Design of security room

0 Submitted for approval SM/TS ACG 13.09.07
REV DESCRIPTION BY APPD DATE
SUBHASH PROJECTS AND MARKETING LTD.
113, PARK STREET
KOLKATA – 700 016
Subhash Projects and Marketing Limited
CLIENT : NTPC NATIONAL THERMAL POWER CORPORATION
LIMITED
PROJECT: ASH WATER CIRCULATION SYSTEM FOR BARH SUPER THERMAL
POWER PROJECT (3 × 660 MW)
TITLE: DESIGN OF SECURITY ROOM
NTPC NO: 9558-186-PVC- U-107 25 PAGEDOC NO:
SPML NO: SP -DC-167/168-U-107 R-0
Design of Security Romm.
SPML doc no. SP-DC-167/168-U-107, R-0 Page 1 of 25
Digitally signed by Ashok
Mittal
DN: cn=Ashok Mittal,
c=IN, o=ntpc, ou=Ntpceoc,
email=mittalashok@ntpce
oc.co.in
Reason: Cat-I (TL-60)
Date: 2007.10.29 10:53:04
+05'30'

CONTENTS
1.0 Scope 03
2.0 Units 03
3.0 Codes&Standards 03
4.0 Material 03
5.0 Soil Data 03
6.0 Design consideration 03
7.0 Design of Roof Slab. 04
8.0 Design of main structure.
8.1 Computation of loads 06
8.2 STAADpro model and out put file 07
9.0 Design of foundation 22

1 SCOPE
This report contains general criteria and preferred method of calculation of the Security Room.
2 UNITS
SI units.
3 CODES AND STANDARDS
Following Latest Codes & standards are followed, unless otherwise specified.
IS 456:2000 ; Plain and Reinforced Concrete Code of Practice
SP: 16-1980; Design Aids For Reinforced Concrete To IS : 456 -1978.
NTPC Barh technical specification.
4 MATERIAL
The grade of concrete used is M20 for structure above FGL and M25 for structure below FGL. The
grade of reinforcing steel is Fe 415.
5 SOIL DATA
Allowable bearing capacity 5 ton/m² in 1 m below FGL.
6 DESIGN CONSIDERATION
The structure is idealized as 3D Space frame and has analysed & designed by STAAD pro.

7.0 Design of roof slab
Size of Slab 5.100 × 3.100 m
Grade of concrete M20
Grade of Steel Fe415
Support Condition
ly= 5.100
lx= 3.100
Load Calculation
Dead Load
Assume Thickness of Slab 125 mm
S/wt of slab 0.125 × 25 = 3.125 kn/m²
Screed Concrete 0.063 × 24 = 1.5 kn/m²
Roof Treatment(PCC) 0.025 × 24 = 0.6 kn/m²
Assume polymarised mastic & Primer coat load = 0.1 kn/m²
Assume Dust load = 0.5 kn/m²
Ceiling Plaster 0.006 × 20.8 = 0.1248 kn/m²
Total dead load,DL = 5.9498 kn/m²
Considering, DL 5.95 kn/m²
Live load, LL 0.75 kn/m²
Total= 6.70 kn/m²
Calculation for Moment Coefficent
lx= 3.100
ly= 5.100
ly/lx = 1.65
Four Edges Discontinuous

Reff: IS 456 : 2000, Table 26
Negative Moment coefficient in shorter span 0.0000
Positive Moment coefficient in shorter span 0.0954
Negative Moment coefficient in Longer span 0.0560
Positive Moment coefficient in Longer span 0.0560
Negative Moment in shorter span = 0 × 6.7 × 3.1² = 0.000 Kn-m
Positive Moment in shorter span = 0.0954 × 6.7 × 3.1² = 6.142 Kn-m
Negative Moment in longer span = 0.056 × 6.7 × 3.1² = 3.606 Kn-m
Positive Moment in longer span = 0.056 × 6.7 × 3.1² = 3.606 Kn-m
Design for Shorter span
Design for Moment
Max factored Moment, Mu 6.142 × 1.5 = 9.21 Kn-m
Required eff-Depth, d = √ ( 9212533.5 / 2.76 / 1000 ) = 57.78 mm
Effective Cover = 8 / 2 + 15 = 19 mm
O/A Depth required = 57.78 + 19 = 77 mm
Providing Depth 125 mm
Safe against Bending
effective depth, d = 125 - 19 = 106
Mu / bd² = 9.2125335 × 1000000 / 1000 / 106 ² = 0.82
pt= 0.233 Ast= 246.98 mm² ref: SP-16, Table 2
pt min= 0.12 Ast min= 150 mm²
Provide 8 tor
required Spacing 204 mm c/c
Provide 8mm dia tor 200 mm c/c of total area 251.33 mm²
Hence provide 8 dia tor @ 200 mm c/c both span & support in both directions
Check for Deflection
pt of steel provided 0.24
fs = 0.58 × 415 × 246.98 / 251.33 = 236.54 reff: IS 456: 2000,Fig. 4
Modification factor 1.55
Required as per Deflection critaria = 3100 / 26 / 1.55 = 76.92 mm
O/A depth Required = 76.92 + 19 = 95.92 mm
Safe against Deflection

