NAVAYUGA ENGINEERING COMPANY LIMITED

PROJECT TITILE DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS AT SBC(V)

DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

1. ************** 000000000000000 *************
 ASSEMBLY & WELDING (RCC AND STEEL Q
+1.3M LVL - PILE CAP SCHEDULES
NO'S
PILE OF PILE
LENGTH [L] WIDTH [W/B]
S.No: DESCRIPTION CAP MEMB DIA
TYPE ER
no's Ø (mm) L1 L2 L(mm) B1 B2 B(mm)
1. PC - 1 B 1 1200 2410 1150 3560 1555 1960 3515
2. PC - 2 C 1 1200 2410 2235 4645 1680 1835 3515
3. PC - 3 C 5 1200 2235 2235 4470 1680 1835 3515
4. PC - 4 B 1 1200 2235 1400 3635 1680 1835 3515
5. PC - 5 C 2 1200 2535 1770 4305 1550 1050 2600
6. PC - 6 C 2 1200 2535 1770 4305 1050 2555 3605
7. PC - 7 D 16 1200 2485 2485 4970 1500 1500 3000
8. PC - 8 A 2 1200 1320 1320 2640 1000 1000 2000
9. PC - 9 B 2 1200 1080 2555 3635 1000 1000 2000
10. PC - 10 C 8 1200 1185 3285 4470 1000 1550 2550
11. PC - 10 - A A 1 1200 1550 1000 2550 1235 1185 2420
12. PC - 10 - B A 1 1200 1550 1000 2550 1000 1185 2185
13. PC - 11 C 2 1200 1185 2505 3690 1000 1550 2550
14. PC - 12 C 2 1200 1185 2520 3705 1000 1550 2550
15. PC - 13 B 2 1200 1185 1960 3145 1000 1550 2550
16. PC - 14 A 1 1200 1555 1050 2605 1000 1000 2000
17. PC - 15 D 2 1200 2560 3035 5595 1400 1050 2450
18. PC - 16 F 2 1200 3035 3985 7020 1400 1050 2450
19. PC - 17 F 4 1200 3985 3935 7920 1400 1050 2450
20. PC - 18 F 4 1200 3935 3485 7420 1400 1050 2450
21. PC - 19 F 4 1200 3485 3735 7220 1400 1050 2450
22. PC - 20 F 4 1200 3735 3985 7720 1400 1050 2450
23. PC - 21 F 2 1200 3985 2995 6980 1400 1050 2450
24. PC - 22 D 2 1200 3090 2580 5670 1400 1050 2450
25. PC - 23 E 1 1200 3489 2581 6070 1500 1500 3000
26. PC - 24 C 2 1200 2920 1490 4410 1220 1400 2620
27. PC - 25 D 4 1200 2140 2920 5060 1000 2600 3600
28. PC - 26-A B 4 1200 1485 1485 2970 1400 1400 2800
29. PC - 26 B 16 1200 1485 1485 2970 1400 1400 2800
30. PC - 27 E 4 1200 4330 1400 5730 1000 1000 2000
31. PC - 28 E 4 1200 1745 3985 5730 1000 1000 2000
32. PC - 29 E 4 1200 3985 2600 6585 2135 2130 4265
33. PC - 30 C 4 1200 2130 2130 4260 2600 1000 3600
34. PC - 31 C 4 1200 2130 2130 4260 2120 1485 3605
35. PC - 32 B 16 1200 2600 1000 3600 1485 1485 2970
36. PC - 33 B 4 1200 2600 1000 3600 1985 1485 3470
37. PC - 34 B 2 1200 1700 1700 3400 985 985 1970
 +1.3M LVL - PILE CAP SCHEDULES
NO'S
PILE OF PILE
LENGTH [L] WIDTH [W/B]
S.No: DESCRIPTION CAP MEMB DIA
TYPE ER
no's Ø (mm) L1 L2 L(mm) B1 B2 B(mm)
38. PC - 35 A 24 1200 985 985 1970 985 985 1970
39. PC - 36 C 122 1200 1000 2900 3900 985 985 1970
40. PC - 37 G 2 1200 1970 3985 5955 2000 2000 4000
41. PC - 38 G 2 1200 2000 3000 5000 2000 2000 4000
42. PC - 39 G 54 1200 2985 2985 5970 2000 2000 4000
43. PC - 40 G 2 1200 2150 2050 4200 2000 2000 4000
44. PC - 41 G 2 1200 3000 2320 5320 2000 2000 4000
45. PC - 42 D 2 1200 3740 1000 4740 1000 1745 2745
46. PC - 44 B 2 1200 2185 1000 3185 1000 1485 2485
47. PC - 45 C 2 1200 2085 2185 4270 1000 1485 2485
48. PC - 46 B 1 1200 2085 1000 3085 1000 1485 2485
49. PC - 47 D 2 1200 3710 1900 5610 1000 1485 2485
50. PC - 48 D 30 1200 2900 2500 5400 985 985 1970
51. PC - 52-A E 16 1200 2985 2985 5970 1400 1400 2800
52. PC - 52 E 36 1200 2985 2985 5970 1400 1400 2800
53. PC - 53 C 20 1200 1695 2500 4195 2985 1000 3985
54. PC - 55 C 10 1200 3285 1000 4285 1000 1485 2485
55. PC - 56 C 2 1200 2235 2035 4270 1400 1400 2800
56. PC - 57 C 2 1200 2235 1485 3720 1400 1400 2800
57. PC - 58 D 1 1200 3715 1000 4715 3285 1185 4470
58. PC - 60 C 1 1200 2920 1000 3920 1185 2440 3625
59. PC - 61 B 1 1200 1185 2440 3625 1370 1000 2370
60. PC - 62 C 2 1200 2985 1515 4500 1400 1400 2800
61. PC - 64 C 1 1200 2795 1000 3795 1485 1000 2485
62. PC - 66 G 110 1200 4545 805 5350 1015 1015 2030
63. PC - 66A G 2 1200 4515 805 5320 2000 750 2750
64. Overall Hook's - 2372 - - - - - - -

397 1200 - - - - - -
CAST IN SITU (remaining RCC
65. 22 1200 - - - - - -
@ PILE)
174 1200 - - - - - -
LDING (RCC AND STEEL QUANTITIES)
LE CAP SCHEDULES

RCC TOTAL RCC STEEL TOTAL STEEL

DEPTH / THICK [D/T] AREA
QTY. QTY. QTY. QTY.

T1 T2 T(mm) ( Sq.M ) (Cu.M) (Cu.M) ( kg ) ( MT )

150 150 300 1.07 3.25 3.26 384.13 0.39
150 150 300 1.39 4.35 4.35 528.02 0.53
150 150 300 1.34 4.17 20.87 509.30 2.55
150 150 300 1.09 3.33 3.34 388.35 0.39
150 150 300 1.29 2.82 5.65 384.72 0.77
150 150 300 1.29 4.22 8.44 486.90 0.98
150 150 300 1.49 3.91 62.57 997.33 15.96
150 150 300 0.79 1.24 2.49 123.63 0.25
150 150 300 1.09 1.84 3.69 211.75 0.43
150 150 300 1.34 2.98 23.84 360.45 2.89
150 150 300 0.74 1.46 1.46 148.38 0.15
150 150 300 0.74 1.28 1.29 137.15 0.14
150 150 300 1.11 2.40 4.81 299.37 0.60
150 150 300 1.11 2.41 4.83 300.04 0.61
150 150 300 0.94 2.00 4.00 245.55 0.50
150 150 300 0.78 1.17 1.17 129.86 0.13
150 150 300 1.68 3.65 7.30 887.27 1.78
150 200 350 2.46 5.41 10.83 1449.23 2.90
150 200 350 2.77 6.16 24.64 1625.42 6.51
150 200 350 2.60 5.74 22.98 1524.12 6.10
150 200 350 2.53 5.58 22.32 1486.67 5.95
150 200 350 2.70 5.99 23.97 1582.85 6.34
150 200 350 2.44 5.38 10.77 1442.77 2.89
150 200 350 1.98 4.30 8.60 903.13 1.81
150 150 300 1.82 4.85 4.86 1003.67 1.01
150 150 300 1.30 3.07 6.14 356.87 0.72
150 150 300 1.52 5.01 20.05 1140.17 4.57
150 150 300 0.87 2.09 8.38 249.59 1.00
150 150 300 0.89 2.16 34.49 241.84 3.87
150 150 300 1.72 2.84 11.37 673.59 2.70
150 150 300 1.72 2.97 11.88 841.06 3.37
150 150 300 1.95 7.99 31.97 2014.35 8.06
150 150 300 1.28 4.17 16.67 474.02 1.90
150 150 300 1.28 4.17 16.69 474.24 1.90
150 150 300 1.06 2.80 44.83 311.03 4.98
150 150 300 1.06 3.33 13.33 359.06 1.44
150 150 300 1.02 1.67 3.35 200.02 0.41
LE CAP SCHEDULES

RCC TOTAL RCC STEEL TOTAL STEEL

DEPTH / THICK [D/T] AREA
QTY. QTY. QTY. QTY.

T1 T2 T(mm) ( Sq.M ) (Cu.M) (Cu.M) ( kg ) ( MT )

