END GENERATED DATA BLOCK INT 0.614555 0.614555 0.625063 0.634749 0.643753 0.652179 0.66011 0.667609 0.67473 0.681515 0.688 0.694215 0.700185 0.705932 0.711476 HEIG 0 4.572 5.15815 5.74431 6.33046 6.91662 7.50277 8.08892 8.67508 9.26123 9.84739 10.4335 11.0197 11.6059 12.192 DEFINE UBC LOAD ZONE 0.075 I 1 RWX 3 RWZ 3 STYP 1 CT 0.0731 NA 1 NV 1 SELFWEIGHT 1 MEMBER WEIGHT 11 TO 14 21 TO 30 UNI 3.27 LOAD 1 LOADTYPE SEISMIC TITLE E@X UBC LOAD X 1 LOAD 2 LOADTYPE SEISMIC TITLE E@Z UBC LOAD Z 1 LOAD 3 LOADTYPE DEAD TITLE DL SELFWEIGHT Y -1 LIST 11 TO 14 21 TO 30 MEMBER LOAD 11 TO 14 25 TO 27 UNI GY -3.17 21 TO 24 28 TO 30 UNI GY -2.17 LOAD 4 LOADTYPE LIVE TITLE LL ELEMENT LOAD 31 32 PR GY -1.9 33 34 PR GY -2.9 LOAD 5 LOADTYPE WIND TITLE W@X WIND LOAD X 1 TYPE 1 LOAD 6 LOADTYPE WIND TITLE W@Z WIND LOAD Z 1 TYPE 1 LOAD COMB 7 1.4DL 3 1.4 LOAD COMB 8 1.2DL + 1.6LL 3 1.2 4 1.6 LOAD COMB 9 1.2D + L


Page 2 of 52

Thursday, November 13, 2014, 10:28 PM STAAD SPACE 78. 79. 80. 81. 82. 83.

-- PAGE NO.

3

3 1.2 4 1.0 LOAD COMB 10 1.2DL + .80W 3 1.2 5 0.8 LOAD COMB 11 1.2DL + LL + 1.6W 3 1.2 4 1.0 5 1.6 PERFORM ANALYSIS PRINT LOAD DATA

P R O B L E M S T A T I S T I C S ----------------------------------NUMBER OF JOINTS NUMBER OF PLATES NUMBER OF SURFACES

18 4 0

NUMBER OF MEMBERS NUMBER OF SOLIDS NUMBER OF SUPPORTS

26 0 6

SOLVER USED IS THE IN-CORE ADVANCED SOLVER TOTAL PRIMARY LOAD CASES =

6, TOTAL DEGREES OF FREEDOM =


72

Page 3 of 52


-- PAGE NO.

LOADING 1 -----------

LOADTYPE SEISMIC

TITLE E@X

LOADING 2 -----------

LOADTYPE SEISMIC

TITLE E@Z

LOADING 3 -----------

LOADTYPE DEAD

SELFWEIGHT

Y

TITLE DL

-1.000

ACTUAL WEIGHT OF THE STRUCTURE =

MEMBER LOAD - UNIT KN MEMBER 11 12 13 14 25 26 27 21 22 23 24 28 29 30

UDL GY GY GY GY GY GY GY GY GY GY GY GY GY GY

115.358 KN

METE

L1

-3.1700 -3.1700 -3.1700 -3.1700 -3.1700 -3.1700 -3.1700 -2.1700 -2.1700 -2.1700 -2.1700 -2.1700 -2.1700 -2.1700

4

L2

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

CON

L

LIN1

LIN2

3.80 3.80 3.80 3.80 4.00 4.00 4.00 3.80 3.80 3.80 3.80 4.00 4.00 4.00

*WARNING- APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 341.313 KN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 115.358 KN

LOADING 4 -----------

LOADTYPE LIVE

ELEMENT LOAD (UNITS ARE KN ELEMENT

31 32 33

3 ALONG Y.

TITLE LL

METE )

PRESSURE

-1.900000 -1.900000 -2.900000


Page 4 of 52

Thursday, November 13, 2014, 10:28 PM STAAD SPACE 34

-- PAGE NO.

5

-2.900000

LOADING 5 -----------

LOADTYPE WIND

JOINT LOAD - UNIT KN

TITLE W@X

METE

JOINT

FORCE-X

FORCE-Y

FORCE-Z

MOM-X

MOM-Y

MOM-Z

1 4 7 10 13 16

2.15 2.15 4.00 4.00 1.92 1.92

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

LOADING 6 -----------

LOADTYPE WIND


TITLE W@Z

METE

JOINT

FORCE-X

FORCE-Y

FORCE-Z

MOM-X

MOM-Y

MOM-Z

1 2 3 7 8 9 13 14 15

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2.04 4.09 2.04 3.80 7.61 3.80 1.82 3.64 1.82

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

**WARNING: IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION OR REPEAT LOAD OR RE-ANALYSIS OR SELECT OPTIMIZE, THEN EACH UBC/IBC CASE SHOULD BE FOLLOWED BY PERFORM ANALYSIS CHANGE.

*********************************************************** * * * X DIRECTION : Ta = 0.298 Tb = 0.392 Tuser = 0.000 * * T = 0.392, LOAD FACTOR = 1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.0500 x 519.20 = 25.96 KN * * * ***********************************************************


Page 5 of 52


-- PAGE NO.

