LOADS.................................................................................................5 3.1 Impact Factor...................................................................................................................6 Impact Factor 1.25 is applied. (As per AISC – ASD section – 5.4.2 factor is only ...6 1.2). However, it was revisited the design with factor 1.25 as per your request.......6 3.2 Crane runway Horizontal forces......................................................................................6 a. Transverse Force - 20 %. (As per AISC – section A-4.2)..................................6 b. Longitudinal Force – 10 %. (As per AISC – section A-4.2)..........................................................6 3.3 Load Combinations ........................................................................................................6
4 APPENDIX - 1: STAAD INPUT .............................................................................7 5 APPENDIX - 2: STAAD SKETCHES......................................................................16 3D VIEW – STEEL WORK...........................................................................................................17 WHOLE STRUCTURE - STEEL WORK ......................................................................................18 STEEL WORK GENERAL ARRANGEMENT...............................................................................19 DESIGN RATIO AS PER AISC – LRFD.......................................................................................35 WHOLE STRUCTURE - CRANE BEAM ARRANGEMENT..........................................................43 CRANE BEAM NUMBER / SECTION..........................................................................................44 CRANE LOAD AT POSITION 1 (LOAD CASE - 3).......................................................................45 CRANE LOAD AT POSITION 2 (LOAD CASE - 4).......................................................................46 CRANE LOAD AT POSITION 3 (LOAD CASE - 5).......................................................................47 CRANE LOAD AT POSITION 4 (LOAD CASE - 6).......................................................................48 BENDING MOMENT DIAGRAM (DL+LL) POSITION 1 (MZ).......................................................50 BENDING MOMENT DIAGRAM (DL+LL) POSITION 1 (MY).......................................................51
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NATIONAL CENTRAL COOLING CO. (PJSC)
SHEAR FORCE DIAGRAM (DL+LL) POSITION 1 (FZ)...............................................................52 SHEAR FORCE DIAGRAM (DL+LL) POSITION 1 (FY)...............................................................53 DESIGN RATIO AS PER AISC – LRFD.......................................................................................54 6 APPENDIX - 3: STAAD OUTPUT.........................................................................55 7 DESIGN OF BASE PLATE & ANCHOR BOLT.........................................................71 8 DISPLACEMENT CHECK....................................................................................76 9. WELD CONNECTION CALCULATION..................................................................81 10. STAAD OUTPUT............................................................................................90
SCOPE This document covers the Structural Design calculations for the proposed mono rail support beam proposed, at various locations.
2.0
DESIGN DATA 2.1
Codes and Standards:
AISC – LRFD (LOAD RESISTANCE FACTOR DESIGN.)
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2.2
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DESIGN PHILOSOPHY :
Modeling and analysis for main and secondary steel work is based on linear elastic theory. Modeling:
Space (3-D) model have been prepared using STAAD-Pro.
Analysis:
Elastic Global Static Analysis.
The aim of structural design is to be provide, with due regard to economy, a support steel work capable of fulfilling its intended function and sustaining the specified loads for its intended life. The design of member shall be based on LRFD / Ultimate strength design and load factors shall be considered.
2.3
Materials Materials for Structural steel shall be as per project specification.
3.0
LOADS
Dead Load- Weight of materials forming the permanent part of the structure Live load- Mono rail capacity –Safe Working Load (1.5Tons) Wind load is not considered (Jibb crane is located inside the Building). Seismic load is not considered (Seismic is not applicable)
3.1
Impact Factor Impact Factor 1.25 is applied. (As per AISC – ASD section – 5.4.2 factor is only 1.2). However, it was revisited the design with factor 1.25 as per your request. 3.2
Crane runway Horizontal forces a. Transverse Force - 20 %. (As per AISC – section A-4.2) b. Longitudinal Force – 10 %. (As per AISC – section A-4.2)
3.3
Load Combinations
SERVICE LIMIT STATE AISC - LRFD 1.0 DL + 1.0 LL 1.4 DL + 1.6 LL Where DL is the dead load, LL is the live load.
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Deflection
All members of structural steel framing system should satisfy the following deflection criteria at service loads. For beams
However, Conservatively we checked Cantilever monorail for = Span / 360 The mono rail beam is analysed in STAAD PRO as an overhung beam. The Live load is considered as a moving load.
