Bogie Roller Depot Beam Design

MUMBAI MONORAIL PROJECT

Definitive Design Review Checking the adequacy of depot GB on grid M for reduced height due to provision of Bogie Test Roller

MM001-D-DR-VSP-LTSE-311056 Rev. A1

07-May-13

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LARSEN & TOUBRO LIMITED - SCOMI ENGG. BHD. CONSORTIUM

Contract No.: T/MONORAIL/WJWC/2008 Project Title: MUMBAI MONORAIL

Document Title:

Checking the adequacy of depot GB on grid M for reduced height due to provision of Bogie Test Roller

(Definitive Design Review)

Revision History

MARK DATE DESCRIPTION SYSTEMS CIVIL

APPROVED BY (LTSE) Project Director Atul Jain Joint Project Director Chee Chiak Yang

SCOMI ENGINEERING BERHAD LARSEN & TOUBRO LIMITED

Checked By (Civil) Zafrin Zakaria

Checked By (QA/QC Manager) Name

Checked By (QA/QC Manager)

Checked By (Project Manager) Name

Prepared By Vivek Pagnis

Checked By

DATE: 02-05-2013 DATE

CONTRACTORS DOCUMENT No.:

DOCUMENT No.: MM001-D-DR-VSP-LTSE-311056

REVISION

A1




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PRELIMINARY NOTE This document is the exclusive property of LTSE. It is confidential and may not be used, reproduced or communicated either in whole or in part, in any form or manner without the prior written agreement of LTSE. This document shall not be distributed to third parties except under the terms of the contract. REVISION STATUS

A1 07-05-2013 Initial Submission AMS VVP ZZ Rev. Date Revision Note Designed by Checked by Approval by




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A slot having length 700mm & depth 200mm is to be provided throughout the width in depot beam GRB5B on horizontal grid M & between vertical grids 6 & 7 to accommodate Bogie Test Roller. Necessary details of Bogie Test Roller are attached. The proposed beam has already been cast without providing necessary slot. In order to provide slot, top portion of the already cast beam needs to be chipped off & top reinforcement in the slot is to be removed. Please refer document no. MM001-D-DR-VSP-LTSE-303711 dated 13/04/2010 giving detailed design of Beam GRB5B ( Beam ID- GBDB3). The beam section has been checked with Adsec software with top reinforcement of 14-T20 i.e. equivalent 9-T25 & bottom bars of 9-T25 as shown in drg no. MB-GS-D-1008 - Details for Guideway Beam Type GRB5 & GRB5B. The following calculation sheets give the section check of the GRB5B without considering top reinforcement & with reduced depth of 1400 mm (1600 200 i.e. depth of slot) for the critical section forces given on page no. 21 of design document mentioned above. As the slot is provided at the center of GB, only mid section has been checked for the ULS & SLS conditions.




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ULS CHECK FOR THE SECTION Section 1 Details

Definition Name Section 1 Type Concrete Material M60 Origin Centre Dimensions Depth 1400.mm Width 800.0mm Section Area 1.120E+6mm2 Reinforcement Area 6831.mm2 Reinforcement 0.6099% Section Nodes Node Y Z [mm] [mm] 1 400.0 700.0 2 400.0 -700.0 3 -400.0 -700.0 4 -400.0 700.0 Cover and Links Cover: top 40.00mm Cover: bottom 40.00mm Cover: left 40.00mm Cover: right 40.00mm

z

y

1400

mm

800mm




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Link Size 12.00mm Link Material 500 Bars Bar Y Z Diameter Material Type Pre-stress Pre-stress Appl. loads Force Strain include/exclude pre-stress [mm] [mm] [mm] [kN] 1 -324.0 -635.5 25.00 500 Steel 2 -243.0 -635.5 25.00 500 Steel 3 -162.0 -635.5 25.00 500 Steel 4 -81.00 -635.5 25.00 500 Steel 5 0.0 -635.5 25.00 500 Steel 6 81.00 -635.5 25.00 500 Steel 7 162.0 -635.5 25.00 500 Steel 8 243.0 -635.5 25.00 500 Steel 9 324.0 -635.5 25.00 500 Steel 10 -340.0 464.6 16.00 500 Steel 11 -340.0 281.3 16.00 500 Steel 12 -340.0 97.93 16.00 500 Steel 13 -340.0 -85.43 16.00 500 Steel 14 -340.0 -268.8 16.00 500 Steel 15 -340.0 -452.1 16.00 500 Steel 16 340.0 464.6 16.00 500 Steel 17 340.0 281.3 16.00 500 Steel 18 340.0 97.93 16.00 500 Steel 19 340.0 -85.43 16.00 500 Steel 20 340.0 -268.8 16.00 500 Steel 21 340.0 -452.1 16.00 500 Steel Elastic Properties Properties of the untransformed section, ignoring reinforcement. Geometric Centroid y 0.0mm z 0.0mm Area 1.120E+6mm2 Second Moments of Area Iyy 182.9E+9mm4 Izz 59.73E+9mm4 Iyz 0.0mm4 Principal Second Moments of Area Iuu 182.9E+9mm4 Izz 59.73E+9mm4 Angle 0.0 Shear Area Factor ky 0.8333 kz 0.8333 Torsion Constant 153.7E+9mm4 Section Modulus Zy 261.3E+6mm3 Zz 149.3E+6mm3 Plastic Modulus Zpy 392.0E+6mm3 Zpz 224.0E+6mm3 Radius of Gyration Ry 404.1mm Rz 230.9mm