*********************************************************** * * * Z DIRECTION : Ta = 0.298 Tb = 0.405 Tuser = 0.000 * * T = 0.405, LOAD FACTOR = 1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.0494 x 519.20 = 25.64 KN * * * *********************************************************** JOINT LATERAL TORSIONAL LOAD LOAD (KN ) MOMENT (KN -METE) FACTOR ------------------7 8 9 10 11 12

13 14 15 16 17 18

FX FX FX FX FX FX

1.367 2.078 1.367 1.367 2.078 1.367 ----------TOTAL = 9.622 FX FX FX FX FX FX

2.282 3.604 2.282 2.282 3.604 2.282 ----------TOTAL = 16.338

JOINT

LATERAL LOAD (KN -------

----7 8 9 10 11 12

13 14 15 16 17 18

FZ FZ FZ FZ FZ FZ

1.350 2.052 1.350 1.350 2.052 1.350 ----------TOTAL = 9.504 FZ FZ FZ FZ FZ FZ

2.254 3.559 2.254 2.254 3.559 2.254 ----------TOTAL = 16.136

MY MY MY MY MY MY

MY MY MY MY MY MY

)

MY MY MY MY MY MY

MY MY MY MY MY MY

1 1.000

0.000 0.000 0.000 0.000 0.000 0.000 ----------0.000 AT LEVEL

3.500 METE

0.000 0.000 0.000 0.000 0.000 0.000 ----------0.000 AT LEVEL

6.500 METE

TORSIONAL MOMENT (KN ---------

LOAD -METE) FACTOR -

6

2 1.000

0.000 0.000 0.000 0.000 0.000 0.000 ----------0.000 AT LEVEL

3.500 METE

0.000 0.000 0.000 0.000 0.000 0.000 ----------0.000 AT LEVEL

6.500 METE


Page 6 of 52


-- PAGE NO.

LOAD COMBINATION NO. 1.4DL LOADINGFACTOR -

3. 1.20

3. 1.20

3. 1.20

3. 1.20

10

5. 0.80

LOAD COMBINATION NO. 1.2DL + LL + 1.6W LOADINGFACTOR -

9

4. 1.00

LOAD COMBINATION NO. 1.2DL + .80W LOADINGFACTOR -

8

4. 1.60

LOAD COMBINATION NO. 1.2D + L LOADINGFACTOR -

7

3. 1.40

LOAD COMBINATION NO. 1.2DL + 1.6LL LOADINGFACTOR -

7

4. 1.00

11

5. 1.60

************ END OF DATA FROM INTERNAL STORAGE ************

84. PRINT ALL


Page 7 of 52


-- PAGE NO.

8

JOINT COORDINATES ----------------COORDINATES ARE METE UNIT JOINT

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

X

0.000 3.800 7.600 0.000 3.800 7.600 0.000 3.800 7.600 0.000 3.800 7.600 0.000 3.800 7.600 0.000 3.800 7.600

Y

0.000 0.000 0.000 0.000 0.000 0.000 3.500 3.500 3.500 3.500 3.500 3.500 6.500 6.500 6.500 6.500 6.500 6.500

Z

0.000 0.000 0.000 4.000 4.000 4.000 0.000 0.000 0.000 4.000 4.000 4.000 0.000 0.000 0.000 4.000 4.000 4.000


Page 8 of 52


-- PAGE NO.

9

MEMBER INFORMATION -----------------MEMBER

5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30

START JOINT

END JOINT

1 2 3 4 5 6 7 8 10 11 7 8 9 10 11 12 13 14 16 17 7 8 9 13 14 15

7 8 9 10 11 12 8 9 11 12 13 14 15 16 17 18 14 15 17 18 10 11 12 16 17 18

LENGTH (METE)

3.500 3.500 3.500 3.500 3.500 3.500 3.800 3.800 3.800 3.800 3.000 3.000 3.000 3.000 3.000 3.000 3.800 3.800 3.800 3.800 4.000 4.000 4.000 4.000 4.000 4.000

BETA (DEG)

RELEASES

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


Page 9 of 52


-- PAGE NO.

10

MATERIAL PROPERTIES. -------------------ALL UNITS ARE - KN METE MATERIAL KIND

E

POIS

DENS

ALPHA

DAMP

G

CONCRETE 1D

2.17185E+07

0.170

2.35616E+01 1.00000E-05


0.050

9.28141E+06

Page 10 of 52


-- PAGE NO.

11

MATERIAL PROPERTIES. -------------------ALL UNITS ARE - KN METE MEMBER

5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30

E

21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0

G

9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0

DEN

ALPHA

23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164

0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000


Page 11 of 52


-- PAGE NO.

12

MEMBER PROPERTIES. UNIT - CM ----------------MEMB

PROFILE

5

PRISMATIC

6

PRISMATIC

7

PRISMATIC

8

PRISMATIC

9

PRISMATIC

10

PRISMATIC

11

PRISMATIC

12

PRISMATIC

13

PRISMATIC

14

PRISMATIC

15

PRISMATIC

16

PRISMATIC

17

PRISMATIC

18

PRISMATIC

19

PRISMATIC

20

PRISMATIC

21

PRISMATIC

22

PRISMATIC

23

PRISMATIC

24

PRISMATIC

25

PRISMATIC

26

PRISMATIC

27

PRISMATIC

AX/ AY

900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00

IZ/ AZ

67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00

IY/ SZ

67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00

IX/ SY

114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00


Page 12 of 52


-- PAGE NO.

13


PROFILE

28

PRISMATIC

29

PRISMATIC

30

PRISMATIC

AX/ AY

900.00 765.00 900.00 765.00 900.00 765.00

IZ/ AZ

67500.00 765.00 67500.00 765.00 67500.00 765.00

IY/ SZ

IX/ SY

67500.00 4500.00 67500.00 4500.00 67500.00 4500.00

114074.99 4500.00 114074.99 4500.00 114074.99 4500.00

SUPPORT INFORMATION (1=FIXED, 0=RELEASED) ------------------UNITS FOR SPRING CONSTANTS ARE KN METE DEGREES JOINT

1 2 3 4 5 6

FORCE-X/ KFX

FORCE-Y/ KFY

FORCE-Z/ KFZ

1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00

1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00

1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00

MOM-X/ KMX

MOM-Y/ KMY

1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00

1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00

MOM-Z/ KMZ 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00


85. PRINT ALL


Page 13 of 52


-- PAGE NO.