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4 APPENDIX - 1: STAAD INPUT
4. STAAD INPUT STAAD SPACE START JOB INFORMATION ENGINEER DATE 25-July-08 END JOB INFORMATION ***JIBB CRANE SUPPORT BEAM******
103 37 6; 104 6 41; 105 41 28; 106 28 12; DEFINE MATERIAL START ISOTROPIC MATERIAL1 E 2.05e+008 POISSON 0.3 DENSITY 77 DAMP 8.44924e-038 ISOTROPIC STEEL E 2.05e+008 POISSON 0.3 DENSITY 76.8195 ALPHA 1.2e-005 DAMP 0.03 END DEFINE MATERIAL CONSTANTS BETA 135 MEMB 74 BETA 225 MEMB 75 BETA 90 MEMB 1 TO 4 13 TO 16 21 TO 24 29 30 43 44 80 81 83 85 88 89 91 93 MATERIAL MATERIAL1 MEMB 1 TO 4 10 12 TO 24 26 27 29 30 43 44 57 TO 59 74 75 80 81 83 85 88 89 91 93 96 MATERIAL MATERIAL1 MEMB 9 11 MATERIAL STEEL MEMB 5 TO 8 34 48 59 60 73 76 TO 79 82 84 86 87 90 92 94 95 -
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NATIONAL CENTRAL COOLING CO. (PJSC)
97 TO 106 MEMBER PROPERTY EUROPEAN 17 19 57 58 TABLE ST IPE240 74 75 TABLE ST L90X90X8 9 TO 12 18 20 26 27 96 TABLE ST IPE200 MEMBER PROPERTY BRITISH 1 TO 4 13 TO 16 21 TO 24 29 30 43 44 80 81 83 85 88 89 91 93 TABLE ST UC152X152X23 MEMBER PROPERTY EUROPEAN 34 48 97 TO 106 TABLE ST L70X70X6 5 TO 8 76 TO 79 82 84 86 87 90 92 94 95 TABLE ST IPE140 MEMBER PROPERTY BRITISH 59 60 73 TABLE ST UC203X203X71 SUPPORTS 1 TO 4 PINNED MEMBER TRUSS 34 48 74 75 97 TO 106 MEMBER OFFSET 59 60 START 0 -0.255 0 59 END 0 -0.255 0 74 75 END 0 0.255 0 MEMBER RELEASE
LOAD LIST 100 TO 103 PRINT JOINT DISPLACEMENTS LOAD LIST 104 TO 107 PRINT MEMBER FORCES PARAMETER CODE LRFD RATIO 1 MEMB 1 TO 24 26 27 29 30 34 43 44 48 57 TO 60 73 TO 95 DFF 360 MEMB 1 TO 24 26 27 29 30 34 43 44 48 57 TO 60 73 TO 95 FYLD 250000 MEMB 1 TO 24 26 27 29 30 34 43 44 48 57 TO 60 73 TO 95 *** COLUMNS LZ 2.5 MEMB 1 TO 4 13 TO 16 21 TO 24 29 30 43 44 80 81 83 85 88 89 91 93 LY 2.5 MEMB 1 TO 4 13 TO 16 21 TO 24 29 30 43 44 80 81 83 85 88 89 91 93 UNT 2.5 MEMB 1 TO 4 13 TO 16 21 TO 24 29 30 43 44 80 81 83 85 88 89 91 93 UNB 2.5 MEMB 1 TO 4 13 TO 16 21 TO 24 29 30 43 44 80 81 83 85 88 89 91 93 *** BEAMS LZ 1.5 MEMB 5 TO 12 17 TO 20 26 27 57 58 76 TO 79 82 84 86 87 90 92 94 95 LY 1.5 MEMB 5 TO 12 17 TO 20 26 27 57 58 76 TO 79 82 84 86 87 90 92 94 95 UNT 1.5 MEMB 5 TO 12 17 TO 20 26 27 57 58 76 TO 79 82 84 86 87 90 92 94 95 UNB 1.5 MEMB 5 TO 12 17 TO 20 26 27 57 58 76 TO 79 82 84 86 87 90 92 94 95 *** CHECK CODE MEMB 1 TO 24 26 27 29 30 34 43 44 48 57 TO 60 73 TO 96 FINISH
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NATIONAL CENTRAL COOLING CO. (PJSC)
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NATIONAL CENTRAL COOLING CO. (PJSC)
5 APPENDIX - 2: STAAD SKETCHES
3D VIEW – STEEL WORK
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EPC CONTRAC TOR
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NATIONAL CENTRAL COOLING CO. (PJSC)
WHOLE STRUCTURE - STEEL WORK