150 150 300 0.59 0.82 19.80 98.71 2.37
150 150 300 1.15 1.92 234.40 248.45 30.32
150 225 375 2.23 8.31 16.62 2515.07 5.04
150 225 375 1.88 6.91 13.82 2128.10 4.26
150 225 375 2.24 8.33 449.79 2520.28 136.10
150 225 375 1.58 5.73 11.47 1810.75 3.63
150 225 375 2.00 7.38 14.76 2255.04 4.52
150 150 300 1.40 3.50 7.01 828.43 1.66
150 150 300 0.96 1.96 3.93 238.83 0.48
150 150 300 1.28 2.75 5.50 343.41 0.69
150 150 300 0.93 1.89 1.90 234.99 0.24
150 150 300 1.68 3.72 7.44 892.71 1.79
150 150 300 1.58 2.76 82.91 588.81 17.67
150 150 300 1.79 4.41 70.51 918.37 14.70
150 150 300 1.79 4.68 168.32 1188.41 42.79
150 150 300 1.21 4.50 89.94 510.41 10.21
150 150 300 1.29 2.76 27.59 344.08 3.45
150 150 300 1.28 3.25 6.50 357.12 0.72
150 150 300 1.09 2.72 5.45 321.06 0.65
150 150 300 1.41 5.98 5.99 1282.25 1.29
150 150 300 1.18 3.92 3.93 424.56 0.43
150 150 300 1.09 2.24 2.24 246.34 0.25
150 150 300 1.33 3.38 6.76 380.72 0.77
150 150 300 1.14 2.40 2.41 306.80 0.31
150 225 375 2.01 3.47 381.49 1181.38 129.96
150 225 375 2.00 4.88 9.77 1565.85 3.14
- - - - - - 3.25 7.71
RCC = 2161.7 Cu.m STEEL = 522.63 T
150 150 300 0.34 134.70
150 200 350 0.40 8.71
150 225 375 0.42 73.80
RCC = 2379 Cu.m STEEL = 523 T
 ASSEMBLY & WELDING (RCC AND STEEL QUANTITIES)
+1.3M LVL - PLANK'S (SCHEDULES & QTY.)
NO'S
OF LENGTH WIDTH RCC TOTAL
PLANK THICK AREA
S.No: DESCRIPTION MEMB [L] [W/B] QTY. RCC QTY.
TYPE ER
no's L(mm) B(mm) T(mm) ( Sq.M ) (Cu.M) (Cu.M)
1. PL-1 TYPE - B 255 3000 1200 150 3.60 0.54 137.70
2. PL-2 TYPE - A 3 3300 2000 150 6.60 0.99 2.97
3. PL-2A TYPE - B 2 3000 855 150 2.57 0.38 0.77
4. PL-3 TYPE - C 312 3300 1420 150 4.69 0.70 219.31
5. PL-3A TYPE - C 2 3300 1750 150 5.78 0.87 1.74
6. PL-4 TYPE - A 16 2600 1200 150 3.12 0.47 7.49
7. PL-4A TYPE - A 2 2600 1620 150 4.21 0.63 1.27
8. PL-5 TYPE - A 8 2115 1200 150 2.54 0.38 3.05
9. PL-6 TYPE - C 3 3300 2550 150 8.42 1.26 3.79
10. PL-7 TYPE - A 14 2105 1200 150 2.53 0.38 5.31
11. PL-8 TYPE - A 56 1900 2415 150 4.59 0.69 38.55
12. OVERALL HOOK'S 673 - - - - - -
RCC = 422.0 Cu.m
DING (RCC AND STEEL QUANTITIES)
VL - PLANK'S (SCHEDULES & QTY.)
TOTAL
STEEL
STEEL
QTY.
QTY.
( kg ) ( MT )
49.52 12.63
47.16 0.15
33.47 0.07
86.07 26.86
104.68 0.21
22.34 0.36
29.88 0.06
18.25 0.15
157.02 0.48
18.20 0.26
32.68 1.83
8.31 5.6
STEEL = 43.06 T
 ASSEMBLY & WELDING (RCC AND STEEL QUANTITIES)
+4.0M LVL - PLANK'S (SCHEDULES & QTY.)
NO'S
OF LENGTH WIDTH RCC
PLANK THICK AREA
S.No: DESCRIPTION MEMB [L] [W/B] QTY.
TYPE ER
no's L(mm) B(mm) T(mm) ( Sq.M ) (Cu.M)
1. SPL-1 TYPE - D 13 1950 1000 150 1.95 0.29
2. SPL - 2 TYPE - D 1 1950 1480 150 2.89 0.43
3. SPL - 3 TYPE - D 6 1885 1000 150 1.89 0.28
4. SPL - 3A TYPE - D 6 1065 1000 150 1.07 0.16
5. SPL - 3B TYPE - D 1 1885 835 150 1.57 0.24
6. SPL - 3C TYPE - D 1 1065 830 150 0.88 0.13
7. SPL - 3D TYPE - D 1 1945 780 150 1.52 0.23
8. SPL - 4 TYPE - D 2 1825 1280 150 2.34 0.35
9. SPL - 6 TYPE - D 5 3390 1400 150 4.75 0.71
10. SPL - 7 TYPE - D 1 3390 800 150 2.71 0.41
11. SPL - 8 TYPE - D 1 1985 1360 150 2.70 0.40
12. SPL - 9 TYPE - E 8 2250 1100 150 2.48 0.37
13. SPL - 10 TYPE - D 1 1250 1075 150 1.34 0.20
14. SPL - 11 TYPE - D 9 1700 1100 150 1.87 0.28
15. SPL - 13 TYPE - D 1 3190 800 150 2.55 0.38
16. SPL - 14 TYPE - D 1 1990 1400 150 2.79 0.42
17. SPL - 14 A TYPE - F 1 2810 1990 150 5.59 0.84
18. SPL - 14 B TYPE - F 1 2610 1255 150 3.28 0.49
19. SPL - 15 TYPE - D 21 1900 1250 150 2.38 0.36
20. SPL - 16 TYPE - D 7 1900 1260 150 2.39 0.36
21. SPL - 17 TYPE - E 3 2300 1250 150 2.88 0.43
22. SPL - 18 TYPE - E 1 2300 1260 150 2.90 0.43
23. SPL - 19 TYPE - D 9 1300 1100 150 1.43 0.21
24. SPL - 20 TYPE - D 9 1150 1100 150 1.27 0.19
25. SPL - 21 TYPE - D 8 3125 1400 150 4.38 0.66
26. SPL - 22 TYPE - D 36 2175 1400 150 3.05 0.46
27. SPL - 23 TYPE - D 9 3000 1400 150 4.20 0.63
28. SPL - 24 TYPE - D 280 1990 1400 150 2.79 0.42
29. SPL - 25 TYPE - D 280 1900 1250 150 2.38 0.36
30. SPL - 26 TYPE - D 40 1250 1210 150 1.51 0.23
31. SPL - 27 TYPE - D 81 1300 1100 150 1.43 0.21
32. SPL - 28 TYPE - D 18 1200 1100 150 1.32 0.20
33. SPL - 29 TYPE - D 23 1985 1400 150 2.78 0.42
34. SPL - 29 A TYPE - D 2 1985 1700 150 3.37 0.51
35. SPL - 29 B TYPE - D 1 1985 1100 150 2.18 0.33
36. SPL - 30 TYPE - D 21 1905 1400 150 2.67 0.40
37. SPL - 31 TYPE - D 42 1985 1400 150 2.78 0.42
 +4.0M LVL - PLANK'S (SCHEDULES & QTY.)
NO'S
OF LENGTH WIDTH RCC
PLANK THICK AREA
S.No: DESCRIPTION MEMB [L] [W/B] QTY.
TYPE ER
no's L(mm) B(mm) T(mm) ( Sq.M ) (Cu.M)
38. SPL - 32 TYPE - G 2 3300 1980 150 6.53 0.98
39. SPL - 33 TYPE - G 1 3300 1905 150 6.29 0.94
40. SPL - 34 TYPE - D 20 1900 1300 150 2.47 0.37
41. SPL - 35 TYPE - D 5 1900 980 150 1.86 0.28
42. SPL - 36 TYPE - D 4 1300 1415 150 1.84 0.28
43. SPL - 37 TYPE - D 4 1300 1075 150 1.40 0.21
44. SPL - 38 TYPE - D 1 1415 975 150 1.38 0.21
45. SPL - 39 TYPE - D 1 1075 975 150 1.05 0.16
46. APL - 1 TYPE - D 10 3300 1400 150 4.62 0.69
47. APL - 2 TYPE - D 2 3300 800 150 2.64 0.40
48. APL - 3 TYPE - D 56 1975 1400 150 2.77 0.41
49. APL - 4 TYPE - D 8 1975 800 150 1.58 0.24
50. APL - 5 TYPE - D 20 2525 1400 150 3.54 0.53
51. APL - 6 TYPE - D 4 2525 800 150 2.02 0.30
52. APL - 7 TYPE - D 10 2675 1400 150 3.75 0.56
53. APL - 8 TYPE - D 2 2675 800 150 2.14 0.32
54. APL - 9 TYPE - D 76 2325 1400 150 3.26 0.49
55. APL - 10 TYPE - D 8 2325 800 150 1.86 0.28
56. APL - 11 TYPE - D 38 2675 1400 150 3.75 0.56
57. APL - 12 TYPE - D 5 3105 800 150 2.48 0.37
58. APL - 13 TYPE - D 11 1905 1400 150 2.67 0.40
59. APL - 13 A TYPE - D 3 1860 1400 150 2.60 0.39
60. APL - 13B TYPE - D 1 2705 1400 150 3.79 0.57
61. APL - 14 TYPE - D 1 2705 1200 150 3.25 0.49
62. APL - 15 TYPE - D 2 2475 800 150 1.98 0.30
63. APL - 16 TYPE - D 30 1985 1400 150 2.78 0.42
64. APL - 17 TYPE - D 2 2470 1200 150 2.96 0.44
65. APL - 18 TYPE - D 2 2700 800 150 2.16 0.32
66. APL - 19 TYPE - D 28 2700 1400 150 3.78 0.57
67. APL - 20 TYPE - D 2 2475 800 150 1.98 0.30
68. APL - 21 TYPE - D 20 2475 1400 150 3.47 0.52
69. APL - 22 TYPE - D 2 2475 1200 150 2.97 0.45
70. APL - 23 TYPE - D 1 2705 800 150 2.16 0.32
71. APL - 24 TYPE - D 10 1900 1400 150 2.66 0.40
72. APL - 25 TYPE - D 1 1905 1200 150 2.29 0.34
73. APL - 26 TYPE - D 2 2475 1600 150 3.96 0.59
74. APL - 27 TYPE - D 1 1900 1600 150 3.04 0.46
75. APL - 28 TYPE - E 4 4950 2415 150 11.95 1.79
76. APL - 29 TYPE - D 2 4950 2000 150 9.90 1.49
 +4.0M LVL - PLANK'S (SCHEDULES & QTY.)
NO'S
OF LENGTH WIDTH RCC
PLANK THICK AREA
S.No: DESCRIPTION MEMB [L] [W/B] QTY.
TYPE ER
no's L(mm) B(mm) T(mm) ( Sq.M ) (Cu.M)
77. NPL-1 TYPE - H 1 2400 895 250 2.15 0.54
78. NPL-2 TYPE - H 1 2400 2400 250 5.76 1.44
79. NPL-3 TYPE - H 1 2500 2400 250 6.00 1.50
80. NPL-4 TYPE - D 3 2650 1400 150 3.71 0.56
81. NPL-5 TYPE - H 5 1400 900 250 1.26 0.32
82. NPL-6 TYPE - H 8 2400 1400 250 3.36 0.84
83. NPL-7 TYPE - D 1 2400 1475 250 3.54 0.89
84. NPL-8 TYPE - H 19 2500 1400 250 3.50 0.88
85. NPL-9 TYPE - D 10 1300 1100 150 1.43 0.21
86. NPL-10 TYPE - D 2 1435 1300 150 1.87 0.28
87. NPL-11 TYPE - D 10 1125 1100 150 1.24 0.19
88. NPL-12 TYPE - D 2 1435 1100 150 1.58 0.24
89. NPL-13 TYPE - D 58 2175 1400 150 3.05 0.46
90. NPL-14 TYPE - D 4 2175 1475 150 3.21 0.48
91. NPL-15 TYPE - D 2 1770 1475 150 2.61 0.39
92. NPL-16 TYPE - D 26 1770 1400 150 2.48 0.37
93. NPL-17 TYPE - D 3 3390 1400 150 4.75 0.71
94. NPL-18 TYPE - D 2 2000 1400 150 2.80 0.42
95. NPL-19 TYPE - D 10 1700 1100 150 1.87 0.28
96. NPL-20 TYPE - D 2 1700 1430 150 2.43 0.36
97. NPL-21 TYPE - H 20 1975 1400 250 2.77 0.69
98. NPL-22 TYPE - H 2 4400 895 250 3.94 0.98
99. NPL-23 TYPE - H 4 4400 1975 250 8.69 2.17
100. NPL-24 TYPE - H 2 4400 2500 250 11.00 2.75
101. NPL-25 TYPE - D 8 2995 1400 150 4.19 0.63
102. NPL-26 TYPE - F 1 2995 2600 150 7.79 1.17
103. NPL-27 TYPE - F 4 2600 2175 150 5.66 0.85
104. NPL-28 TYPE - D 2 2175 1770 150 3.85 0.58
105. NPL-29 TYPE - H 2 2750 1975 250 5.43 1.36
106. NPL - 30 TYPE - D 4 2200 1250 150 2.75 0.41
107. NPL - 30-1 TYPE - D 12 2050 1250 150 2.56 0.38
108. NPL - 30-2 TYPE - E 4 2460 1250 150 3.08 0.46
109. NPL - 30A TYPE - H 10 2752 2500 250 6.88 1.72
110. NPL - 30B TYPE - D 10 1200 1100 150 1.32 0.20
111. NPL - 31 TYPE - D 2 1435 1200 150 1.72 0.26
112. NPL - 32 TYPE - D 200 1900 1250 150 2.38 0.36
113. NPL - 33 TYPE - D 54 1300 1150 150 1.50 0.22
114. NPL - 34 TYPE - D 42 1985 1400 150 2.78 0.42
115. NPL - 35 TYPE - D 21 1850 1400 150 2.59 0.39
 +4.0M LVL - PLANK'S (SCHEDULES & QTY.)
NO'S
OF LENGTH WIDTH RCC
PLANK THICK AREA
S.No: DESCRIPTION MEMB [L] [W/B] QTY.
TYPE ER
no's L(mm) B(mm) T(mm) ( Sq.M ) (Cu.M)
116. NPL - 36 TYPE - F 1 3050 2850 150 8.69 1.30
117. NPL - 37 TYPE - F 4 2185 2850 150 6.23 0.93
118. NPL - 38 TYPE - F 1 3585 2850 150 10.22 1.53
119. NPL - 39 TYPE - D 26 1400 1250 150 1.75 0.26
120. NPL - 40 TYPE - H 3 2950 1985 250 5.86 1.46
121. NPL - 41 TYPE - H 1 2950 2485 250 7.33 1.83
122. NPL - 42 TYPE - H 28 4500 900 250 4.05 1.01
123. NPL - 43 TYPE - H 116 4500 950 250 4.28 1.07
124. NPL - 44 TYPE - H 58 4500 1285 250 5.78 1.45
125. NPL - 45 TYPE - H 2 1985 900 250 1.79 0.45
126. NPL - 46 TYPE - H 8 1985 950 250 1.89 0.47
127. NPL - 47 TYPE - H 4 1985 1285 250 2.55 0.64
128. NPL - 48 TYPE - G 2 3300 1985 150 6.55 0.98
129. NPL - 49 TYPE - G 1 3300 1905 150 6.29 0.94
130. NPL - 50 TYPE - D 8 1900 1300 150 2.47 0.37
131. NPL - 51 TYPE - D 2 1900 980 150 1.86 0.28
132. NPL - 52 TYPE - D 4 1415 1300 150 1.84 0.28
133. NPL - 53 TYPE - D 1 1415 980 150 1.39 0.21
134. NPL - 54 TYPE - D 4 1300 1075 150 1.40 0.21
135. NPL - 55 TYPE - D 1 1300 1075 150 1.40 0.21
136. NPL - 56 TYPE - D 4 1300 2115 150 2.75 0.41
137. NPL - 57 TYPE - D 1 2115 980 150 2.07 0.31
138. OVERALL HOOK'S 2207 - - - - -
RCC =
WELDING (RCC AND STEEL QUANTITIES)
.0M LVL - PLANK'S (SCHEDULES & QTY.)

TOTAL RCC STEEL TOTAL STEEL

QTY. QTY. QTY.