14

JOINT COORDINATES ----------------COORDINATES ARE METE UNIT JOINT

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

X

0.000 3.800 7.600 0.000 3.800 7.600 0.000 3.800 7.600 0.000 3.800 7.600 0.000 3.800 7.600 0.000 3.800 7.600

Y

0.000 0.000 0.000 0.000 0.000 0.000 3.500 3.500 3.500 3.500 3.500 3.500 6.500 6.500 6.500 6.500 6.500 6.500

Z

0.000 0.000 0.000 4.000 4.000 4.000 0.000 0.000 0.000 4.000 4.000 4.000 0.000 0.000 0.000 4.000 4.000 4.000


Page 14 of 52


-- PAGE NO.

15

MEMBER INFORMATION -----------------MEMBER

5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30

START JOINT

END JOINT

1 2 3 4 5 6 7 8 10 11 7 8 9 10 11 12 13 14 16 17 7 8 9 13 14 15

7 8 9 10 11 12 8 9 11 12 13 14 15 16 17 18 14 15 17 18 10 11 12 16 17 18

LENGTH (METE)

3.500 3.500 3.500 3.500 3.500 3.500 3.800 3.800 3.800 3.800 3.000 3.000 3.000 3.000 3.000 3.000 3.800 3.800 3.800 3.800 4.000 4.000 4.000 4.000 4.000 4.000

BETA (DEG)

RELEASES

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


Page 15 of 52


-- PAGE NO.

16

MATERIAL PROPERTIES. -------------------ALL UNITS ARE - KN METE MATERIAL KIND

E

POIS

DENS

ALPHA

DAMP

G

CONCRETE 1D

2.17185E+07

0.170

2.35616E+01 1.00000E-05


0.050

9.28141E+06

Page 16 of 52


-- PAGE NO.

17

MATERIAL PROPERTIES. -------------------ALL UNITS ARE - KN METE MEMBER

5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30

E

21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0 21718500.0

G

9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0 9281410.0

DEN

ALPHA

23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164 23.56160164

0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000 0.00001000


Page 17 of 52


-- PAGE NO.

18


PROFILE

5

PRISMATIC

6

PRISMATIC

7

PRISMATIC

8

PRISMATIC

9

PRISMATIC

10

PRISMATIC

11

PRISMATIC

12

PRISMATIC

13

PRISMATIC

14

PRISMATIC

15

PRISMATIC

16

PRISMATIC

17

PRISMATIC

18

PRISMATIC

19

PRISMATIC

20

PRISMATIC

21

PRISMATIC

22

PRISMATIC

23

PRISMATIC

24

PRISMATIC

25

PRISMATIC

26

PRISMATIC

27

PRISMATIC

AX/ AY

900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00 900.00 765.00

IZ/ AZ

67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00 67500.00 765.00

IY/ SZ

67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00 67500.00 4500.00

IX/ SY

114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00 114074.99 4500.00


Page 18 of 52


-- PAGE NO.

19


PROFILE

28

PRISMATIC

29

PRISMATIC

30

PRISMATIC

AX/ AY

900.00 765.00 900.00 765.00 900.00 765.00

IZ/ AZ

67500.00 765.00 67500.00 765.00 67500.00 765.00

IY/ SZ

IX/ SY

67500.00 4500.00 67500.00 4500.00 67500.00 4500.00

114074.99 4500.00 114074.99 4500.00 114074.99 4500.00

SUPPORT INFORMATION (1=FIXED, 0=RELEASED) ------------------UNITS FOR SPRING CONSTANTS ARE KN METE DEGREES JOINT

1 2 3 4 5 6

FORCE-X/ KFX

FORCE-Y/ KFY

FORCE-Z/ KFZ

1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00

1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00

1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00 1 0.0000E+00

MOM-X/ KMX

MOM-Y/ KMY

1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00

1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00

MOM-Z/ KMZ 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00 1 0.000E+00


86. START CONCRETE DESIGN


Page 19 of 52


-- PAGE NO.

20

87. CODE ACI 88. DESIGN BEAM 11 TO 14 21 TO 30


Page 20 of 52


-- PAGE NO.

21

===================================================================== BEAM LEN -

NO.

3800. MM

11 DESIGN RESULTS - FLEXURE PER CODE ACI 318-08 FY -

414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 2

57. 243.

B E A M

2 - 12MM 2 - 12MM

N O.

0. 0.

11 D E S I G N

3800. 3800.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 2.89 KNS Vc= 63.74 KNS Vs= Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 2.89 KNS Vc= 63.74 KNS Vs= Tu= 0.05 KN-MET Tc= 2.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1

___ 7J____________________ 3799X 300X 300_____________________ 8J____ | | ||=========================================================================|| | 2No12 H 243. 0.TO 3800 | | | | 2No12 H 57. 0.TO 3800 | ||=========================================================================|| | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 21 of 52


-- PAGE NO.

22

===================================================================== BEAM LEN -

NO.

3800. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2 3

57. 243. 243.

B E A M

2 - 12MM 2 - 12MM 2 - 12MM

N O.

0. 0. 767.

12 D E S I G N

2962. 975. 3800.

YES YES NO

NO NO YES




___ 8J____________________ 3799X 300X 300_____________________ 9J____ | | ||=========================================================================|| | 2No12 H 243. 20.TO H9753. 767.TO 3800 | | | | 2No12 H 57. 0.TO 2962 | ||========================================================== | | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | | | oo | | oo | | oo | | | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 22 of 52


-- PAGE NO.

