PAGE NO.

#
****************************************************
* *
* STAAD.Pro CONNECT Edition *
* Version 22.12.00.142 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= APR 17, 2025 *
* Time= 15:30:19 *
* *
* Licensed to:SU CONSULTANTS *
****************************************************
#

1. MEMORY 400
2. STAAD SPACE
INPUT FILE: C:\Users\Desktop\002\CABIN Room.STD
3. START JOB INFORMATION
4. ENGINEER DATE 01-APR-25
5. END JOB INFORMATION
6. INPUT WIDTH 79
7. UNIT METER KN
8. JOINT COORDINATES
9. 1 0 99 0; 2 2.5 99 0; 4 0 99 3; 5 2.5 99 3; 25 0 100 0; 26 2.5 100 0
10. 28 0 100 3; 29 2.5 100 3; 37 0 103 0; 38 2.5 103 0; 40 0 103 3; 41 2.5
103 3
11. MEMBER INCIDENCES
12. 7 25 26; 37 28 29; 67 25 28; 81 26 29; 107 37 38; 137 40 41; 193 37 40
13. 306 38 41; 521 1 25; 531 25 37; 1349 2 26; 1366 26 38; 1657 4 28; 1677
28 40
14. 1719 5 29; 1740 29 41
15. START GROUP DEFINITION
16. FLOOR
17. _SLAB 107 137 193 306
18. _GROUNDFLOOR 7 37 67 81
19. END GROUP DEFINITION
20. DEFINE MATERIAL START
21. ISOTROPIC STEEL
22. E 2.05E+08
23. POISSON 0.3
24. DENSITY 76.8195
25. ALPHA 1.2E-05
26. DAMP 0.03
27. TYPE STEEL
28. STRENGTH FY 250000 FU 410000 RY 1.5 RT 1.2
29. G 7.88462E+07
30. ISOTROPIC CONCRETE
31. E 2.17185E+07
32. POISSON 0.17
33. DENSITY 25
34. ALPHA 1E-05
35. DAMP 0.05
36. TYPE CONCRETE
37. STRENGTH FCU 27579
38. ISOTROPIC E250BR
 STAAD SPACE -- PAGE NO. 2

39. E 2E+08
40. POISSON 0.3
41. DENSITY 78.5
42. ALPHA 1.2E-05
43. DAMP 0.02
44. G 7.69E+07
45. TYPE STEEL
46. STRENGTH FY 250000 FU 410000 RY 1.5 RT 1.2
47. ISOTROPIC S275JR
48. E 2.1E+08
49. POISSON 0.3
50. DENSITY 78.5
51. ALPHA 1.2E-05
52. DAMP 0.02
53. G 8.1E+07
54. TYPE STEEL
55. STRENGTH FY 275000 FU 410000 RY 1.5 RT 1.2
56. ISOTROPIC M30
57. E 2.7386E+07
58. POISSON 0.17
59. DENSITY 25
60. ALPHA 1E-05
61. DAMP 0.05
62. G 1.141E+07
63. TYPE CONCRETE
64. STRENGTH FCU 30000
65. ISOTROPIC M30_ZERODENSITY
66. E 2.7386E+08
67. POISSON 0.17
68. DENSITY 0.001
69. ALPHA 1E-05
70. DAMP 0.05
71. G 1.141E+07
72. TYPE CONCRETE
73. STRENGTH FCU 30000
74. END DEFINE MATERIAL
75. MEMBER PROPERTY INDIAN
76. 521 531 1349 1366 1657 1677 1719 1740 PRIS YD 0.35 ZD 0.35
77. 7 37 67 81 PRIS YD 0.3 ZD 0.2
78. 107 137 193 306 PRIS YD 0.45 ZD 0.23
79. CONSTANTS
80. MATERIAL CONCRETE ALL
81.
*-----------------------------------------------------------------------------
82. SUPPORTS
83. 1 2 4 5 FIXED
84. LOAD 1 LOADTYPE DEAD TITLE DEAD LOAD
85. SELFWEIGHT Y -1
86. ** EXTERNAL BRICKWALL (PB @ FGL)- 0.23X2.7X20 = 12.42KN/M
87. MEMBER LOAD
88. 7 37 67 81 UNI GY -12.42
89. **SLAB LOAD = 0.125X25 = 3.125KN/M2
90. FLOOR LOAD
91. _SLAB FLOAD -3.125 GY
 STAAD SPACE -- PAGE NO. 3