(Cu.M) ( kg ) ( MT )
3.81 12.10 0.16
0.44 18.00 0.02
1.70 11.87 0.08
0.96 6.43 0.04
0.24 11.05 0.02
0.14 6.01 0.01
0.23 9.23 0.01
0.71 14.69 0.03
3.56 30.50 0.16
0.41 16.72 0.02
0.41 17.59 0.02
2.97 18.41 0.15
0.21 9.10 0.01
2.53 12.56 0.12
0.39 15.60 0.02
0.42 17.66 0.02
0.84 59.18 0.06
0.50 34.53 0.04
7.49 14.88 0.32
2.52 14.93 0.11
1.30 21.59 0.07
0.44 21.65 0.03
1.94 9.39 0.09
1.71 8.73 0.08
5.25 28.24 0.23
16.45 19.62 0.71
5.67 26.50 0.24
117.02 17.66 4.95
99.75 14.88 4.17
9.08 9.46 0.38
17.38 9.39 0.77
3.57 8.95 0.17
9.59 17.64 0.41
1.02 21.01 0.05
0.33 14.27 0.02
8.41 17.34 0.37
17.51 17.64 0.75
.0M LVL - PLANK'S (SCHEDULES & QTY.)

TOTAL RCC STEEL TOTAL STEEL

QTY. QTY. QTY.

(Cu.M) ( kg ) ( MT )
1.97 93.15 0.19
0.95 89.58 0.09
7.41 15.12 0.31
1.40 11.82 0.06
1.11 11.55 0.05
0.84 9.01 0.04
0.21 8.84 0.01
0.16 7.02 0.01
6.93 28.89 0.29
0.80 15.81 0.04
23.23 17.60 0.99
1.90 9.64 0.08
10.61 22.19 0.45
1.22 12.14 0.05
5.62 24.02 0.25
0.65 13.16 0.03
37.11 21.45 1.64
2.24 11.77 0.1
21.35 24.02 0.92
1.87 15.45 0.08
4.41 17.34 0.2
1.18 17.17 0.06
0.57 24.13 0.03
0.49 20.50 0.03
0.60 12.05 0.03
12.51 17.64 0.53
0.89 18.67 0.04
0.65 13.21 0.03
15.88 24.11 0.68
0.60 12.05 0.03
10.40 22.01 0.45
0.90 18.69 0.04
0.33 13.22 0.02
3.99 17.32 0.18
0.35 14.73 0.02
1.19 25.32 0.06
0.46 19.93 0.02
7.18 89.50 0.36
2.97 60.74 0.13
.0M LVL - PLANK'S (SCHEDULES & QTY.)

TOTAL RCC STEEL TOTAL STEEL

QTY. QTY. QTY.

(Cu.M) ( kg ) ( MT )
0.54 153.80 0.16
1.44 480.17 0.49
1.50 490.54 0.5
1.67 23.93 0.08
1.58 112.60 0.57
6.72 189.66 1.52
0.89 204.25 0.21
16.63 196.94 3.75
2.15 9.39 0.1
0.56 11.62 0.03
1.86 8.62 0.09
0.48 10.55 0.03
26.50 19.62 1.14
1.93 20.22 0.09
0.79 16.03 0.04
9.67 15.56 0.41
2.14 30.50 0.1
0.84 17.69 0.04
2.81 12.56 0.13
0.73 15.52 0.04
13.83 155.84 3.12
1.97 235.02 0.48
8.69 581.68 2.33
5.50 757.49 1.52
5.04 26.48 0.22
1.17 83.74 0.09
3.40 59.76 0.24
1.16 23.70 0.05
2.72 417.07 0.84
1.65 16.99 0.07
4.62 15.54 0.19
1.85 23.37 0.1
17.20 544.88 5.45
1.98 10.05 0.11
0.52 11.08 0.03
71.25 16.60 3.32
12.11 10.74 0.58
17.51 17.64 0.75
8.16 17.14 0.36
.0M LVL - PLANK'S (SCHEDULES & QTY.)

TOTAL RCC STEEL TOTAL STEEL

QTY. QTY. QTY.

(Cu.M) ( kg ) ( MT )
1.31 94.57 0.1
3.74 67.64 0.28
1.54 108.79 0.11
6.83 12.36 0.33
4.40 437.46 1.32
1.84 570.04 0.58
28.35 238.68 6.69
123.98 270.03 31.33
83.85 375.71 21.8
0.90 136.88 0.28
3.78 154.84 1.24
2.56 216.70 0.87
1.97 93.19 0.19
0.95 89.58 0.09
2.97 18.56 0.15
0.56 13.54 0.03
1.11 13.92 0.06
0.21 10.15 0.02
0.84 10.99 0.05
0.21 10.99 0.02
1.65 19.65 0.08
0.32 15.12 0.02
- 8.31 18.34
1076 Cu.m STEEL = 137 T
 CAST IN SITU BEAMS REINFORCEMENT SCHEDULE AND QUANTITIES
NO'S OF OVERALL TOTAL RCC STEEL
AREA RCC QTY.
MEMBER QTY. QTY.
S.NO DESCRIPTION
L (mm) B (mm) D (mm)
no's ( Sq.M ) (Cu.M) (Cu.M) ( kg )

1. SPB - 1 19 5100 600 1200 0.484 2.47 46.88 461.67

2. SPB - 2 133 5100 600 1200 0.518 2.64 351.03 483.90
3. SPB - 3 5 5100 600 1200 0.484 2.47 12.34 713.19
4. SPB - 3A 1 5100 600 1200 0.518 2.64 2.64 715.66
5. SPB-4A, NPB-3A 2 5350 600 1200 0.484 2.59 5.18 740.24
6. SPB-4, NPB-3 4 5350 600 1200 0.518 2.77 11.08 742.81
7. NPB - 1 1 5200 600 1200 0.484 2.52 2.52 471.24
8. NPB - 1 90 5200 600 1200 0.518 2.69 242.19 493.84
9. NPB - 2 4 5200 600 1200 0.518 2.69 10.77 493.84
10. NPB - 2A 3 6300 600 1200 0.518 3.26 9.79 582.07
11. SMB - 1 37 10115 1300 1750 1.834 18.55 686.30 4393.83
12. SMB - 1 5 10115 1300 1750 1.758 17.78 88.89 4431.26
13. SMB - 2 1 3140 1600 1750 2.148 6.74 6.75 1774.79
14. SMB - 2 2 4750 1600 1750 2.148 10.20 20.41 2395.69
15. SMB - 2 17 4700 1600 1750 2.148 10.09 171.59 2381.62
16. SMB - 3-A 1 3140 1300 1750 1.724 5.41 5.42 1537.80
17. SMB - 3-B 1 3140 1300 1750 1.758 5.52 5.52 1552.85
18. SMB - 3-C 2 4700 1300 1750 1.724 8.10 16.21 2080.39
19. SMB - 3-D 1 4750 1300 1750 1.758 8.35 8.35 2112.66
20. SMB - 3-E 1 4300 1300 1750 1.724 7.41 7.42 1938.64
21. SMB - 4, NMB-4 4 5900 1200 1750 1.594 9.40 37.62 2532.48
22. SMB - 5,NMB-6 2 5765 1200 1750 1.560 8.99 17.99 2346.61
23. RB - 1 & RB-6 2 209650 4000 1750 5.200 1090.18 2180.36 278762.72
24. RB-3 & RB-4 2 52950 4000 1750 5.200 275.34 550.68 25123.25
25. RB-2 & RB-5 2 8900 4000 1750 5.200 46.28 92.56 4062.32
26. RB-2A & RB-5A 2 201500 3050 2500 6.253 1259.88 2519.76 116613.28
27. RB - 7 1 88645 1600 1750 2.148 190.37 190.37 41347.55
28. RB - 7 1 17250 1600 1750 2.148 37.04 37.05 8376.95
29. RB - 8,9,10 3 88600 1600 1750 2.148 190.27 570.81 41335.59
30. RB - 8,9,10 3 15500 1600 1750 2.148 33.29 99.86 7618.88
31. RB - 11,12 2 122190 1600 1750 2.148 262.40 524.81 56898.87
32. RB - 13 & RB-14 2 41256 1600 1750 2.148 88.60 177.20 25091.72
33. RB - 15 & RB-16 2 32366 1600 1750 2.148 69.51 139.02 19226.55
34. RB - 18 1 48700 1600 1750 2.148 104.58 104.59 31441.94
35. RB - 19 TO RB - 26 8 78065 1600 1750 2.148 167.64 1341.16 47681.63
36. RB - 27,28,29,30 4 36290 1600 1750 2.148 77.93 311.74 17292.53
37. RB-31 & RB-32 2 236575 4000 1750 5.200 1230.19 2460.38 94023.51
38. RB-33 42 5850 1600 1750 2.148 12.56 527.65 4043.67
39. RB-33 52 1255 1600 1750 2.148 2.70 140.15 1942.87
 CAST IN SITU BEAMS REINFORCEMENT SCHEDULE AND QUANTITIES
NO'S OF OVERALL TOTAL RCC STEEL
AREA RCC QTY.
MEMBER QTY. QTY.
S.NO DESCRIPTION
L (mm) B (mm) D (mm)
no's ( Sq.M ) (Cu.M) (Cu.M) ( kg )

40. RB-33 44 1990 1600 1750 2.148 4.27 188.04 1589.92

41. RB-33 1 22905 1600 1750 2.148 49.19 49.19 11892.47
42. RB-33 1 24260 1600 1750 2.148 52.10 52.10 15267.08
43. RB-34 20 5850 1900 1750 2.504 14.65 292.94 4075.34
44. RB-34 5 1995 1900 1750 2.504 4.99 24.98 1602.13
45. NMB - 1 37 7085 1200 1750 1.834 12.99 480.71 3296.62
46. NMB - 1 2 7485 1200 1750 1.834 13.73 27.46 3453.84
47. NMB - 1 6 7485 1200 1750 1.628 12.18 73.10 3761.36
48. NMB - 2 1 4800 1600 1750 2.148 10.31 10.31 2411.26
49. NMB - 2A 18 4700 2055 1750 2.705 12.71 228.87 2398.85
50. NMB - 3A 18 4700 1750 1750 2.309 10.85 195.33 2376.46
51. NMB-5 1 5900 1200 1750 1.594 9.40 9.41 2540.89
52. B-5B & B-6A 2 202255 1200 1750 1.560 315.52 631.04 63337.67
53. B-5A & B-6B 2 203690 1200 1750 1.560 317.76 635.52 64313.72
54. B-1 or 1A & B-4/4a 2 228395 1600 1750 2.080 475.06 950.13 113206.08
55. B-2 & B-3 2 52950 1600 1750 2.080 110.14 220.28 27072.11
56. B-5 & B-6 2 8900 1600 1750 2.080 18.51 37.03 4746.12
57. B-7,B-8 & B-9 3 34525 1600 1750 2.080 71.81 215.44 18214.71
58. B-10,B-11 & B-12 3 25450 1600 1750 2.080 52.94 158.81 13048.00
59. B-13 31 7500 1500 1750 2.018 15.13 469.07 2870.42
60. B-14 1 252550 1900 1750 2.470 623.80 623.80 59014.88
RCC = 19309 Cu.m
STEEL =
NFORCEMENT SCHEDULE AND QUANTITIES
TOTAL STEEL
QTY.

( MT )

8.77
64.36
3.57
0.72
1.48
2.97
0.47
44.45
1.98
1.75
162.57
22.16
1.77
4.79
40.49
1.54
1.55
4.16
2.11
1.94
10.13
4.69
557.53
50.25
8.12
233.23
41.35
8.38
124.01
22.86
113.80
50.18
38.45
31.44
381.45
69.17
188.05
169.83
101.03
NFORCEMENT SCHEDULE AND QUANTITIES
TOTAL STEEL
QTY.

( MT )

69.96
11.89
15.27
81.51
8.01
121.97
6.91
22.57
2.41
43.18
42.78
2.54
126.68
128.63
226.41
54.14
9.49
54.64
39.14
88.98
59.01
3794 T
1910 T
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.1. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - A

7.1.1. UNIT WEIGHTS
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete fck = M50
Grade of Steel fy = Fe500
Modulus of elasticity of concrete EC = 35,356.00 N/mm2
Modulus of elasticity of steel ES = 200,000.00 N/mm2

7.1.2. PRECAST PILECAP SECTION

NOTE : -The purpose of the precast pilecap is to support the precast planks(PL) and
create a platform for cast in situ slab concreting 400mm. These pile caps
sacrificial in nature and no serviceability check are required.

