wagon tippler foundation rev b

BGR Energy Systems Ltd. POWER PROJECT DIVISION

DOCUMENT NO: GID-091-CV-CAL-3481C

WAGON TIPPLER DESIGN OF FOUNDATION

01.07.08 B KSB NR TVBSSM

09.05.08 A KSB NR TVBSSM

DATE Rev PREPARED BY CLEARED BY APPROVED BY

KHAPERKHEDA TPS (1X500 MW ) EXPANSION PROJECT

WAGON TIPPLER COMPLEX DESIGN OF FOUNDATION

BGR ENERGY SYSTEMS LIMITED POWER PROJECTS DIVISION

443, ANNA SALAI TEYNAMPET, CHENNAI - 600018

PH 044 24326171, FAX 044 24315678 E Mail [email protected]

BGR Energy Systems Ltd. POWER PROJECT DIVISION

DOCUMENT NO: GID-091-CV-CAL-3481C

WAGON TIPPLER DESIGN OF FOUNDATION

REVISION HISTORY

Rev_A First Submission

Rev_B Revised as per DCPL Comments vide

DCPL_K5V14/KHP-BOP-C/V6/257 DATED 23-06-08

AND MEETING HELD AT DCPL VASHI FROM 24-06-

08 TO 26-06-08

BGR Energy Systems Ltd. Project KHAPARKHEDA TPS 1X500MW Expansion Project Page

Title WAGON TIPPLER Design of Foundation 1 of Doc. No. GID-091-CV-CAL-3481C Rev B 292

7/1/08 7:13 PM

CONTENTS

1 GENERAL ................................................................................................................................................4 1.1 SCOPE.......................................................................................................................................................4 1.2 UNITS OF MEASUREMENTS...................................................................................................................4 1.3 CODES AND REFERENCES....................................................................................................................4 1.4 MATERIAL PROPERTIES ........................................................................................................................5 1.5 PLANT SITE INFORMATION....................................................................................................................5 1.6 MACHINE DATA .......................................................................................................................................5 1.7 SOFTWARE REFERENCE .......................................................................................................................5

2 DESCRIPTION OF STRUCTURE & GEOMETRY...................................................................................6 3 ANALYSIS OF STRUCTURAL SHED.....................................................................................................9

3.1 STAAD INPUT FILE ................................................................................................................................11 3.2 SUPPORT REACTIONS..........................................................................................................................14

4 ANALYSIS OF FOUNDATION...............................................................................................................15 4.1 PRIMARY LOADS...................................................................................................................................16

4.1.1 DEAD LOAD - (DL)...............................................................................................................16

4.1.2 LIVE LOADS.........................................................................................................................17

4.2 COAL LOAD(HOPPER FULL ) ...............................................................................................................18 Refer D.M walkers theory ........................................................................................................................18

4.3 EARTH PRESSURE & HYDROSTATIC PRESSURE LOADS...............................................................21 4.4 LOADS FROM APRON FEEDOR ON RAFT BEAM ..............................................................................26 4.5 Loads from WAGON TIPPLER ..............................................................................................................26

5 LOAD COMBINATIONS ........................................................................................................................27 5.1 COMBINATION-1 ....................................................................................................................................27 5.2 COMBINATION-2 ....................................................................................................................................27 5.3 COMBINATION-3 ....................................................................................................................................27

6 ANALYSIS OF SUB STRUCTURE........................................................................................................28 6.1 FRAME - 1 ...............................................................................................................................................28

6.1.1 STAAD SKETCHES .............................................................................................................28

6.1.2 STAAD-Pro Analysis Input For Frame 1 ...........................................................................38

6.1.3 Support Reactions For Frame 1 ........................................................................................44

6.2 FRAME 1a ............................................................................................................................................46 6.2.1 STAAD SKETCHES .............................................................................................................46

6.2.2 STAAD-Pro Analysis Input For Frame 1a .........................................................................55

6.2.3 Support Reactions For Frame 1a ......................................................................................60

6.3 FRAME - 2 ...............................................................................................................................................62 6.3.1 STAAD SKETCHES .............................................................................................................62



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6.3.2 STAAD-Pro Analysis Input For Frame 2 ...........................................................................75

6.3.3 Support Reactions For Frame 2 ........................................................................................83

6.4 FRAME - 3 ...............................................................................................................................................88 6.4.1 STAAD SKETCHES .............................................................................................................88

6.4.2 STAAD-Pro Analysis Input For Frame 3 .........................................................................101

6.4.3 Support Reactions For Frame 3 ......................................................................................110

6.5 FRAME - 4 .............................................................................................................................................111 6.5.1 STAAD SKETCHES ...........................................................................................................111



6.6 FRAME - 5 .............................................................................................................................................133 6.6.1 STAAD SKETCHES ...........................................................................................................133



7 ANALYSIS FOR COUNTERFORTS....................................................................................................147 7.1 CF 8.....................................................................................................................................................147

7.1.1 STAAD SKETCHES ...........................................................................................................147

7.1.2 STAAD-Pro Analysis Input For CF - 8................................................................................151

7.1.3 Support Reactions For CF 8............................................................................................152

7.2 CF 9 153 7.2.1 STAAD SKETCHES ...........................................................................................................153

7.2.2 STAAD-Pro Analysis Input For CF - 9................................................................................157

7.2.3 Support Reactions For CF 9............................................................................................158

7.3 CF 10....................................................................................................................................................159 7.3.1 STAAD SKETCHES ...........................................................................................................159

7.3.2 STAAD-Pro Analysis Input For CF - 10..............................................................................163

7.3.3 Support Reactions For CF 10..........................................................................................164










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8 ANALYSIS OF BASE RAFT ................................................................................................................183 8.1 STAAD SKETCHES ..............................................................................................................................183 8.2 STAAD-Pro ANALYSIS INPUT ............................................................................................................186

9 ANALYSIS RESULTS PRESSURE ON SOIL:.................................................................................232 10 DESIGN OF BASE RAFT ....................................................................................................................234

10.1 CHECK FOR PUNCHING SHEAR.............................................................................................237 11 DESIGN OF COUNTERFORTS...........................................................................................................239

11.1 DESIGN OF CF8.........................................................................................................................239 11.2 DESIGN OF CF9.........................................................................................................................245 11.3 DESIGN OF CF11.......................................................................................................................253 11.4 DESIGN OF CF12.......................................................................................................................258 11.5 DESIGN OF CF13.......................................................................................................................263

12 DESIGN OF WALLS ............................................................................................................................268 13 CHECK FOR BUOYANCY IN BUILDING PORTION ..........................................................................271 14 CHECK FOR CRACKWIDTH IN RAFT ...............................................................................................275

15 DESIGN OF COLUMNS276



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1 GENERAL

1.1 SCOPE

This document covers the design of Base Raft, Columns, Walls & Counterforts for Wagon tippler complex for 1x500 MW Expansion project for Khaparkheda TPS.

1.2 UNITS OF MEASUREMENTS Units of measurements used in analysis shall be of SI Units.

1.3 CODES AND REFERENCES

The following codes and standards have been referred:

Project Reference Drawings / Documents 1 GID-091-CV-DWG-

3001 Civil Design Basis Report

2 207060-II Interim Geotechnical Investigation Report 3 GID-091-CHP-1503

SHT 1 OF 2 MECH GA & LAYOUT OF WAGON TIPPLER COMPLEX

4 GID-091-CHP-1503 SHT 2 OF 2 MECH GA & LAYOUT OF WAGON TIPPLER COMPLEX

5 TP8674/OS WAGON TIPPLER-FOUNDATION DETAILS OF SIDE DISCHARGE 6 GID-091-CV-DWG-

3481 CIVIL GA OF WAGON TIPPLER COMPLEX

7 GID-091-CV-DWG-3482-REV C WAGON TIPPLER-NUMERATION & RC DETAILS OF BASE RAFT

Machine Manufacturers Drawings

8 TP8674/OS WAGON TIPPLER-FOUNDATION DETAILS OF SIDE DISCHARGE

CODES FOR DESIGN OF FOUNDATION 9 IS 456 - 2000 Plain and Reinforced Concrete Indian Standard Code of Practice 10 IS 1893-Part1-

2002 Criteria for Earthquake Resistant Structures

11 IS 875 Part-1 Code of practice for design loads Dead loads 12 IS 875 Part-2 Code of practice for design loads Imposed loads



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1.4 MATERIAL PROPERTIES

Material

Property

Value

Units

Remarks

Density 25 kN/ cum IS : 875 Part - 1 Characteristic

Strength 25 N/ Sq mm IS-456 (2000)

Modulus of Elasticity 25000

N/ sq mm IS-456 (2000)

Concrete, M25

Density 78.5 kN/ cum

Characteristic Strength 500 N/ sq mm Reinforcing Steel

Modulus of Elasticity 200000 N/ sq mm

1.5 PLANT SITE INFORMATION

Location of the Site :Khaparkheda, Maharashtra Plant Elevation :RL (+) 292.100 corresponds to FFL(+)0.000 of Power Block Seismic zone :Zone II as per IS : 1893 - 2002

1.6 MACHINE DATA

The machine and foundation arrangement with the loads are specified in ELECON drawings/Documents, Ref. [3] to [10].

1.7 SOFTWARE REFERENCE

STAAD - Pro, Research Engineers Inc., Bentley, USA

The above software package is renowned and well used and accepted internationally for similar type of structural analysis carried out in this document.



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2 DESCRIPTION OF STRUCTURE & GEOMETRY

The geometry is considered as per ELECON drawings Ref [3] to [9]. Wagon Tippler complex Comprises of an Underground RCC portion and a structural steel shed with sheeting. The Underground portion ( Coal Hopper and machinery Hatches) consists of RCC frames spaced at 3.5m c/c with RCC wall panels on the sides and RCC raft at the bottom fixed to the frames. The counterfort columns along the sides and the raft beam forms a closed continuous structural frame placed at the stated intervals. The intermediate space is filled by RCC panels all around except at the top. The coal hopper arrangement can be seen from the GA drawing as below

Basic geometric dimensions assumed for counterforts, coulmns and beams are furnished in the figures shown below. :



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Soil Support Below Foundation:

The soil support is modeled as spring supports and details of spring stiffness used in the analysis are as below.