23

===================================================================== BEAM LEN -

NO.

3800. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2 3

57. 243. 243.

B E A M

2 - 12MM 2 - 12MM 2 - 12MM

N O.

0. 0. 1717.

13 D E S I G N

3800. 1925. 3800.

YES YES NO

YES NO YES




___ 10J____________________ 3799X 300X 300_____________________ 11J____ | | ||=========================================================================|| | 2No12 H 243. 0.TO 1925 2No12 H 243.1717.TO 3800 | | | | 2No12 H 57. 0.TO 3800 | ||=========================================================================|| | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 23 of 52


-- PAGE NO.

24

===================================================================== BEAM LEN -

NO.

3800. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2 3

57. 243. 243.

B E A M

2 - 12MM 2 - 12MM 2 - 12MM

N O.

0. 0. 1400.

14 D E S I G N

3800. 1291. 3800.

YES YES NO

YES NO YES




___ 11J____________________ 3799X 300X 300_____________________ 12J____ | | ||======================== ===============================================|| | 2No12 H 243. 0.TO 1291 2No12 H 243.1400.TO 3800 | | | | 2No12 H 57. 0.TO 3800 | ||=========================================================================|| | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 24 of 52


-- PAGE NO.

25

===================================================================== BEAM LEN -

NO.

3800. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2

57. 243.

B E A M

2 - 12MM 2 - 12MM

N O.

0. 0.

21 D E S I G N

3800. 3800.

YES YES

YES YES






Page 25 of 52


-- PAGE NO.

26

===================================================================== BEAM LEN -

NO.

3800. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2 3

57. 243. 243.

B E A M

2 - 12MM 2 - 12MM 2 - 12MM

N O.

0. 0. 767.

22 D E S I G N

3262. 975. 3800.

YES YES NO

NO NO YES




___ 14J____________________ 3799X 300X 300_____________________ 15J____ | | ||=========================================================================|| | 2No12 H 243. 20.TO H9753. 767.TO 3800 | | | | 2No12 H 57. 0.TO 3262 | ||================================================================ | | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | | | oo | | oo | | oo | | | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 26 of 52


-- PAGE NO.

27

===================================================================== BEAM LEN -

NO.

3800. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2 3

57. 243. 243.

B E A M

2 - 12MM 2 - 12MM 2 - 12MM

N O.

0. 0. 1717.

23 D E S I G N

3800. 1608. 3800.

YES YES NO

YES NO YES




___ 16J____________________ 3799X 300X 300_____________________ 17J____ | | ||=============================== =========================================|| | 2No12 H 243. 0.TO 1608 2No12 H 243.1717.TO 3800 | | | | 2No12 H 57. 0.TO 3800 | ||=========================================================================|| | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 27 of 52


-- PAGE NO.

28

===================================================================== BEAM LEN -

NO.

3800. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2 3

57. 243. 243.

B E A M

2 - 12MM 2 - 12MM 2 - 12MM

N O.

0. 0. 1400.

24 D E S I G N

3800. 1291. 3800.

YES YES NO

YES NO YES




___ 17J____________________ 3799X 300X 300_____________________ 18J____ | | ||======================== ===============================================|| | 2No12 H 243. 0.TO 1291 2No12 H 243.1400.TO 3800 | | | | 2No12 H 57. 0.TO 3800 | ||=========================================================================|| | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 28 of 52


-- PAGE NO.

29

===================================================================== BEAM LEN -

NO.

4000. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2

57. 243.

B E A M

2 - 12MM 2 - 12MM

N O.

0. 0.

25 D E S I G N

4000. 4000.

YES YES

YES YES






Page 29 of 52


-- PAGE NO.

30

===================================================================== BEAM LEN -

NO.

4000. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2

57. 243.

B E A M

2 - 12MM 2 - 12MM

N O.

0. 0.

26 D E S I G N

3139. 4000.

YES YES

NO YES




___ 8J____________________ 4000X 300X 300_____________________ 11J____ | | ||=========================================================================|| | 2No12 H 243. 0.TO 4000 | | | | 2No12 H 57. 0.TO 3139 | ||========================================================== | | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | | | oo | | oo | | oo | | | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 30 of 52


-- PAGE NO.

31

===================================================================== BEAM LEN -

NO.

4000. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2 3

57. 243. 243.

B E A M

2 - 12MM 2 - 12MM 2 - 12MM

N O.

0. 0. 1825.

27 D E S I G N

4000. 1008. 4000.

YES YES NO

YES NO YES




___ 9J____________________ 4000X 300X 300_____________________ 12J____ | | ||================== =========================================|| | 2No12 H 243. 0.TO 1008 2No12 H 243.1825.TO 4000 | | | | 2No12 H 57. 0.TO 4000 | ||=========================================================================|| | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | | | oo | | oo | | 2#12 | | | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 31 of 52


-- PAGE NO.

32

===================================================================== BEAM LEN -

NO.

4000. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2

57. 243.

B E A M

2 - 12MM 2 - 12MM

N O.

0. 0.

28 D E S I G N

4000. 4000.

YES YES

YES YES






Page 32 of 52


-- PAGE NO.

33

===================================================================== BEAM LEN -

NO.

4000. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2

57. 243.

B E A M

2 - 12MM 2 - 12MM

N O.

0. 0.

29 D E S I G N

3460. 4000.

YES YES

NO YES




___ 14J____________________ 4000X 300X 300_____________________ 17J____ | | ||=========================================================================|| | 2No12 H 243. 0.TO 4000 | | | | 2No12 H 57. 0.TO 3460 | ||================================================================ | | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | | | oo | | oo | | oo | | | | | | | | | | | |_______________| |_______________| |_______________| |_______________|


Page 33 of 52


-- PAGE NO.