8.1.1 Computation of loads
A Dead Load, (Including Brick Wall Load )
A.1 Brick wall load ( 230 thk ), plastering 18 mm outside & 12mm Inside .
{( 0.230 × 19.2 ) + ( 0.018 + 0.012 ) × 20.8 } = 5.04
Deduct 15% for opening = 5.04 × 0.15 = 0.756
Total = 4.284 kn/m/m height
Consider 4.300 kn/m/m height
A.3 RCC parapet wall load ( 100 thk ), plastering 6 mm outside & 6mm Inside,600mm height .
{ ( 0.100 × 19.2 ) + ( 0.006 + 0.006 ) × 20.8 } × 0.600 = 1.30176
Consider 1.400 kn/m
Wind load Calculation
Basic wind speed, Vb= 47m/sec
Risk coefficient,k1= 1.07
Terrain height and structure size factor,k2= 0.98
Topography factor, k3= 1
V z = V b k 1 k 2 k 3
V z = 49.28 m/sec a= 5 a/b= 1.67
b= 3 h/b= 1.33
Pz= 1457.359 n/m² h= 4
Pz= 1.46 kn/m² cf= 1.2
Width of pannel 5 & 0.00 m
Wind load per meter height= ( 5 + 0 ) / 2 × 1.46 × 0.8 × 1.2 = 3.5 kn/m
Consider 3.500 kn/m in Z direction
Width of pannel 3 & 0.00 m
Wind load per meter height= ( 3 + 0 ) / 2 × 1.46 × 0.8 × 1.2 = 2.1 kn/m
Consider 2.100 kn/m in X direction

8.2. STAADpro model and out put file
STAADpro model

PAGE NO. 1
****************************************************
* *
* STAAD.Pro *
* Version 2006 Bld 1005.US *
* Proprietary Program of *
* Research Engineers, Intl. *
* Date= SEP 13, 2007 *
* Time= 13:37:28 *
* *
* USER ID: spml *
****************************************************
1. STAAD SPACE
INPUT FILE: design.STD
2. START JOB INFORMATION
3. ENGINEER DATE 28-AUG-07
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 2; 2 0 1.5 2; 3 0 4.5 2; 4 5.21 0 2; 5 5.21 1.5 2; 6 5.21 4.5 2
9. 7 0 0 5.21; 8 0 1.5 5.21; 9 0 4.5 5.21; 10 5.21 0 5.21; 11 5.21 1.5 5.21
10. 12 5.21 4.5 5.21
11. MEMBER INCIDENCES
12. 1 1 2; 2 2 3; 3 2 5; 4 3 6; 5 4 5; 6 5 6; 7 2 8; 8 3 9; 9 5 11; 10 6 12
13. 11 7 8; 12 8 9; 13 8 11; 14 9 12; 15 10 11; 16 11 12
14. START GROUP DEFINITION
15. MEMBER
16. _TB1 3 13
17. _TB2 7 9
18. _RB1 4 14
19. _RB2 8 10
20. _COL 1 2 5 6 11 12 15 16
21. END GROUP DEFINITION
22. DEFINE MATERIAL START
23. ISOTROPIC CONCRETE
24. E 2.17185E+007
25. POISSON 0.17
26. DENSITY 23.5616
27. ALPHA 1E-005
28. DAMP 0.05
29. END DEFINE MATERIAL
30. MEMBER PROPERTY INDIAN
31. _COL PRIS YD 0.25 ZD 0.25
32. _TB1 PRIS YD 0.4 ZD 0.25
33. _TB2 PRIS YD 0.3 ZD 0.25
34. _RB1 PRIS YD 0.4 ZD 0.25
35. _RB2 PRIS YD 0.3 ZD 0.25
36. CONSTANTS
37. MATERIAL CONCRETE ALL
38. SUPPORTS
39. 1 4 7 10 FIXED
40. MEMBER OFFSET
STAAD SPACE -- PAGE NO. 2
41. 2 6 12 16 END 0 -0.2 0
42. 2 6 12 16 START 0 0.2 0
43. DEFINE 1893 LOAD
44. ****ZONE-IV****
45. ZONE 0.24 RF 3 I 1.5 SS 3 ST 1 DM 0.05 DT 6
46. JOINT WEIGHT
47. 1 WEIGHT 1.657
48. 2 WEIGHT 99.895
49. 3 WEIGHT 64.499
50. 4 WEIGHT 1.657
51. 5 WEIGHT 99.895
52. 6 WEIGHT 64.499
53. 7 WEIGHT 1.657
54. 8 WEIGHT 99.895
55. 9 WEIGHT 64.499