The foundation for the structure has been modeled as a raft on elastic soil. The soil spring value for the frame spaced at 3.5 m c/c and support placed at 0.9965 m c/c has been calculated as follows

As the soil investigation report allowable bearing pressure at 10 m below FGL is 300 kN/m2 corresponds to 25 mm settlement. In the Hopper portion As the soil investigation report allowable bearing pressure at 20 m below FGL is 400 kN/m2 corresponds to 25 mm settlement in the Tunnel portion For Frame 1 & Frame 1a spring constants are calculated as follows The soil spring constants are estimated using cross hole shear test results furnished by client. From test results, Shear modulus of soil below the foundation, G = 1.11E+6 KN/m2 Poissons ratio of soil = 0.33 Depth of embedment below ground level = 13.5m Total area of the raft = 384.048 m2 Average horizontal dimension perpendicular to rocking axis(L) = Raft area/length = 384.048/22.86 = 16.8m Raft dimension parallel to rocking = 22.86m From fig. 4.12 of Hand Book of Machine Foundations by Sri P. Srinivasulu and C.V Vaidyanathan z = 2.1 x = 1 Vertical stiffness of soil for raft, Kz = G z Sqrt(BL) / (1-) = 6.81E+07 KN/m Horizontal stiffness of soil for raft, Kx = 2(1+)G x Sqrt(BL) = 5.78E+07 KN/m Vertical stiffness of soil for raft, Kz =6.81E+07 X 3.5 * 0.9965/384.048 = 618453.3 KN/m ( for influence width of 3.5m & 0.9965m) Horizontal stiffness of soil for raft, Kx =5.78E+07 X 3.5 * 0.9965/384.048 = 524913.4 KN/m ( for influence width of 3.5m & 0.9965m)



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For Base Raft spring constants are calculated as follows The soil spring constants are estimated using cross hole shear test results furnished by client. From test results, Shear modulus of soil below the foundation, G = 1.095E+6 KN/m2 Poissons ratio of soil = 0.3386 Depth of embedment below ground level = 17.6m Total area of the raft = 353.187 m2 Average horizontal dimension perpendicular to rocking axis(L) = Raft area/length = 353.187/22.86 = 15.45m Raft dimension parallel to rocking = 22.86m From fig. 4.12 of Hand Book of Machine Foundations by Sri P. Srinivasulu and C.V Vaidyanathan z = 2.1 x = 1 Vertical stiffness of soil for raft, Kz = G z Sqrt(BL) / (1-) = 6.53E+07 KN/m Horizontal stiffness of soil for raft, Kx = 2(1+)G x Sqrt(BL) = 5.51E+07 KN/m



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3 ANALYSIS OF STRUCTURAL SHED Loading on Portal Roof

Spacing of Portal = 7.0 mSpacing of Purlins = m

LOAD COMPUTATION

a) DEAD LOAD

1) Selfweight of Sheeting + Fixtures = 0.060 kN / m2

2) Selfweight of Purlin (MC150) = 0.168 kN / m2

3) Dust Load = 0.250 kN / m2

4) Selfweight of Truss & Bracings = 0.150 kN / m2

Threfore ,Total load of sheeting + fixtures + truss + bracings = 0.06 + 0.15 + 0.25 = 0.460 kN / m2

Additional Selfweight of Purlin = 0.168 kN / m2

LOAD DISTRIBUTION AT NODES

AT NODE 96, 97, 121, 122

0.46 X 7.0 X ( 1.31/2 ) X COS 18O + 0.168 X 7.0 = 3.182 KN

0.46 X 7.0 X ( 1.05/2 ) X COS 18O + 0.168 X 7.0 = 2.784 KN AT NODE 95 98

AT NODE 101 TO 120

1.3

0.46 X 7.0 X ( 1.3/2 + 1.3/2 ) X COS 18O + 0.168 X 7.0 = 5.157 KN

AT NODE 99 1000.46 X 7.0 X ( 1.05/2 + 1.3/2 ) X COS 18O + 0.168 X 7.0 = 4.775 KN

14.75m1.00m 1.00m 14.75m 1.00m

16.15m

13.15m

Load 1X

YZ



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b) LIVE LOAD

1) Live load = 0.59 KN/m2 = 0.59 kN / m2

LOAD DISTRIBUTION AT NODES

C) WIND LOADSk1 = cpik2 = (for category II & class B structure) a c d As per Table 16 k3 = -0.78 -0.3 -0.48 -0.7 of IS: 875 (Part-3)Vb = m/secVz = m/sec = kN / m2

wind pressure on first span(a) = (-0.78+-0.7) = kN / m2

wind pressure on next span(b) = (-0.6+-0.7) = kN / m2

wind pressure on first inter span(c) = (-0.3+-0.7) = kN / m2

AT NODE 99 100

0.59 X 7.0 X ( 1.3/2 + 1.3/2 ) X COS 18O = 5.132 KN

0.59 X 7.0 X ( 1.05/2 + 1.3/2 ) X COS 18O = 4.638 KN

AT NODE 101 TO 120

AT NODE 96, 97, 121, 122

1.49

0.59 X 7.0 X ( 1.31/2 ) X COS 18O = 2.585 KN

0.59 X 7.0 X ( 1.05/2 ) X COS 18O = 2.062 KN

Design pressure Pd49.905 1.49

External pressure coeff (cpe)b

-0.60

-2.211.49

AT NODE 95, 98

1.061

44

1.07

-1.941.49 -1.49

wind pressure on first inter span(d) = (-0.48+-0.7) = kN / m2

KN 8.83 KN 14.704 KN 8.9 7.81 KNFORCE AT NODE FORCE AT NODE 102 106 110 104 108 114 118 100 112 116 98

KN 16.79 KN 13.767 15.23 6.2 KN

2.26 KN KN KN

KN 2.87 KN 4.78 KN 2.34FORCE AT NODE FORCE AT NODE 102 106 110 104 108

114 118 100 112 116 98

KN 5.46 KN 4.19 4.47 KN 4.95 2 KNWind load due to side cladding runners = 1.2X7X1.49= 12.52

The Analysis of the Portal has been done in STAAD & the forces against each member has been obtained from the STAAD output against each load cases based on which the structural design of individual members of the Portal is done which is presented in the following pages of this design document.

6.00

FORCE AT NODE 119 120

12.89

2.21X7X(1.3/2+1.3/2)X0.951=

2.21X7(0+1.2/2)0.309=

FORCE AT NODE 95 FORCE AT NODE 121


18.46


FORCE AT NODE 99

P COS

6.21

FORCE AT NODE 103 107 111 115

2.21X7X(0.525+1.3/2)X0.951=

P SIN

1.81

2.89

1.94X7X(1.3/2+1.3/2)X0.309=

5.62FORCE AT

NODE 101 105 109 113 117

2.22

1.76X7X(1.3/2+1.3/2)X0.3

09=

1.49X7X(1.3/2+1.3/2)X0.309=

1.76X7X(1.05/2+1.3/2)

X0.309=

2.21X7X(1.3/2+1.3/2)X0.309=

FORCE AT NODE 103 107 111 115

FORCE COMP.

FORCE AT NODE 99

2.21X7X(1.05+1.3/2)X0.309=

17.29

19.13

FORCE AT NODE 95


109 113 117

1.94X7X(1.3/2+1.3/2)X0.951=

2.21X7(1.2/2)0.951=

1.49 -1.76

2.09kN/m

FORCE AT NODE 96 97


FORCE AT NODE 96 97


3.04

6.50

7.19

1.76X7X(0/2+1.3/2)X0.951=

1.76X7X(0/2+1.05/2)X

0.309=

1.49X7X(0/2+1.3/2)X

0.309=

1.94X7(0.075+1.3/2)

0.309=1.49X7(0.075+1.3/2)0.309=

1.76X7X(0/2+1.3/2)X0.309=

2.54

2.21X7(1.21/2+1.3/2)0.30

9=

1.76X7(1.21/2+1.3/2)0.30

9=

2.21X7(0+1.21/2)0.309=

1.94X7(0+1.21/2)0.309=

1.76X7X(1.3/2+1.05/2)

X0.951=

1.76X7X(1.3/2+1.3/2)X0.9

51=

1.76X7X(0/2+1.05/2)X

0.951=

1.49X7X(0/2+1.3/2)X

0.951=

2.47

7.67

2.21X7(1.21/2+1.3/2)0

.951=

1.76X7(1.21/2+m/2)0.

951=

2.21X7(1.21/2)0.951=

1.94X7(1.21/2)0.951= 1.94X7X(0

.075+1.3/2)X0.951=

1.49X7X(0.075+1.3/2)X0.95

1=9.36

1.49X7X(1.3/2+1.3/2)X0.951=

Pcos

Psin

= 18ocos =0.951sin = 0.309



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3.1 STAAD INPUT FILE

STAAD SPACE START JOB INFORMATION ENGINEER DATE 03-APR-08 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1 0 0 0; 2 1 0 0; 5 31.5 0 0; 6 32.5 0 0; 7 0 1.5 0; 8 1 1.5 0; 11 31.5 1.5 0; 12 32.5 1.5 0; 13 0 3 0; 14 1 3 0; 15 15.75 3 0; 16 16.75 3 0; 17 31.5 3 0; 18 32.5 3 0; 19 0 4.5 0; 20 1 4.5 0; 21 15.75 4.5 0; 22 16.75 4.5 0; 23 31.5 4.5 0; 24 32.5 4.5 0; 25 0 6 0; 26 1 6 0; 27 15.75 6 0; 28 16.75 6 0; 29 31.5 6 0; 30 32.5 6 0; 31 0 7.5 0; 32 1 7.5 0; 33 15.75 7.5 0; 34 16.75 7.5 0; 35 31.5 7.5 0; 36 32.5 7.5 0; 37 0 9 0; 38 1 9 0; 39 15.75 9 0; 40 16.75 9 0; 41 31.5 9 0; 42 32.5 9 0; 43 0 10.5 0; 44 1 10.5 0; 45 15.75 10.5 0; 46 16.75 10.5 0; 47 31.5 10.5 0; 48 32.5 10.5 0; 49 0 12 0; 50 1 12 0; 51 15.75 12 0; 52 16.75 12 0; 53 31.5 12 0; 54 32.5 12 0; 55 0 13.5 0; 56 1 13.5 0; 57 15.75 13.5 0; 58 16.75 13.5 0; 59 31.5 13.5 0; 60 32.5 13.5 0; 61 0 15 0; 62 1 15 0; 63 15.75 15 0; 64 16.75 15 0; 65 31.5 15 0; 66 32.5 15 0; 67 0 16.15 0; 68 1 16.15 0; 69 2.24321 16.15 0; 70 3.48641 16.15 0; 71 4.72968 16.15 0; 72 5.97289 16.15 0; 73 7.2161 16.15 0; 74 8.375 16.15 0; 75 9.60942 16.15 0; 76 10.8375 16.15 0; 77 12.0657 16.15 0; 78 13.2938 16.15 0; 79 14.5219 16.15 0; 80 15.75 16.15 0; 81 16.75 16.15 0; 82 17.9781 16.15 0; 83 19.2062 16.15 0; 84 20.4343 16.15 0; 85 21.6625 16.15 0; 86 22.8906 16.15 0; 87 24.125 16.15 0; 88 25.2839 16.15 0; 89 26.5271 16.15 0; 90 27.7703 16.15 0; 91 29.0136 16.15 0; 92 30.2568 16.15 0; 93 31.5 16.15 0; 94 32.5 16.15 0; 95 0 17.15 0; 96 15.75 17.15 0; 97 16.75 17.15 0; 98 32.5 17.15 0; 99 1 17.4557 0; 100 31.5 17.4557 0; 101 14.5219 17.5763 0; 102 17.9781 17.5763 0; 103 2.24322 17.8357 0; 104 30.2568 17.8357 0; 105 13.2938 18.0026 0; 106 19.2062 18.0026 0; 107 3.48643 18.2157 0; 108 29.0136 18.2157 0; 109 12.0657 18.4289 0; 110 20.4343 18.4289 0; 111 4.72965 18.5957 0; 112 27.7703 18.5957 0; 113 10.8375 18.8552 0; 114 21.6625 18.8552 0; 115 5.97287 18.9757 0; 116 26.5271 18.9757 0; 117 9.60942 19.2815 0; 118 22.8906 19.2815 0; 119 7.21608 19.3558 0; 120 25.2839 19.3558 0; 121 8.375 19.71 0; 122 24.125 19.71 0; 123 9.75 16.15 0; 124 22.7496 16.15 0; MEMBER INCIDENCES 1 1 7; 2 1 8; 3 2 8; 7 5 11; 8 6 11; 9 6 12; 10 7 8; 12 12 11; 13 7 13; 14 8 13; 15 8 14; 19 11 17; 20 11 18; 21 12 18; 22 13 14; 24 18 17; 25 13 19; 26 13 20; 27 14 20; 28 15 21; 29 15 22; 30 16 22; 31 17 23; 32 18 23; 33 18 24; 34 19 20; 35 21 22; 36 24 23; 37 19 25; 38 20 25; 39 20 26; 40 21 27; 41 22 27; 42 22 28; 43 23 29; 44 23 30; 45 24 30; 46 25 26; 47 27 28; 48 30 29; 49 25 31; 50 25 32; 51 26 32; 52 27 33; 53 27 34; 54 28 34; 55 29 35; 56 30 35; 57 30 36; 58 31 32; 59 33 34; 60 36 35; 61 31 37; 62 32 37; 63 32 38; 64 33 39; 65 34 39; 66 34 40; 67 35 41; 68 35 42; 69 36 42; 70 37 38; 71 39 40; 72 42 41; 73 37 43; 74 37 44; 75 38 44; 76 39 45; 77 39 46; 78 40 46; 79 41 47; 80 42 47; 81 42 48; 82 43 44; 83 45 46; 84 48 47; 85 43 49; 86 44 49; 87 44 50; 88 45 51; 89 46 51; 90 46 52; 91 47 53; 92 47 54; 93 48 54; 94 49 50; 95 51 52; 96 54 53; 97 49 55; 98 49 56; 99 50 56; 100 51 57; 101 51 58; 102 52 58; 103 53 59; 104 54 59; 105 54 60; 106 55 56; 107 57 58; 108 60 59; 109 55 61; 110 56 61; 111 56 62; 112 57 63; 113 58 63; 114 58 64; 115 59 65; 116 59 66; 117 60 66; 118 61 62; 119 63 64; 120 66 65; 121 61 67; 122 61 68; 123 62 68; 124 63 80; 125 63 81; 126 64 81; 127 65 93; 128 66 93; 129 66 94; 130 67 68; 131 68 69; 132 69 70; 133 70 71; 134 71 72; 135 72 73; 136 73 74; 137 74 75; 139 76 77; 140 77 78; 141 78 79; 142 79 80; 143 80 81; 144 82 81; 145 83 82; 146 84 83; 147 85 84;