FIG:- 1 - PRE CAST PILE CAP CROSS SECTION DETAILS

PRECAST PILE CAP DIMENSIONAL DATA :

Pile diameter Ø = 1200.00 mm
LENGTH OF PILE CAP
Distance from center of Pile to end of p L1 = 1320.00 mm
Distance from center of Pile to end of p L2 = 1320.00 mm
Corbel width L3 = 0.00 mm
Corbel width L4 = 0.00 mm
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.1. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - A

Top length of Pile Cap (Excluding Corb L5 = 2640.00 mm
Total length of pilecap L = 2640.00 mm
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.1. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - A

WIDTH OF PILE CAP
Distance from center of Pile to end of p B1 = 1000.00 mm
Distance from center of Pile to end of p B2 = 1000.00 mm
Corbel width B3 = 150.00 mm
Corbel width B4 = 150.00 mm
Top Pilecap width (Excluding Corbel) B5 = 1700.00 mm
Total width of pilecap B = 2000.00 mm
DEPTH OF PILE CAP
Depth of corbel T1 = 150.00 mm
Depth of corbel T2 = 150.00 mm
Total depth of pile cap T = 300.00 mm
Clear cover to the outer reinforcement C = 30.00 mm
Area of Pile Cap A = 0.80 m2

7.1.3. DESIGN LOADS CALCULATION

DAEAD LOADS (DL)
1. Self weight of Pile Cap = 36.63 kN
2. Load from Cast in situ slab on Pile Cap
Thickness of slab D = 400.00 mm
Weight of cast in situ slab = 44.88 kN
3. Load from Plank [self weight of plank + Cast in situ slab]
Precast planks are placed over the length of at corbel location. The load will considered length of pilecap.
Length of plank is acting on pile cap l = 2640.00 mm
Width of plank w = 3000.00 mm
Thickness of precast plank t = 150.00 mm
Self Weight of Plank WPL = 29.70 kN
Cast in situ slab weight
Cast in situ slab load on the plank = 79.20 kN
Total load from Plank to corbel = 108.90 kN
Total Dead Load (DL) WDL = 191.00 kN

CONSTRUCTIONAL LIVE LOAD ON PILE CAP (LL)

4. Assumed Construction live load LL = 5.00 kN/m2
Live load acting over a Length of pilec LPC = 2640.00 mm
Live load acting over a width of pilecap BPC = 1700.00 mm
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.1. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - A

Live load acting over a Length of Plank LPL = 2640.00 mm
Live load acting over a width of Plank WPL = 3000.00 mm
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.1. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - A

Load on Pilecap = 22.44 kN
Load from Plank = 39.60 kN
Total Live Load WLL = 63.00 kN

TOTAL LOADS ON PILE CAP

1. Self weight of pile cap = 36.63 kN
2. Cast In situ slab on pilecap = 44.88 kN
3. Self Weight of plank + cast in situ slab = 108.90 kN
4. Construction live load = 63.00 kN
Total load on pile cap WU = 254.00 kN
Total factored load acting on the Pile cap = 381.00 kN
Intensity of pressure = 84.89 kN/m2

7.1.4. REINFORCEMENT DETAILS

Minimum percentage of steel required = 0.20 %
Maximum % of reinforcement = 1.89 %
LENGTH DIRECTION WIDTH DIRECTION
L1 L2 B1 B2
Cantilever Length 0.72 m 0.72 m 0.40 m 0.40 m
Bending Moment 22.00 kNm 22.00 kNm 6.79 kNm 6.79 kNm
Effective Depth 264.0 mm 264.0 mm 252.0 mm 252 mm
Mu / bd2 0.32 0.32 0.11 0.11
% Steel Required 0.07 % 0.07 % 0.02 % 0.02 %
Assumed main bar 12 mm 12 mm
REQUIRED PROVIDED REQUIRED PROVIDED
Percentage of steel 0.20 % 0.21 % 0.20 % 0.22 %
Area of steel Ast. (mm )
2
528.00 565.49 504.00 565.49
Spacing of barSp.(mm c/c) 214.20 200.00 224.40 200.00
Provide #12 @200mm c/c Both Direction at TOP & BOTTOM.

7.1.5. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section.
And the precast section is to be lifted by 4 hooks
Lifting weight of precast section = 37.00 kN
Impact during handling = 1.25 ASSUMED
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.1. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - A

Total force in each hook = 11.56 kN
Permissible stress in the steel = 275.00 N/mm2 IS 456:2000
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.1. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - A

Area of hook required = 42.05 mm2
Diameter of hook required = 8 mm
Assume diameter for hook = 16 mm
Area of steel for Hook = 200.96 mm2
Provided 4no's #16 mm dia
DEVELOPMENT LENGTH FOR LIFTING HOOK
Bond strength Ꞇbd = 1.90 N/mm2 IS 456:2000
Stress in the bar = 57.54 N/mm 2 Cl. 26.2.1.1

Development length = 121.13 mm

Total length = 400.00 mm

7.1.6. DESIGN OF CORBEL

Load transfer through corbel is a temporary phase until in-situ concrete attains its full strength.
For corbel design, reaction from deck slab and construction live load is considered.
Length of corbel = 1000.00 mm
Depth of corbel = 150.00 mm
Width of corbel = 150.00 mm
Distance of the concentrated load from the face of t = 75.00 mm
Effective length of corbel = 1.09 m
Overall depth d = 150.00 mm
s = 150.00 mm
Clear cover c = 25.00 mm
Dia of main reinforcement ø1 = 12.00 mm
Dia of Secondary reinforcement ø2 = 12.00 mm
Effective depth d' = 107.00 mm
Poisson's ratio µ = 1.40
S/d' = 1.40
S/d' > 0.5 HENCE DESIGN AS CORBEL
LOADS ON CORBEL
Slab Load = 26.40 kN
Plank Load = 9.90 kN
Construction Load = 1.67 kN
Total Load = 37.97 kN
Factored Load = 57.00 kN
Bending Moment = 4.28 kNm
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.1. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - A

Nominal shear strength of concrete Vu/bd = 0.49 N/mm2
= 7.50 N/mm2
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.1. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - A

Vu/bd < 0.15 fck is SAFE.
Grade Of Concrete = M50
Grade of Steel Fy = Fe500
Clear Cover = 25.00 mm
Factored Vertical load Vu = 57.00 kN
Shear Friction Reinforcement, Avf = Vu / (0.85 x Fy x μ ) = 95.80 mm2
Hu = 0.2 x Vu = 11.40 kN
Direct Tension Reinforcement, At = Hu / (0.85 x Fy) = 26.82 mm2
Flexural Tensile Reinforcement, Af = [(Vu x cd) + Hu(h-d')] / (0.85 x Fy x d)
Af = 134.12 mm2
Total tensile reinforcement is taken as the largest of the following
Af + At = 160.94 mm2
0.67 Avt + At = 91.01 mm2
(0.04 x fck / Fy ) x b x d' = 64.20 mm2
As = 160.94 mm2
Diameter of bar = 12 mm
No of bars Provided no. = 2
Area of reinforcement provided Ast = 226.19 mm2
Horizontal Reinforcement
Diameter for horizontal reinforcement = 12 mm
No of legs = 2
Area of reinforcement stirrups
Ah = 0.5 Af = 67.06 mm2
Ah = Avf/3 = 31.93 mm2
Ah = 67.06 mm2
Assume 2 legged, #12 mm dia.
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.2. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - B

7.2.1. UNIT WEIGHTS
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete fck = M50
Grade of Steel fy = Fe500
Modulus of elasticity of concrete EC = 35,356.00 N/mm2
Modulus of elasticity of steel ES = 200,000.00 N/mm2

7.2.2. PRECAST PILECAP SECTION

NOTE : -The purpose of the precast pilecap is to support the precast planks(PL) and
create a platform for cast in situ slab concreting 400mm. These pile caps
sacrificial in nature and no serviceability check are required.

FIG:- 1 - PRE CAST PILE CAP CROSS SECTION DETAILS

PRECAST PILE CAP DIMENSIONAL DATA :

Pile diameter Ø = 1200.00 mm
LENGTH OF PILE CAP
Distance from center of Pile to end of p L1 = 2235.00 mm
Distance from center of Pile to end of p L2 = 1400.00 mm
Corbel width L3 = 0.00 mm
Corbel width L4 = 0.00 mm
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.2. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - B

Top length of Pile Cap (Excluding Corb L5 = 3635.00 mm
Total length of pilecap L = 3635.00 mm
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.2. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - B

WIDTH OF PILE CAP
Distance from center of Pile to end of p B1 = 1680.00 mm
Distance from center of Pile to end of p B2 = 1835.00 mm
Corbel width B3 = 150.00 mm
Corbel width B4 = 150.00 mm
Top Pilecap width (Excluding Corbel) B5 = 3215.00 mm
Total width of pilecap B = 3515.00 mm
DEPTH OF PILE CAP
Depth of corbel T1 = 150.00 mm
Depth of corbel T2 = 150.00 mm
Total depth of pile cap T = 300.00 mm
Clear cover to the outer reinforcement C = 30.00 mm
Area of Pile Cap A = 1.10 m2

7.2.3. DESIGN LOADS CALCULATION

DAEAD LOADS (DL)
1. Self weight of Pile Cap = 91.74 kN
2. Load from Cast in situ slab on Pile Cap
Thickness of slab D = 400.00 mm
Weight of cast in situ slab = 116.87 kN
3. Load from Plank [self weight of plank + Cast in situ slab]
Precast planks are placed over the length of at corbel location. The load will considered length of pilecap.
Length of plank is acting on pile cap l = 3635.00 mm
Width of plank w = 3000.00 mm
Thickness of precast plank t = 150.00 mm
Self Weight of Plank WPL = 40.90 kN
Cast in situ slab weight
Cast in situ slab load on the plank = 109.05 kN
Total load from Plank to corbel = 149.95 kN
Total Dead Load (DL) WDL = 359.00 kN

CONSTRUCTIONAL LIVE LOAD ON PILE CAP (LL)

4. Assumed Construction live load LL = 5.00 kN/m2
Live load acting over a Length of pilec LPC = 3635.00 mm
Live load acting over a width of pilecap BPC = 3215.00 mm
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
AT SBC(V), VISAKHAPATNAM
DOCUMENT TITLE ASSEMBLY AND WELDING AREA

PROJECT NO. DOCUMENT NO. REVISION NO. DATE REMARKS

ST - 1278 SBV - DSN - ******* 0 12/09/2019

7.2. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - B

Live load acting over a Length of Plank LPL = 3635.00 mm
Live load acting over a width of Plank WPL = 3000.00 mm
NAVAYUGA ENGINEERING COMPANY LIMITED

DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
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7.2. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - B

Load on Pilecap = 58.43 kN
Load from Plank = 54.53 kN
Total Live Load WLL = 113.00 kN

TOTAL LOADS ON PILE CAP

1. Self weight of pile cap = 91.74 kN
2. Cast In situ slab on pilecap = 116.87 kN
3. Self Weight of plank + cast in situ slab = 149.95 kN
4. Construction live load = 113.00 kN
Total load on pile cap WU = 472.00 kN
Total factored load acting on the Pile cap = 708.00 kN
Intensity of pressure = 60.58 kN/m2

7.2.4. REINFORCEMENT DETAILS

Minimum percentage of steel required = 0.20 %
Maximum % of reinforcement = 1.89 %
LENGTH DIRECTION WIDTH DIRECTION
L1 L2 B1 B2
Cantilever Length 1.64 m 0.80 m 1.08 m 1.24 m
Bending Moment 80.98 kNm 19.39 kNm 35.33 kNm 46.20 kNm
Effective Depth 264.0 mm 264.0 mm 252.0 mm 252 mm
Mu / bd2 1.16 0.28 0.56 0.73
% Steel Required 0.27 % 0.06 % 0.13 % 0.17 %
Assumed main bar 12 mm 12 mm
REQUIRED PROVIDED REQUIRED PROVIDED
Percentage of steel 0.27 % 0.34 % 0.20 % 0.26 %
Area of steel Ast. (mm )
2
725.40 904.78 504.00 646.27
Spacing of barSp.(mm c/c) 155.91 125.00 224.40 175.00
Provide #12 @125mm c/c Both Direction at TOP & BOTTOM.