56. 10 WEIGHT 1.657
57. 11 WEIGHT 99.895
58. 12 WEIGHT 64.499
59. LOAD 1 DEAD LOAD (DL)
NOTE : FOR SOFT STORY CHECKING WRITE "CHECK SOFT STORY" AT THE
END OF LOADING UNDER DEFINE 1893 LOAD DEFINITION.
60. SELFWEIGHT Y -1
61. MEMBER LOAD
62. 3 7 9 13 UNI GY -12.9
63. 4 8 10 14 UNI GY -1.4
64. FLOOR LOAD
65. YRANGE 4 5 FLOAD -5.95 XRANGE 0 5.5 ZRANGE 2 5.25 GY
66. LOAD 2 LIVE LOAD (LL)
67. FLOOR LOAD
68. YRANGE 4 5 FLOAD -0.75 XRANGE 0 5.5 ZRANGE 2 5.5 GY
69. LOAD 3 EARTHQUAKE LOAD IN X-DIR(EQX)
70. JOINT LOAD
71. 1 FX 11.832 FY 1.657 FZ 4.889
72. 2 FX 2.068 FY 99.895 FZ 0.204
73. 3 FX 13.9 FY 64.499 FZ -5.093
74. 4 FX 11.832 FY 1.657 FZ 4.889
75. 5 FX 2.068 FY 99.895 FZ 0.204
76. 6 FX 13.9 FY 64.499 FZ -5.093
77. 7 FX 11.832 FY 1.657 FZ -4.889
78. 8 FX 2.068 FY 99.895 FZ -0.204
79. 9 FX 13.9 FY 64.499 FZ 5.093
80. 10 FX 11.832 FY 1.657 FZ -4.889
81. 11 FX 2.068 FY 99.895 FZ -0.204
82. 12 FX 13.9 FY 64.499 FZ 5.093
83. SPECTRUM SRSS X 0.084 ACC SCALE 1 DAMP 0.05 LIN
84. 0 1; 0.03 1; 0.04 1.212; 0.05 1.406; 0.058 1.552; 0.059 1.57; 0.06 1.588
85. 0.061 1.605; 0.062 1.623; 0.065 1.675; 0.07 1.76; 0.071 1.776; 0.074 1.826
86. 0.084 1.987; 0.094 2.142; 0.104 2.292; 0.114 2.436; 0.12 2.521; 0.121 2.535
87. 0.123 2.563; 0.124 2.577; 0.126 2.604; 0.133 2.708; 0.601 2.708; 0.604 2.708
88. 0.604 2.708; 0.617 2.708; 0.622 2.708; 0.632 2.708; 0.667 2.708; 0.767 2.356
89. 0.867 2.084; 0.967 1.869; 1.067 1.694; 1.167 1.548; 1.267 1.426; 1.367 1.322
90. 1.467 1.232; 1.567 1.153; 1.667 1.084; 1.767 1.023; 1.867 0.968; 1.967 0.919
91. 2.067 0.874; 2.167 0.834; 2.267 0.797; 2.367 0.763; 2.467 0.732; 2.567 0.704
92. 2.667 0.678; 2.767 0.653; 2.867 0.63; 2.967 0.609; 3.067 0.589; 3.167 0.571
93. 3.267 0.553; 3.367 0.537; 3.467 0.521; 3.544 0.51; 3.559 0.508; 3.666 0.479
94. 3.765 0.454; 3.865 0.431; 3.965 0.409; 4.017 0.339
95. LOAD 4 EARTHQUAKE LOAD IN Z-DIR(EQZ)
96. JOINT LOAD
97. 1 FX 11.832 FY 1.657 FZ 4.889
98. 2 FX 2.068 FY 99.895 FZ 0.204
99. 3 FX 13.9 FY 64.499 FZ -5.093
100. 4 FX 11.832 FY 1.657 FZ 4.889
101. 5 FX 2.068 FY 99.895 FZ 0.204
102. 6 FX 13.9 FY 64.499 FZ -5.093
103. 7 FX 11.832 FY 1.657 FZ -4.889
104. 8 FX 2.068 FY 99.895 FZ -0.204
105. 9 FX 13.9 FY 64.499 FZ 5.093
106. 10 FX 11.832 FY 1.657 FZ -4.889
107. 11 FX 2.068 FY 99.895 FZ -0.204
108. 12 FX 13.9 FY 64.499 FZ 5.093
109. SPECTRUM SRSS Z 0.084 ACC SCALE 1 DAMP 0.05 LIN
110. 0 1; 0.03 1; 0.04 1.212; 0.05 1.406; 0.058 1.552; 0.059 1.57; 0.06 1.588
111. 0.061 1.605; 0.062 1.623; 0.065 1.675; 0.07 1.76; 0.071 1.776; 0.074 1.826
112. 0.084 1.987; 0.094 2.142; 0.104 2.292; 0.114 2.436; 0.12 2.521; 0.121 2.535
113. 0.123 2.563; 0.124 2.577; 0.126 2.604; 0.133 2.708; 0.601 2.708; 0.604 2.708
114. 0.604 2.708; 0.617 2.708; 0.622 2.708; 0.632 2.708; 0.667 2.708; 0.767 2.356
115. 0.867 2.084; 0.967 1.869; 1.067 1.694; 1.167 1.548; 1.267 1.426; 1.367 1.322
116. 1.467 1.232; 1.567 1.153; 1.667 1.084; 1.767 1.023; 1.867 0.968; 1.967 0.919
117. 2.067 0.874; 2.167 0.834; 2.267 0.797; 2.367 0.763; 2.467 0.732; 2.567 0.704
118. 2.667 0.678; 2.767 0.653; 2.867 0.63; 2.967 0.609; 3.067 0.589; 3.167 0.571
119. 3.267 0.553; 3.367 0.537; 3.467 0.521; 3.544 0.51; 3.559 0.508; 3.666 0.479
120. 3.765 0.454; 3.865 0.431; 3.965 0.409; 4.017 0.339
121. LOAD 5 WIND LOAD IN X- DIRECTION (WLX)
122. MEMBER LOAD
123. 2 12 UNI GX 2.1
124. LOAD 6 WIND LOAD IN Z- DIRECTION (WLZ)
125. MEMBER LOAD
126. 12 16 UNI GZ -3.5