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Properties of the untransformed section, ignoring reinforcement. Geometric Centroid y 39.97E-9mm z -10.12mm EA 44.48E+6kN EI EIyy 7.161E+6kNm2 EIzz 2.635E+6kNm2 EIyz 0.001338kNm2 Principal EI EIuu 7.161E+6kNm2 EIzz 2.635E+6kNm2 Angle 16.94E-9 Maximum compressive force Nu 30860.kN Strain at Nmax 0.0[-] Moment at ref. pt. for Nmax Myy 0.1174kNm Mzz -0.05663kNm Note: Nmax is the maximum compressive force which can be carried by the section. This is calculated by applying a constant strain across the entire section, using ultimate material properties. Section Material Properties Type Concrete Name M60 Weight Normal Weight Density 2.400t/m3 Cube Strength fck 60.00MPa Tensile Strength fcr 5.422MPa Elastic Modulus (short E 38730.MPa term) Poisson's Ratio 0.2000 Coeff. Thermal Expansion 10.00E-6/C Partial Safety Factor mc,ULS 1.500 mc,SLS 1.000 Maximum Strain 0.003500[-] ULS Compression Curve Recto-parabolic ULS Tension Curve No-tension SLS Compression Curve Linear SLS Tension Curve Part 2 Fig 3.1 Aggregate Size 20.00mm Reinforcement Properties Name 415 fy 415.0MPa Modulus 200000.MPa Partial Safety Factor ms,ULS 1.150 ms,SLS 1.000 Maximum Strain 0.003804[-] Stress/Strain Curve Elastic-plastic Name 500 fy 500.0MPa Modulus 200000.MPa




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Partial Safety Factor ms,ULS 1.150 ms,SLS 1.000 Maximum Strain 0.004174[-] Stress/Strain Curve Elastic-plastic Loading Reference Point All loading acts through the Reference Point. All strain planes are defined relative to the Reference Point. Definition Geometric Centroid Reference Point Coordinates y 0.0mm z 0.0mm Applied loads Load N Myy Mzz Case [kN] [kNm] [kNm] 1 124.0 590.0 59.00 2 -147.0 869.0 -54.00 3 -29.00 907.0 218.0 4 12.00 1176. 223.0 5 5.000 -4.000 -8.000 6 -74.00 1477. -62.00 7 67.00 279.0 10.00 8 -30.00 106.0 12.00 9 -21.00 999.0 -31.00 10 -30.00 106.0 12.00 11 2.000 104.0 11.00 12 -25.00 1025. -30.00 Section 1 Details 0.61% reinforcement in section 1 (Section 1). Check this against code requirements. ULS Cases Analysed Name Loading Pre-stress Factor Strength Analysis - Loads Case N Myy Mzz M [kN] [kNm] [kNm] [kNm] [] 1 124.0 590.0 59.00 592.9 -5.711 2 -147.0 869.0 -54.00 870.7 3.556 3 -29.00 907.0 218.0 932.8 -13.51 4 12.00 1176. 223.0 1197. -10.74 5 5.000 -4.000 -8.000 8.944 116.6 6 -74.00 1477. -62.00 1478. 2.404




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Strength Analysis - Summary Governing conditions are defined as: A - reinforcing steel tension strain limit B - concrete compression strain limit C - concrete pure compression strain limit IS 456 Section 39.1 Effective centroid is reported relative to the reference point. Case Eff. Eff. N M Mu M/Mu Governing Neutral Neutral Centroid Centroid Condition Axis Axis (y) (z) Angle Depth [kN] [kNm] [kNm] [] [mm] Maxima 6 -2.142E-6 -408.8 -74.00 1478. 2848. 0.5190 A: Bar 9 Minima 5 39.97E-9 -10.12 5.000 8.944 724.6 0.01234 A: Bar 16 M/MU < 1.0 , Hence OK