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149 87 86; 150 88 87; 151 89 88; 152 90 89; 153 91 90; 154 92 91; 155 93 92; 156 94 93; 157 95 67; 158 95 68; 159 96 79; 160 96 80; 161 81 97; 162 97 82; 163 98 93; 164 94 98; 165 68 99; 166 99 69; 167 100 92; 168 93 100; 169 101 78; 170 79 101; 171 82 102; 172 102 83; 173 69 103; 174 103 70; 175 104 91; 176 92 104; 177 105 77; 178 78 105; 179 83 106; 180 106 84; 181 96 97; 182 70 107; 183 107 71; 184 108 90; 185 91 108; 186 109 76; 187 77 109; 188 84 110; 189 110 85; 190 95 99; 191 98 100; 192 96 101; 193 97 102; 194 71 111; 195 111 72; 196 112 89; 197 90 112; 198 113 75; 199 76 113; 200 85 114; 201 114 86; 202 72 115; 203 115 73; 204 116 88; 205 89 116; 206 99 103; 207 100 104; 208 117 74; 209 75 117; 210 86 118; 211 118 87; 212 73 119; 213 119 74; 214 120 87; 215 88 120; 216 101 105; 217 102 106; 218 74 121; 219 87 122; 220 103 107; 221 104 108; 222 105 109; 223 106 110; 224 107 111; 225 108 112; 226 109 113; 227 110 114; 228 111 115; 229 112 116; 230 113 117; 231 114 118; 232 115 119; 233 116 120; 234 117 121; 235 118 122; 236 119 121; 237 120 122; 240 123 76; 241 124 85; 242 75 123; 243 124 86; MEMBER PROPERTY INDIAN 181 TABLE ST ISMB250 143 TABLE ST ISMB450 130 TO 137 139 TO 142 144 TO 147 149 TO 156 240 TO 243 TABLE ST ISMB600 190 TO 193 206 207 216 217 220 TO 237 TABLE LD ISA65X65X6 SP 0.008 158 159 162 163 165 TO 180 182 TO 189 194 TO 205 208 TO 215 218 - 219 TABLE LD ISA50X50X6 SP 0.008 2 8 14 20 26 29 32 38 41 44 50 53 56 62 65 68 74 77 80 86 89 92 98 101 104 - 110 113 116 122 125 128 TABLE LD ISA50X50X6 SP 0.008 10 12 22 24 34 TO 36 46 TO 48 58 TO 60 70 TO 72 82 TO 84 94 TO 96 106 TO 108 - 118 TO 120 TABLE LD ISA50X50X6 SP 0.008 MEMBER PROPERTY EUROPEAN 1 3 7 9 13 15 19 21 25 27 28 30 31 33 37 39 40 42 43 45 49 51 52 54 55 57 - 61 63 64 66 67 69 73 75 76 78 79 81 85 87 88 90 91 93 97 99 100 102 103 105 - 109 111 112 114 115 117 121 123 124 126 127 129 157 160 161 - 164 TABLE ST IPE400 SUPPORTS 1 2 5 6 15 16 PINNED DEFINE MATERIAL START ISOTROPIC STEEL E 2.05e+008 POISSON 0.3 DENSITY 78.5 ALPHA 1.2e-005 DAMP 0.03 END DEFINE MATERIAL CONSTANTS BETA 90 MEMB 1 3 7 9 13 15 19 21 25 27 28 30 31 33 37 39 40 42 43 45 49 51 - 52 54 55 57 61 63 64 66 67 69 73 75 76 78 79 81 85 87 88 90 91 93 97 99 100 - 102 103 105 109 111 112 114 115 117 121 123 124 126 127 129 157 160 161 164 MATERIAL STEEL ALL CUT OFF MODE SHAPE 25 **--------------------------------------- LOAD 1 DEAD LOAD SELFWEIGHT Y -1 JOINT LOAD 101 TO 120 FY -5.157 99 100 FY -4.775 95 98 FY -2.784 96 97 121 FY -3.182 121 122 FY -3.182



7/1/08 7:13 PM

*DUE TO MONORAIL LOAD 123 FY -150 124 FY -150 **-------------- LOAD 2 LIVE LOAD JOINT LOAD 101 TO 120 FY -5.11 99 100 FY -4.62 95 98 FY -2.06 96 97 121 FY -2.57 121 122 FY -2.57 **-------------- LOAD 3 WIND LOAD JOINT LOAD 103 107 111 115 FX -6.21 FY 19.13 101 105 109 113 117 FX 5.46 FY 16.79 102 106 110 114 118 FX -4.19 FY 12.89 104 108 112 116 FX 4.95 FY 15.23 99 FX -5.62 FY 17.29 95 FX -2.87 FY 8.83 119 FX -6 FY 18.46 121 FX 2.89 FY 8.9 121 FX -2.54 FY 7.81 96 FX 3.04 FY 9.36 97 FX -2.34 FY 7.19 122 FX 2.09 FY 6.5 122 FX -2.47 FY 7.67 120 FX 4.78 FY 14.704 100 FX 4.47 FY 13.767 98 FX 2 FY 6.15 MEMBER LOAD 1 13 25 37 49 61 73 85 97 109 121 157 UNI GX 12.52 **------------------------- LOAD COMB 4 DL + LL 1 1.0 2 1.0 LOAD COMB 5 DL + WL 1 1.0 3 1.0 LOAD COMB 6 DL +LL + WL 1 1.0 2 1.0 3 1.0 **---------------------------------- PERFORM ANALYSIS PRINT STATICS CHECK LOAD LIST 1 TO 3 PRINT SUPPORT REACTION PARAMETER 1 CODE INDIAN BEAM 1 MEMB 1 3 7 9 13 15 19 21 25 27 28 30 31 33 37 39 40 42 43 45 49 51 - 52 54 55 57 61 63 64 66 67 69 73 75 76 78 79 81 85 87 88 90 91 93 97 99 100 - 102 103 105 109 111 112 114 115 117 121 123 124 126 127 129 157 160 161 164 MAIN 180 MEMB 1 3 7 9 13 15 19 21 25 27 28 30 31 33 37 39 40 42 43 45 49 51 - 52 54 55 57 61 63 64 66 67 69 73 75 76 78 79 81 85 87 88 90 91 93 97 99 100 - 102 103 105 109 111 112 114 115 117 121 123 124 126 127 129 TO 137 - 139 TO 147 149 TO 157 160 161 164 181 240 241 MAIN 250 MEMB 2 8 10 12 14 20 22 24 26 29 32 34 TO 36 38 41 44 46 TO 48 50 - 53 56 58 TO 60 62 65 68 70 TO 72 74 77 80 82 TO 84 86 89 92 94 TO 96 98 101 - 104 106 TO 108 110 113 116 118 TO 120 122 125 128 158 159 162 163 - 165 TO 180 182 TO 237



7/1/08 7:13 PM

CMY 0.85 MEMB 1 TO 3 7 TO 10 12 TO 15 19 TO 22 24 TO 137 139 TO 147 - 149 TO 237 240 241 CMZ 0.85 MEMB 1 TO 3 7 TO 10 12 TO 15 19 TO 22 24 TO 137 139 TO 147 - 149 TO 237 240 241 KY 0.85 MEMB 2 8 10 12 14 20 22 24 26 29 32 34 TO 36 38 41 44 46 TO 48 50 - 53 56 58 TO 60 62 65 68 70 TO 72 74 77 80 82 TO 84 86 89 92 94 TO 96 98 101 - 104 106 TO 108 110 113 116 118 TO 120 122 125 128 130 143 156 TO 237 KZ 0.85 MEMB 2 8 10 12 14 20 22 24 26 29 32 34 TO 36 38 41 44 46 TO 48 50 - 53 56 58 TO 60 62 65 68 70 TO 72 74 77 80 82 TO 84 86 89 92 94 TO 96 98 101 - 104 106 TO 108 110 113 116 118 TO 120 122 125 128 130 143 156 TO 237 *LY 3.35 MEMB 1 13 25 37 49 61 73 85 97 109 121 161 *LZ 3.35 MEMB 1 22 31 60 78 89 *DEFLECTION CHECK *DFF 500 MEMB 7 19 31 43 55 67 79 91 103 115 127 TRACK 0 MEMB 1 TO 3 7 TO 10 12 TO 15 19 TO 22 24 TO 137 139 TO 147 - 149 TO 237 240 241 *RATIO 1 ALL RATIO 1.33 ALL CHECK CODE ALL STEEL TAKE OFF ALL FINISH