127. LOAD COMB 101 (DL+LL+EQX)
128. 1 1.0 2 1.0 3 1.0
129. LOAD COMB 102 (DL+LL+EQZ)
130. 1 1.0 2 1.0 4 1.0
131. LOAD COMB 103 (DL+LL+WLX)
132. 1 1.0 2 1.0 5 1.0
133. LOAD COMB 104 (DL+LL+WLZ)
134. 1 1.0 2 1.0 6 1.0
135. LOAD COMB 201 (DL+LL+EQX)*1.5
136. 1 1.5 2 1.5 3 1.5
137. LOAD COMB 202 (DL+LL+EQZ)*1.5
138. 1 1.5 2 1.5 4 1.5
139. LOAD COMB 203 (DL+LL+WLX)*1.5
140. 1 1.5 2 1.5 5 1.5
141. LOAD COMB 204 (DL+LL+WLZ)*1.5
142. 1 1.5 2 1.5 6 1.5
143. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 12/ 16/ 4
ORIGINAL/FINAL BAND-WIDTH= 6/ 4/ 30 DOF
TOTAL PRIMARY LOAD CASES = 6, TOTAL DEGREES OF FREEDOM = 48
SIZE OF STIFFNESS MATRIX = 2 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.1/ 17176.9 MB
NUMBER OF MODES REQUESTED = 6
NUMBER OF EXISTING MASSES IN THE MODEL = 24
NUMBER OF MODES THAT WILL BE USED = 6
*** EIGENSOLUTION : SUBSPACE METHOD ***
CALCULATED FREQUENCIES FOR LOAD CASE 3
MODE FREQUENCY(CYCLES/SEC) PERIOD(SEC) ACCURACY
1 6.209 0.16104 1.046E-15
2 8.115 0.12323 8.746E-16
3 9.408 0.10629 3.904E-16
4 13.367 0.07481 5.158E-16
5 31.469 0.03178 3.722E-16
6 31.572 0.03167 5.547E-16
The following Frequencies are estimates that were calculated. These are for
information only and will not be used. Remaining values are either above
the cut off mode/freq values or are of low accuracy. To use these
frequencies, rerun with a higher cutoff mode (or mode + freq) value.
CALCULATED FREQUENCIES FOR LOAD CASE 3
MODE FREQUENCY(CYCLES/SEC) PERIOD(SEC) ACCURACY
7 31.706 0.03154 9.167E-16
8 31.849 0.03140 1.817E-16
9 54.718 0.01828 1.231E-16
10 58.381 0.01713 0.000E+00
11 67.594 0.01479 1.614E-16
12 67.643 0.01478 4.834E-16
13 67.643 0.01478 6.445E-16
14 67.716 0.01477 3.215E-16
15 122.214 0.00818 3.949E-16
16 122.361 0.00817 7.878E-16
17 170.616 0.00586 4.052E-16
18 176.409 0.00567 3.790E-16
19 222.679 0.00449 1.822E-11
20 222.794 0.00449 2.231E-11

