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Larsen & Toubro Limited: ECC Division - B & FIC

This document provides a reaction summary and design calculations for IP4 of the Hyderabad Metro Rail Project. The maximum forces calculated are 5.07 kN axial force, 4.95 kN shear force, and 3.97 kNm moment. Calculations are provided to check the design bond strength, tension capacity of bolts, capacity of welds, and plate thickness to resist the bending moment. All checks show the design is safe based on the input parameters and limit state design method.

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118 views8 pages

Larsen & Toubro Limited: ECC Division - B & FIC

This document provides a reaction summary and design calculations for IP4 of the Hyderabad Metro Rail Project. The maximum forces calculated are 5.07 kN axial force, 4.95 kN shear force, and 3.97 kNm moment. Calculations are provided to check the design bond strength, tension capacity of bolts, capacity of welds, and plate thickness to resist the bending moment. All checks show the design is safe based on the input parameters and limit state design method.

Uploaded by

venkatesh19701
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
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LARSEN & TOUBRO LIMITED

ECC Division - B & FIC


DOCUMENT NO. DATE
PROJECT: HYDERABAD METRO RAIL PROJECT HM-LE-METMET-M0201-
DOC-DC-STC-08-055
1/8/2013

DESIGNED CHECKED SHEET


TITLE: IP4 DESIGN
VRN NMM

REACTION SUMMARY:
Horizontal Vertical Horizontal Moment
Node L/C Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
Max Fx 107
3841.5 DL+ 1.5 WL (+X, -VE)1 0 15 0 0 0
Min Fx 201 0.9 DL+ 1.5 WL (+X, +VE)
384 -4.661 2.38 0.744 -1.376 -3.584 -0.365
Max Fy 108 1.5 DL+ 1.5 WL (+Z, +VE)
384 0.846 6.362 -6.456 -4.249 0.432 0.02
Min Fy 6 WIND LOAD (+Z,+VE)-0.314
384 -1.19 5.356 0.974 -0.059 0.004
Max Fz 109
3841.5 DL+ 1.5 WL (+Z, -VE)
-0.096 2.794 9.611 -1.325 0.256 0.031
Min Fz 108 1.5 DL+ 1.5 WL (+Z, +VE)
387 -0.097 2.793 -9.612 1.326 -0.254 0.031
Max Mx 109
3871.5 DL+ 1.5 WL (+Z, -VE)
0.845 6.36 6.457 4.25 -0.431 0.021
Min Mx 108 1.5 DL+ 1.5 WL (+Z, +VE)
384 0.846 6.362 -6.456 -4.249 0.432 0.02
Max My 107
3841.5 DL+ 1.5 WL (+X, -VE)
5.086 4.949 1.789 -3.082 3.988 0.4
Min My 107
3871.5 DL+ 1.5 WL (+X, -VE)
5.066 4.954 -1.797 3.086 -3.97 0.403
Max Mz 107
3871.5 DL+ 1.5 WL (+X, -VE)
5.066 4.954 -1.797 3.086 -3.97 0.403
Min Mz 201 0.9 DL+ 1.5 WL (+X, +VE)
387 -4.643 2.372 -0.736 1.373 3.567 -0.368

INPUT DATA
CASE = Max Mz
AXAIL FORCE = 5.07 kN
SHEAR FORCE = 4.95 kN
MAX. MOMENT = 3.97 kNm
DIAMETER OF BOLT = 16.00 mm
GRADE OF CONCRETE = M30 N/mm2
TOTAL NO. OF BOLT = 6.00
NO. OF BOLT RESISTING MOMENT = 3.00
YIELD STRENGTH OF STEEL = 250.00 N/mm2 ( Refer Table 1viii) of IS 800 : 2007 )
ULTIMATE STRENGTH OF WELD = 410.00 N/mm2 ( Refer Table 1viii) of IS 800 : 2007 )
PARTIAL SAFETY FACTOR FOR STEEL γm0 = 1.10 ( Table 5 of IS 800 : 2007 )
PARTIAL SAFETY FACTOR FOR STEEL γmb = 1.50 ( Table 5 of IS 800 : 2007 )
THICKNESS OF PLATE = 10.00 mm
SIZE OF PLATE = 200 X 200
SIZE OF HOLDING FASTENER = 50.0 X 6