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SLS CHECK FOR THE SECTION

Section 1 Details Definition Name Section 1 Type Concrete Material M60 Origin Centre Dimensions Depth 1400.mm Width 800.0mm Section Area 1.120E+6mm2 Reinforcement Area 6831.mm2 Reinforcement 0.6099% Section Nodes Node Y Z [mm] [mm] 1 400.0 700.0 2 400.0 -700.0 3 -400.0 -700.0 4 -400.0 700.0 Cover and Links Cover: top 40.00mm Cover: bottom 40.00mm Cover: left 40.00mm Cover: right 40.00mm Link Size 12.00mm Link Material 500

z

y

1400

mm

800mm




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Bars Bar Y Z Diameter Material Type Pre-stress Pre-stress Appl. loads Force Strain include/exclude pre-stress [mm] [mm] [mm] [kN] 1 -324.0 -635.5 25.00 500 Steel 2 -243.0 -635.5 25.00 500 Steel 3 -162.0 -635.5 25.00 500 Steel 4 -81.00 -635.5 25.00 500 Steel 5 0.0 -635.5 25.00 500 Steel 6 81.00 -635.5 25.00 500 Steel 7 162.0 -635.5 25.00 500 Steel 8 243.0 -635.5 25.00 500 Steel 9 324.0 -635.5 25.00 500 Steel 10 -340.0 464.6 16.00 500 Steel 11 -340.0 281.3 16.00 500 Steel 12 -340.0 97.93 16.00 500 Steel 13 -340.0 -85.43 16.00 500 Steel 14 -340.0 -268.8 16.00 500 Steel 15 -340.0 -452.1 16.00 500 Steel 16 340.0 464.6 16.00 500 Steel 17 340.0 281.3 16.00 500 Steel 18 340.0 97.93 16.00 500 Steel 19 340.0 -85.43 16.00 500 Steel 20 340.0 -268.8 16.00 500 Steel 21 340.0 -452.1 16.00 500 Steel Elastic Properties Properties of the untransformed section, ignoring reinforcement. Geometric Centroid y 0.0mm z 0.0mm Area 1.120E+6mm2 Second Moments of Area Iyy 182.9E+9mm4 Izz 59.73E+9mm4 Iyz 0.0mm4 Principal Second Moments of Area Iuu 182.9E+9mm4 Izz 59.73E+9mm4 Angle 0.0 Shear Area Factor ky 0.8333 kz 0.8333 Torsion Constant 153.7E+9mm4 Section Modulus Zy 261.3E+6mm3 Zz 149.3E+6mm3 Plastic Modulus Zpy 392.0E+6mm3 Zpz 224.0E+6mm3 Radius of Gyration Ry 404.1mm Rz 230.9mm




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Properties of the untransformed section, ignoring reinforcement. Geometric Centroid y 39.97E-9mm z -10.12mm EA 44.48E+6kN EI EIyy 7.161E+6kNm2 EIzz 2.635E+6kNm2 EIyz 0.001338kNm2 Principal EI EIuu 7.161E+6kNm2 EIzz 2.635E+6kNm2 Angle 16.94E-9 Maximum compressive force Nu 0.0kN Strain at Nmax 0.003500[-] Moment at ref. pt. for Nmax Myy 0.0kNm Mzz 0.0kNm Note: Nmax is the maximum compressive force which can be carried by the section. This is calculated by applying a constant strain across the entire section, using ultimate material properties. Section Material Properties Type Concrete Name M60 Weight Normal Weight Density 2.400t/m3 Cube Strength fck 60.00MPa Tensile Strength fcr 5.422MPa Elastic Modulus (short E 38730.MPa term) Poisson's Ratio 0.2000 Coeff. Thermal Expansion 10.00E-6/C Partial Safety Factor mc,ULS 1.500 mc,SLS 1.000 Maximum Strain 0.003500[-] ULS Compression Curve Recto-parabolic ULS Tension Curve No-tension SLS Compression Curve Linear SLS Tension Curve Part 2 Fig 3.1 Aggregate Size 20.00mm Reinforcement Properties Name 415 fy 415.0MPa Modulus 200000.MPa Partial Safety Factor ms,ULS 1.150 ms,SLS 1.000 Maximum Strain 0.003804[-] Stress/Strain Curve Elastic-plastic Name 500 fy 500.0MPa Modulus 200000.MPa