3.2 SUPPORT REACTIONS

SUPPORT REACTIONS -UNIT KN METER STRUCTURE TYPE = TRUSS ----------------------------------------------------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 9.11 96.66 0.00 0.00 0.00 0.00 2 2.33 25.08 0.00 0.00 0.00 0.00 3 -150.03 -695.75 0.00 0.00 0.00 0.00 2 1 -0.25 29.62 0.00 0.00 0.00 0.00 2 -0.06 8.02 0.00 0.00 0.00 0.00 3 0.53 567.36 0.00 0.00 0.00 0.00 5 1 0.25 28.37 0.00 0.00 0.00 0.00 2 0.06 7.55 0.00 0.00 0.00 0.00 3 0.40 -298.78 0.00 0.00 0.00 0.00 6 1 -9.06 96.34 0.00 0.00 0.00 0.00 2 -2.24 24.25 0.00 0.00 0.00 0.00 3 -21.36 223.76 0.00 0.00 0.00 0.00 15 1 0.46 154.70 0.00 0.00 0.00 0.00 2 0.02 31.71 0.00 0.00 0.00 0.00 3 -44.03 -483.68 0.00 0.00 0.00 0.00 16 1 -0.51 153.14 0.00 0.00 0.00 0.00 2 -0.10 31.79 0.00 0.00 0.00 0.00 3 1.03 274.62 0.00 0.00 0.00 0.00



7/1/08 7:13 PM

4 ANALYSIS OF FOUNDATION The loading pattern and magnitudes for various structural components are given below :- The side wall panels are subjected to lateral thrust due to earth pressure at rest, hydrostatic pressure and a surcharge load. The vertical walls of coal hopper is subjected to normal pressure from confined coal, assumed filled To the top. The inclined hopper wall and the supporting beams is not only subjected to normal pressure but also a tangential force acting downwards along the slope. Effects of dead load and live load from the superstructure also been taken into consideration. Counterforts supporting the Tippler table are designed for the load from wagon tippler. A 2-D frame is modeled for the Coal hopper including counterforts by staad pro software, all the loads As stated above have been incorporated into the model and appropriate boundary conditions have been considered in the model.



7/1/08 7:13 PM

4.1 PRIMARY LOADS

Following load cases are considered in the static analysis of WAGON TIPPLER foundation.

4.1.1 DEAD LOAD - (DL)

1. Self weight of the Structure

The self weight of the structure is considered in STAAD-Pro internally for the modeled members. The weight of the soil has been applied on the modeled members at corresponding locations.

The density of the soil is considered as 18 KN/cum.

Self weight of Grizzly over Hopper Beam HB1 assumed@150kg/m2 = 1.5x 3.0 =4.5 kN/m 1. Self weight of the Hopper vertical wall on hopper rib beam HB2 Given hopper wall thickness = 350 mm Liner thickness = 10 mm Height of vertical wall = 3.859 m Load due to wall = 0.35 x 3x25 = 26.25 kN/m Load due to liner= 0.01x3x 78.5 = 2.4745 kN/m Total = 28.99 say 30 kN/m 2. Self weight of the Hopper inclined wall on hopper rib beam HB2 Self weight of wall =0.35 x 3 x 25 = 26.25 kN/m Self weight of liner =0.01x3.5x78.5 = 2.7475 kN/m Total = 28.99 say 30 kN/m Self weight of HB6 at top of HB2 = 0.8x0.8x25x3.5

= 56 kN 3. Dead load from steel shed Dead load from superstructure at endCol. = 130 kN Dead load from superstructure at midCol. = 310 kN 4. Dead load from Pit slab on HB3 Assumed as 200 thk = 0.2x 3.5 x2.5 = 17.5 kN/m



7/1/08 7:13 PM

5. Load on the Drive pit wall Height of wall = 1.975 m Thickness of wall = 250 mm Load due to wall = 3.5x 1.975 x 0.25 x25 = 43.2 kN 6. Load due to raft and filling on raft beam All loads are calculated for 3.5 m width Self weight of raft = 0.7x 3 x 25 = 52.5 kN/m Weight of SOIL fill = 1.075x3x18 = 58 kN/m Weight of pcc = 0.075x3.5x24 = 6.3 kN/m Weight of grade slab = 0.15x3.5x25 = 13.125 kN/m Weight of Floorf finish = 0.05x3.5x24 = 4.2 kN/m Total load on raft beam = 134.2 kN/m say 135 kN/m Load due to short post = = 75X2 =150 kN (vertical) of Apron feedor Dead load due to Apron = 0.6X0.8*3.0X25 = 36 kN Pedestals supporting beams 7. Load due to self weight of wall & kern + soil on kern + surcharge 20 kN/m2 Assuming the wall thickness of varying from 500 mm to 700 mm Self weight of wall = 0.5(0.5+0.7)x10.4x25x3 = 468 kN Self weight of kern = 2.23 x0.7x3x25 = 117.07 kN Self weight of soil = 2.23 x3.0x10.4x18 = 1252.4 kN Surcharge = 20x3.5x2.23 = 156.1 kN

Total = 1993.5 say 2000 kN

4.1.2 LIVE LOADS 8. Live load from steel shed Live load from superstructure at endCol. = 33 kN Live load from superstructure at midCol. = 65 Kn 9. Live load from Pit slab Assumed as 500 kg/m2 = 5 x 3.5 = 17.5 kN/m

Live load on raft Beam =5 x 3.5 = 17.5 kN/m



7/1/08 7:13 PM

4.2 COAL LOAD(HOPPER FULL ) Refer D.M walkers theory

Bulk density of coal = 1.1 T/m3 = 11 kN/m3 Angle of Internal friction(repose) = 35 degrees Angle of coal concrete friction = 32 degrees(0.9 times of internal friction) Hopper half-apex angle = 25 degrees

= 0.5[ + sin-1(sin/sin )] = 0.5[32 + sin-1(sin32/sin35)] = 49.75 degrees B = sin sin 2( + ) 1- sin .cos 2( + ) B = sin 35 sin 2(25 +49.75)

1- sin 35.cos 2(25 + 49.75)

= 0.195 C = BD/tan Taking D = 1 for accurate results

C = 0.195x1/tan25 = 0.418 Vo = surcharge at the top of inclined hopper = h =11 (5.06) =55.66 kN/m2 Vertical pressure at any point in hopper at a height h from the apex

V = h[1-(h/ho)C-1] + Vo[h/ho]C C-1 Normal stress W = V x 1+ sin cos (2 ) = 0.605 V 1- sin cos 2( + )



7/1/08 7:13 PM

h (m) ho(m) h/ho Vo

kN/m2 V

kN/m2 W

kN/m2 N

kN/m2 T

kN/m2

A 2.058 5.2 0.4 55.66 65.60 39.69 67.41 59.45

B 3.879 5.2 0.75 55.66 62.88 38.04 64.61 56.99

C 5.2 5.2 1 55.66 55.66 33.67 57.20 50.45 VERTICAL STRESS IS DIVIDED INTO TWO COMPONENTS ONE IS NORMAL AND ANOTHER IS TANGENTIAL.

N = V x SIN 25 + W T = V x COS 25

Total tangential force along slope at B = 1/2x(59.45+56.99)x1.457 = 84.82 kN/m Total tangential force along slope at C = 1/2x(50.45+56.99)x1.457 = 78.27 kN/m Vertical wall

K = 1-sin 1+ sin K = 1-sin 35 1+ sin 35

= 0.271

C

B

A1.457

1.457

250

WT

V



7/1/08 7:13 PM

Horizontal pressure at Top = 0.27 x 11 X 0 = 0 kN/m2

Horizontal pressure at Bottom = 0.27x 11 X 5.061 = 15.087 kN/m2

Frame -1 Load calculation ( 3.5 m c/c of frames) Horizontal UDL at top of vertical portion = 3.5x0 = 0 kN/m2 Horizontal UDL at bottom of vertical portion = 3.5x15.087 = 52.8 kN/m Inclined UDL at C (top of inclined portion) = 3.5x57.2 = 200.2 kN/m Inclined UDL at B (middle of inclined portion) = 3.5x64.61 = 226.13 kN/m Inclined UDL at A (bottom of inclined portion) = 3.5x67.41 = 235.93 kN/m Total tangential force along slope at B = 3.5x84.82 = 296.87 kN Total tangential force along slope at C = 3.5x78.27 = 273.94 kN For Frame -2 & Frame-3 the Half of the above Loads are Considered



7/1/08 7:13 PM

4.3 EARTH PRESSURE & HYDROSTATIC PRESSURE LOADS

UNIT WEIGHT OF SOIL = 18 kN/m3 UNIT WEIGHT OF WATER = 10 kN/m3 WATER PRESSURE AT BOTTOM OF RAFT = 10X(13.076-6) = 70.76 kN/m2 SURCHARGE = 10 kN/m2 EARTH PRESSURE CALCULATION FOR FRAME-1 & FRAME 1a

L = 3.5 m fck = 25 Mpa fy = 500 Mpa b = 1000 mm

DE

PTH

BE

LOW

FG

L

Ph k

N/m

2-C

AS

E-1

Ph k

N/m

2-C

AS

E-2

UDL ON COUNTERFORT-

CASE-1 EP WITH

SURCHARGE & SUB SOIL

PRESSURE

UDL ON COUNTERFORT-

CASE-2 EP WITHOUT


PRESSURE

1.975 32.78 17.78 114.7 62.21 3.325 42.43 29.93 148.5 104.7 4.325 50.43 38.93 176.5 136.2 5.325 57.93 47.93 202.7 167.7 6.325 68.55 56.93 239.9 199.2 7.325 82.55 65.93 288.9 230.7 8.325 96.55 74.93 337.9 262.2 9.325 110.55 83.93 386.9 293.7 10.325 124.55 92.93 435.9 325.2 11.325 138.55 101.93 484.9 356.7 13.075 163.05 117.68 570.7 411.9



7/1/08 7:13 PM

EARTH PRESSURE CALCULATION FOR FRAME-2


DE

PTH

BE

LOW

FG

L

Ph k

N/m

2-C

AS

E-1

Ph k

N/m

2-C

AS

E-2

UDL ON COUNTERFORT-CASE-1

EP WITH SURCHARG

E & SUB SOIL

PRESSURE

UDL ON COUNTERFORT-CASE-2

EP WITHOUT SURCHARGE & SUB SOIL PRESSURE

1.975 32.78 17.78 93.41 50.66 3.325 42.43 29.93 120.9 85.29 4.325 50.43 38.93 143.7 110.9 5.325 57.93 47.93 165.1 136.6 6.325 68.55 56.93 195.4 162.2 7.325 82.55 65.93 235.3 187.9 8.325 96.55 74.93 275.2 213.5 9.325 110.55 83.93 315.1 239.2 10.325 124.55 92.93 355 264.8 11.325 138.55 101.93 394.9 290.5 13.075 163.05 117.68 464.7 335.4