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EPC CONTRAC TOR
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NATIONAL CENTRAL COOLING CO. (PJSC)
STEEL WORK GENERAL ARRANGEMENT
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NATIONAL CENTRAL COOLING CO. (PJSC)
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NATIONAL CENTRAL COOLING CO. (PJSC)
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NATIONAL CENTRAL COOLING CO. (PJSC)
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NATIONAL CENTRAL COOLING CO. (PJSC)
DESIGN RATIO AS PER AISC – LRFD
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Page 39
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Page 40
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NATIONAL CENTRAL COOLING CO. (PJSC)
WHOLE STRUCTURE - CRANE BEAM ARRANGEMENT
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EPC CONTRAC TOR
SNC -LAVALIN
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NATIONAL CENTRAL COOLING CO. (PJSC)
CRANE BEAM NUMBER / SECTION
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AL QUSAIS (DM-07)
EPC CONTRAC TOR
SNC -LAVALIN
CLIENT
NATIONAL CENTRAL COOLING CO. (PJSC)
CRANE LOAD AT POSITION 1 (LOAD CASE - 3)
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AL QUSAIS (DM-07)
EPC CONTRAC TOR
SNC -LAVALIN
CLIENT
NATIONAL CENTRAL COOLING CO. (PJSC)
CRANE LOAD AT POSITION 2 (LOAD CASE - 4)
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PROJECT
AL QUSAIS (DM-07)
EPC CONTRAC TOR
SNC -LAVALIN
CLIENT
NATIONAL CENTRAL COOLING CO. (PJSC)
CRANE LOAD AT POSITION 3 (LOAD CASE - 5)
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PROJECT
AL QUSAIS (DM-07)
EPC CONTRAC TOR
SNC -LAVALIN
CLIENT
NATIONAL CENTRAL COOLING CO. (PJSC)
CRANE LOAD AT POSITION 4 (LOAD CASE - 6)
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EPC CONTRAC TOR
SNC -LAVALIN
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NATIONAL CENTRAL COOLING CO. (PJSC)
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EPC CONTRAC TOR
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NATIONAL CENTRAL COOLING CO. (PJSC)
BENDING MOMENT DIAGRAM (DL+LL) POSITION 1 (MZ)
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AL QUSAIS (DM-07)
EPC CONTRAC TOR
SNC -LAVALIN
CLIENT
NATIONAL CENTRAL COOLING CO. (PJSC)
BENDING MOMENT DIAGRAM (DL+LL) POSITION 1 (MY)
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AL QUSAIS (DM-07)
EPC CONTRAC TOR
SNC -LAVALIN
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NATIONAL CENTRAL COOLING CO. (PJSC)
SHEAR FORCE DIAGRAM (DL+LL) POSITION 1 (FZ)
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EPC CONTRAC TOR
SNC -LAVALIN
CLIENT
NATIONAL CENTRAL COOLING CO. (PJSC)
SHEAR FORCE DIAGRAM (DL+LL) POSITION 1 (FY)
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EPC CONTRAC TOR
SNC -LAVALIN