**NOTE** about Floor/OneWay Loads/Weights.

Please note that depending on the shape of the floor you may
have to break up the FLOOR/ONEWAY LOAD into multiple commands.
For details please refer to Technical Reference Manual
Section 5.32.4.2 Note d and/or "5.32.4.3 Note f.

**NOTE** about FLOOR GROUP command

All floor panels in a floor group should lie in a single plane.
If not lying in a single plane break single FLOOR GROUP
command into multiple FLOOR GROUP commands where each
floor group lie in a single plane / height.

92. *FLOOR LOAD

93. _GROUNDFLOOR FLOAD -0.8 GY
94.
*-----------------------------------------------------------------------------
95. LOAD 2 LIVE LOAD (LLF)
96. **FLOOR LIVE LOAD
97. FLOOR LOAD
98. _GROUNDFLOOR FLOAD -1.5 GY
99. **FLOOR LIVE LOAD
100. _SLAB FLOAD -0.1 GY
101.
*-----------------------------------------------------------------------------
102. PERFORM ANALYSIS
#

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

NUMBER OF JOINTS 12 NUMBER OF MEMBERS 16

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 4

Using 64-bit analysis engine.

SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER

TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 48

TOTAL LOAD COMBINATION CASES = 0 SO FAR.
#

103. CHANGE

**WARNING - CHANGE COMMAND ISSUED WITHOUT SET NL DEFINED.

NL VALUE SHOULD BE TOTAL NUMBER OF PRIMARY LOADS
AND LOAD COMBINATIONS COMBINED TOGETHER. MORE
MEMORY WILL BE ALLOTED THAN REQUIRED WHICH MAY
AFFECT PERFORMANCE.
104. LOAD COMB 11 DL+LL
 STAAD SPACE -- PAGE NO. 4

105. 1 1.0 2 1.0

106. LOAD COMB 12 0.9DL+1.2LL
107. 1 0.9 2 1.2
108. LOAD COMB 13 1.5DL+1.5LL
109. 1 1.5 2 1.5
110. LOAD COMB 14 1.2DL+1.2LL
111. 1 1.2 2 1.2
112. LOAD COMB 15 DL+0.8LL
113. 1 1.0 2 0.8
114.
**----------------------------------------------------------------------------
115. PERFORM ANALYSIS
116. DEFINE ENVELOPE
117. 11 15 ENVELOPE 1 TYPE SERVICEABILITY
118. 12 TO 14 ENVELOPE 2 TYPE STRENGTH
119. END DEFINE ENVELOPE
120.
**----------------------------------------------------------------------------
121. START CONCRETE DESIGN
#CONCRETE DESIGN#
122. CODE INDIAN
123. FC 30000 ALL
124. FYMAIN 250000 ALL
125. FYSEC 250000 ALL
126. BRACE 3 MEMB 521 531 1349 1366 1657 1677 1719 1740
127. CLT 0.4 ALL
128. MAXMAIN 12 ALL
129. MINMAIN 12 ALL
130. MAXSEC 10 ALL
131. MINSEC 8 ALL
132. TRACK 0 ALL
133. DESIGN BEAM 7 37 67 81 107 137 193 306
 STAAD SPACE -- PAGE NO. 5

#BEAM#
#
====================================================
IS 456 - 2000 B E A M D E S I G N R E S U L T S
====================================================
#