34

===================================================================== BEAM LEN -

NO.

4000. MM


414.

FC -

28.

MPA, SIZE -

300. X

300. MMS

LEVEL


1 2 3

57. 243. 243.

B E A M

2 - 12MM 2 - 12MM 2 - 12MM

N O.

0. 0. 1492.

30 D E S I G N

4000. 675. 4000.

YES YES NO

YES NO YES




___ 15J____________________ 4000X 300X 300_____________________ 18J____ | | ||=========== ===============================================|| | 2No12 H 243. 0.TO 675 2No12 H 243.1492.TO 4000 | | | | 2No12 H 57. 0.TO 4000 | ||=========================================================================|| | | |___________________________________________________________________________| _______________ _______________ _______________ _______________ | | | | | | | | | oo | | | | oo | | oo | | 2#12 | | | | 2#12 | | 2#12 | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | | | | | | | | |_______________| |_______________| |_______________| |_______________|

********************END OF BEAM DESIGN**************************

89. DESIGN COLUMN 5 TO 10 15 TO 20


Page 34 of 52


-- PAGE NO.

35

==================================================================== COLUMN

NO.

5

DESIGN PER ACI 318-08 - AXIAL + BENDING

FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 900.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 192.00 MM

END

0.900

==================================================================== COLUMN

NO.

6



END

0.650

==================================================================== COLUMN

NO.

7


FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 900.0 SQ. MM


Page 35 of 52


-- PAGE NO.

36

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 192.00 MM

END

0.650

==================================================================== COLUMN

NO.

8



END

0.900

==================================================================== COLUMN

NO.

9



END

0.650

==================================================================== COLUMN

NO.

10



Page 36 of 52


-- PAGE NO.

37


END

0.650

==================================================================== COLUMN

NO.

15



END

0.900

==================================================================== COLUMN

NO.

16



END

0.650


Page 37 of 52


-- PAGE NO.

38

==================================================================== COLUMN

NO.

17



END

0.650

==================================================================== COLUMN

NO.

18



END

0.900

==================================================================== COLUMN

NO.

19


FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 300.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 900.0 SQ. MM


Page 38 of 52


-- PAGE NO.

39

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 12 SPACING 192.00 MM

END

0.650

==================================================================== COLUMN

NO.

20



END

0.650

********************END OF COLUMN DESIGN RESULTS********************

90. END CONCRETE DESIGN 91. PERFORM ANALYSIS PRINT ALL


Page 39 of 52


-- PAGE NO.

LOADING 1 -----------

LOADTYPE SEISMIC

TITLE E@X

LOADING 2 -----------

LOADTYPE SEISMIC

TITLE E@Z

LOADING 3 -----------

LOADTYPE DEAD

SELFWEIGHT

Y

TITLE DL

-1.000

ACTUAL WEIGHT OF THE STRUCTURE =

MEMBER LOAD - UNIT KN MEMBER 11 12 13 14 25 26 27 21 22 23 24 28 29 30

UDL GY GY GY GY GY GY GY GY GY GY GY GY GY GY

115.358 KN

METE

L1

-3.1700 -3.1700 -3.1700 -3.1700 -3.1700 -3.1700 -3.1700 -2.1700 -2.1700 -2.1700 -2.1700 -2.1700 -2.1700 -2.1700

40

L2

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

CON

L

LIN1

LIN2

3.80 3.80 3.80 3.80 4.00 4.00 4.00 3.80 3.80 3.80 3.80 4.00 4.00 4.00

*WARNING- APPLIED SELFWEIGHT IS LESS THAN TOTAL WEIGHT OF ALL STRUCTURAL ELEMENTS IN LOAD CASE THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC LIST OF MEMBERS/PLATES/SOLIDS/SURFACES. TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 341.313 KN TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 115.358 KN

LOADING 4 -----------

LOADTYPE LIVE

ELEMENT LOAD (UNITS ARE KN ELEMENT

31 32 33

3 ALONG Y.

TITLE LL

METE )

PRESSURE

-1.900000 -1.900000 -2.900000


Page 40 of 52

Thursday, November 13, 2014, 10:28 PM STAAD SPACE 34

-- PAGE NO.

41

-2.900000

LOADING 5 -----------

LOADTYPE WIND


TITLE W@X

METE

JOINT

FORCE-X

FORCE-Y

FORCE-Z

MOM-X

MOM-Y

MOM-Z

1 4 7 10 13 16

2.15 2.15 4.00 4.00 1.92 1.92

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00

LOADING 6 -----------

LOADTYPE WIND


TITLE W@Z

METE

JOINT

FORCE-X

FORCE-Y

FORCE-Z

MOM-X

MOM-Y

MOM-Z

1 2 3 7 8 9 13 14 15

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2.04 4.09 2.04 3.80 7.61 3.80 1.82 3.64 1.82

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

*********************************************************** * * * X DIRECTION : Ta = 0.298 Tb = 0.392 Tuser = 0.000 * * T = 0.392, LOAD FACTOR = 1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.0500 x 519.20 = 25.96 KN * * * ***********************************************************


Page 41 of 52


-- PAGE NO.