MOMENT CREATING AXIAL FORCE = M/Z


= 3.97*1000/100
= 39.7 kN
TOTAL AXIAL FORCE = 39.7+5.066
= 44.766 kN
200 35 25

50 25

200
100 100
25
50 4.0
25

25 75 75 25 135 25
35
LARSEN & TOUBRO LIMITED
ECC Division - B & FIC
DOCUMENT NO. DATE
PROJECT: HYDERABAD METRO RAIL PROJECT HM-LE-METMET-M0201-
DOC-DC-STC-08-055
1/8/2013

DESIGNED CHECKED SHEET


TITLE: IP4 DESIGN
VRN NMM
RESULTANT FORCE = SQRT(AXIALFORCE^2+SHEAR FORCE^2)
= SQRT(44.766^2+4.954^2)
= 45.04 kN
DESIGN BOND STRENGTH:
DESIGN BOND STRENGTH = PERIMETER X τbd X Ld
τbd = 1.5 N/mm2
PERIMETER = L+B+H
n = 2
PERIMETER = (35+25+25)*2
= 170 mm
Ld = (135+35)*6
= 1020 mm
DESIGN BOND STRENGTH = 1020*170*1.5/1000
= 260.10 kN
= HENCE SAFE
TENSION CAPACITY OF BOLT:
(Ref Cl.10.3.5 of IS800 -2007 )

= 35*6*250*6/(1.1*1000)
CAPACITY OF ONE BOLT = 286.364 kN
BOLT REQUIRED = 39.7/(3*286.364)+5.066/(6*286.364)
= 0.01
= HENCE SAFE
CAPACITY OF WELD:
STRENGTH OF WELD = 0.7 X S X fu Lw / (SQRT(3) X γmb)
SIZE OF WELD = 6 mm
LENGTH OF WELD = 6*50
= 300 mm
STRENGTH OF WELD = 0.7*6*410*300/(1.5*SQRT(3)*1000)
= 198.84 kN
= HENCE SAFE
CHECK FOR PLATE THICKNESS:

P/2

MAX. BENDING MOMENT = WL/8


= 0.009 P/2

P = 10^2*200*250*2/(1.1*6*0.009*10^6)
P = 168.35 kN
= HENCE SAFE
LARSEN & TOUBRO LIMITED
ECC Division - B & FIC
DOCUMENT NO. DATE
PROJECT: HYDERABAD METRO RAIL PROJECT HM-LE-METMET-M0201-
1/8/2013
DOC-DC-STC-08-055
DESIGNED CHECKED SHEET
TITLE: IP2 DESIGN
VRN NMM

REACTION SUMMARY:
Horizontal Vertical Horizontal Moment
Node L/C Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
Max Fx 107
971.5 DL+ 1.5 WL (+X, -VE)
84.389 11.576 0.165 -0.041 0.489 -6.434
Min Fx 201970.9 DL+ 1.5 WL (+X, +VE)
-77.319 -8.277 0.035 0.026 -0.262 3.953
Max Fy 102 1.2
108DL+ 1.2 LL +1.2 WL (+X,
-28.733
+VE) 20.654 0.111 -0.077 -0.39 -11.866
Min Fy 201
2160.9 DL+ 1.5 WL (+X, +VE)
-71.021 -12.972 0.768 0.046 0.327 7.243
Max Fz 109
2181.5 DL+ 1.5 WL (+Z, -VE)
4.149 1.389 3.212 -0.008 3.215 -0.756
Min Fz 108
2241.5 DL+ 1.5 WL (+Z, +VE)
3.6 4.076 -4.175 -0.019 -4.105 -3.648
Max Mx 106
2161.5 DL+ 1.5 WL (+X, +VE)
-69.281 -12.766 1.042 0.047 0.608 7.317
Min Mx 102 1.2
95DL+ 1.2 LL +1.2 WL (+X,
-28.202
+VE) 20.623 0.332 -0.078 0.181 -12.128
Max My 109
2181.5 DL+ 1.5 WL (+Z, -VE)
4.149 1.389 3.212 -0.008 3.215 -0.756
Min My 108
2241.5 DL+ 1.5 WL (+Z, +VE)
3.6 4.076 -4.175 -0.019 -4.105 -3.648
Max Mz 106
2161.5 DL+ 1.5 WL (+X, +VE)
-69.281 -12.766 1.042 0.047 0.608 7.317
Min Mz 102 1.2
95DL+ 1.2 LL +1.2 WL (+X,
-28.202
+VE) 20.623 0.332 -0.078 0.181 -12.128