7/1/08 7:13 PM



DE

PTH

BE

LOW

FG

L

Ph k

N/m

2-C

AS

E-1

Ph k

N/m

2-C

AS

E-2

UDL ON COUNTERFORT-

CASE-1 EP WITH


PRESSURE

UDL ON COUNTERFORT-

CASE-2 EP WITHOUT


PRESSURE

1.975 32.78 17.78 93.41 50.66 3.325 42.43 29.93 120.9 85.29 4.325 50.43 38.93 143.7 110.9 5.325 57.93 47.93 165.1 136.6 6.325 68.55 56.93 195.4 162.2 7.325 82.55 65.93 235.3 187.9 8.325 96.55 74.93 275.2 213.5 9.325 110.55 83.93 315.1 239.2 10.325 124.55 92.93 355 264.8 11.325 138.55 101.93 394.9 290.5 12.325 152.55 110.93 434.8 316.1 13.325 166.55 119.93 475 341.8 14.325 180.55 128.93 515 367.4 15.325 194.55 137.93 554.5 393.1 16.325 208.55 146.93 594 418.7 18.075 233.05 162.68 664 463.6



7/1/08 7:13 PM



DE

PTH

BE

LOW

FG

L

Ph k

N/m

2-C

AS

E-1

Ph k

N/m

2-C

AS

E-2

UDL ON COUNTERFORT-

CASE-1 EP WITH


PRESSURE

UDL ON COUNTERFORT-

CASE-2 EP WITHOUT


PRESSURE

0 15.00 0.00 51.2 0 1.2 25.80 10.80 88.06 36.86 2.2 34.80 19.80 118.8 67.58 3.55 44.45 31.95 151.7 109 4.55 52.45 40.95 179 139.8 5.55 59.95 49.95 204.6 170.5 6.55 71.70 58.95 244.7 201.2 7.55 85.70 67.95 292.5 231.9 8.55 99.70 76.95 340.3 262.6 9.55 113.70 85.95 388.1 293.3

10.55 127.70 94.95 435.8 324.1 11.55 141.70 103.95 483.6 354.8 12.55 155.70 112.95 531.4 385.5 13.55 169.70 121.95 579 416.2 14.55 183.70 130.95 627 446.9 15.55 197.70 139.95 674.8 477.6 16.55 211.70 148.95 723 508.4 17.3 222.20 155.70 758 531.4 18.3 236.20 164.70 806 562.1



7/1/08 7:13 PM



DE

PTH

BE

LOW

FG

L

Ph k

N/m

2-C

AS

E-1

Ph k

N/m

2-C

AS

E-2

UDL ON COUNTERFORT-

CASE-1 EP WITH


PRESSURE

UDL ON COUNTERFORT-

CASE-2 EP WITHOUT


PRESSURE

0 15.00 0.00 53.81 0 1.2 25.80 10.80 92.56 38.75 2.2 34.80 19.80 124.8 71.03 3.55 44.45 31.95 159.5 114.6 4.55 52.45 40.95 188.2 146.9 5.55 59.95 49.95 215.1 179.2 6.55 71.70 58.95 257.2 211.5 7.55 85.70 67.95 307.4 243.8 8.55 99.70 76.95 357.7 276.1 9.55 113.70 85.95 407.9 308.3

10.55 127.70 94.95 458.1 340.6 11.55 141.70 103.95 508.3 372.9 12.55 155.70 112.95 558.6 405.2 13.55 169.70 121.95 609 437.5 14.55 183.70 130.95 659 469.8 15.55 197.70 139.95 709.2 502.1 16.55 211.70 148.95 759 534.4 17.3 222.20 155.70 797 558.6 18.3 236.20 164.70 847 590.9



7/1/08 7:13 PM

4.4 LOADS FROM APRON FEEDOR ON RAFT BEAM

Load due to Apron feeder (ref Mech G.A) Horizontal load = 20 kN Torsional Moment due to Apron feeder load = 20x0.625 = 12.5 kN.m

4.5 Loads from WAGON TIPPLER

FOR LOADS & LOADCOMBINATIONS OF WAGON TIPPLER REFER ELECON DRAWINGS DRAWING NO TP8674 / OS



7/1/08 7:13 PM

5 LOAD COMBINATIONS

5.1 COMBINATION-1

i) Dead load ii) Live load iii) Hopper full load iv) Maximum Load from Railway Track v) Earth pressure without surcharge and sub-soil water pressure vi) Maximum load from steel column shed vii) Maximum load from Apron feeder support

5.2 COMBINATION-2

i) Dead load ii) Live load iii) Hopper full iv) Maximum Load from Railway Track v) Earth pressure with surcharge and subsoil water pressure vi) Maximum load from steel column shed vii) Maximum Load from Apron feeder

5.3 COMBINATION-3

i) Dead load ii) Live load iii) Hopper full iv) No load from Railway Track v) Earth pressure with surcharge and subsoil water pressure vi) No load from steel column shed vii) DL only from Apron feeder


Title WAGON TIPPLER Design of Foundation 28 of

Doc. No. GID-091-CV-CAL-3481C Rev B 292

7/1/08 7:13 PM

6 ANALYSIS OF SUB STRUCTURE

6.1 FRAME - 1 6.1.1 STAAD SKETCHES

THREE DIMENSIONAL VIEW OF FRAME - 1




7/1/08 7:13 PM

22

60

23

61

1

1415

11

28

52

59

25

29

16

27

30

17

26

5351

75 76 77 78 79

50

46

10

54

31

55

56

47

57

6

58

12

32

66

39

64

73

40

72

65

41

71

42

74 70

67

43

68

44

69

4538

5

49

18

33

19

13

34

24

35

20

2

21

36

48

3

62

37

63

NODE NUMBERS




7/1/08 7:13 PM

18

72

6

64

24

1

27

17

4

61

35

71

30

26

31

20

36

19

32

57

1666

87 88 89 90 86

59

60

6555

37

54

67

63

68

69

13

62

70

38

77

75

45

85

46

84

76

47

83

4844

82

78

49

79

50

80

51 2

74

58

28

29

39

14

21

3

40

22

41 52

25

23

42

56

43

73

5

81

MEMBER NUMBERS




7/1/08 7:13 PM

-30.000 kN/m-30.000 kN/m

-4.500 kN/m

-30.000 kN/m

-30.000 kN/m

-135.000 kN/m

-30.000 kN/m

-30.000 kN/m

-135.000 kN/m

-30.000 kN/m

-30.000 kN/m

-30.000 kN/m

-130.000 kN-35.000 kN/m-35.000 kN/m-35.000 kN/m-35.000 kN/m-35.000 kN/m-17.500 kN/m

-135.000 kN/m

-30.000 kN/m

-4.500 kN/m

-30.000 kN/m

-135.000 kN/m -135.000 kN/m

-35.000 kN/m

-135.000 kN/m

-35.000 kN/m

-135.000 kN/m

-190.000 kN

-35.000 kN/m

-135.000 kN/m-135.000 kN/m

-190.000 kN

-130.000 kN-35.000 kN/m

-135.000 kN/m-135.000 kN/m-135.000 kN/m

-17.500 kN/m

-30.000 kN/m

-135.000 kN/m

-190.000 kN

-30.000 kN/m

-30.000 kN/m

-135.000 kN/m

-30.000 kN/m

-135.000 kN/m

-30.000 kN/m

-30.000 kN/m

-135.000 kN/m

-190.000 kN

-135.000 kN/m-135.000 kN/m

-35.000 kN/m

-2e+003 kN

-56.000 kN

-43.200 kN

-56.000 kN

-43.200 kN

-310.000 kN

-43.200 kN

-2e+003 kN

Loading Diagram Load Case -1 - Dead Load




7/1/08 7:13 PM

-17.500 kN/m-17.500 kN/m

-33.000 kN

-17.500 kN/m

-17.500 kN/m-17.500 kN/m -17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m

-33.000 kN

-17.500 kN/m-17.500 kN/m-17.500 kN/m

-17.500 kN/m

-17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m

-65.000 kN

Loading Diagram Load Case - 2 - Live Load




7/1/08 7:13 PM

-200.200 kN/m

-226.130 kN/m

52.800 kN/m

0 kN/m

-52.800 kN/m

0 kN/m

-226.130 kN/m

-235.930 kN/m

4.170 kN/m0 kN/m

-226.130 kN/m

-235.930 kN/m

-200.200 kN/m

-226.130 kN/m

39.130 kN/m

4.170 kN/m

-200.200 kN/m

-226.130 kN/m

-4.170 kN/m0 kN/m

-39.130 kN/m

-4.170 kN/m

-52.800 kN/m

-39.130 kN/m

-226.130 kN/m

-235.930 kN/m

52.800 kN/m

39.130 kN/m

-200.200 kN/m

-226.130 kN/m-226.130 kN/m

-235.930 kN/m

-496.540 kN

115.770 kN-115.770 kN

-269.000 kN

125.500 kN

-269.000 kN

-125.500 kN

-269.000 kN

125.500 kN

-248.270 kN

115.770 kN

-248.270 kN

-115.770 kN

-269.000 kN

-125.500 kN

Loading Diagram Load Case - 3 Coal Load (Hopper Full)




7/1/08 7:13 PM

484.900 kN/m435.900 kN/m

570.700 kN/m

484.900 kN/m

242.990 kN/m242.990 kN/m

435.900 kN/m386.900 kN/m

242.990 kN/m

202.700 kN/m176.500 kN/m148.500 kN/m

114.700 kN/m

176.500 kN/m148.500 kN/m

242.990 kN/m

239.900 kN/m202.700 kN/m

288.900 kN/m239.900 kN/m

337.900 kN/m288.900 kN/m

386.900 kN/m337.900 kN/m

242.990 kN/m

-337.900 kN/m-288.900 kN/m

-239.900 kN/m-202.700 kN/m

242.990 kN/m242.990 kN/m

-288.900 kN/m-239.900 kN/m

242.990 kN/m242.990 kN/m242.990 kN/m

-386.900 kN/m-337.900 kN/m

242.990 kN/m

-435.900 kN/m-386.900 kN/m

242.990 kN/m

-484.900 kN/m-435.900 kN/m

242.990 kN/m-570.700 kN/m

-484.900 kN/m

-202.700 kN/m-176.500 kN/m

242.990 kN/m242.990 kN/m242.990 kN/m 242.990 kN/m242.990 kN/m

-148.500 kN/m

-114.700 kN/m

242.990 kN/m

-176.500 kN/m-148.500 kN/m

242.990 kN/m

-430.000 kN -430.000 kN

Loading Diagram Load Case - 5 Earth Pressure Including Surcharge (W.TAT6M Below FGL)




7/1/08 7:13 PM

356.700 kN/m

325.200 kN/m

411.900 kN/m

356.700 kN/m

325.200 kN/m

293.700 kN/m

167.700 kN/m

136.200 kN/m

104.700 kN/m

62.210 kN/m

136.200 kN/m

104.700 kN/m

199.200 kN/m

167.700 kN/m

230.700 kN/m

199.200 kN/m

262.200 kN/m

230.700 kN/m

293.700 kN/m

262.200 kN/m -262.200 kN/m

-230.700 kN/m

-199.200 kN/m

-167.700 kN/m

-230.700 kN/m

-199.200 kN/m

-293.700 kN/m

-262.200 kN/m

-325.200 kN/m

-293.700 kN/m

-356.700 kN/m

-325.200 kN/m

-411.900 kN/m

-356.700 kN/m

-167.700 kN/m

-136.200 kN/m

-104.700 kN/m

-62.210 kN/m

-136.200 kN/m

-104.700 kN/m

Loading Diagram Load Case - 6 Earth Pressure Without Surcharge (Water Table Below Raft)