*********************************************************** * * * Z DIRECTION : Ta = 0.298 Tb = 0.405 Tuser = 0.000 * * T = 0.405, LOAD FACTOR = 1.000 * * UBC TYPE = 97 * * UBC FACTOR V = 0.0494 x 519.20 = 25.64 KN * * * *********************************************************** JOINT LATERAL TORSIONAL LOAD LOAD (KN ) MOMENT (KN -METE) FACTOR ------------------7 8 9 10 11 12

13 14 15 16 17 18

FX FX FX FX FX FX

1.367 2.078 1.367 1.367 2.078 1.367 ----------TOTAL = 9.622 FX FX FX FX FX FX

2.282 3.604 2.282 2.282 3.604 2.282 ----------TOTAL = 16.338

JOINT

LATERAL LOAD (KN -------

----7 8 9 10 11 12

13 14 15 16 17 18

FZ FZ FZ FZ FZ FZ

1.350 2.052 1.350 1.350 2.052 1.350 ----------TOTAL = 9.504 FZ FZ FZ FZ FZ FZ

2.254 3.559 2.254 2.254 3.559 2.254 ----------TOTAL = 16.136

MY MY MY MY MY MY

MY MY MY MY MY MY

)

MY MY MY MY MY MY

MY MY MY MY MY MY

1 1.000

0.000 0.000 0.000 0.000 0.000 0.000 ----------0.000 AT LEVEL

3.500 METE

0.000 0.000 0.000 0.000 0.000 0.000 ----------0.000 AT LEVEL

6.500 METE

TORSIONAL MOMENT (KN ---------

LOAD -METE) FACTOR -

42

2 1.000

0.000 0.000 0.000 0.000 0.000 0.000 ----------0.000 AT LEVEL

3.500 METE

0.000 0.000 0.000 0.000 0.000 0.000 ----------0.000 AT LEVEL

6.500 METE


Page 42 of 52


-- PAGE NO.

FOR LOADING 1 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y 7 1.36658E+00 0.00000E+00 8 2.07808E+00 0.00000E+00 9 1.36658E+00 0.00000E+00 10 1.36658E+00 0.00000E+00 11 2.07808E+00 0.00000E+00 12 1.36658E+00 0.00000E+00 13 2.28248E+00 0.00000E+00 14 3.60384E+00 0.00000E+00 15 2.28248E+00 0.00000E+00 16 2.28248E+00 0.00000E+00 17 3.60384E+00 0.00000E+00 18 2.28248E+00 0.00000E+00

FORCE-Z 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

MOM-X 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

MOM-Y 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE SEISMIC TITLE E@X

43

MOM-Z 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 1

CENTER OF FORCE BASED ON X FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = Y = Z = ***TOTAL APPLIED LOAD SUMMATION FORCE-X SUMMATION FORCE-Y SUMMATION FORCE-Z

0.379999979E+01 0.538800652E+01 0.199999999E+01

( KN = = =

METE ) SUMMARY (LOADING 25.96 0.00 0.00

SUMMATION OF MOMENTS AROUND THE ORIGINMX= 0.00 MY= 51.92 MZ=

***TOTAL REACTION LOAD( KN SUMMATION FORCE-X = SUMMATION FORCE-Y = SUMMATION FORCE-Z =

-139.87

METE ) SUMMARY (LOADING -25.96 0.00 0.00

SUMMATION OF MOMENTS AROUND THE ORIGINMX= 0.00 MY= -51.92 MZ=

MAXIMUM DISPLACEMENTS ( MAXIMUMS AT X = 2.56852E-01 Y = -1.32122E-03 Z = 2.72618E-05 RX= -1.83806E-05 RY= -4.21285E-07 RZ= -3.11697E-04

1 )

CM /RADIANS) (LOADING NODE 13 18 7 12 12 7

1 )

139.87

1)


Page 43 of 52


-- PAGE NO.

EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN JT

EXT FX/ INT FX

EXT FY/ INT FY

44

METE )-

EXT FZ/ INT FZ

EXT MX/ INT MX

EXT MY/ INT MY

EXT MZ/ INT MZ SUPPORT=1

1

2

3

4

5

6

0.00 4.01

0.00 5.77

0.00 0.13

0.00 0.15

0.00 0.00

0.00 -8.32

111111

0.00 4.96

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 -9.42

111111

0.00 4.01

0.00 -5.77

0.00 -0.13

0.00 -0.15

0.00 0.00

0.00 -8.32

111111

0.00 4.01

0.00 5.77

0.00 -0.13

0.00 -0.15

0.00 0.00

0.00 -8.32

111111

0.00 4.96

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 -9.42

111111

0.00 4.01

0.00 -5.77

0.00 0.13

0.00 0.15

0.00 0.00

0.00 -8.32

111111

FOR LOADING 2 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y 7 0.00000E+00 0.00000E+00 8 0.00000E+00 0.00000E+00 9 0.00000E+00 0.00000E+00 10 0.00000E+00 0.00000E+00 11 0.00000E+00 0.00000E+00 12 0.00000E+00 0.00000E+00 13 0.00000E+00 0.00000E+00 14 0.00000E+00 0.00000E+00 15 0.00000E+00 0.00000E+00 16 0.00000E+00 0.00000E+00 17 0.00000E+00 0.00000E+00 18 0.00000E+00 0.00000E+00




STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE SEISMIC TITLE E@Z


CENTER OF FORCE BASED ON Z FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = Y = Z = ***TOTAL APPLIED LOAD SUMMATION FORCE-X SUMMATION FORCE-Y SUMMATION FORCE-Z

( KN = = =

0.379999979E+01 0.538800652E+01 0.199999999E+01 METE ) SUMMARY (LOADING 0.00 0.00 25.64


2 )

0.00


Page 44 of 52


-- PAGE NO.