INPUT DATA
CASE = Max Fx
AXAIL FORCE = 84.39 kN
SHEAR FORCE = 11.58 kN
MAX. MOMENT = 6.43 kNm
DIAMETER OF BOLT = 16.00 mm
GRADE OF CONCRETE = M50 N/mm2
TOTAL NO. OF BOLT = 6.00
NO. OF BOLT RESISTING MOMENT = 3.00
YIELD STRENGTH OF STEEL = 250.00 N/mm2 ( Refer Table 1viii) of IS 800 : 2007 )
ULTIMATE STRENGTH OF WELD = 410.00 N/mm2 ( Refer Table 1viii) of IS 800 : 2007 )
PARTIAL SAFETY FACTOR FOR STEEL γm0 = 1.10 ( Table 5 of IS 800 : 2007 )
PARTIAL SAFETY FACTOR FOR STEEL γmb = 1.50 ( Table 5 of IS 800 : 2007 )
THICKNESS OF PLATE = 16.00 mm

MOMENT CREATING AXIAL FORCE = M/Z


= 6.434*1000/230
= 27.97 kN
TOTAL AXIAL FORCE = 27.97+84.389
= 112.359 kN
300

80
300 230

6.4 80

115 115 300


LARSEN & TOUBRO LIMITED
ECC Division - B & FIC
DOCUMENT NO. DATE
PROJECT: HYDERABAD METRO RAIL PROJECT HM-LE-METMET-M0201-
1/8/2013
DOC-DC-STC-08-055
DESIGNED CHECKED SHEET
TITLE: IP2 DESIGN
VRN NMM
RESULTANT FORCE = SQRT(AXIALFORCE^2+SHEAR FORCE^2)
= SQRT(112.359^2+11.576^2)
= 112.95 kN
DESIGN BOND STRENGTH:
DESIGN BOND STRENGTH = PERIMETER X τbd X Ld
τbd = 1.9 N/mm2
PERIMETER = πdn
n = 2
PERIMETER = 3.14*16*2
= 100.53 mm
Ld = (300+80)*6
= 2280 mm
DESIGN BOND STRENGTH = 2280*100.53*1.9/1000
= 435.50 kN
= HENCE SAFE
TENSION CAPACITY OF BOLT:
(Ref Cl.10.3.5 of IS800 -2007 )

= 3.14*16^2*250/(4*1.1*1000)
CAPACITY OF ONE BOLT = 45.696 kN
BOLT REQUIRED = 27.97/(3*45.696)+84.389/(6*45.696)
= 0.35
= HENCE SAFE
CAPACITY OF WELD:
STRENGTH OF WELD = 0.7 X S X fu Lw / (SQRT(3) X γmb)
SIZE OF WELD = 5 mm
LENGTH OF WELD = 230*(6/2)
= 690 mm
STRENGTH OF WELD = 0.7*5*410*690/(1.5*SQRT(3)*1000)
= 381.11 kN
= HENCE SAFE
CHECK FOR PLATE THICKNESS:

P/2

MAX. BENDING MOMENT = WL/8


= 0.014 P/2

= 16^2*300*250*2/(1.1*6*0.014*10^6)
= 415.58 kN
= HENCE SAFE
LARSEN & TOUBRO LIMITED
ECC Division - B & FIC
DOCUMENT NO. DATE
PROJECT: HYDERABAD METRO RAIL PROJECT HM-LE-METMET-M0201-
1/8/2013
DOC-DC-STC-08-055
DESIGNED CHECKED SHEET
TITLE: IP3 DESIGN
VRN NMM

REACTION SUMMARY:
Horizontal Vertical Horizontal Moment
Node L/C Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
Max Fx 107
2911.5 DL+ 1.5 WL (+X, -VE)
13.457 2.608 -4.396 -1.552 10.465 -0.004
Min Fx 201
2910.9 DL+ 1.5 WL (+X, +VE)
-12.155 1.808 -3.145 -1.133 -9.397 0.006
Max Fy 109
3761.5 DL+ 1.5 WL (+Z, -VE)
0.586 12.153 -14.706 3.792 -0.588 0.003
Min Fy 204
3680.9 DL+ 1.5 WL (+Z, -VE)
0.044 -4.994 33.505 0.047 -0.249 0.001
Max Fz 109
3681.5 DL+ 1.5 WL (+Z, -VE)
0.38 -4.489 36.986 0.598 -0.564 0.002
Min Fz 108
3041.5 DL+ 1.5 WL (+Z, +VE)
0.382 -4.489 -36.985 -0.598 0.565 0.002
Max Mx 109
3761.5 DL+ 1.5 WL (+Z, -VE)
0.586 12.153 -14.706 3.792 -0.588 0.003
Min Mx 108
3191.5 DL+ 1.5 WL (+Z, +VE)
0.585 12.152 14.704 -3.792 0.587 0.003
Max My 107
2911.5 DL+ 1.5 WL (+X, -VE)
13.457 2.608 -4.396 -1.552 10.465 -0.004
Min My 107
3661.5 DL+ 1.5 WL (+X, -VE)
13.44 2.602 4.386 1.548 -10.441 -0.004
Max Mz 106
3151.5 DL+ 1.5 WL (+X, +VE)
-2.239 7.842 7.961 -3 -3.401 0.021
Min Mz 202
3150.9 DL+ 1.5 WL (+X, -VE)
2.737 3.711 3.399 -1.415 3.968 -0.019