21 320.595 0.00312 0.000E+00
22 321.205 0.00311 1.372E-15
RESPONSE LOAD CASE 3
SRSS MODAL COMBINATION METHOD USED.
DYNAMIC WEIGHT X Y Z 6.387200E+01 6.575760E+02 2.118800E+01 KN
MISSING WEIGHT X Y Z -5.359512E+00 -6.929107E+01 -5.582084E-01 KN
MODAL WEIGHT X Y Z 5.851249E+01 5.882849E+02 2.062979E+01 KN
MODE ACCELERATION-G DAMPING
---- -------------- -------
1 0.27614 0.05000
2 0.26168 0.05000
3 0.23709 0.05000
4 0.18753 0.05000
5 0.10581 0.05000
6 0.10559 0.05000
MODAL BASE ACTIONS
MODAL BASE ACTIONS FORCES IN KN LENGTH IN METE
-----------------------------------------------------------
MOMENTS ARE ABOUT THE ORIGIN
MODE PERIOD FX FY FZ MX MY MZ
1 0.161 1.36 0.00 0.00 0.00 4.89 -6.17
2 0.123 0.00 0.00 0.00 0.00 0.00 0.00
3 0.106 0.00 0.00 0.00 0.00 0.00 0.00
4 0.075 0.00 0.00 0.00 0.00 0.00 0.00
5 0.032 0.00 0.00 0.00 0.00 0.00 0.00
6 0.032 0.00 0.00 0.00 0.00 0.00 0.08
PARTICIPATION FACTORS
MASS PARTICIPATION FACTORS IN PERCENT BASE SHEAR IN KN
-------------------------------------- ------------------
MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z
1 91.58 0.00 0.00 91.577 0.000 0.000 1.36 0.00 0.00
2 0.00 0.00 0.00 91.577 0.000 0.000 0.00 0.00 0.00
3 0.00 0.00 97.37 91.577 0.000 97.365 0.00 0.00 0.00
4 0.00 0.00 0.00 91.577 0.000 97.365 0.00 0.00 0.00
5 0.00 89.46 0.00 91.577 89.463 97.365 0.00 0.00 0.00
6 0.03 0.00 0.00 91.609 89.463 97.365 0.00 0.00 0.00
---------------------------
TOTAL SRSS SHEAR 1.36 0.00 0.00
TOTAL 10PCT SHEAR 1.36 0.00 0.00
TOTAL ABS SHEAR 1.36 0.00 0.00
RESPONSE LOAD CASE 4
SRSS MODAL COMBINATION METHOD USED.
DYNAMIC WEIGHT X Y Z 6.387200E+01 6.575760E+02 2.118800E+01 KN
MISSING WEIGHT X Y Z -5.359512E+00 -6.929107E+01 -5.582084E-01 KN
MODAL WEIGHT X Y Z 5.851249E+01 5.882849E+02 2.062979E+01 KN
---- -------------- -------
1 0.27614 0.05000

2 0.26168 0.05000
3 0.23709 0.05000
4 0.18753 0.05000
5 0.10581 0.05000
---- -------------- -------
6 0.10559 0.05000
MODAL BASE ACTIONS
MODAL BASE ACTIONS FORCES IN KN LENGTH IN METE
-----------------------------------------------------------
MOMENTS ARE ABOUT THE ORIGIN
MODE PERIOD FX FY FZ MX MY MZ
1 0.161 0.00 0.00 0.00 0.00 0.00 0.00
2 0.123 0.00 0.00 0.00 0.00 0.00 0.00
3 0.106 0.00 0.00 0.41 1.97 -1.07 0.00
4 0.075 0.00 0.00 0.00 0.00 0.00 0.00
5 0.032 0.00 0.00 0.00 0.00 0.00 0.00
6 0.032 0.00 0.00 0.00 0.00 0.00 0.00
PARTICIPATION FACTORS
MASS PARTICIPATION FACTORS IN PERCENT BASE SHEAR IN KN
-------------------------------------- ------------------
MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z
1 91.58 0.00 0.00 91.577 0.000 0.000 0.00 0.00 0.00
2 0.00 0.00 0.00 91.577 0.000 0.000 0.00 0.00 0.00
3 0.00 0.00 97.37 91.577 0.000 97.365 0.00 0.00 0.41
4 0.00 0.00 0.00 91.577 0.000 97.365 0.00 0.00 0.00
5 0.00 89.46 0.00 91.577 89.463 97.365 0.00 0.00 0.00
6 0.03 0.00 0.00 91.609 89.463 97.365 0.00 0.00 0.00
---------------------------
TOTAL SRSS SHEAR 0.00 0.00 0.41
TOTAL 10PCT SHEAR 0.00 0.00 0.41
TOTAL ABS SHEAR 0.00 0.00 0.41
144. START CONCRETE DESIGN
CONCRETE DESIGN
145. CODE INDIAN
146. FC 20000 ALL
147. FYMAIN 415000 ALL
148. MAXMAIN 25 ALL
149. MAXSEC 8 ALL
150. DESIGN BEAM _TB1
============================================================================
B E A M N O. 3 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 5210.0 mm SIZE: 250.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1302.5 mm 2605.0 mm 3907.5 mm 5210.0 mm
----------------------------------------------------------------------------
TOP 341.94 189.46 189.46 189.46 384.41
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 189.46 189.46 296.77 189.46 189.46
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 5-10í 3-10í 3-10í 3-10í 5-10í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
BOTTOM 3-10í 3-10í 4-10í 3-10í 3-10í
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 270 mm c/c @ 270 mm c/c @ 270 mm c/c @ 270 mm c/c @ 270 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 490.0 mm AWAY FROM START SUPPORT
VY = 48.77 MX = 0.00 LD= 201
Provide 2 Legged 8í @ 270 mm c/c
SHEAR DESIGN RESULTS AT 490.0 mm AWAY FROM END SUPPORT
VY = -50.78 MX = 0.00 LD= 203
============================================================================
============================================================================
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 341.94 189.46 189.46 189.46 384.41
BOTTOM 189.46 189.46 296.77 189.46 189.46
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 5-10í 3-10í 3-10í 3-10í 5-10í
BOTTOM 3-10í 3-10í 4-10í 3-10í 3-10í
----------------------------------------------------------------------------
VY = 48.77 MX = 0.00 LD= 201
VY = -50.78 MX = 0.00 LD= 203