7.2.5. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section.
And the precast section is to be lifted by 4 hooks
Lifting weight of precast section = 92.00 kN
Impact during handling = 1.25 ASSUMED
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7.2. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - B

Total force in each hook = 28.75 kN
Permissible stress in the steel = 275.00 N/mm2 IS 456:2000
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7.2. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - B

Area of hook required = 104.55 mm2
Diameter of hook required = 12 mm
Assume diameter for hook = 16 mm
Area of steel for Hook = 200.96 mm2
Provided 4no's #16 mm dia
DEVELOPMENT LENGTH FOR LIFTING HOOK
Bond strength Ꞇbd = 1.90 N/mm2 IS 456:2000
Stress in the bar = 143.06 N/mm 2 Cl. 26.2.1.1

Development length = 301.19 mm

Total length = 400.00 mm

7.2.6. DESIGN OF CORBEL

Load transfer through corbel is a temporary phase until in-situ concrete attains its full strength.
For corbel design, reaction from deck slab and construction live load is considered.
Length of corbel = 1000.00 mm
Depth of corbel = 150.00 mm
Width of corbel = 150.00 mm
Distance of the concentrated load from the face of t = 75.00 mm
Effective length of corbel = 1.09 m
Overall depth d = 150.00 mm
s = 150.00 mm
Clear cover c = 25.00 mm
Dia of main reinforcement ø1 = 12.00 mm
Dia of Secondary reinforcement ø2 = 12.00 mm
Effective depth d' = 107.00 mm
Poisson's ratio µ = 1.40
S/d' = 1.40
S/d' > 0.5 HENCE DESIGN AS CORBEL
LOADS ON CORBEL
Slab Load = 36.35 kN
Plank Load = 13.63 kN
Construction Load = 1.67 kN
Total Load = 51.65 kN
Factored Load = 78.00 kN
Bending Moment = 5.85 kNm
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7.2. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - B

Nominal shear strength of concrete Vu/bd = 0.67 N/mm2
= 7.50 N/mm2
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7.2. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - B

Vu/bd < 0.15 fck is SAFE.
Grade Of Concrete = M50
Grade of Steel Fy = Fe500
Clear Cover = 25.00 mm
Factored Vertical load Vu = 78.00 kN
Shear Friction Reinforcement, Avf = Vu / (0.85 x Fy x μ ) = 131.09 mm2
Hu = 0.2 x Vu = 15.60 kN
Direct Tension Reinforcement, At = Hu / (0.85 x Fy) = 36.71 mm2
Flexural Tensile Reinforcement, Af = [(Vu x cd) + Hu(h-d')] / (0.85 x Fy x d)
Af = 183.53 mm2
Total tensile reinforcement is taken as the largest of the following
Af + At = 220.24 mm2
0.67 Avt + At = 124.54 mm2
(0.04 x fck / Fy ) x b x d' = 64.20 mm2
As = 220.24 mm2
Diameter of bar = 12 mm
No of bars Provided no. = 2
Area of reinforcement provided Ast = 226.19 mm2
Horizontal Reinforcement
Diameter for horizontal reinforcement = 12 mm
No of legs = 2
Area of reinforcement stirrups
Ah = 0.5 Af = 91.76 mm2
Ah = Avf/3 = 43.70 mm2
Ah = 91.76 mm2
Assume 2 legged, #12 mm dia.
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7.3. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - C

7.3.1. UNIT WEIGHTS
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete fck = M50
Grade of Steel fy = Fe500
Modulus of elasticity of concrete EC = 35,356.00 N/mm2
Modulus of elasticity of steel ES = 200,000.00 N/mm2

7.3.2. PRECAST PILECAP SECTION

NOTE : -The purpose of the precast pilecap is to support the precast planks(PL) and
create a platform for cast in situ slab concreting 400mm. These pile caps
sacrificial in nature and no serviceability check are required.

FIG:- 1 - PRE CAST PILE CAP CROSS SECTION DETAILS

PRECAST PILE CAP DIMENSIONAL DATA :

Pile diameter Ø = 1200.00 mm
LENGTH OF PILE CAP
Distance from center of Pile to end of p L1 = 2410.00 mm
Distance from center of Pile to end of p L2 = 2235.00 mm
Corbel width L3 = 0.00 mm
Corbel width L4 = 0.00 mm
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7.3. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - C

Top length of Pile Cap (Excluding Corb L5 = 4645.00 mm
Total length of pilecap L = 4645.00 mm
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7.3. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - C

WIDTH OF PILE CAP
Distance from center of Pile to end of p B1 = 1680.00 mm
Distance from center of Pile to end of p B2 = 1835.00 mm
Corbel width B3 = 150.00 mm
Corbel width B4 = 150.00 mm
Top Pilecap width (Excluding Corbel) B5 = 3215.00 mm
Total width of pilecap B = 3515.00 mm
DEPTH OF PILE CAP
Depth of corbel T1 = 150.00 mm
Depth of corbel T2 = 150.00 mm
Total depth of pile cap T = 300.00 mm
Clear cover to the outer reinforcement C = 30.00 mm
Area of Pile Cap A = 1.40 m2

7.3.3. DESIGN LOADS CALCULATION

DAEAD LOADS (DL)
1. Self weight of Pile Cap = 117.23 kN
2. Load from Cast in situ slab on Pile Cap
Thickness of slab D = 400.00 mm
Weight of cast in situ slab = 149.34 kN
3. Load from Plank [self weight of plank + Cast in situ slab]
Precast planks are placed over the length of at corbel location. The load will considered length of pilecap.
Length of plank is acting on pile cap l = 4645.00 mm
Width of plank w = 3000.00 mm
Thickness of precast plank t = 150.00 mm
Self Weight of Plank WPL = 52.26 kN
Cast in situ slab weight
Cast in situ slab load on the plank = 139.35 kN
Total load from Plank to corbel = 191.61 kN
Total Dead Load (DL) WDL = 459.00 kN

CONSTRUCTIONAL LIVE LOAD ON PILE CAP (LL)

4. Assumed Construction live load LL = 5.00 kN/m2
Live load acting over a Length of pilec LPC = 4645.00 mm
Live load acting over a width of pilecap BPC = 3215.00 mm
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7.3. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - C

Live load acting over a Length of Plank LPL = 4645.00 mm
Live load acting over a width of Plank WPL = 3000.00 mm
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7.3. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - C

Load on Pilecap = 74.67 kN
Load from Plank = 69.68 kN
Total Live Load WLL = 145.00 kN

TOTAL LOADS ON PILE CAP

1. Self weight of pile cap = 117.23 kN
2. Cast In situ slab on pilecap = 149.34 kN
3. Self Weight of plank + cast in situ slab = 191.61 kN
4. Construction live load = 145.00 kN
Total load on pile cap WU = 604.00 kN
Total factored load acting on the Pile cap = 906.00 kN
Intensity of pressure = 60.67 kN/m2

7.3.4. REINFORCEMENT DETAILS

Minimum percentage of steel required = 0.20 %
Maximum % of reinforcement = 1.89 %
LENGTH DIRECTION WIDTH DIRECTION
L1 L2 B1 B2
Cantilever Length 1.81 m 1.64 m 1.08 m 1.24 m
Bending Moment 99.38 kNm 81.09 kNm 35.38 kNm 46.27 kNm
Effective Depth 264.0 mm 264.0 mm 252.0 mm 252 mm
Mu / bd2 1.43 1.16 0.56 0.73
% Steel Required 0.34 % 0.28 % 0.13 % 0.17 %
Assumed main bar 12 mm 12 mm
REQUIRED PROVIDED REQUIRED PROVIDED
Percentage of steel 0.34 % 0.39 % 0.20 % 0.26 %
Area of steel Ast. (mm )
2
896.21 1028.16 504.00 646.27
Spacing of barSp.(mm c/c) 126.19 110.00 224.40 175.00
Provide #12 @110mm c/c Both Direction at TOP & BOTTOM.

7.3.5. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section.
And the precast section is to be lifted by 4 hooks
Lifting weight of precast section = 118.00 kN
Impact during handling = 1.25 ASSUMED
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7.3. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - C

Total force in each hook = 36.88 kN
Permissible stress in the steel = 275.00 N/mm2 IS 456:2000
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7.3. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - C

Area of hook required = 134.09 mm2
Diameter of hook required = 14 mm
Assume diameter for hook = 16 mm
Area of steel for Hook = 200.96 mm2
Provided 4no's #16 mm dia
DEVELOPMENT LENGTH FOR LIFTING HOOK
Bond strength Ꞇbd = 1.90 N/mm2 IS 456:2000
Stress in the bar = 183.49 N/mm 2 Cl. 26.2.1.1

Development length = 386.30 mm

Total length = 400.00 mm

7.3.6. DESIGN OF CORBEL

Load transfer through corbel is a temporary phase until in-situ concrete attains its full strength.
For corbel design, reaction from deck slab and construction live load is considered.
Length of corbel = 1000.00 mm
Depth of corbel = 150.00 mm
Width of corbel = 150.00 mm
Distance of the concentrated load from the face of t = 75.00 mm
Effective length of corbel = 1.09 m
Overall depth d = 150.00 mm
s = 150.00 mm
Clear cover c = 25.00 mm
Dia of main reinforcement ø1 = 12.00 mm
Dia of Secondary reinforcement ø2 = 12.00 mm
Effective depth d' = 107.00 mm
Poisson's ratio µ = 1.40
S/d' = 1.40
S/d' > 0.5 HENCE DESIGN AS CORBEL
LOADS ON CORBEL
Slab Load = 46.45 kN
Plank Load = 17.42 kN
Construction Load = 1.67 kN
Total Load = 65.54 kN
Factored Load = 99.00 kN
Bending Moment = 7.43 kNm
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7.3. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - C

Nominal shear strength of concrete Vu/bd = 0.85 N/mm2
= 7.50 N/mm2
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7.3. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - C

Vu/bd < 0.15 fck is SAFE.
Grade Of Concrete = M50
Grade of Steel Fy = Fe500
Clear Cover = 25.00 mm
Factored Vertical load Vu = 99.00 kN
Shear Friction Reinforcement, Avf = Vu / (0.85 x Fy x μ ) = 166.39 mm2
Hu = 0.2 x Vu = 19.80 kN
Direct Tension Reinforcement, At = Hu / (0.85 x Fy) = 46.59 mm2
Flexural Tensile Reinforcement, Af = [(Vu x cd) + Hu(h-d')] / (0.85 x Fy x d)
Af = 232.94 mm2
Total tensile reinforcement is taken as the largest of the following
Af + At = 279.53 mm2
0.67 Avt + At = 158.07 mm2
(0.04 x fck / Fy ) x b x d' = 64.20 mm2
As = 279.53 mm2
Diameter of bar = 12 mm
No of bars Provided no. = 2
Area of reinforcement provided Ast = 226.19 mm2
Horizontal Reinforcement
Diameter for horizontal reinforcement = 12 mm
No of legs = 2
Area of reinforcement stirrups
Ah = 0.5 Af = 116.47 mm2
Ah = Avf/3 = 55.46 mm2
Ah = 116.47 mm2
Assume 2 legged, #12 mm dia.
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7.4. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - D

7.4.1. UNIT WEIGHTS
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete fck = M50
Grade of Steel fy = Fe500
Modulus of elasticity of concrete EC = 35,356.00 N/mm2
Modulus of elasticity of steel ES = 200,000.00 N/mm2

7.4.2. PRECAST PILECAP SECTION

NOTE : -The purpose of the precast pilecap is to support the precast planks(PL) and
create a platform for cast in situ slab concreting 400mm. These pile caps
sacrificial in nature and no serviceability check are required.

FIG:- 1 - PRE CAST PILE CAP CROSS SECTION DETAILS

PRECAST PILE CAP DIMENSIONAL DATA :

Pile diameter Ø = 1200.00 mm
LENGTH OF PILE CAP
Distance from center of Pile to end of p L1 = 3090.00 mm
Distance from center of Pile to end of p L2 = 2580.00 mm
Corbel width L3 = 0.00 mm
Corbel width L4 = 0.00 mm
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7.4. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - D

Top length of Pile Cap (Excluding Corb L5 = 5670.00 mm
Total length of pilecap L = 5670.00 mm
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7.4. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - D

WIDTH OF PILE CAP
Distance from center of Pile to end of p B1 = 1400.00 mm
Distance from center of Pile to end of p B2 = 1050.00 mm
Corbel width B3 = 150.00 mm
Corbel width B4 = 0.00 mm
Top Pilecap width (Excluding Corbel) B5 = 2300.00 mm
Total width of pilecap B = 2450.00 mm
DEPTH OF PILE CAP
Depth of corbel T1 = 150.00 mm
Depth of corbel T2 = 150.00 mm
Total depth of pile cap T = 300.00 mm
Clear cover to the outer reinforcement C = 30.00 mm
Area of Pile Cap A = 1.71 m2

7.4.3. DESIGN LOADS CALCULATION

DAEAD LOADS (DL)
1. Self weight of Pile Cap = 101.00 kN
2. Load from Cast in situ slab on Pile Cap
Thickness of slab D = 400.00 mm
Weight of cast in situ slab = 130.41 kN
3. Load from Plank [self weight of plank + Cast in situ slab]
Precast planks are placed over the length of at corbel location. The load will considered length of pilecap.
Length of plank is acting on pile cap l = 5670.00 mm
Width of plank w = 3000.00 mm
Thickness of precast plank t = 150.00 mm
Self Weight of Plank WPL = 63.79 kN
Cast in situ slab weight
Cast in situ slab load on the plank = 170.10 kN
Total load from Plank to corbel = 233.89 kN
Total Dead Load (DL) WDL = 466.00 kN

CONSTRUCTIONAL LIVE LOAD ON PILE CAP (LL)

4. Assumed Construction live load LL = 5.00 kN/m2
Live load acting over a Length of pilec LPC = 5670.00 mm
Live load acting over a width of pilecap BPC = 2300.00 mm
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7.4. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - D

Live load acting over a Length of Plank LPL = 5670.00 mm
Live load acting over a width of Plank WPL = 3000.00 mm
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7.4. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - D

Load on Pilecap = 65.21 kN
Load from Plank = 85.05 kN
Total Live Load WLL = 151.00 kN

TOTAL LOADS ON PILE CAP

1. Self weight of pile cap = 101.00 kN
2. Cast In situ slab on pilecap = 130.41 kN
3. Self Weight of plank + cast in situ slab = 233.89 kN
4. Construction live load = 151.00 kN
Total load on pile cap WU = 617.00 kN
Total factored load acting on the Pile cap = 926.00 kN
Intensity of pressure = 71.01 kN/m2

7.4.4. REINFORCEMENT DETAILS

Minimum percentage of steel required = 0.20 %
Maximum % of reinforcement = 1.89 %
LENGTH DIRECTION WIDTH DIRECTION
L1 L2 B1 B2
Cantilever Length 2.49 m 1.98 m 0.80 m 0.45 m
Bending Moment 220.12 kNm 139.19 kNm 22.72 kNm 7.19 kNm
Effective Depth 262.0 mm 262.0 mm 246.0 mm 246 mm
Mu / bd2 3.21 2.03 0.38 0.12
% Steel Required 0.80 % 0.49 % 0.09 % 0.03 %
Assumed main bar 16 mm 16 mm
REQUIRED PROVIDED REQUIRED PROVIDED
Percentage of steel 0.80 % 0.85 % 0.20 % 0.54 %
Area of steel Ast. (mm )
2
2100.85 2234.02 492.00 1340.41
Spacing of barSp.(mm c/c) 95.71 90.00 408.66 150.00
Provide #16 @90mm c/c Both Direction at TOP & BOTTOM.