METE ) SUMMARY (LOADING 0.00 0.00 -25.64

2 )

SUMMATION OF MOMENTS AROUND THE ORIGINMX= -138.15 MY= 97.43 MZ=

MAXIMUM DISPLACEMENTS ( MAXIMUMS AT X = 4.64862E-05 Y = -1.87680E-03 Z = 2.72157E-01 RX= 3.16678E-04 RY= -1.96008E-07 RZ= 1.68648E-05

JT

EXT FX/ INT FX

EXT FY/ INT FY

0.00


EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN

45

2)

METE )-

EXT FZ/ INT FZ

EXT MX/ INT MX

EXT MY/ INT MY


1

2

3

4

5

6

0.00 0.12

0.00 6.62

0.00 4.20

0.00 8.68

0.00 0.00

0.00 -0.14

111111

0.00 0.00

0.00 8.16

0.00 4.42

0.00 8.93

0.00 0.00

0.00 0.00

111111

0.00 -0.12

0.00 6.62

0.00 4.20

0.00 8.68

0.00 0.00

0.00 0.14

111111

0.00 -0.12

0.00 -6.62

0.00 4.20

0.00 8.68

0.00 0.00

0.00 0.14

111111

0.00 0.00

0.00 -8.16

0.00 4.42

0.00 8.93

0.00 0.00

0.00 0.00

111111

0.00 0.12

0.00 -6.62

0.00 4.20

0.00 8.68

0.00 0.00

0.00 -0.14

111111

FOR LOADING 3 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y 7 0.00000E+00-2.06331E+01 8 0.00000E+00-3.06852E+01 9 0.00000E+00-2.06331E+01 10 0.00000E+00-2.06331E+01 11 0.00000E+00-3.06852E+01 12 0.00000E+00-2.06331E+01 13 0.00000E+00-1.67331E+01 14 0.00000E+00-2.48852E+01 15 0.00000E+00-1.67331E+01 16 0.00000E+00-1.67331E+01 17 0.00000E+00-2.48852E+01 18 0.00000E+00-1.67331E+01

FORCE-Z MOM-X 0.00000E+00 7.05406E+00 0.00000E+00 7.05406E+00 0.00000E+00 7.05406E+00 0.00000E+00-7.05406E+00 0.00000E+00-7.05406E+00 0.00000E+00-7.05406E+00 0.00000E+00 5.72073E+00 0.00000E+00 5.72073E+00 0.00000E+00 5.72073E+00 0.00000E+00-5.72073E+00 0.00000E+00-5.72073E+00 0.00000E+00-5.72073E+00

MOM-Y MOM-Z 0.00000E+00-6.36629E+00 0.00000E+00 0.00000E+00 0.00000E+00 6.36629E+00 0.00000E+00-6.36629E+00 0.00000E+00 0.00000E+00 0.00000E+00 6.36629E+00 0.00000E+00-5.16295E+00 0.00000E+00 0.00000E+00 0.00000E+00 5.16295E+00 0.00000E+00-5.16295E+00 0.00000E+00 0.00000E+00 0.00000E+00 5.16295E+00

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE DEAD TITLE DL

3


Page 45 of 52


-- PAGE NO.

46

CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = Y = Z = ***TOTAL APPLIED LOAD SUMMATION FORCE-X SUMMATION FORCE-Y SUMMATION FORCE-Z

0.379999979E+01 0.484344156E+01 0.199999999E+01

( KN = = =

METE ) SUMMARY (LOADING 0.00 -260.61 0.00





-990.30



MAXIMUM DISPLACEMENTS ( MAXIMUMS AT X = -1.04573E-04 Y = -1.44728E-02 Z = 9.32736E-05 RX= -1.61086E-04 RY= 8.32153E-08 RZ= -1.18178E-04

3 )

3 )

990.30

3)

METE )-

EXT FX/ INT FX

EXT FY/ INT FY

EXT FZ/ INT FZ

EXT MX/ INT MX

EXT MY/ INT MY

EXT MZ/ INT MZ

0.00 -0.70

0.00 -36.02

0.00 -0.86

0.00 -0.99

0.00 0.00

0.00 0.81

111111

0.00 0.00

0.00 -58.27

0.00 -0.88

0.00 -1.01

0.00 0.00

0.00 0.00

111111

0.00 0.70

0.00 -36.02

0.00 -0.86

0.00 -0.99

0.00 0.00

0.00 -0.81

111111

0.00 -0.70

0.00 -36.02

0.00 0.86

0.00 0.99

0.00 0.00

0.00 0.81

111111

0.00 0.00

0.00 -58.27

0.00 0.88

0.00 1.01

0.00 0.00

0.00 0.00

111111

0.00 0.70

0.00 -36.02

0.00 0.86

0.00 0.99

0.00 0.00

0.00 -0.81

111111

SUPPORT=1 1

2

3

4

5

6

FOR LOADING -

4


Page 46 of 52


-- PAGE NO.

APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y 7 0.00000E+00-1.10200E+01 8 0.00000E+00-2.20400E+01 9 0.00000E+00-1.10200E+01 10 0.00000E+00-1.10200E+01 11 0.00000E+00-2.20400E+01 12 0.00000E+00-1.10200E+01 13 0.00000E+00-7.22000E+00 14 0.00000E+00-1.44400E+01 15 0.00000E+00-7.22000E+00 16 0.00000E+00-7.22000E+00 17 0.00000E+00-1.44400E+01 18 0.00000E+00-7.22000E+00




STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE LIVE TITLE LL

47


CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = Y = Z = ***TOTAL APPLIED LOAD SUMMATION FORCE-X SUMMATION FORCE-Y SUMMATION FORCE-Z

0.379999979E+01 0.468749993E+01 0.199999999E+01

( KN = = =

METE ) SUMMARY (LOADING 0.00 -145.92 0.00



-554.50



MAXIMUM DISPLACEMENTS ( MAXIMUMS AT X = 9.11561E-06 Y = -8.63418E-03 Z = 1.93708E-06 RX= -1.32022E-06 RY= -6.46294E-08 RZ= -7.82934E-06

4 )


4 )

554.50

4)


Page 47 of 52


-- PAGE NO.