INPUT DATA
CASE = Max Fx
AXAIL FORCE = 13.46 kN
SHEAR FORCE = 4.40 kN
MAX. MOMENT = 10.47 kNm
DIAMETER OF BOLT = 16.00 mm
GRADE OF CONCRETE = M50 N/mm2
TOTAL NO. OF BOLT = 6.00
NO. OF BOLT RESISTING MOMENT = 3.00
YIELD STRENGTH OF STEEL = 250.00 N/mm2 ( Refer Table 1viii) of IS 800 : 2007 )
ULTIMATE STRENGTH OF WELD = 410.00 N/mm2 ( Refer Table 1viii) of IS 800 : 2007 )
PARTIAL SAFETY FACTOR FOR STEEL γm0 = 1.10 ( Table 5 of IS 800 : 2007 )
PARTIAL SAFETY FACTOR FOR STEEL γmb = 1.50 ( Table 5 of IS 800 : 2007 )
THICKNESS OF PLATE = 16.00 mm

MOMENT CREATING AXIAL FORCE = M/Z


= 10.465*1000/280
= 37.38 kN
TOTAL AXIAL FORCE = 37.38+13.457
= 50.837 kN
250

100
350 280

10.5 100

90 90 200
LARSEN & TOUBRO LIMITED
ECC Division - B & FIC
DOCUMENT NO. DATE
PROJECT: HYDERABAD METRO RAIL PROJECT HM-LE-METMET-M0201-
1/8/2013
DOC-DC-STC-08-055
DESIGNED CHECKED SHEET
TITLE: IP3 DESIGN
VRN NMM
RESULTANT FORCE = SQRT(AXIALFORCE^2+SHEAR FORCE^2)
= SQRT(50.837^2+4.396^2)
= 51.03 kN
DESIGN BOND STRENGTH:
DESIGN BOND STRENGTH = PERIMETER X τbd X Ld
τbd = 1.9 N/mm2
PERIMETER = πdn
n = 2
PERIMETER = 3.14*16*2
= 100.53 mm
Ld = (200+100)*6
= 1800 mm
DESIGN BOND STRENGTH = 1800*100.53*1.9/1000
= 343.81 kN
= HENCE SAFE
TENSION CAPACITY OF BOLT:
(Ref Cl.10.3.5 of IS800 -2007 )

= 3.14*16^2*250/(4*1.1*1000)
CAPACITY OF ONE BOLT = 45.696 kN
BOLT REQUIRED = 37.38/(3*45.696)+13.457/(6*45.696)
= 0.13
= HENCE SAFE
CAPACITY OF WELD:
STRENGTH OF WELD = 0.7 X S X fu Lw / (SQRT(3) X γmb)
SIZE OF WELD = 5 mm
LENGTH OF WELD = 280*(6/2)
= 840 mm
STRENGTH OF WELD = 0.7*5*410*840/(1.5*SQRT(3)*1000)
= 463.96 kN
= HENCE SAFE
CHECK FOR PLATE THICKNESS:

P/2

MAX. BENDING MOMENT = WL/8


= 0.011 P/2

= 16^2*250*250*2/(1.1*6*0.011*10^6)
= 440.77 kN
= HENCE SAFE
LARSEN & TOUBRO LIMITED
ECC Division - B & FIC
DOCUMENT NO. DATE
PROJECT: HYDERABAD METRO RAIL PROJECT HM-LE-METMET-M0201-
1/8/2013
DOC-DC-STC-08-055
DESIGNED CHECKED SHEET
TITLE: IP1 DESIGN
VRN NMM