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NATIONAL CENTRAL COOLING CO. (PJSC)
DESIGN RATIO AS PER AISC – LRFD
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EPC CONTRAC TOR
SNC -LAVALIN
CLIENT
NATIONAL CENTRAL COOLING CO. (PJSC)
6 APPENDIX - 3: STAAD OUTPUT
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6.1
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NATIONAL CENTRAL COOLING CO. (PJSC)
SUPPORT REACTION
Node 1
2
3
A L/C 1 SELFWEIGHT 2 DEAD LOAD 3 LIVE LOAD 4 LIVE LOAD 5 LIVE LOAD 6 LIVE LOAD 100 101 102 103 104 105 106 107 1 SELFWEIGHT 2 DEAD LOAD 3 LIVE LOAD 4 LIVE LOAD 5 LIVE LOAD 6 LIVE LOAD 100 101 102 103 104 105 106 107 1 SELFWEIGHT 2 DEAD LOAD 3 LIVE LOAD 4 LIVE LOAD 5 LIVE LOAD 6 LIVE LOAD 100 101
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED) MEMBER
TABLE FX
RESULT/ CRITICAL COND/ MY
MZ
RATIO/
LOADING/
LOCATION
======================================================================= 1 ST UC1 52X152X2 PASS 7.38 T
-0.05
2 ST UC1 52X152X2 PASS 6.43 C
0.20
3 ST UC1 52X152X2 PASS 26.24 C
0.05
4 ST UC1 52X152X2 PASS 86.17 C 5 ST IPE140 0.62 T 6 ST IPE140
[Type text]
0.20 PASS
4.53
4.54
-0.05
LRFD-H1-1B-C
0.134
104
0.092
107
0.119
104
2.50
LRFD-H1-1B-C -0.78
104
2.50
LRFD-H1-1B-C 2.41
0.124
2.50
LRFD-H1-1B-C
LRFD-H1-1B-T
0.00 PASS
LRFD-H1-1B-T
2.50 0.004
104
0.75 0.097
107
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EPC CONTRAC TOR
SNC -LAVALIN
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NATIONAL CENTRAL COOLING CO. (PJSC)
0.01 C 7 ST IPE140 0.19 C 8 ST IPE140 0.01 C 9 ST IPE200 9.42 T 10 ST IPE200 0.04 T 11 ST IPE200 3.81 C 12 ST IPE200 0.05 C
0.00 PASS
1.73
LRFD-H1-1B-C
0.00 PASS
-0.05
LRFD-H1-1B-C
0.00 PASS
3.22
LRFD-H1-1B-T
0.00 PASS
-0.09 LRFD-H1-1B-T
0.00 PASS
2.09
-0.09
-0.01
3.65
-0.10
14 ST UC1 52X152X2 PASS 19.72 C
0.34
15 ST UC1 52X152X2 PASS 21.97 C
0.14
16 ST UC1 52X152X2 PASS 66.81 C 17 ST IPE240
[Type text]
0.40 PASS
0.180
0.009
0.044
0.006
LRFD-H1-1B-C
104
0.75 0.078
104
1.50 0.049
104
0.077
104
0.051
107
0.104
104
1.40
1.40
1.40
LRFD-H1-1B-C -0.49
107
0.00
LRFD-H1-1B-C 0.79
104
0.75
LRFD-H1-1B-C 1.46
104
1.50
LRFD-H1-1B-T 1.44
104
0.75
LRFD-H1-1B-C
13 ST UC1 52X152X2 PASS 8.16 T
0.003
LRFD-H1-1B-C
0.00 PASS
0.00
1.40 0.312
104
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NATIONAL CENTRAL COOLING CO. (PJSC)
3.15 C 18 ST IPE200 4.44 T 19 ST IPE240 3.96 T
20 ST IPE200 7.85 T
0.38 PASS
-23.23 LRFD-H1-1B-T
1.12 PASS
0.44 LRFD-H1-1B-T
-2.54
PASS
9.67
LRFD-H1-1B-T
1.05
-1.48
21 ST UC1 52X152X2 PASS 14.68 T
-0.94
22 ST UC1 52X152X2 PASS 29.87 C
2.73
23 ST UC1 52X152X2 PASS 13.38 C
2.67
24 ST UC1 52X152X2 PASS 35.85 C 26 ST IPE200 0.27 C 27 ST IPE200 0.01 T
6.23 PASS
PASS
[Type text]
1.49
2.44
0.280
0.147
0.81
0.103
104
0.224
104
0.188
107
0.398
104
0.00
0.00
0.00
0.00 0.026
104
0.00 0.017
107
0.00
LRFD-H1-1B-C 1.36
104
0.00