7/1/08 7:13 PM

20.000 kN12.500 kNm20.000 kN

12.500 kNm20.000 kN12.500 kNm20.000 kN

12.500 kNm

Load 7

Loading Diagram Load Case - 7 Apron Feeder Load




7/1/08 7:13 PM

150.000 kN

129.000 kN

21.400 kN

75.000 kN

44.000 kN

210.000 kN

Loading Diagram Load Case - 8 Wind On Shed




7/1/08 7:13 PM

6.1.2 STAAD-PRO ANALYSIS INPUT FOR FRAME 1 STAAD SPACE START JOB INFORMATION ENGINEER DATE 12-Mar-08 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1 0 0.875 0; 2 19.93 0.875 0; 3 9.965 0.875 0; 5 19.93 11.226 0; 6 9.965 14.226 0; 10 4.483 13.626 0; 11 15.447 13.626 0; 12 4.483 8.566 0; 13 15.447 8.566 0; 14 5.94 5.925 0; 15 5.94 5.425 0; 16 8.29 5.925 0; 17 8.29 5.425 0; 18 11.64 5.925 0; 19 11.64 5.425 0; 20 13.99 5.925 0; 21 13.99 5.425 0; 22 9.965 8.566 0; 23 5.2115 7.2455 0; 24 14.7185 7.2455 0; 25 9.1275 7.2455 0; 26 10.8025 7.2455 0; 27 9.965 7.2455 0; 28 0.9965 0.875 0; 29 1.993 0.875 0; 30 2.9895 0.875 0; 31 3.986 0.875 0; 32 4.9825 0.875 0; 33 5.979 0.875 0; 34 6.9755 0.875 0; 35 7.972 0.875 0; 36 8.9685 0.875 0; 37 10.9615 0.875 0; 38 11.958 0.875 0; 39 12.9545 0.875 0; 40 13.951 0.875 0; 41 14.9475 0.875 0; 42 15.944 0.875 0; 43 16.9405 0.875 0; 44 17.937 0.875 0; 45 18.9335 0.875 0; 46 0 9.876 0; 47 4.483 9.876 0; 48 19.93 9.876 0; 49 15.447 9.876 0; 50 0 11.226 0; 51 4.483 13.226 0; 52 15.447 13.226 0; 53 9.965 12.826 0; 54 0 8.876 0; 55 0 7.876 0; 56 0 6.876 0; 57 0 5.876 0; 58 0 4.876 0; 59 0 3.876 0; 60 0 2.876 0; 61 0 1.876 0; 62 19.93 8.876 0; 63 19.93 7.876 0; 64 19.93 6.876 0; 65 19.93 5.876 0; 66 19.93 4.876 0; 67 19.93 3.876 0; 68 19.93 2.876 0; 69 19.93 1.876 0; 70 26.395 9.876 0; 71 25.395 9.876 0; 72 24.395 9.876 0; 73 23.395 9.876 0; 74 22.395 9.876 0; 75 -6.465 9.876 0; 76 -5.465 9.876 0; 77 -4.465 9.876 0; 78 -3.465 9.876 0; 79 -2.465 9.876 0; MEMBER INCIDENCES 1 1 61; 2 2 69; 3 3 27; 4 1 28; 5 3 37; 6 22 53; 13 12 47; 14 13 49; 16 12 23; 17 14 15; 18 22 25; 19 16 17; 20 22 26; 21 18 19; 22 13 24; 23 20 21; 24 23 14; 25 24 20; 26 25 16; 27 23 25; 28 26 18; 29 24 26; 30 27 22; 31 25 27; 32 27 26; 35 28 29; 36 29 30; 37 30 31; 38 31 32; 39 32 33; 40 33 34; 41 34 35; 42 35 36; 43 36 3; 44 37 38; 45 38 39; 46 39 40; 47 40 41; 48 41 42; 49 42 43; 50 43 44; 51 44 45; 52 45 2; 54 47 51; 55 46 47; 56 48 5; 57 49 52; 58 48 49; 59 46 50; 60 51 10; 61 52 11; 62 53 6; 63 51 53; 64 53 52; 65 54 46; 66 55 54; 67 56 55; 68 57 56; 69 58 57; 70 59 58; 71 60 59; 72 61 60; 73 62 48; 74 63 62; 75 64 63; 76 65 64; 77 66 65; 78 67 66; 79 68 67; 80 69 68; 81 48 74; 82 71 70; 83 72 71; 84 73 72; 85 74 73; 86 46 79; 87 76 75; 88 77 76; 89 78 77; 90 79 78; DEFINE MATERIAL START ISOTROPIC CONCRETE




7/1/08 7:13 PM

E 2.17185e+007 POISSON 0.17 DENSITY 23.5616 ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL MEMBER PROPERTY INDIAN 1 2 56 59 65 TO 80 PRIS YD 2.93 ZD 0.5 3 6 30 62 PRIS YD 1.4 ZD 0.5 13 14 16 TO 29 31 32 54 57 60 61 63 64 PRIS YD 0.8 ZD 0.5 4 5 35 TO 52 PRIS YD 1.5 ZD 0.5 MEMBER PROPERTY INDIAN 55 58 81 86 PRIS YD 2.7 ZD 0.5 MEMBER PROPERTY INDIAN 85 90 PRIS YD 2.36 ZD 0.5 84 89 PRIS YD 2.02 ZD 0.5 83 88 PRIS YD 1.68 ZD 0.5 82 87 PRIS YD 1.34 ZD 0.5 CONSTANTS MATERIAL CONCRETE ALL MEMBER OFFSET 1 2 START 0 -0.75 0 55 81 START 1.465 0 0 58 86 START -1.465 0 0 85 90 START 0 0.17 0 85 90 END 0 0.17 0 84 89 START 0 0.34 0 84 89 END 0 0.34 0 83 88 START 0 0.51 0 83 88 END 0 0.51 0 82 87 START 0 0.68 0 82 87 END 0 0.68 0 3 START 0 0.75 0 SUPPORTS 3 28 TO 45 FIXED BUT MY MZ KFX 524913 KFY 618453 1 2 FIXED BUT MY MZ KFX 262456 KFY 309226 ***************************************************** LOAD 1 DL DEAD LOAD ***************************************************** SELFWEIGHT Y -1




7/1/08 7:13 PM

*LOAD DUE TO SELF WEIGHT OF WALL+LOAD DUE TO SELF WEIGHT OF SOIL & KERN JOINT LOAD 1 2 FY -2000 *LOAD DUE TO SUPERSTRUCTURE *AT MIDDLE COLUMN JOINT LOAD 6 FY -310 * AT END COLUMNS MEMBER LOAD 82 87 CON GY -130 * LOAD DUE TO SELF WEIGHT OF HOPPER INCLINED WALL + *LOAD DUE TO SELF WEIGHT OF HOPPER VERTICAL WALL MEMBER LOAD 6 13 14 16 TO 26 28 54 57 UNI GY -30 *LOAD DUE TO SELF WEIGHT OF RAFT+SANDFILL+PCC+GRADE SLAB ON RAFT BEAM 5 36 TO 50 UNI GY -135 35 UNI GY -135 0.5 0.9965 51 UNI GY -135 0 0.5 *LOAD DUE TO APRON FEEDER pedestals + supporting beams ON BOTTOM RAFT BEAM 39 42 44 47 CON GY -190 * LOAD DUE TO PIT SLAB 55 58 UNI GY -17.5 * LOAD DUE TO PIT WALL JOINT LOAD 5 47 50 FY -43.2 *LOAD DUE TO SELFWEIGHT OF LONGITUDINAL BEAM HB6 ON TOP OF HB2 10 11 FY -56 MEMBER LOAD 63 64 UNI GY -4.5 *DEAD LOAD DUE TO SOIL & SURCHARGE N BRACKET BEAM 81 TO 90 UNI GY -35 **************************************** LOAD 2 LL LIVE LOAD *************************************** *LOAD DUE TO SUPERSTRUCTURE *AT MIDDLE COLUMN JOINT LOAD 6 FY -65 * AT END COLUMNS MEMBER LOAD




7/1/08 7:13 PM

82 87 CON GY -33 *LOAD DUE TO WALKWAY PIT SLAB @ 5 kN/m2 55 58 UNI GY -17.5 *LIVE LOAD ON RAFT BEAM 5 36 TO 50 UNI GY -17.5 35 UNI GY -17.5 0.5 0.9965 51 UNI GY -17.5 0 0.5 *************************************** LOAD 3 COAL LOAD (HOPPER FULL) **************************************** *LOAD DUE TO COAL MEMBER LOAD 6 TRAP GX 52.8 0 6 TRAP GX -52.8 0 14 TRAP GX 52.8 39.13 16 18 20 22 TRAP Y -200.2 -226.13 24 TO 26 28 TRAP Y -226.13 -235.93 JOINT LOAD 12 13 FY -248.27 22 FY -496.54 12 22 FX 115.77 13 22 FX -115.77 23 TO 26 FY -269 23 26 FX 125.5 24 25 FX -125.5 MEMBER LOAD 57 TRAP GX 39.13 4.17 61 TRAP GX 4.17 0 13 TRAP GX -52.8 -39.13 54 TRAP GX -39.13 -4.17 60 TRAP GX -4.17 0 ******************************************* LOAD 4 TRACK LOAD *LOAD DUE TO RAIL TRACK ****************************************************************** LOAD 5 LOADTYPE None TITLE EARTH PRESSURE INCLUDING SURCHARGE(W.TAT6MBELOWFGL) ****************************************************************** *LOAD DUE TO EARTH PRESSURE MEMBER LOAD 1 TRAP GX 570.7 484.9




7/1/08 7:13 PM

72 TRAP GX 484.9 435.9 71 TRAP GX 435.9 386.9 70 TRAP GX 386.9 337.9 69 TRAP GX 337.9 288.9 68 TRAP GX 288.9 239.9 67 TRAP GX 239.9 202.7 66 TRAP GX 202.7 176.5 65 TRAP GX 176.5 148.5 59 TRAP GX 148.5 114.7 2 TRAP GX -570.7 -484.9 80 TRAP GX -484.9 -435.9 79 TRAP GX -435.9 -386.9 78 TRAP GX -386.9 -337.9 77 TRAP GX -337.9 -288.9 76 TRAP GX -288.9 -239.9 75 TRAP GX -239.9 -202.7 74 TRAP GX -202.7 -176.5 73 TRAP GX -176.5 -148.5 56 TRAP GX -148.5 -114.7 ************************************* *LOAD DUE TO WATER PRESSURE * 7.076 x 9.81 = 242.99 4 5 35 TO 52 UNI GY 242.99 *LOAD DUE TO DOUNWARD WATER PRESUURE WHEN WTABLE IS AT 6 M BELOW FGL JOINT LOAD 1 2 FY -430 ********************************************************** LOAD 6 EARTH PRESSURE WITHOUT SURCHARGE (WATER TABLE BELOW RAFT) ********************************************************** MEMBER LOAD 1 TRAP GX 411.9 356.7 72 TRAP GX 356.7 325.2 71 TRAP GX 325.2 293.7 70 TRAP GX 293.7 262.2 69 TRAP GX 262.2 230.7 68 TRAP GX 230.7 199.2 67 TRAP GX 199.2 167.7 66 TRAP GX 167.7 136.2 65 TRAP GX 136.2 104.7 59 TRAP GX 104.7 62.21