Horizontal Vertical Horizontal Moment


Node L/C Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm
Max Fx 1990.9 DL+ 1.5 WL (+X, 24.022
202 -VE) -4.476 -0.402 0 0 0
Min Fx 2561.5 DL+ 1.5 WL (+X, -34.796
106 +VE) 73.514 -0.421 0 0 0
Max Fy 2561.5 DL+ 1.5 WL (+X, -34.796
106 +VE) 73.514 -0.421 0 0 0
Min Fy 1990.9 DL+ 1.5 WL (+X, 24.022
202 -VE) -4.476 -0.402 0 0 0
Max Fz 3311.5 DL+ 1.5 WL (+X, 12.641
107 -VE) 15.373 4.196 0 0 0
Min Fz 3261.5 DL+ 1.5 WL (+Z, +VE)
108 -1.976 14.633 -3.627 0 0 0
Max Mx 30 101 1.5 DL+ 1.5 LL -6.334 40.612 0.076 0 0 0
Min Mx 30 101 1.5 DL+ 1.5 LL -6.334 40.612 0.076 0 0 0
Max My 30 101 1.5 DL+ 1.5 LL -6.334 40.612 0.076 0 0 0
Min My 30 101 1.5 DL+ 1.5 LL -6.334 40.612 0.076 0 0 0
Max Mz 30 101 1.5 DL+ 1.5 LL -6.334 40.612 0.076 0 0 0
Min Mz 30 101 1.5 DL+ 1.5 LL -6.334 40.612 0.076 0 0 0

INPUT DATA
CASE = Min Fx
AXAIL FORCE = 34.80 kN
SHEAR FORCE = 73.51 kN
MAX. MOMENT = 0.00 kNm
DIAMETER OF BOLT = 16.00 mm
M50 2
GRADE OF CONCRETE = N/mm
TOTAL NO. OF BOLT = 8.00
NO. OF BOLT RESISTING MOMENT = 0.00
YIELD STRENGTH OF STEEL = 250.00 N/mm2 ( Refer Table 1viii) of IS 800 : 2007 )
2
ULTIMATE STRENGTH OF WELD = 410.00 N/mm ( Refer Table 1viii) of IS 800 : 2007 )
PARTIAL SAFETY FACTOR FOR STEEL γm0 = 1.10 ( Table 5 of IS 800 : 2007 )
PARTIAL SAFETY FACTOR FOR STEEL γmb = 1.50 ( Table 5 of IS 800 : 2007 )
THICKNESS OF PLATE = 16.00 mm

MOMENT CREATING AXIAL FORCE = M/Z


= 0*1000/150
= 0 kN
TOTAL AXIAL FORCE = 0+34.796
= 34.796 kN
400

60
220
150
60
0.0
110 110 110 250

RESULTANT FORCE = SQRT(AXIALFORCE^2+SHEAR FORCE^2)


= SQRT(34.796^2+73.514^2)
= 81.33 kN
LARSEN & TOUBRO LIMITED
ECC Division - B & FIC
DOCUMENT NO. DATE
PROJECT: HYDERABAD METRO RAIL PROJECT HM-LE-METMET-M0201-
1/8/2013
DOC-DC-STC-08-055
DESIGNED CHECKED SHEET
TITLE: IP1 DESIGN
VRN NMM
DESIGN BOND STRENGTH:
DESIGN BOND STRENGTH = PERIMETER X τbd X Ld
τbd = 1.9 N/mm2
PERIMETER = πdn
n = 2
PERIMETER = 3.14*16*2
= 100.53 mm
Ld = (250+60)*8
= 2480 mm
DESIGN BOND STRENGTH = 2480*100.53*1.9/1000
= 473.70 kN
= HENCE SAFE
TENSION CAPACITY OF BOLT:
(Ref Cl.10.3.5 of IS800 -2007 )

= 3.14*16^2*250/(4*1.1*1000)
CAPACITY OF ONE BOLT = 45.696 kN
BOLT REQUIRED = 0/(0*45.696)+34.796/(8*45.696)
= 0.10
= HENCE SAFE
CAPACITY OF WELD:
STRENGTH OF WELD = 0.7 X S X fu Lw / (SQRT(3) X γmb)
SIZE OF WELD = 5 mm
LENGTH OF WELD = 150*(8/2)
= 600 mm
STRENGTH OF WELD = 0.7*5*410*600/(1.5*SQRT(3)*1000)
= 331.40 kN
= HENCE SAFE
CHECK FOR PLATE THICKNESS:

P/3

MAX. BENDING MOMENT = WL/8


= 0.014 P/3

P = 16^2*400*250*3/(1.1*6*0.014*10^6)
P = 831.17 kN
= HENCE SAFE

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