============================================================================
********************END OF BEAM DESIGN RESULTS********************
151. DESIGN BEAM _TB2
============================================================================
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 279.23 138.25 138.25 138.25 172.22
BOTTOM 0.00 138.25 140.54 138.25 138.25
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 4-10í 2-10í 2-10í 2-10í 3-10í
BOTTOM 2-10í 2-10í 2-10í 2-10í 2-10í
----------------------------------------------------------------------------
VY = 32.73 MX = 0.00 LD= 204
VY = -26.73 MX = 0.00 LD= 201
============================================================================
============================================================================
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 279.23 138.25 138.25 138.25 172.22
BOTTOM 0.00 138.25 140.54 138.25 138.25

----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 4-10í 2-10í 2-10í 2-10í 3-10í
BOTTOM 2-10í 2-10í 2-10í 2-10í 2-10í
----------------------------------------------------------------------------
VY = 32.73 MX = 0.00 LD= 204
VY = -26.73 MX = 0.00 LD= 201
============================================================================
152. DESIGN BEAM _RB1
============================================================================
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 218.57 189.46 189.46 189.46 236.15
BOTTOM 188.95 188.95 323.58 188.95 188.95
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 3-10í 3-10í 3-10í 3-10í 4-10í
BOTTOM 2-12í 2-12í 3-12í 2-12í 2-12í
----------------------------------------------------------------------------
VY = 40.16 MX = 0.00 LD= 201

VY = -42.09 MX = 0.00 LD= 203
============================================================================
============================================================================
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 218.57 189.46 189.46 189.46 236.15
BOTTOM 188.95 188.95 323.58 188.95 188.95
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 3-10í 3-10í 3-10í 3-10í 4-10í
BOTTOM 2-12í 2-12í 3-12í 2-12í 2-12í
----------------------------------------------------------------------------
VY = 40.16 MX = 0.00 LD= 201
VY = -42.09 MX = 0.00 LD= 203
============================================================================
153. DESIGN BEAM _RB2
============================================================================
----------------------------------------------------------------------------
----------------------------------------------------------------------------

TOP 150.01 138.25 138.25 138.25 138.25
BOTTOM 0.00 138.25 138.25 138.25 138.25
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 2-10í 2-10í 2-10í 2-10í 2-10í
BOTTOM 2-10í 2-10í 2-10í 2-10í 2-10í
----------------------------------------------------------------------------
VY = 20.06 MX = 0.00 LD= 204
VY = -17.66 MX = 0.00 LD= 201
============================================================================
============================================================================
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 150.01 138.25 138.25 138.25 138.25
BOTTOM 0.00 138.25 138.25 138.25 138.25
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOP 2-10í 2-10í 2-10í 2-10í 2-10í
BOTTOM 2-10í 2-10í 2-10í 2-10í 2-10í
----------------------------------------------------------------------------
VY = 20.06 MX = 0.00 LD= 204

VY = -17.66 MX = 0.00 LD= 201
============================================================================
154. DESIGN COLUMN _COL
============================================================================
C O L U M N N O. 1 D E S I G N R E S U L T S
LENGTH: 1500.0 mm CROSS SECTION: 250.0 mm X 250.0 mm COVER: 40.0 mm
** GUIDING LOAD CASE: 204 END JOINT: 2 SHORT COLUMN
REQD. STEEL AREA : 621.61 Sq.mm.
REQD. CONCRETE AREA: 61878.39 Sq.mm.
MAIN REINFORCEMENT : Provide 4 - 16 dia. (1.29%, 804.25 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 250 mm c/c
SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)
----------------------------------------------------------
Puz : 750.38 Muz1 : 27.81 Muy1 : 27.81
INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000)
SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)
----------------------------------------------------------
WORST LOAD CASE: 204
END JOINT: 2 Puz : 805.58 Muz : 36.14 Muy : 36.14 IR: 0.77
============================================================================
============================================================================
----------------------------------------------------------
Puz : 911.89 Muz1 : 35.88 Muy1 : 35.88
----------------------------------------------------------
============================================================================
============================================================================