7.4.5. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section.
And the precast section is to be lifted by 4 hooks
Lifting weight of precast section = 101.00 kN
Impact during handling = 1.25 ASSUMED
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7.4. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - D

Total force in each hook = 31.56 kN
Permissible stress in the steel = 275.00 N/mm2 IS 456:2000
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7.4. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - D

Area of hook required = 114.77 mm2
Diameter of hook required = 14 mm
Assume diameter for hook = 16 mm
Area of steel for Hook = 200.96 mm2
Provided 4no's #16 mm dia
DEVELOPMENT LENGTH FOR LIFTING HOOK
Bond strength Ꞇbd = 1.90 N/mm2 IS 456:2000
Stress in the bar = 157.06 N/mm 2 Cl. 26.2.1.1

Development length = 330.65 mm

Total length = 400.00 mm

7.4.6. DESIGN OF CORBEL

Load transfer through corbel is a temporary phase until in-situ concrete attains its full strength.
For corbel design, reaction from deck slab and construction live load is considered.
Length of corbel = 1000.00 mm
Depth of corbel = 150.00 mm
Width of corbel = 0.00 mm
Distance of the concentrated load from the face of t = 0.00 mm
Effective length of corbel = 1.00 m
Overall depth d = 150.00 mm
s = 150.00 mm
Clear cover c = 25.00 mm
Dia of main reinforcement ø1 = 16.00 mm
Dia of Secondary reinforcement ø2 = 16.00 mm
Effective depth d' = 101.00 mm
Poisson's ratio µ = 1.40
S/d' = 1.49
S/d' > 0.5 HENCE DESIGN AS CORBEL
LOADS ON CORBEL
Slab Load = 56.70 kN
Plank Load = 21.26 kN
Construction Load = 1.67 kN
Total Load = 79.63 kN
Factored Load = 120.00 kN
Bending Moment = 0.00 kNm
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7.4. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - D

Nominal shear strength of concrete Vu/bd = 1.19 N/mm2
= 7.50 N/mm2
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7.4. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - D

Vu/bd < 0.15 fck is SAFE.
Grade Of Concrete = M50
Grade of Steel Fy = Fe500
Clear Cover = 25.00 mm
Factored Vertical load Vu = 120.00 kN
Shear Friction Reinforcement, Avf = Vu / (0.85 x Fy x μ ) = 201.68 mm2
Hu = 0.2 x Vu = 24.00 kN
Direct Tension Reinforcement, At = Hu / (0.85 x Fy) = 56.47 mm2
Flexural Tensile Reinforcement, Af = [(Vu x cd) + Hu(h-d')] / (0.85 x Fy x d)
Af = 0.00 mm2
Total tensile reinforcement is taken as the largest of the following
Af + At = 56.47 mm2
0.67 Avt + At = 191.60 mm2
(0.04 x fck / Fy ) x b x d' = 0.00 mm2
As = 191.60 mm2
Diameter of bar = 16 mm
No of bars Provided no. = 2
Area of reinforcement provided Ast = 402.12 mm2
Horizontal Reinforcement
Diameter for horizontal reinforcement = 16 mm
No of legs = 2
Area of reinforcement stirrups
Ah = 0.5 Af = 0.00 mm2
Ah = Avf/3 = 67.23 mm2
Ah = 67.23 mm2
Assume 2 legged, #16 mm dia.
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7.5. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - E

7.5.1. UNIT WEIGHTS
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete fck = M50
Grade of Steel fy = Fe500
Modulus of elasticity of concrete EC = 35,356.00 N/mm2
Modulus of elasticity of steel ES = 200,000.00 N/mm2

7.5.2. PRECAST PILECAP SECTION

NOTE : -The purpose of the precast pilecap is to support the precast planks(PL) and
create a platform for cast in situ slab concreting 400mm. These pile caps
sacrificial in nature and no serviceability check are required.

FIG:- 1 - PRE CAST PILE CAP CROSS SECTION DETAILS

PRECAST PILE CAP DIMENSIONAL DATA :

Pile diameter Ø = 1200.00 mm
LENGTH OF PILE CAP
Distance from center of Pile to end of p L1 = 3985.00 mm
Distance from center of Pile to end of p L2 = 2600.00 mm
Corbel width L3 = 0.00 mm
Corbel width L4 = 150.00 mm
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7.5. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - E

Top length of Pile Cap (Excluding Corb L5 = 6435.00 mm
Total length of pilecap L = 6585.00 mm
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7.5. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - E

WIDTH OF PILE CAP
Distance from center of Pile to end of p B1 = 2135.00 mm
Distance from center of Pile to end of p B2 = 2130.00 mm
Corbel width B3 = 0.00 mm
Corbel width B4 = 0.00 mm
Top Pilecap width (Excluding Corbel) B5 = 4265.00 mm
Total width of pilecap B = 4265.00 mm
DEPTH OF PILE CAP
Depth of corbel T1 = 150.00 mm
Depth of corbel T2 = 150.00 mm
Total depth of pile cap T = 300.00 mm
Clear cover to the outer reinforcement C = 30.00 mm
Area of Pile Cap A = 1.96 m2

7.5.3. DESIGN LOADS CALCULATION

DAEAD LOADS (DL)
1. Self weight of Pile Cap = 208.24 kN
2. Load from Cast in situ slab on Pile Cap
Thickness of slab D = 400.00 mm
Weight of cast in situ slab = 274.46 kN
3. Load from Plank [self weight of plank + Cast in situ slab]
Precast planks are placed over the length of at corbel location. The load will considered length of pilecap.
Length of plank is acting on pile cap l = 6585.00 mm
Width of plank w = 3000.00 mm
Thickness of precast plank t = 150.00 mm
Self Weight of Plank WPL = 74.09 kN
Cast in situ slab weight
Cast in situ slab load on the plank = 197.55 kN
Total load from Plank to corbel = 271.64 kN
Total Dead Load (DL) WDL = 755.00 kN

CONSTRUCTIONAL LIVE LOAD ON PILE CAP (LL)

4. Assumed Construction live load LL = 5.00 kN/m2
Live load acting over a Length of pilec LPC = 6435.00 mm
Live load acting over a width of pilecap BPC = 4265.00 mm
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PROJECT TITILE
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7.5. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - E

Live load acting over a Length of Plank LPL = 6585.00 mm
Live load acting over a width of Plank WPL = 3000.00 mm
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7.5. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - E

Load on Pilecap = 137.23 kN
Load from Plank = 98.78 kN
Total Live Load WLL = 237.00 kN

TOTAL LOADS ON PILE CAP

1. Self weight of pile cap = 208.24 kN
2. Cast In situ slab on pilecap = 274.46 kN
3. Self Weight of plank + cast in situ slab = 271.64 kN
4. Construction live load = 237.00 kN
Total load on pile cap WU = 992.00 kN
Total factored load acting on the Pile cap = 1488.00 kN
Intensity of pressure = 54.22 kN/m2

7.5.4. REINFORCEMENT DETAILS

Minimum percentage of steel required = 0.20 %
Maximum % of reinforcement = 1.89 %
LENGTH DIRECTION WIDTH DIRECTION
L1 L2 B1 B2
Cantilever Length 3.39 m 2.00 m 1.54 m 1.53 m
Bending Moment 310.62 kNm 108.43 kNm 63.87 kNm 63.46 kNm
Effective Depth 260.0 mm 260.0 mm 244.0 mm 244 mm
Mu / bd2 4.59 1.60 1.07 1.07
% Steel Required 1.20 % 0.38 % 0.25 % 0.25 %
Assumed main bar 20 mm 12 mm
REQUIRED PROVIDED REQUIRED PROVIDED
Percentage of steel 1.20 % 1.34 % 0.25 % 0.31 %
Area of steel Ast. (mm )
2
3122.83 3490.66 617.73 753.98
Spacing of barSp.(mm c/c) 100.60 90.00 183.09 150.00
Provide #20 @90mm c/c Both Direction at TOP & BOTTOM.

7.5.5. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section.
And the precast section is to be lifted by 4 hooks
Lifting weight of precast section = 209.00 kN
Impact during handling = 1.25 ASSUMED
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7.5. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - E

Total force in each hook = 65.31 kN
Permissible stress in the steel = 275.00 N/mm2 IS 456:2000
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7.5. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - E

Area of hook required = 237.50 mm2
Diameter of hook required = 18 mm
Assume diameter for hook = 16 mm
Area of steel for Hook = 200.96 mm2
Provided 4no's #16 mm dia
DEVELOPMENT LENGTH FOR LIFTING HOOK
Bond strength Ꞇbd = 1.90 N/mm2 IS 456:2000
Stress in the bar = 325.00 N/mm 2 Cl. 26.2.1.1

Development length = 684.22 mm

Total length = 400.00 mm

7.5.6. DESIGN OF CORBEL

Load transfer through corbel is a temporary phase until in-situ concrete attains its full strength.
For corbel design, reaction from deck slab and construction live load is considered.
Length of corbel = 1000.00 mm
Depth of corbel = 150.00 mm
Width of corbel = 150.00 mm
Distance of the concentrated load from the face of t = 75.00 mm
Effective length of corbel = 1.09 m
Overall depth d = 150.00 mm
s = 150.00 mm
Clear cover c = 25.00 mm
Dia of main reinforcement ø1 = 20.00 mm
Dia of Secondary reinforcement ø2 = 20.00 mm
Effective depth d' = 95.00 mm
Poisson's ratio µ = 1.40
S/d' = 1.58
S/d' > 0.5 HENCE DESIGN AS CORBEL
LOADS ON CORBEL
Slab Load = 65.85 kN
Plank Load = 24.70 kN
Construction Load = 1.67 kN
Total Load = 92.21 kN
Factored Load = 139.00 kN
Bending Moment = 10.43 kNm
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7.5. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - E

Nominal shear strength of concrete Vu/bd = 1.34 N/mm2
= 7.50 N/mm2
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7.5. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - E

Vu/bd < 0.15 fck is SAFE.
Grade Of Concrete = M50
Grade of Steel Fy = Fe500
Clear Cover = 25.00 mm
Factored Vertical load Vu = 139.00 kN
Shear Friction Reinforcement, Avf = Vu / (0.85 x Fy x μ ) = 233.61 mm2
Hu = 0.2 x Vu = 27.80 kN
Direct Tension Reinforcement, At = Hu / (0.85 x Fy) = 65.41 mm2
Flexural Tensile Reinforcement, Af = [(Vu x cd) + Hu(h-d')] / (0.85 x Fy x d)
Af = 327.06 mm2
Total tensile reinforcement is taken as the largest of the following
Af + At = 392.47 mm2
0.67 Avt + At = 221.93 mm2
(0.04 x fck / Fy ) x b x d' = 57.00 mm2
As = 392.47 mm2
Diameter of bar = 20 mm
No of bars Provided no. = 2
Area of reinforcement provided Ast = 628.32 mm2
Horizontal Reinforcement
Diameter for horizontal reinforcement = 20 mm
No of legs = 2
Area of reinforcement stirrups
Ah = 0.5 Af = 163.53 mm2
Ah = Avf/3 = 77.87 mm2
Ah = 163.53 mm2
Assume 2 legged, #20 mm dia.
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DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

PROJECT TITILE
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7.6. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - F

7.6.1. UNIT WEIGHTS
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete fck = M50
Grade of Steel fy = Fe500
Modulus of elasticity of concrete EC = 35,356.00 N/mm2
Modulus of elasticity of steel ES = 200,000.00 N/mm2

7.6.2. PRECAST PILECAP SECTION

NOTE : -The purpose of the precast pilecap is to support the precast planks(PL) and
create a platform for cast in situ slab concreting 400mm. These pile caps
sacrificial in nature and no serviceability check are required.