7/1/08 7:13 PM

2 TRAP GX -411.9 -356.7 80 TRAP GX -356.7 -325.2 79 TRAP GX -325.2 -293.7 78 TRAP GX -293.7 -262.2 77 TRAP GX -262.2 -230.7 76 TRAP GX -230.7 -199.2 75 TRAP GX -199.2 -167.7 74 TRAP GX -167.7 -136.2 73 TRAP GX -136.2 -104.7 56 TRAP GX -104.7 -62.21 ******************************************** LOAD 7 APRON FEEDER LOAD *********************************************** MEMBER LOAD 39 42 44 47 CON GZ 20 39 42 44 47 CMOM X 12.5 ******************************************** LOAD 8 WIND ON SHED *********************************************** JOINT LOAD 6 FX 44 FY 210 * AT END COLUMNS MEMBER LOAD 87 CON GX 150 87 CON GY 129 82 CON GX 21.4 82 CON GY 75 *********************************************** *LOAD COMBINATIONS *unfactored LOAD COMB 9 DL + LL + HOP.FULL + TRACK + E.P(W.OSUR) + A.FLOAD+MAXLOADFROMSHED 1 1.0 2 1.0 3 1.0 4 1.0 6 1.0 7 1.0 8 1.0 LOAD COMB 10 DL + LL + HOP.FULL + TRACK + E.P(WTHSUR) + A.FLOAD+MAXLOADFROMSHED 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 7 1.0 8 1.0 LOAD COMB 11 DL + LL + HOP.FULL + E.P(WTHSUR) 1 1.0 2 1.0 3 1.0 5 1.0 *factored LOAD COMB 12 DL + LL + HOP.FULL + TRACK + E.P(W.OSUR) + A.FLOAD+MAXLOADFROMSHED 1 1.2 2 1.2 3 1.2 4 1.2 6 1.2 7 1.2 8 1.2 LOAD COMB 13 DL + LL + HOP.FULL + TRACK + E.P(WTHSUR) + A.FLOAD+MAXLOADFROMSHED




7/1/08 7:13 PM

1 1.2 2 1.2 3 1.2 4 1.2 5 1.2 7 1.2 8 1.2 LOAD COMB 14 DL + LL + HOP.FULL + E.P(WTHSUR) 1 1.5 2 1.5 3 1.5 5 1.5 *LOAD COMB 12 IRC:DL +LL+ H0P.FULL + TR.LOAD + E.P(W.OSUR) + P.FLOAD + COALTRAY *1 1.4 2 2.0 3 2.0 4 2.0 6 1.7 7 1.0 *LOAD COMB 13 IRC:DL + LL + H.FULL + T.LOAD + E.P.(WTH SUR) + P.FLOAD + COALTRAY *1 1.4 2 2.0 3 2.0 4 2.0 5 1.7 7 1.0 PERFORM ANALYSIS PRINT STATICS CHECK LOAD LIST 9 TO 11 PRINT SUPPORT REACTION FINISH

6.1.3 SUPPORT REACTIONS FOR FRAME 1

SUPPORT REACTIONS -UNIT KN METER STRUCTURE TYPE = TRUSS ----------------------------------------------------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 3 9 -15.57 1175.20 3.71 0.00 0.00 0.00 10 -15.57 955.56 3.71 0.00 0.00 0.00 11 -0.49 991.50 0.00 0.00 0.00 0.00 28 9 -249.97 1538.44 -0.01 0.00 0.00 0.00 10 -335.48 1435.63 -0.01 0.00 0.00 0.00 11 -332.64 1568.89 0.00 0.00 0.00 0.00 29 9 -206.43 998.90 0.04 0.00 0.00 0.00 10 -276.66 852.93 0.04 0.00 0.00 0.00 11 -273.19 891.91 0.00 0.00 0.00 0.00 30 9 -169.53 573.53 -0.26 0.00 0.00 0.00 10 -226.72 385.26 -0.26 0.00 0.00 0.00 11 -222.52 379.19 0.00 0.00 0.00 0.00 31 9 -138.07 317.16 1.86 0.00 0.00 0.00 10 -184.06 98.57 1.86 0.00 0.00 0.00 11 -178.99 79.63 0.00 0.00 0.00 0.00 32 9 -111.05 217.01 -11.59 -6.25 0.00 0.00 10 -147.31 -18.69 -11.59 -6.25 0.00 0.00 11 -141.22 -31.88 0.00 0.00 0.00 0.00 33 9 -87.59 232.73 -11.89 -6.25 0.00 0.00 10 -115.29 -9.48 -11.89 -6.25 0.00 0.00 11 -107.97 -6.74 0.00 0.00 0.00 0.00 34 9 -66.94 350.76 3.72 0.00 0.00 0.00




7/1/08 7:13 PM

10 -86.97 109.54 3.72 0.00 0.00 0.00 11 -78.20 133.31 0.00 0.00 0.00 0.00 35 9 -48.44 580.30 -11.86 -6.25 0.00 0.00 10 -61.45 344.98 -11.86 -6.25 0.00 0.00 11 -50.94 389.59 0.00 0.00 0.00 0.00 36 9 -31.50 883.90 -11.86 -6.25 0.00 0.00 10 -37.90 656.97 -11.86 -6.25 0.00 0.00 11 -25.31 712.21 0.00 0.00 0.00 0.00 37 9 4.38 946.10 -11.86 -6.25 0.00 0.00 10 10.78 719.18 -11.86 -6.25 0.00 0.00 11 24.56 715.57 0.00 0.00 0.00 0.00 38 9 24.47 645.22 -11.86 -6.25 0.00 0.00 10 37.48 409.90 -11.86 -6.25 0.00 0.00 11 50.39 393.39 0.00 0.00 0.00 0.00 39 9 45.35 392.32 3.72 0.00 0.00 0.00 10 65.38 151.10 3.72 0.00 0.00 0.00 11 77.85 136.30 0.00 0.00 0.00 0.00 40 9 67.68 243.40 -11.89 -6.25 0.00 0.00 10 95.38 1.19 -11.89 -6.25 0.00 0.00 11 107.80 -5.00 0.00 0.00 0.00 0.00 41 9 92.18 198.96 -11.59 -6.25 0.00 0.00 10 128.45 -36.74 -11.59 -6.25 0.00 0.00 11 141.22 -31.65 0.00 0.00 0.00 0.00 42 9 119.65 280.27 1.86 0.00 0.00 0.00 10 165.63 61.68 1.86 0.00 0.00 0.00 11 179.17 77.88 0.00 0.00 0.00 0.00 43 9 150.96 539.71 -0.26 0.00 0.00 0.00 10 208.14 351.43 -0.26 0.00 0.00 0.00 11 222.87 374.76 0.00 0.00 0.00 0.00 44 9 187.11 1011.00 0.04 0.00 0.00 0.00 10 257.33 865.03 0.04 0.00 0.00 0.00 11 273.73 884.10 0.00 0.00 0.00 0.00 45 9 229.27 1670.08 -0.01 0.00 0.00 0.00 10 314.79 1567.28 -0.01 0.00 0.00 0.00 11 333.39 1557.86 0.00 0.00 0.00 0.00 1 9 -150.76 992.23 0.00 0.00 0.00 0.00 10 -202.54 947.66 0.00 0.00 0.00 0.00 11 -201.38 1092.40 0.00 0.00 0.00 0.00 2 9 139.40 1171.44 0.00 0.00 0.00 0.00 10 191.18 1126.87 0.00 0.00 0.00 0.00 11 201.87 1086.61 0.00 0.00 0.00 0.00




7/1/08 7:13 PM

6.2 FRAME 1a 6.2.1 STAAD SKETCHES

Load 1

THREE DIMENSIONAL VIEW OF FRAME 1a




7/1/08 7:13 PM

52

61

1

1415

11

28

22

2523

29

16

27

30

17

26

60

56

50

46

1051

54

55

47

31

57

6

58

12

53

59

32

66

63

38 39

64

40

65

41 4237

67

43

68

44

69

45

62

24

49

18

33

19

13

34 35 2

5

2021

36

48

3Load 1

NODE NUMBERS




7/1/08 7:13 PM

35

24

1

27

17

4

61

18 30

64

26

31

20

36

19

32

57

6

63

59

60

65

66

55

54

67

68

37

69

13

62

70

16

71

72

38

77

74

44

75

45 46

76

47 485

78

49

79

50

80

51 2

73

22

28

29

39

14

21

3

40

58

5241

25

23

42

56

43

Load 1

MEMBER NUMBERS




7/1/08 7:13 PM

-135.000 kN/m

-30.000 kN/m

-30.000 kN/m

-30.000 kN/m

-4.500 kN/m

-30.000 kN/m

-30.000 kN/m

-135.000 kN/m

-30.000 kN/m

-30.000 kN/m

-30.000 kN/m

-4.500 kN/m

-17.500 kN/m -30.000 kN/m

-135.000 kN/m

-30.000 kN/m-30.000 kN/m

-135.000 kN/m -135.000 kN/m

-190.000 kN

-135.000 kN/m-135.000 kN/m-135.000 kN/m

-190.000 kN

-135.000 kN/m-135.000 kN/m -135.000 kN/m-135.000 kN/m-135.000 kN/m

-30.000 kN/m

-30.000 kN/m

-135.000 kN/m

-190.000 kN

-30.000 kN/m

-30.000 kN/m

-135.000 kN/m

-17.500 kN/m

-135.000 kN/m

-30.000 kN/m

-30.000 kN/m

-135.000 kN/m

-190.000 kN

-135.000 kN/m

-2e+003 kN

-56.000 kN

-43.200 kN

-56.000 kN

-43.200 kN

-2e+003 kN

-43.200 kN

Load 1

Loading Diagram Load Case -1 - Dead Load




7/1/08 7:13 PM

-17.500 kN/m-17.500 kN/m

-17.500 kN/m

-17.500 kN/m-17.500 kN/m -17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m -17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m-17.500 kN/m