----------------------------------------------------------
Puz : 750.38 Muz1 : 27.81 Muy1 : 27.81
----------------------------------------------------------
============================================================================
============================================================================
----------------------------------------------------------
Puz : 911.89 Muz1 : 35.88 Muy1 : 35.88
----------------------------------------------------------
============================================================================
============================================================================

----------------------------------------------------------
Puz : 713.63 Muz1 : 16.16 Muy1 : 16.16
----------------------------------------------------------
============================================================================
============================================================================
----------------------------------------------------------
Puz : 857.85 Muz1 : 31.93 Muy1 : 31.93
----------------------------------------------------------
============================================================================
============================================================================
----------------------------------------------------------
Puz : 731.18 Muz1 : 26.44 Muy1 : 26.44
----------------------------------------------------------
============================================================================
============================================================================

----------------------------------------------------------
Puz : 888.88 Muz1 : 34.21 Muy1 : 34.21
----------------------------------------------------------
============================================================================
********************END OF COLUMN DESIGN RESULTS********************
155. END CONCRETE DESIGN
156. LOAD LIST 101 TO 104
157. PRINT SUPPORT REACTION ALL
SUPPORT REACTION ALL
SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE
-----------------
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
1 101 11.47 112.66 4.59 2.21 0.00 -5.01
102 11.14 112.43 4.70 2.32 0.00 -5.36
103 8.87 110.07 4.59 2.21 0.00 -2.92
104 11.14 117.72 10.06 7.41 0.00 -5.36
4 101 -10.80 112.66 4.59 2.21 0.00 5.70
102 -11.14 112.43 4.70 2.32 0.00 5.36
103 -14.33 114.33 4.59 2.21 0.00 8.21
104 -11.14 117.72 10.06 7.41 0.00 5.36
7 101 11.47 112.66 -4.59 -2.21 0.00 -5.01
102 11.14 112.43 -4.49 -2.09 0.00 -5.36
103 8.87 110.07 -4.59 -2.21 0.00 -2.92
104 11.14 106.68 -0.96 2.16 0.00 -5.36
10 101 -10.80 112.66 -4.59 -2.21 0.00 5.70
102 -11.14 112.43 -4.49 -2.09 0.00 5.36
103 -14.33 114.33 -4.59 -2.21 0.00 8.21
104 -11.14 106.68 -0.96 2.16 0.00 5.36
************** END OF LATEST ANALYSIS RESULT **************
158. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= SEP 13,2007 TIME= 13:37:29 ****

DESIGN OF FOUNDATION PAD
CONSIDERATION
1. The foundation is being checked for maximum compressive load combination available from STAAD support reaction.
2. Ultimate loads are inclusive of self weight of foundation @ gconc =25KN/m3.
ULTIMATE LOAD DETAILS
Vertical compressive Load, P = 11772.4 Kg.
Moment About X-Axis, Mx = 741.2 Kg.m.
Moment About Z-Axis, Mz = 535.6 Kg.m.
Fx = -1113.5 Kg
Fz = 1006.2 Kg
SOIL PARAMETERS:
Ultimate net safe bearing capacity = 5000 Kg./sq.m
Bulk density of backfilled soil= 1750 Kg./cu.m
Depth of foundation below FGL = 1.00 m
Gross Safe Bearing Capacity = 5000 + 1750 × 1 = 6750 Kg./sq.m (increased by 0%)
CONCRETE
Grade of concrete M25 2000
Density of concrete= 2500 Kg./cu.m
Reinforcement Yield Stress= 4150 Kg./sq.cm.
Base Size: Lx X Lz 2 × 2 Sq.m. 250
Pad Thickness= 0.2 m
Pedestal Size= 0.25 × 0.25 Sq.m. 2000 250
Bottom clear cover = 50 mm
Diameter of main steel = 12 mm
CALCULATION OF BASE PRESSURE & OVERTURNING CHECK
Weight of concrete = 2 × 2 × 0.2 × 2500 = 2000 Kg.
Weight of soil = ( 2 × 2 - 0.25 × 0.25 ) × 1750 × ( 1 - 0.2 ) = 5512.5 Kg.
Vertical load from superstructure = 11772.4 Kg.
Total vertical load = 19284.9 Kg.
Eccentricity about -X , ex = 741.2 / 19284.9 = 0.038 m. < 0.33 m ( =Lz / 6)
Eccentricity about -Z , ez = 535.6 / 19284.9 = 0.028 m. < 0.33 m ( =Lx / 6)
FOUNDATION IS COMPLETELY UNDER COMPRESSION. HENCE, NO LOSS OF CONTACT OCCURS.
ex / Lz = 0.038 / 2 = 0.019
ez / Lx = 0.028 / 2 = 0.014
From Teng's chart , k = 1.199
Max. bearing pressure ( q max ) = 1.199×19284.9/( 2 × 2) = 5778.825 Kg./sq.m.
Lesser than gross bearing capacity, Hance Safe