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 7 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 2500.0 mm SIZE: 200.0 mm X 300.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 625.0 mm 1250.0 mm 1875.0 mm 2500.0 mm
----------------------------------------------------------------------------
TOP 207.90 0.00 0.00 0.00 207.90
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 179.52 179.52 179.52 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 625.0 mm 1250.0 mm 1875.0 mm 2500.0 mm
----------------------------------------------------------------------------
TOP 2-12d 2-12d 2-12d 2-12d 2-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 2-12d 2-12d 2-12d 2-12d 2-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 439.0 mm AWAY FROM START SUPPORT

VY = 19.38 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 195 mm c/c

SHEAR DESIGN RESULTS AT 439.0 mm AWAY FROM END SUPPORT

VY = -19.30 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 195 mm c/c

============================================================================
 STAAD SPACE -- PAGE NO. 6

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 37 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 2500.0 mm SIZE: 200.0 mm X 300.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 625.0 mm 1250.0 mm 1875.0 mm 2500.0 mm
----------------------------------------------------------------------------
TOP 207.90 0.00 0.00 0.00 207.90
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 179.52 179.52 179.52 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 625.0 mm 1250.0 mm 1875.0 mm 2500.0 mm
----------------------------------------------------------------------------
TOP 2-12d 2-12d 2-12d 2-12d 2-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 2-12d 2-12d 2-12d 2-12d 2-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 439.0 mm AWAY FROM START SUPPORT

VY = 19.38 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 195 mm c/c

SHEAR DESIGN RESULTS AT 439.0 mm AWAY FROM END SUPPORT

VY = -19.30 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 195 mm c/c

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 67 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 3000.0 mm SIZE: 200.0 mm X 300.0 mm COVER: 30.0 mm

 STAAD SPACE -- PAGE NO. 7

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 313.34 0.00 0.00 0.00 313.34
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 179.52 181.74 179.52 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-12d 2-12d 2-12d 2-12d 3-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 2-12d 2-12d 2-12d 2-12d 2-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 439.0 mm AWAY FROM START SUPPORT

VY = 25.81 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 195 mm c/c

SHEAR DESIGN RESULTS AT 439.0 mm AWAY FROM END SUPPORT

VY = -25.72 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 195 mm c/c

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 81 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 3000.0 mm SIZE: 200.0 mm X 300.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 313.34 0.00 0.00 0.00 313.34
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 179.52 181.74 179.52 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
 STAAD SPACE -- PAGE NO. 8

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-12d 2-12d 2-12d 2-12d 3-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 2-12d 2-12d 2-12d 2-12d 2-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c @ 195 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 439.0 mm AWAY FROM START SUPPORT

VY = 25.81 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 195 mm c/c

SHEAR DESIGN RESULTS AT 439.0 mm AWAY FROM END SUPPORT

VY = -25.72 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 195 mm c/c

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 107 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 2500.0 mm SIZE: 230.0 mm X 450.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 625.0 mm 1250.0 mm 1875.0 mm 2500.0 mm
----------------------------------------------------------------------------
TOP 323.75 0.00 0.00 0.00 323.75
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 323.75 323.75 323.75 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
 STAAD SPACE -- PAGE NO. 9

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 625.0 mm 1250.0 mm 1875.0 mm 2500.0 mm
----------------------------------------------------------------------------
TOP 3-12d 3-12d 3-12d 3-12d 3-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 3-12d 3-12d 3-12d 3-12d 3-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 589.0 mm AWAY FROM START SUPPORT

VY = 5.52 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 235 mm c/c

SHEAR DESIGN RESULTS AT 589.0 mm AWAY FROM END SUPPORT

VY = -5.45 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 235 mm c/c

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 137 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 2500.0 mm SIZE: 230.0 mm X 450.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 625.0 mm 1250.0 mm 1875.0 mm 2500.0 mm
----------------------------------------------------------------------------
TOP 323.75 0.00 0.00 0.00 323.75
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 323.75 323.75 323.75 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
 STAAD SPACE -- PAGE NO. 10