-17.500 kN/m

-17.500 kN/m-17.500 kN/m-17.500 kN/m

Load 2

Loading Diagram Load Case - 2 - Live Load




7/1/08 7:13 PM

-226.130 kN/m

-235.930 kN/m

4.170 kN/m0 kN/m

-200.200 kN/m

-226.130 kN/m-226.130 kN/m

-235.930 kN/m

-200.200 kN/m

-226.130 kN/m

39.130 kN/m

4.170 kN/m

52.800 kN/m

0 kN/m

-52.800 kN/m

0 kN/m-4.170 kN/m0 kN/m

-39.130 kN/m

-4.170 kN/m

-52.800 kN/m

-39.130 kN/m

-200.200 kN/m

-226.130 kN/m

-200.200 kN/m

-226.130 kN/m-226.130 kN/m

-235.930 kN/m

52.800 kN/m

39.130 kN/m

-226.130 kN/m

-235.930 kN/m

-496.540 kN

115.770 kN-115.770 kN-269.000 kN

-125.500 kN

-269.000 kN

125.500 kN

-269.000 kN

125.500 kN

-248.270 kN

115.770 kN-269.000 kN

-125.500 kN

-248.270 kN

-115.770 kN

Loading Diagram Load Case - 3 Coal Load (Hopper Full)




7/1/08 7:13 PM

242.900 kN/m570.700 kN/m

484.900 kN/m

242.900 kN/m242.900 kN/m

148.500 kN/m

114.700 kN/m

176.500 kN/m

148.500 kN/m

202.700 kN/m

176.500 kN/m

239.900 kN/m

202.700 kN/m

288.900 kN/m

239.900 kN/m

242.900 kN/m

337.900 kN/m

288.900 kN/m

386.900 kN/m

337.900 kN/m

435.900 kN/m

386.900 kN/m

484.900 kN/m

435.900 kN/m

242.900 kN/m

-337.900 kN/m

-288.900 kN/m

-202.700 kN/m

-176.500 kN/m

242.900 kN/m

-239.900 kN/m

-202.700 kN/m

242.900 kN/m242.900 kN/m

-288.900 kN/m

-239.900 kN/m

242.900 kN/m242.900 kN/m242.900 kN/m

-386.900 kN/m

-337.900 kN/m

242.900 kN/m

-435.900 kN/m

-386.900 kN/m

242.900 kN/m

-484.900 kN/m

-435.900 kN/m

242.900 kN/m -570.700 kN/m

-484.900 kN/m

-176.500 kN/m

-148.500 kN/m

242.900 kN/m242.900 kN/m 242.900 kN/m242.900 kN/m242.900 kN/m

-148.500 kN/m

-114.700 kN/m

242.900 kN/m

-430.000 kN -430.000 kN

Load 5

Loading Diagram Load Case - 5 Earth Pressure Including Surcharge (W.TAT6M Below FGL)




7/1/08 7:13 PM

411.900 kN/m

356.700 kN/m

104.700 kN/m

62.210 kN/m

136.200 kN/m

104.700 kN/m

167.700 kN/m

136.200 kN/m

199.200 kN/m

167.700 kN/m

230.700 kN/m

199.200 kN/m

262.200 kN/m

230.700 kN/m

293.700 kN/m

262.200 kN/m

325.200 kN/m

293.700 kN/m

356.700 kN/m

325.200 kN/m

-262.200 kN/m

-230.700 kN/m

-167.700 kN/m

-136.200 kN/m

-199.200 kN/m

-167.700 kN/m

-230.700 kN/m

-199.200 kN/m

-293.700 kN/m

-262.200 kN/m

-325.200 kN/m

-293.700 kN/m

-356.700 kN/m

-325.200 kN/m

-411.900 kN/m

-356.700 kN/m

-136.200 kN/m

-104.700 kN/m-104.700 kN/m

-62.210 kN/m

Load 6

Loading Diagram Load Case - 6 Earth Pressure Without Surcharge (Water Table Below Raft)




7/1/08 7:13 PM

20.000 kN12.500 kNm20.000 kN

12.500 kNm20.000 kN12.500 kNm20.000 kN

12.500 kNm

Load 7

Loading Diagram Load Case - 7 Apron Feeder Load




7/1/08 7:13 PM

6.2.2 STAAD-PRO ANALYSIS INPUT FOR FRAME 1A

STAAD SPACE START JOB INFORMATION ENGINEER DATE 12-Mar-08 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1 0 0.875 0; 2 19.93 0.875 0; 3 9.965 0.875 0; 5 19.93 11.226 0; 6 9.965 14.226 0; 10 4.483 13.626 0; 11 15.447 13.626 0; 12 4.483 8.566 0; 13 15.447 8.566 0; 14 5.94 5.925 0; 15 5.94 5.425 0; 16 8.29 5.925 0; 17 8.29 5.425 0; 18 11.64 5.925 0; 19 11.64 5.425 0; 20 13.99 5.925 0; 21 13.99 5.425 0; 22 9.965 8.566 0; 23 5.2115 7.2455 0; 24 14.7185 7.2455 0; 25 9.1275 7.2455 0; 26 10.8025 7.2455 0; 27 9.965 7.2455 0; 28 0.9965 0.875 0; 29 1.993 0.875 0; 30 2.9895 0.875 0; 31 3.986 0.875 0; 32 4.9825 0.875 0; 33 5.979 0.875 0; 34 6.9755 0.875 0; 35 7.972 0.875 0; 36 8.9685 0.875 0; 37 10.9615 0.875 0; 38 11.958 0.875 0; 39 12.9545 0.875 0; 40 13.951 0.875 0; 41 14.9475 0.875 0; 42 15.944 0.875 0; 43 16.9405 0.875 0; 44 17.937 0.875 0; 45 18.9335 0.875 0; 46 0 9.876 0; 47 4.483 9.876 0; 48 19.93 9.876 0; 49 15.447 9.876 0; 50 0 11.226 0; 51 4.483 13.226 0; 52 15.447 13.226 0; 53 9.965 12.826 0; 54 0 8.876 0; 55 0 7.876 0; 56 0 6.876 0; 57 0 5.876 0; 58 0 4.876 0; 59 0 3.876 0; 60 0 2.876 0; 61 0 1.876 0; 62 19.93 8.876 0; 63 19.93 7.876 0; 64 19.93 6.876 0; 65 19.93 5.876 0; 66 19.93 4.876 0; 67 19.93 3.876 0; 68 19.93 2.876 0; 69 19.93 1.876 0; MEMBER INCIDENCES 1 1 61; 2 2 69; 3 3 27; 4 1 28; 5 3 37; 6 22 53; 13 12 47; 14 13 49; 16 12 23; 17 14 15; 18 22 25; 19 16 17; 20 22 26; 21 18 19; 22 13 24; 23 20 21; 24 23 14; 25 24 20; 26 25 16; 27 23 25; 28 26 18; 29 24 26; 30 27 22; 31 25 27; 32 27 26; 35 28 29; 36 29 30; 37 30 31; 38 31 32; 39 32 33; 40 33 34; 41 34 35; 42 35 36; 43 36 3; 44 37 38; 45 38 39; 46 39 40; 47 40 41; 48 41 42; 49 42 43; 50 43 44; 51 44 45; 52 45 2; 54 47 51; 55 46 47; 56 48 5; 57 49 52; 58 48 49; 59 46 50; 60 51 10; 61 52 11; 62 53 6; 63 51 53; 64 53 52; 65 54 46; 66 55 54; 67 56 55; 68 57 56; 69 58 57; 70 59 58; 71 60 59; 72 61 60; 73 62 48; 74 63 62; 75 64 63; 76 65 64; 77 66 65; 78 67 66; 79 68 67; 80 69 68; DEFINE MATERIAL START ISOTROPIC CONCRETE E 2.17185e+007 POISSON 0.17 DENSITY 23.5616




7/1/08 7:13 PM

ALPHA 1e-005 DAMP 0.05 END DEFINE MATERIAL MEMBER PROPERTY INDIAN 1 2 56 59 65 TO 80 PRIS YD 2.93 ZD 0.5 3 6 30 62 PRIS YD 1.4 ZD 0.5 13 14 16 TO 29 31 32 54 57 60 61 63 64 PRIS YD 0.8 ZD 0.5 4 5 35 TO 52 PRIS YD 1.5 ZD 0.5 MEMBER PROPERTY INDIAN 55 58 PRIS YD 2.7 ZD 0.5 CONSTANTS MATERIAL CONCRETE ALL MEMBER OFFSET 1 2 START 0 -0.75 0 55 START 1.465 0 0 58 START -1.465 0 0 3 START 0 0.75 0 SUPPORTS 3 28 TO 45 FIXED BUT MY MZ KFX 542168 KFY 634800 1 2 FIXED BUT MY MZ KFX 271084 KFY 317400 ***************************************************** LOAD 1 DL DEAD LOAD ***************************************************** SELFWEIGHT Y -1 *LOAD DUE TO SELF WEIGHT OF WALL+LOAD DUE TO SELF WEIGHT OF SOIL & KERN JOINT LOAD 1 2 FY -2000 * LOAD DUE TO SELF WEIGHT OF HOPPER INCLINED WALL + *LOAD DUE TO SELF WEIGHT OF HOPPER VERTICAL WALL MEMBER LOAD 6 13 14 16 TO 26 28 54 57 UNI GY -30 *LOAD DUE TO SELF WEIGHT OF RAFT+SAND/SOILFILL+PCC+GRADE SLAB ON RAFT BEAM 5 36 TO 50 UNI GY -135 35 UNI GY -135 0.5 0.9965 51 UNI GY -135 0 0.5 *LOAD DUE TO APRON FEEDER pedestals + supporting beams ON BOTTOM RAFT BEAM 39 42 44 47 CON GY -190 * LOAD DUE TO PIT SLAB 55 58 UNI GY -17.5 * LOAD DUE TO PIT WALL




7/1/08 7:13 PM

JOINT LOAD 5 47 50 FY -43.2 *LOAD DUE TO SELFWEIGHT OF LONGITUDINAL BEAM HB6 ON TOP OF HB2 10 11 FY -56 MEMBER LOAD 63 64 UNI GY -4.5 *DEAD LOAD DUE TO SOIL & SURCHARGE N BRACKET BEAM **************************************** LOAD 2 LL LIVE LOAD *************************************** *LOAD DUE TO SUPERSTRUCTURE *AT MIDDLE COLUMN *JOINT LOAD *6 FY -65 * AT END COLUMNS MEMBER LOAD *LOAD DUE TO WALKWAY PIT SLAB @ 5 kN/m2 55 58 UNI GY -17.5 *LIVE LOAD ON RAFT BEAM 5 36 TO 50 UNI GY -17.5 35 UNI GY -17.5 0.5 0.9965 51 UNI GY -17.5 0 0.5 *************************************** LOAD 3 COAL LOAD (HOPPER FULL) **************************************** *LOAD DUE TO COAL MEMBER LOAD 6 TRAP GX 52.8 0 6 TRAP GX -52.8 0 14 TRAP GX 52.8 39.13 16 18 20 22 TRAP Y -200.2 -226.13 24 TO 26 28 TRAP Y -226.13 -235.93 JOINT LOAD 12 13 FY -248.27 22 FY -496.54 12 22 FX 115.77 13 22 FX -115.77 23 TO 26 FY -269 23 26 FX 125.5 24 25 FX -125.5




7/1/08 7:13 PM

MEMBER LOAD 57 TRAP GX 39.13 4.17 61 TRAP GX 4.17 0 13 TRAP GX -52.8 -39.13 54 TRAP GX -39.13 -4.17 60 TRAP GX -4.17 0 ******************************************* LOAD 4 TRACK LOAD