Resisting moment at base = 11772.4 × 2 / 2 = 11772.4 Kg.m.
Permissible F.O.S against overturning 1.00
F.O.S against overturning = 11772.4 / 741.2 = 15.88 Hance Safe
Considaring frictional coefficient 0.5
Resisting force at base = 19284.9 × 0.5 = 9642.45 Kg.
Sliding force = √( -1113.5² + 1006.2² ) = 1500.77 Kg
Permissible F.O.S against sliding 1.00
'F.O.S against sliding = 9642.45 / 1500.77 = 6.43 Hance Safe
DESIGN OF BOTTOM PAD 0.25
0.875 0.875
0.743
1900 Kg./sq.m.
Downward pressure
5779 Kg./sq.m.
Upward pressure
Downward pressure = 0.2 × 2500 + ( 1 - 0.2 ) × 1750 = 1900 Kg./sq.m.
Max. net upward pressure = 5778.83 - 1900 = 3879 Kg./sq.m.
Maximum overhang = ( 2 - 0.25 ) / 2 = 0.875 m
Effective depth d = 200 - 50 - 12 - 12 / 2 = 132 mm
Max.sagging bending moment = 3878.83 × 0.875² / 2 = 1484.863 Kg.m./m.

P t req = Mu × 100 / ( (b d ( 0.87 fy ) ( d - 0.416 x u ) )
Mu=0.36 f ck b x u (d-0.416x u )
or, Mu=0.36 f ck b x u d - 0.14976 fck b x u ²
or, - 0.14976 fck b x u ² + 0.36 fck b xu d -Mu =0
or, -3744 xu² +1188000 xu - 14848626.95 = 0
or, xu= 13.034
pt, req = 14848626.95 × 100 / ( 1000 × 132 × 0.87 × 415 × ( 132 - 0.416 × 13.03 ))
P t, req = 0.25
Ast,reqd.= 3.25 sq.cm./m
Ast,min.= 2.4 sq.cm./m
Required 12 tor @ 348 c/c bothways at bottom.
Provide 12 tor @ 180 c/c bothways at bottom.
Area of steel provided = 1000 / 180 × π / 4 × 1.2 ² = 6.28 sq.cm./m
% of steel provided = 6.28 / ( 13.2 × 100 ) × 100 = 0.48
TOP REINFORCEMENT
Net downward pressure = 2500 × 0.2 + 1750 × 0.8 = 1900 Kg./sq.m.
Maximum hogging bending moment=1900 × 0.875²/2= 727 Kg.m./m.
P t req = Mu × 100 / ( (b d ( 0.87 fy ) ( d - 0.416 x u ) )
Mu=0.36 f ck b x u (d-0.416x u )
or, Mu=0.36 f ck b x u d - 0.14976 fck b x u ²
or, - 0.14976 fck b x u ² + 0.36 fck b xu d -Mu =0
or, -3744 xu² +1188000 xu - 7273437.5 = 0
or, xu= 6.245
pt, req = 7273437.5 × 100 / ( 1000 × 132 × 0.87 × 415 × ( 132 - 0.416 × 6.25 ))
P t, req = 0.12
Ast,reqd.= 1.56 sq.cm./m
Ast,min.= 2.4 sq.cm./m
Required 12 tor @ 471 c/c bothways at bottom.
Provide 12 tor @ 300 c/c bothways at bottom.
Area of steel provided = 1000 / 300 × π / 4 × 1.2 ² = 3.77 sq.cm./m
% of steel provided = 3.77 / ( 13.2 × 100 ) × 100 = 0.29
CHECK FOR PUNCHING SHEAR
Max. punching load = 11772.4 Kg.
Punching shear stress = 11772.4 / (( 25+25 )×2×13.2 ) = 8.92 Kg./sq.cm.
Allowable punching shear stress = 0.25 × √25 × 10 = 12.5 Kg./sq.cm.
Hence Safe

CHECK FOR BEAM SHEAR
Case-1
Distance of critical section from edge =0.875 - 0.132= 0.743 m.
Maximum Shear = 3878.83 × 0.743 = 2882 Kg./m.
Calculated shear stress ( τv ) = 28819.67/(1000×132)= 0.218 N/sq.mm.
Permissible Shear Stress (tc) = 0.478 N/sq.mm.
(Ref. Table 23 of IS 456:2000) Hence Safe
Case-2
Distance of critical section from edge = 0.875 m.
Maximum Shear = 1900 × 0.875 = 1663 Kg./m.
Calculated shear stress ( τv ) = 16625/(1000×132)= 0.126 N/sq.mm.
Permissible Shear Stress (tc) = 0.379 N/sq.mm.
(Ref. Table 23 of IS 456:2000) Hence Safe

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