FIG:- 1 - PRE CAST PILE CAP CROSS SECTION DETAILS

PRECAST PILE CAP DIMENSIONAL DATA :

Pile diameter Ø = 1200.00 mm
LENGTH OF PILE CAP
Distance from center of Pile to end of p L1 = 3985.00 mm
Distance from center of Pile to end of p L2 = 3935.00 mm
Corbel width L3 = 0.00 mm
Corbel width L4 = 0.00 mm
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DESIGN AND CONSTRUCTION OF SHIPYARD FACILITIES AND ALLIED WORKS

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7.6. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - F

Top length of Pile Cap (Excluding Corb L5 = 7920.00 mm
Total length of pilecap L = 7920.00 mm
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7.6. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - F

WIDTH OF PILE CAP
Distance from center of Pile to end of p B1 = 1400.00 mm
Distance from center of Pile to end of p B2 = 1050.00 mm
Corbel width B3 = 150.00 mm
Corbel width B4 = 0.00 mm
Top Pilecap width (Excluding Corbel) B5 = 2300.00 mm
Total width of pilecap B = 2450.00 mm
DEPTH OF PILE CAP
Depth of corbel T1 = 150.00 mm
Depth of corbel T2 = 200.00 mm
Total depth of pile cap T = 350.00 mm
Clear cover to the outer reinforcement C = 30.00 mm
Area of Pile Cap A = 2.78 m2

7.6.3. DESIGN LOADS CALCULATION

DAEAD LOADS (DL)
1. Self weight of Pile Cap = 165.33 kN
2. Load from Cast in situ slab on Pile Cap
Thickness of slab D = 400.00 mm
Weight of cast in situ slab = 182.16 kN
3. Load from Plank [self weight of plank + Cast in situ slab]
Precast planks are placed over the length of at corbel location. The load will considered length of pilecap.
Length of plank is acting on pile cap l = 7920.00 mm
Width of plank w = 3000.00 mm
Thickness of precast plank t = 150.00 mm
Self Weight of Plank WPL = 89.10 kN
Cast in situ slab weight
Cast in situ slab load on the plank = 237.60 kN
Total load from Plank to corbel = 326.70 kN
Total Dead Load (DL) WDL = 675.00 kN

CONSTRUCTIONAL LIVE LOAD ON PILE CAP (LL)

4. Assumed Construction live load LL = 5.00 kN/m2
Live load acting over a Length of pilec LPC = 7920.00 mm
Live load acting over a width of pilecap BPC = 2300.00 mm
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7.6. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - F

Live load acting over a Length of Plank LPL = 7920.00 mm
Live load acting over a width of Plank WPL = 3000.00 mm
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7.6. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - F

Load on Pilecap = 91.08 kN
Load from Plank = 118.80 kN
Total Live Load WLL = 210.00 kN

TOTAL LOADS ON PILE CAP

1. Self weight of pile cap = 165.33 kN
2. Cast In situ slab on pilecap = 182.16 kN
3. Self Weight of plank + cast in situ slab = 326.70 kN
4. Construction live load = 210.00 kN
Total load on pile cap WU = 885.00 kN
Total factored load acting on the Pile cap = 1328.00 kN
Intensity of pressure = 72.90 kN/m2

7.6.4. REINFORCEMENT DETAILS

Minimum percentage of steel required = 0.20 %
Maximum % of reinforcement = 1.89 %
LENGTH DIRECTION WIDTH DIRECTION
L1 L2 B1 B2
Cantilever Length 3.39 m 3.34 m 0.80 m 0.45 m
Bending Moment 417.67 kNm 405.42 kNm 23.33 kNm 7.38 kNm
Effective Depth 310.0 mm 310.0 mm 294.0 mm 294 mm
Mu / bd2 4.35 4.22 0.27 0.09
% Steel Required 1.13 % 1.09 % 0.06 % 0.02 %
Assumed main bar 20 mm 12 mm
REQUIRED PROVIDED REQUIRED PROVIDED
Percentage of steel 1.13 % 1.35 % 0.20 % 0.26 %
Area of steel Ast. (mm )
2
3492.25 4188.79 588.00 753.98
Spacing of barSp.(mm c/c) 89.96 75.00 192.34 150.00
Provide #20 @75mm c/c Both Direction at TOP & BOTTOM.

7.6.5. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section.
And the precast section is to be lifted by 4 hooks
Lifting weight of precast section = 166.00 kN
Impact during handling = 1.25 ASSUMED
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7.6. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - F

Total force in each hook = 51.88 kN
Permissible stress in the steel = 275.00 N/mm2 IS 456:2000
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7.6. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - F

Area of hook required = 188.64 mm2
Diameter of hook required = 16 mm
Assume diameter for hook = 16 mm
Area of steel for Hook = 200.96 mm2
Provided 4no's #16 mm dia
DEVELOPMENT LENGTH FOR LIFTING HOOK
Bond strength Ꞇbd = 1.90 N/mm2 IS 456:2000
Stress in the bar = 258.14 N/mm 2 Cl. 26.2.1.1

Development length = 543.44 mm

Total length = 400.00 mm

7.6.6. DESIGN OF CORBEL

Load transfer through corbel is a temporary phase until in-situ concrete attains its full strength.
For corbel design, reaction from deck slab and construction live load is considered.
Length of corbel = 1000.00 mm
Depth of corbel = 200.00 mm
Width of corbel = 0.00 mm
Distance of the concentrated load from the face of t = 0.00 mm
Effective length of corbel = 1.00 m
Overall depth d = 200.00 mm
s = 150.00 mm
Clear cover c = 25.00 mm
Dia of main reinforcement ø1 = 20.00 mm
Dia of Secondary reinforcement ø2 = 20.00 mm
Effective depth d' = 145.00 mm
Poisson's ratio µ = 1.40
S/d' = 1.03
S/d' > 0.5 HENCE DESIGN AS CORBEL
LOADS ON CORBEL
Slab Load = 79.20 kN
Plank Load = 29.70 kN
Construction Load = 1.67 kN
Total Load = 110.57 kN
Factored Load = 166.00 kN
Bending Moment = 0.00 kNm
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7.6. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - F

Nominal shear strength of concrete Vu/bd = 1.14 N/mm2
= 7.50 N/mm2
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7.6. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - F

Vu/bd < 0.15 fck is SAFE.
Grade Of Concrete = M50
Grade of Steel Fy = Fe500
Clear Cover = 25.00 mm
Factored Vertical load Vu = 166.00 kN
Shear Friction Reinforcement, Avf = Vu / (0.85 x Fy x μ ) = 278.99 mm2
Hu = 0.2 x Vu = 33.20 kN
Direct Tension Reinforcement, At = Hu / (0.85 x Fy) = 78.12 mm2
Flexural Tensile Reinforcement, Af = [(Vu x cd) + Hu(h-d')] / (0.85 x Fy x d)
Af = 0.02 mm2
Total tensile reinforcement is taken as the largest of the following
Af + At = 78.14 mm2
0.67 Avt + At = 265.04 mm2
(0.04 x fck / Fy ) x b x d' = 0.00 mm2
As = 265.04 mm2
Diameter of bar = 20 mm
No of bars Provided no. = 2
Area of reinforcement provided Ast = 628.32 mm2
Horizontal Reinforcement
Diameter for horizontal reinforcement = 20 mm
No of legs = 2
Area of reinforcement stirrups
Ah = 0.5 Af = 0.01 mm2
Ah = Avf/3 = 93.00 mm2
Ah = 93.00 mm2
Assume 2 legged, #20 mm dia.
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7.7. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - G

7.7.1. UNIT WEIGHTS
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete fck = M50
Grade of Steel fy = Fe500
Modulus of elasticity of concrete EC = 35,356.00 N/mm2
Modulus of elasticity of steel ES = 200,000.00 N/mm2

7.7.2. PRECAST PILECAP SECTION

NOTE : -The purpose of the precast pilecap is to support the precast planks(PL) and
create a platform for cast in situ slab concreting 400mm. These pile caps
sacrificial in nature and no serviceability check are required.

FIG:- 1 - PRE CAST PILE CAP CROSS SECTION DETAILS

PRECAST PILE CAP DIMENSIONAL DATA :

Pile diameter Ø = 1200.00 mm
LENGTH OF PILE CAP
Distance from center of Pile to end of p L1 = 4545.00 mm
Distance from center of Pile to end of p L2 = 805.00 mm
Corbel width L3 = 0.00 mm
Corbel width L4 = 0.00 mm
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7.7. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - G

Top length of Pile Cap (Excluding Corb L5 = 5350.00 mm
Total length of pilecap L = 5350.00 mm
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7.7. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - G

WIDTH OF PILE CAP
Distance from center of Pile to end of p B1 = 1020.00 mm
Distance from center of Pile to end of p B2 = 1020.00 mm
Corbel width B3 = 150.00 mm
Corbel width B4 = 0.00 mm
Top Pilecap width (Excluding Corbel) B5 = 1890.00 mm
Total width of pilecap B = 2040.00 mm
DEPTH OF PILE CAP
Depth of corbel T1 = 150.00 mm
Depth of corbel T2 = 225.00 mm
Total depth of pile cap T = 375.00 mm
Clear cover to the outer reinforcement C = 30.00 mm
Area of Pile Cap A = 2.01 m2

7.7.3. DESIGN LOADS CALCULATION

DAEAD LOADS (DL)
1. Self weight of Pile Cap = 99.31 kN
2. Load from Cast in situ slab on Pile Cap
Thickness of slab D = 800.00 mm
Weight of cast in situ slab = 202.23 kN
3. Load from Plank [self weight of plank + Cast in situ slab]
Precast planks are placed over the length of at corbel location. The load will considered length of pilecap.
Length of plank is acting on pile cap l = 5350.00 mm
Width of plank w = 1100.00 mm
Thickness of precast plank t = 150.00 mm
Self Weight of Plank WPL = 22.07 kN
Cast in situ slab weight
Cast in situ slab load on the plank = 117.70 kN
Total load from Plank to corbel = 139.77 kN
Total Dead Load (DL) WDL = 442.00 kN

CONSTRUCTIONAL LIVE LOAD ON PILE CAP (LL)

4. Assumed Construction live load LL = 5.00 kN/m2
Live load acting over a Length of pilec LPC = 5350.00 mm
Live load acting over a width of pilecap BPC = 1890.00 mm
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7.7. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - G

Live load acting over a Length of Plank LPL = 5350.00 mm
Live load acting over a width of Plank WPL = 1100.00 mm
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7.7. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - G

Load on Pilecap = 50.56 kN
Load from Plank = 29.43 kN
Total Live Load WLL = 80.00 kN

TOTAL LOADS ON PILE CAP

1. Self weight of pile cap = 99.31 kN
2. Cast In situ slab on pilecap = 202.23 kN
3. Self Weight of plank + cast in situ slab = 139.77 kN
4. Construction live load = 80.00 kN
Total load on pile cap WU = 522.00 kN
Total factored load acting on the Pile cap = 783.00 kN
Intensity of pressure = 77.44 kN/m2

7.7.4. REINFORCEMENT DETAILS

Minimum percentage of steel required = 0.20 %
Maximum % of reinforcement = 1.89 %
LENGTH DIRECTION WIDTH DIRECTION
L1 L2 B1 B2
Cantilever Length 3.95 m 0.21 m 0.42 m 0.42 m
Bending Moment 602.57 kNm 1.63 kNm 6.83 kNm 6.83 kNm
Effective Depth 332.5 mm 332.5 mm 314.0 mm 314 mm
Mu / bd2 5.45 0.01 0.07 0.07
% Steel Required 1.47 % 0.00 % 0.02 % 0.02 %
Assumed main bar 25 mm 12 mm
REQUIRED PROVIDED REQUIRED PROVIDED
Percentage of steel 1.47 % 1.64 % 0.20 % 0.24 %
Area of steel Ast. (mm )
2
4886.23 5454.15 628.00 753.98
Spacing of barSp.(mm c/c) 100.46 90.00 180.09 150.00
Provide #25 @90mm c/c Both Direction at TOP & BOTTOM.