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Partial Safety Factor ms,ULS 1.150 ms,SLS 1.000 Maximum Strain 0.004174[-] Stress/Strain Curve Elastic-plastic Loading Reference Point All loading acts through the Reference Point. All strain planes are defined relative to the Reference Point. Definition Geometric Centroid Reference Point Coordinates y 0.0mm z 0.0mm Applied loads Load N Myy Mzz Case [kN] [kNm] [kNm] 1 124.0 590.0 59.00 2 -147.0 869.0 -54.00 3 -29.00 907.0 218.0 4 12.00 1176. 223.0 5 5.000 -4.000 -8.000 6 -74.00 1477. -62.00 7 67.00 279.0 10.00 8 -30.00 106.0 12.00 9 -21.00 999.0 -31.00 10 -30.00 106.0 12.00 11 2.000 104.0 11.00 12 -25.00 1025. -30.00 Section 1 Details 0.61% reinforcement in section 1 (Section 1). Check this against code requirements. SLS Cases Analysed Name Loading Pre-stress Creep Factor Coeff. Long Term Short Term Serivceability Analysis - Loads Case N Myy Mzz M [kN] [kNm] [kNm] [kNm] [] 1 67.00 279.0 10.00 279.2 -2.053 2 -30.00 106.0 12.00 106.7 -6.459 3 -21.00 999.0 -31.00 999.5 1.777 4 -30.00 106.0 12.00 106.7 -6.459 5 2.000 104.0 11.00 104.6 -6.038 6 -25.00 1025. -30.00 1025. 1.676




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SLS Loads Analysis Summary Case Secant Neutral Neutral at M0 EI Axis Axis Angle Depth [kNm] [] [mm] [/m] 1 2.707E+6 -6.426 814.3 811.8E-9 2 2.578E+6 -19.91 779.1 -344.7E-9 3 1.258E+6 5.814 507.5 -256.0E-9 4 2.578E+6 -19.91 779.1 -344.7E-9 5 2.597E+6 -18.48 825.3 24.03E-9 6 1.252E+6 5.486 503.5 -302.9E-9 Moment summary for SLS axial loads Effective centroid is reported relative to the reference point. Cracking moment is for short term loading Case Eff. Centroid N M Mu M/Mu Mcr Note y z [mm] [mm] [kN] [kNm] [kNm] [kNm] Maxima 1 1.#IO 1.#IO 67.00 279.2 2923. 0.09552 336.0 6 39.97E-9 -10.12 -25.00 1025. 2876. 0.3566 313.6 1 1.#IO 1.#IO 67.00 279.2 2923. 0.09552 336.0 Minima 2 39.97E-9 -10.12 -30.00 106.7 2842. 0.03754 308.0 5 39.97E-9 -10.12 2.000 104.6 2862. 0.03654 316.6 2 39.97E-9 -10.12 -30.00 106.7 2842. 0.03754 308.0 Section Material Stresses/Strains at SLS Loads Case Bar Coordinates Notes y z Strain Stress [mm] [mm] [-] [MPa] Maxima 6 4 -400.0 700.0 412.3E-6 5.323 6 4 -400.0 700.0 412.3E-6 5.323 Minima 6 2 400.0 -700.0 -791.3E-6 -0.6539 1 3 -400.0 -700.0 -69.28E-6 -0.8944 Reinforcement Stresses/Strains at SLS Loads Case Bar Coordinates Notes y z Strain Stress [mm] [mm] [-] [MPa] Maxima 6 10 -340.0 464.6 215.8E-6 43.15 500 6 10 -340.0 464.6 215.8E-6 43.15 500 Minima 6 9 324.0 -635.5 -732.8E-6 -146.6 500 6 9 324.0 -635.5 -732.8E-6 -146.6 500




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Crack Widths at SLS Loads Crack widths calculated at 20mm intervals Case Face Point Coordinates Strain Control Bar acr Cover h x Crack Width y z cmin From [mm] [mm] [mm] [mm] [mm] [mm] [mm] Maxima 6 2 50 400.0 -700.0 -791.3E-6 9 87.18 52.00 Face 2 1470. 503.5 0.1929 Crack Widths at SLS Loads Maximum Crack Width per Face Case Face Point Coordinates Strain Control Bar acr Cover h x Crack Width y z cmin From [mm] [mm] [mm] [mm] [mm] [mm] [mm] Maxima 6 2 2 400.0 -700.0 -791.3E-6 9 87.18 52.00 Face 2 1470. 503.5 0.1929 Maximum Crack Width 0.1929mm < 0.2mm , Hence OK

Documents

Bogie Roller Depot Beam Design