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 625.0 mm 1250.0 mm 1875.0 mm 2500.0 mm
----------------------------------------------------------------------------
TOP 3-12d 3-12d 3-12d 3-12d 3-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 3-12d 3-12d 3-12d 3-12d 3-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 589.0 mm AWAY FROM START SUPPORT

VY = 5.52 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 235 mm c/c

SHEAR DESIGN RESULTS AT 589.0 mm AWAY FROM END SUPPORT

VY = -5.45 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 235 mm c/c

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 193 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 3000.0 mm SIZE: 230.0 mm X 450.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 323.75 0.00 0.00 0.00 323.75
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 323.75 323.75 323.75 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
 STAAD SPACE -- PAGE NO. 11

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-12d 3-12d 3-12d 3-12d 3-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 3-12d 3-12d 3-12d 3-12d 3-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 589.0 mm AWAY FROM START SUPPORT

VY = 7.79 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 235 mm c/c

SHEAR DESIGN RESULTS AT 589.0 mm AWAY FROM END SUPPORT

VY = -8.21 MX = -0.00 LD= 13
Provide 2 Legged 8d @ 235 mm c/c

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 306 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 3000.0 mm SIZE: 230.0 mm X 450.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 323.75 0.00 0.00 0.00 323.75
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 323.75 323.75 323.75 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
 STAAD SPACE -- PAGE NO. 12

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 750.0 mm 1500.0 mm 2250.0 mm 3000.0 mm
----------------------------------------------------------------------------
TOP 3-12d 3-12d 3-12d 3-12d 3-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 3-12d 3-12d 3-12d 3-12d 3-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c @ 235 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 589.0 mm AWAY FROM START SUPPORT

VY = 7.79 MX = 0.00 LD= 13
Provide 2 Legged 8d @ 235 mm c/c

SHEAR DESIGN RESULTS AT 589.0 mm AWAY FROM END SUPPORT

VY = -8.21 MX = 0.00 LD= 13
Provide 2 Legged 8d @ 235 mm c/c

============================================================================

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

134. DESIGN COLUMN 521 531 1349 1366 1657 1677 1719 1740
 STAAD SPACE -- PAGE NO. 13

#COLUMN#
#
=========================================================
IS 456 - 2000 C O L U M N D E S I G N R E S U L T S
=========================================================
#

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 521 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 1000.0 mm CROSS SECTION: 350.0 mm X 350.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 13 END JOINT: 25 SHORT COLUMN

REQD. STEEL AREA : 77.61 Sq.mm.

REQD. CONCRETE AREA: 9701.43 Sq.mm.
MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.37%, 452.39 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1667.25 Muz1 : 18.56 Muy1 : 18.56

INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 11
END JOINT: 25 Puz : 1732.47 Muz : 25.40 Muy : 25.40 IR:
0.48
============================================================================
 STAAD SPACE -- PAGE NO. 14

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 531 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 3000.0 mm CROSS SECTION: 350.0 mm X 350.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 13 END JOINT: 25 SHORT COLUMN

REQD. STEEL AREA : 137.16 Sq.mm.

REQD. CONCRETE AREA: 17145.47 Sq.mm.
MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.37%, 452.39 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1677.62 Muz1 : 10.64 Muy1 : 10.64

INTERACTION RATIO: 0.96 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 13
END JOINT: 25 Puz : 1732.47 Muz : 21.13 Muy : 21.13 IR:
0.48
============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 1349 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 1000.0 mm CROSS SECTION: 350.0 mm X 350.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 13 END JOINT: 26 SHORT COLUMN

 STAAD SPACE -- PAGE NO. 15

REQD. STEEL AREA : 77.61 Sq.mm.

REQD. CONCRETE AREA: 9701.43 Sq.mm.
MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.37%, 452.39 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1667.25 Muz1 : 18.56 Muy1 : 18.56

INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 11
END JOINT: 26 Puz : 1732.47 Muz : 25.40 Muy : 25.40 IR:
0.48
============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 1366 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 3000.0 mm CROSS SECTION: 350.0 mm X 350.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 13 END JOINT: 26 SHORT COLUMN

REQD. STEEL AREA : 137.16 Sq.mm.