7.7.5. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section.
And the precast section is to be lifted by 4 hooks
Lifting weight of precast section = 100.00 kN
Impact during handling = 1.25 ASSUMED
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7.7. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - G

Total force in each hook = 31.25 kN
Permissible stress in the steel = 275.00 N/mm2 IS 456:2000
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7.7. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - G

Area of hook required = 113.64 mm2
Diameter of hook required = 14 mm
Assume diameter for hook = 16 mm
Area of steel for Hook = 200.96 mm2
Provided 4no's #16 mm dia
DEVELOPMENT LENGTH FOR LIFTING HOOK
Bond strength Ꞇbd = 1.90 N/mm2 IS 456:2000
Stress in the bar = 155.50 N/mm 2 Cl. 26.2.1.1

Development length = 327.38 mm

Total length = 400.00 mm

7.7.6. DESIGN OF CORBEL

Load transfer through corbel is a temporary phase until in-situ concrete attains its full strength.
For corbel design, reaction from deck slab and construction live load is considered.
Length of corbel = 1000.00 mm
Depth of corbel = 225.00 mm
Width of corbel = 0.00 mm
Distance of the concentrated load from the face of t = 0.00 mm
Effective length of corbel = 1.00 m
Overall depth d = 225.00 mm
s = 150.00 mm
Clear cover c = 25.00 mm
Dia of main reinforcement ø1 = 25.00 mm
Dia of Secondary reinforcement ø2 = 25.00 mm
Effective depth d' = 162.50 mm
Poisson's ratio µ = 1.40
S/d' = 0.92
S/d' > 0.5 HENCE DESIGN AS CORBEL
LOADS ON CORBEL
Slab Load = 107.00 kN
Plank Load = 20.06 kN
Construction Load = 4.55 kN
Total Load = 131.61 kN
Factored Load = 198.00 kN
Bending Moment = 0.00 kNm
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7.7. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - G

Nominal shear strength of concrete Vu/bd = 1.22 N/mm2
= 7.50 N/mm2
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7.7. +1.3M LVL - PRECAST PILECAP DESIGN - TYPE - G

Vu/bd < 0.15 fck is SAFE.
Grade Of Concrete = M50
Grade of Steel Fy = Fe500
Clear Cover = 25.00 mm
Factored Vertical load Vu = 198.00 kN
Shear Friction Reinforcement, Avf = Vu / (0.85 x Fy x μ ) = 332.77 mm2
Hu = 0.2 x Vu = 39.60 kN
Direct Tension Reinforcement, At = Hu / (0.85 x Fy) = 93.18 mm2
Flexural Tensile Reinforcement, Af = [(Vu x cd) + Hu(h-d')] / (0.85 x Fy x d)
Af = 0.03 mm2
Total tensile reinforcement is taken as the largest of the following
Af + At = 93.21 mm2
0.67 Avt + At = 316.13 mm2
(0.04 x fck / Fy ) x b x d' = 0.00 mm2
As = 316.13 mm2
Diameter of bar = 25 mm
No of bars Provided no. = 2
Area of reinforcement provided Ast = 981.75 mm2
Horizontal Reinforcement
Diameter for horizontal reinforcement = 25 mm
No of legs = 2
Area of reinforcement stirrups
Ah = 0.5 Af = 0.02 mm2
Ah = Avf/3 = 110.92 mm2
Ah = 110.92 mm2
Assume 2 legged, #25 mm dia.
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8.1. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - A

8.1.1. UNIT WEIGHT
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete = M50
Grade of Steel = Fe500
Modulus of elasticity of concrete Ec = 35356.00 N/mm2
Modulus of elasticity of steel Es = 200000.00 N/mm2

8.1.2. PRECAST PLANK DIMENSION

NOTE:- These precast planks are formwork for placing cast in situ concrete above they
do not participate or have any composite action. as these are sacrificial planks.
No serviceability checks are needed. Based on its length, planks are designed
Length of span = 2600.00 mm
Width of span = 1200.00 mm
Thickness / Depth of plank T = 150.00 mm
Area A = 3120000.00 mm2
Clear cover to the outer reinforcement C = 30.00 mm
Main reinforcement dia = 12 mm
Distribution reinforcement = 10 mm

8.1.3. DESIGN LOAD CALCULATION

DEAD LOADS (DL)
1. Self weight of plank = 3.75 kN/m2
2. Load on Plank
Cast in situ slab will be consider on the plank.
Cast in situ slab thickness t = 400.00 mm
Weight of cast in situ slab = 10.00 kN/m2
LIVE LOAD (LL)
3. Construction live load = 5.00 kN/m2 Assumed
Total Factor load on the precast plank Wu = 29.00 kN/m2
Bending Moment Calculations
Design span of the plank = 2600.00 mm
Maximum Bending moment Mu = 25.00 kNm
Shear Force P = 37.70 kN
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8.1. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - A

8.1.4. REINFORCEMENT DETAILS
Assumed Main bar dia = 12 mm
Effective depth of the section d = 114.00 mm
Minimum area of steel Ast.Min. = 180.00 mm2
Mu/bd2 = 1.93
Required Provided
Percentage of steel 0.47 % 0.50 %
Area of steel Ast 530.76 mm2 565.49 mm2
Spacing of bar Sp 213.09 mm c/c 200.00 mm c/c
Provide 12mm dia @200mm c/c
Assumed Secondary reinforcement dia = 10 mm
Required Provided
Percentage of steel 0.12 % 0.28 %
Area of steel Ast 136.80 mm2 314.16 mm2
Spacing of bar Sp 574.12 mm c/c 250.00 mm c/c
Provide 10mm dia @250mm c/c

8.1.5. CHECKS
SHEAR DESIGN CHECK
Effective Depth d = 114.0 mm
Ultimate Maximum Shear at a distance Vu = 38.00 kN
Normal Shear stress Ꞇv = 0.33 N/mm2 IS 456:2000
Factor k = 1.30 Cl.40.2.1.1
Shear stress in Concrete Ꞇc = 0.590 N/mm2 Table-19
k*Ꞇc Ꞇc ' = 0.77 N/mm2
Ꞇc max. = 5.00 N/mm2 Table-20
Ꞇv < Ꞇc' < Ꞇc.max, Hence SHEAR IS SAFE.

8.1.6. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section
Precast section is to be lifted by 4 hooks
Lifting weight of precast section = 11.70 kN
Impact during handling = 1.25
Total force in the hook = 3.66 kN
Permissible stress in the steel = 275.00 N/mm2
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8.1. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - A

Area of hook required Ast.h = 13.30 mm2
Diameter of hook required ø = 5.00
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8.1. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - A

Assume dia of hook d = 16.00 mm
Area of hook provided Ast.h = 200.96 mm2
Provide 16mm dia for Hooks.
Development length for lifting Hook IS 456:2000
Bond strength Ʈbd = 1.9 N/mm2 Cl. 26.2.1.1
Stress in the bar = 18.19 N/mm2
Development length = 38.30 mm
Total length = 400 mm
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8.2. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - B

8.2.1. UNIT WEIGHT
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete = M50
Grade of Steel = Fe500
Modulus of elasticity of concrete Ec = 35356.00 N/mm2
Modulus of elasticity of steel Es = 200000.00 N/mm2

8.2.2. PRECAST PLANK DIMENSION

NOTE:- These precast planks are formwork for placing cast in situ concrete above they
do not participate or have any composite action. as these are sacrificial planks.
No serviceability checks are needed. Based on its length, planks are designed
Length of span = 3000.00 mm
Width of span = 1200.00 mm
Thickness / Depth of plank T = 150.00 mm
Area A = 3600000.00 mm2
Clear cover to the outer reinforcement C = 30.00 mm
Main reinforcement dia = 12 mm
Distribution reinforcement = 10 mm

8.2.3. DESIGN LOAD CALCULATION

DEAD LOADS (DL)
1. Self weight of plank = 3.75 kN/m2
2. Load on Plank
Cast in situ slab will be consider on the plank.
Cast in situ slab thickness t = 400.00 mm
Weight of cast in situ slab = 10.00 kN/m2
LIVE LOAD (LL)
3. Construction live load = 5.00 kN/m2 Assumed
Total Factor load on the precast plank Wu = 28.13 kN/m2
Bending Moment Calculations
Design span of the plank = 3000.00 mm
Maximum Bending moment Mu = 32.00 kNm
Shear Force P = 42.19 kN
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8.2. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - B

8.2.4. REINFORCEMENT DETAILS
Assumed Main bar dia = 12 mm
Effective depth of the section d = 114.00 mm
Minimum area of steel Ast.Min. = 180.00 mm2
Mu/bd2 = 2.47
Required Provided
Percentage of steel 0.60 % 1.25 %
Area of steel Ast 689.31 mm2 1413.72 mm2
Spacing of bar Sp 164.07 mm c/c 80.00 mm c/c
Provide 12mm dia @80mm c/c
Assumed Secondary reinforcement dia = 10 mm
Required Provided
Percentage of steel 0.12 % 0.28 %
Area of steel Ast 136.80 mm2 314.16 mm2
Spacing of bar Sp 574.12 mm c/c 250.00 mm c/c
Provide 10mm dia @250mm c/c

8.2.5. CHECKS
SHEAR DESIGN CHECK
Effective Depth d = 114.0 mm
Ultimate Maximum Shear at a distance Vu = 43.00 kN
Normal Shear stress Ꞇv = 0.38 N/mm2 IS 456:2000
Factor k = 1.30 Cl.40.2.1.1
Shear stress in Concrete Ꞇc = 0.780 N/mm2 Table-19
k*Ꞇc Ꞇc ' = 1.01 N/mm2
Ꞇc max. = 5.00 N/mm2 Table-20
Ꞇv < Ꞇc' < Ꞇc.max, Hence SHEAR IS SAFE.

8.2.6. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section
Precast section is to be lifted by 4 hooks
Lifting weight of precast section = 13.50 kN
Impact during handling = 1.25
Total force in the hook = 4.22 kN
Permissible stress in the steel = 275.00 N/mm2
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8.2. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - B

Area of hook required Ast.h = 15.34 mm2
Diameter of hook required ø = 5.00
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8.2. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - B

Assume dia of hook d = 16.00 mm
Area of hook provided Ast.h = 200.96 mm2
Provide 16mm dia for Hooks.
Development length for lifting Hook IS 456:2000
Bond strength Ʈbd = 1.9 N/mm2 Cl. 26.2.1.1
Stress in the bar = 20.99 N/mm2
Development length = 44.20 mm
Total length = 400 mm
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8.3. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - C

8.3.1. UNIT WEIGHT
Plain Cement Concrete (PCC) = 24.00 kN/m3
Reinforced Cement Concrete (RCC) = 25.00 kN/m3
Grade of Concrete = M50
Grade of Steel = Fe500
Modulus of elasticity of concrete Ec = 35356.00 N/mm2
Modulus of elasticity of steel Es = 200000.00 N/mm2

8.3.2. PRECAST PLANK DIMENSION

NOTE:- These precast planks are formwork for placing cast in situ concrete above they
do not participate or have any composite action. as these are sacrificial planks.
No serviceability checks are needed. Based on its length, planks are designed
Length of span = 3300.00 mm
Width of span = 1420.00 mm
Thickness / Depth of plank T = 150.00 mm
Area A = 4686000.00 mm2
Clear cover to the outer reinforcement C = 30.00 mm
Main reinforcement dia = 16 mm
Distribution reinforcement = 10 mm

8.3.3. DESIGN LOAD CALCULATION

DEAD LOADS (DL)
1. Self weight of plank = 3.75 kN/m2
2. Load on Plank
Cast in situ slab will be consider on the plank.
Cast in situ slab thickness t = 400.00 mm
Weight of cast in situ slab = 10.00 kN/m2
LIVE LOAD (LL)
3. Construction live load = 5.00 kN/m2 Assumed
Total Factor load on the precast plank Wu = 29.00 kN/m2
Bending Moment Calculations
Design span of the plank = 3300.00 mm
Maximum Bending moment Mu = 40.00 kNm
Shear Force P = 47.85 kN
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8.3. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - C

8.3.4. REINFORCEMENT DETAILS
Assumed Main bar dia = 16 mm
Effective depth of the section d = 112.00 mm
Minimum area of steel Ast.Min. = 180.00 mm2
Mu/bd2 = 3.19
Required Provided
Percentage of steel 0.80 % 1.80 %
Area of steel Ast 892.93 mm2 2010.62 mm2
Spacing of bar Sp 225.17 mm c/c 100.00 mm c/c
Provide 16mm dia @100mm c/c
Assumed Secondary reinforcement dia = 10 mm
Required Provided
Percentage of steel 0.12 % 0.29 %
Area of steel Ast 134.40 mm2 314.16 mm2
Spacing of bar Sp 584.37 mm c/c 250.00 mm c/c
Provide 10mm dia @250mm c/c

8.3.5. CHECKS
SHEAR DESIGN CHECK
Effective Depth d = 112.0 mm
Ultimate Maximum Shear at a distance Vu = 48.00 kN
Normal Shear stress Ꞇv = 0.43 N/mm2 IS 456:2000
Factor k = 1.30 Cl.40.2.1.1
Shear stress in Concrete Ꞇc = 0.850 N/mm2 Table-19
k*Ꞇc Ꞇc ' = 1.11 N/mm2
Ꞇc max. = 5.00 N/mm2 Table-20
Ꞇv < Ꞇc' < Ꞇc.max, Hence SHEAR IS SAFE.

8.3.6. DESIGN OF LIFTING HOOK

Steel hook is designed to take 1/4 of the total weight of precast section
Precast section is to be lifted by 4 hooks
Lifting weight of precast section = 17.57 kN
Impact during handling = 1.25
Total force in the hook = 5.49 kN
Permissible stress in the steel = 275.00 N/mm2
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8.3. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - C

Area of hook required Ast.h = 19.97 mm2
Diameter of hook required ø = 6.00
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8.3. DESIGN FOR PRECAST PLANKS +1.3M LVL - TYPE - C

Assume dia of hook d = 16.00 mm
Area of hook provided Ast.h = 200.96 mm2
Provide 16mm dia for Hooks.
Development length for lifting Hook IS 456:2000
Bond strength Ʈbd = 1.9 N/mm2 Cl. 26.2.1.1
Stress in the bar = 27.33 N/mm2
Development length = 57.53 mm
Total length = 400 mm