48

METE )-

EXT FX/ INT FX

EXT FY/ INT FY

EXT FZ/ INT FZ

EXT MX/ INT MX

EXT MY/ INT MY

EXT MZ/ INT MZ

0.00 -0.02

0.00 -18.46

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.03

111111

0.00 0.00

0.00 -36.04

0.00 0.01

0.00 0.01

0.00 0.00

0.00 0.00

111111

0.00 0.02

0.00 -18.46

0.00 0.00

0.00 0.00

0.00 0.00

0.00 -0.03

111111

0.00 -0.02

0.00 -18.46

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.03

111111

0.00 0.00

0.00 -36.04

0.00 -0.01

0.00 -0.01

0.00 0.00

0.00 0.00

111111

0.00 0.02

0.00 -18.46

0.00 0.00

0.00 0.00

0.00 0.00

0.00 -0.03

111111

SUPPORT=1 1

2

3

4

5

6

FOR LOADING 5 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y 1 2.15094E+00 0.00000E+00 4 2.15094E+00 0.00000E+00 7 4.00360E+00 0.00000E+00 10 4.00360E+00 0.00000E+00 13 1.91765E+00 0.00000E+00 16 1.91765E+00 0.00000E+00

FORCE-Z 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

MOM-X 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

MOM-Y 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE WIND TITLE W@X

MOM-Z 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 5

CENTER OF FORCE BASED ON X FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = Y = Z = ***TOTAL APPLIED LOAD SUMMATION FORCE-X SUMMATION FORCE-Y SUMMATION FORCE-Z

( KN = = =

0.000000000E+00 0.328006556E+01 0.199999999E+01 METE ) SUMMARY (LOADING 16.14 0.00 0.00



METE ) SUMMARY (LOADING -16.14 0.00 0.00

5 )

-52.95

5 )


Page 48 of 52


-- PAGE NO.


MAXIMUM DISPLACEMENTS ( MAXIMUMS AT X = 9.68282E-02 Y = -4.28000E-04 Z = -6.34364E-05 RX= -7.25085E-06 RY= 1.63693E-06 RZ= -1.17241E-04

JT

EXT FX/ INT FX

EXT FY/ INT FY

52.95


EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN

49

5)

METE )-

EXT FZ/ INT FZ

EXT MX/ INT MX

EXT MY/ INT MY


1

2

3

4

5

6

2.15 1.86

0.00 1.95

0.00 0.05

0.00 0.05

0.00 0.00

0.00 -3.74

111111

0.00 2.22

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 -4.15

111111

0.00 1.84

0.00 -1.96

0.00 -0.05

0.00 -0.06

0.00 0.00

0.00 -3.72

111111

2.15 1.86

0.00 1.95

0.00 -0.05

0.00 -0.05

0.00 0.00

0.00 -3.74

111111

0.00 2.22

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 -4.15

111111

0.00 1.84

0.00 -1.96

0.00 0.05

0.00 0.06

0.00 0.00

0.00 -3.72

111111

FOR LOADING 6 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y 1 0.00000E+00 0.00000E+00 2 0.00000E+00 0.00000E+00 3 0.00000E+00 0.00000E+00 7 0.00000E+00 0.00000E+00 8 0.00000E+00 0.00000E+00 9 0.00000E+00 0.00000E+00 13 0.00000E+00 0.00000E+00 14 0.00000E+00 0.00000E+00 15 0.00000E+00 0.00000E+00

FORCE-Z 2.04340E+00 4.08679E+00 2.04340E+00 3.80342E+00 7.60685E+00 3.80342E+00 1.82177E+00 3.64353E+00 1.82177E+00

MOM-X 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

MOM-Y 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. LOADTYPE WIND TITLE W@Z

MOM-Z 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 6

CENTER OF FORCE BASED ON Z FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = Y = Z =

0.379999979E+01 0.328006552E+01 0.000000000E+00


Page 49 of 52


-- PAGE NO.

***TOTAL APPLIED LOAD SUMMATION FORCE-X SUMMATION FORCE-Y SUMMATION FORCE-Z

( KN = = =


6 )



0.00

METE ) SUMMARY (LOADING 0.00 0.00 -30.67

6 )


MAXIMUM DISPLACEMENTS ( MAXIMUMS AT X = 1.44829E-04 Y = -1.16827E-03 Z = 1.96234E-01 RX= 2.26628E-04 RY= -1.51064E-06 RZ= -1.25110E-05



EXT FX/ INT FX

EXT FY/ INT FY

50

0.00

6)

METE )-

EXT FZ/ INT FZ

EXT MX/ INT MX

EXT MY/ INT MY


1

2

3

4

5

6

0.00 0.09

0.00 4.31

2.04 3.70

0.00 7.42

0.00 0.00

0.00 -0.10

111111

0.00 0.00

0.00 5.31

4.09 3.86

0.00 7.62

0.00 0.00

0.00 0.00

111111

0.00 -0.09

0.00 4.31

2.04 3.70

0.00 7.42

0.00 0.00

0.00 0.10

111111

0.00 -0.09

0.00 -4.31

0.00 3.69

0.00 7.41

0.00 0.00

0.00 0.11

111111

0.00 0.00

0.00 -5.31

0.00 3.86

0.00 7.60

0.00 0.00

0.00 0.00

111111

0.00 0.09

0.00 -4.31

0.00 3.69

0.00 7.41

0.00 0.00

0.00 -0.11

111111


92. FINISH


Page 50 of 52


-- PAGE NO.


51

Page 51 of 52


-- PAGE NO.

52

*********** END OF THE STAAD.Pro RUN *********** **** DATE= NOV 13,2014

TIME= 22:27:25 ****

************************************************************ * For technical assistance on STAAD.Pro, please visit * * http://selectservices.bentley.com/en-US/ * * * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright Â© 1997-2013 Bentley Systems, Inc. * http://www.bentley.com * ************************************************************


Page 52 of 52

Two Storey Residential Building

Recommend Documents