REQD. CONCRETE AREA: 17145.47 Sq.mm.
MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.37%, 452.39 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1677.62 Muz1 : 10.64 Muy1 : 10.64

INTERACTION RATIO: 0.96 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 13
END JOINT: 26 Puz : 1732.47 Muz : 21.13 Muy : 21.13 IR:
0.48
 STAAD SPACE -- PAGE NO. 16

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 1657 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 1000.0 mm CROSS SECTION: 350.0 mm X 350.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 13 END JOINT: 28 SHORT COLUMN

REQD. STEEL AREA : 77.61 Sq.mm.

REQD. CONCRETE AREA: 9701.43 Sq.mm.
MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.37%, 452.39 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1667.25 Muz1 : 18.56 Muy1 : 18.56

INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 11
END JOINT: 28 Puz : 1732.47 Muz : 25.40 Muy : 25.40 IR:
0.48
============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 1677 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 3000.0 mm CROSS SECTION: 350.0 mm X 350.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 13 END JOINT: 28 SHORT COLUMN

 STAAD SPACE -- PAGE NO. 17

REQD. STEEL AREA : 137.16 Sq.mm.

REQD. CONCRETE AREA: 17145.47 Sq.mm.
MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.37%, 452.39 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1677.62 Muz1 : 10.64 Muy1 : 10.64

INTERACTION RATIO: 0.96 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 13
END JOINT: 28 Puz : 1732.47 Muz : 21.13 Muy : 21.13 IR:
0.48
============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 1719 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 1000.0 mm CROSS SECTION: 350.0 mm X 350.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 13 END JOINT: 29 SHORT COLUMN

REQD. STEEL AREA : 77.61 Sq.mm.

REQD. CONCRETE AREA: 9701.43 Sq.mm.
MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.37%, 452.39 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1667.25 Muz1 : 18.56 Muy1 : 18.56

INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 11
END JOINT: 29 Puz : 1732.47 Muz : 25.40 Muy : 25.40 IR:
0.48
 STAAD SPACE -- PAGE NO. 18

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 1740 D E S I G N R E S U L T S

M30 Fe250 (Main) Fe250 (Sec.)

LENGTH: 3000.0 mm CROSS SECTION: 350.0 mm X 350.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 13 END JOINT: 29 SHORT COLUMN

REQD. STEEL AREA : 137.16 Sq.mm.

REQD. CONCRETE AREA: 17145.47 Sq.mm.
MAIN REINFORCEMENT : Provide 4 - 12 dia. (0.37%, 452.39 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1677.62 Muz1 : 10.64 Muy1 : 10.64

INTERACTION RATIO: 0.96 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 13
END JOINT: 29 Puz : 1732.47 Muz : 21.13 Muy : 21.13 IR:
0.48
============================================================================

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

135. CONCRETE TAKE

136. END CONCRETE DESIGN
 STAAD SPACE -- PAGE NO. 19

************** CONCRETE TAKE OFF **************

(FOR BEAMS, COLUMNS AND PLATES DESIGNED ABOVE)
NOTE: CONCRETE QUANTITY REPRESENTS VOLUME OF CONCRETE IN BEAMS, COLUMNS,
AND PLATES DESIGNED ABOVE.
REINFORCING STEEL QUANTITY REPRESENTS REINFORCING STEEL IN BEAMS AND
COLUMNS DESIGNED ABOVE.
REINFORCING STEEL IN PLATES IS NOT INCLUDED IN THE REPORTED QUANTITY.

TOTAL VOLUME OF CONCRETE = 3.8 CU.METER

BAR DIA WEIGHT

(in mm) (in New)
-------- --------
8 721
12 1524
------------
*** TOTAL= 2245

137. FINISH

*********** END OF THE STAAD.Pro RUN ***********

**** DATE= APR 17,2025 TIME= 15:30:20 ****

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