LRFD-H1-1B-C -0.33
104
0.75
LRFD-H1-1B-C 0.88
104
1.50
LRFD-H1-1B-C
LRFD-H1-1B-T
29 ST UC1 52X152X2 PASS 29.56 C
1.48
1.20
0.00
0.129
LRFD-H1-1B-T
LRFD-H1-1B-C
-0.01
0.75
0.204
104
1.40
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30 ST UC1 52X152X2 PASS 10.30 T 34 ST L70X70X6 0.36 C
-0.91 PASS 0.00
0.00
3.35
44 ST UC1 52X152X2 PASS 14.15 C 48 ST L70X70X6 1.35 C 57 ST IPE240 0.11 C 58 ST IPE240 12.11 C
1.46 PASS
0.00 LRFD-H1-1B-C
-3.40 PASS
10.73 LRFD-H1-1B-C
2.47
59 ST UC2 03X203X7 PASS 10.82 C
-5.25
60 ST UC2 03X203X7 PASS 16.68 C
-7.33
-20.65
73 ST UC2 03X203X7 PASS
SHEAR-Y
16.68 C
10.23
74 ST L90X90X8
[Type text]
-2.44 PASS
TENSION
0.235
104
0.124
107
0.023
104
2.05 0.345
104
0.00 0.417
104
0.00 0.305
104
0.323
104
1.50
LRFD-H1-1B-C 41.45
107
1.40
LRFD-H1-1B-C 42.89
0.006
1.40
LRFD-H1-1B-C 1.07
104
2.05
LRFD-H1-1B-C 0.01
0.105
1.40
COMPRESSION
0.00 PASS
1.77
COMPRESSION
43 ST UC1 52X152X2 PASS 43.32 C
LRFD-H1-1B-T
0.00 0.106
104
0.00 0.031
104
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9.76 T 75 ST L90X90X8 12.25 T
76 ST IPE140 0.10 C 77 ST IPE140 2.91 T 78 ST IPE140 0.15 C 79 ST IPE140 1.06 C
0.00
0.00
PASS
TENSION
0.00
PASS
LRFD-H1-1B-C
0.00 PASS
2.17 LRFD-H1-1B-T
0.00 PASS
-0.05 LRFD-H1-1B-C
0.00 PASS
1.21 LRFD-H1-1B-C
0.00
-0.05
80 ST UC1 52X152X2 PASS 24.68 C
-0.18
81 ST UC1 52X152X2 PASS 86.30 C 82 ST IPE140 0.35 T
-0.19 PASS 0.00
84 ST IPE140 0.02 T
[Type text]
PASS 0.00
2.12
-0.59
0.122
LRFD-H1-1B-T 2.75
104
1.50 0.007
104
0.75 0.068
107
0.00 0.005
104
0.75 0.089
104
0.114
104
1.50
1.50 0.003
104
0.75
LRFD-H1-1B-C 1.13
104
1.68
LRFD-H1-1B-C
-0.05
-0.04
0.039
LRFD-H1-1B-C
LRFD-H1-1B-T
83 ST UC1 52X152X2 PASS 29.13 C
0.00
1.68
0.061
107
1.50 0.154
107
0.00
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85 ST UC1 52X152X2 PASS 11.71 T 86 ST IPE140 0.10 C 87 ST IPE140 0.02 T
0.06 PASS
-0.05 LRFD-H1-1B-T
0.00
5.18
88 ST UC1 52X152X2 PASS 32.97 C
-0.65
89 ST UC1 52X152X2 PASS 66.65 C 90 ST IPE140 1.34 T
-0.88 PASS 0.00
92 ST IPE140 0.03 T
PASS
94 ST IPE140
0.00
0.48 C 95 ST IPE140 0.04 T
[Type text]
0.00 PASS 0.00
0.003
0.73
0.291
LRFD-H1-1B-C -0.05 LRFD-H1-1B-T 2.66
104
1.50 0.107
104
0.132
104
1.40
1.40 0.005
104
0.75 0.062
107
1.40 0.080
107
0.00
LRFD-H1-1B-T 1.30
104
0.75
LRFD-H1-1B-C
1.42
0.23 PASS
-0.55
104
1.50
LRFD-H1-1B-C
LRFD-H1-1B-T
93 ST UC1 52X152X2 PASS 12.46 T
1.42
-0.05
-0.36
0.066
LRFD-H1-1B-C
LRFD-H1-1B-T
91 ST UC1 52X152X2 PASS 23.13 C
2.08
LRFD-H1-1B-C
0.00 PASS
LRFD-H1-1B-T
0.056
104
1.40 0.004
104
0.75 0.149
104
1.50
Page 62
PROJECT
AL QUSAIS (DM-07)
EPC CONTRAC TOR
SNC -LAVALIN
CLIENT
NATIONAL CENTRAL COOLING CO. (PJSC)
96 ST IPE200
PASS
0.00 T
LRFD-H1-1B-T
0.00
-0.09
0.002
104
0.75
************** END OF TABULATED RESULT OF DESIGN **************
NODE DISPLACEMENT DETAIL SUMMARY 1. Load 100 is Deal load + Live load Position 1 2. Load 101 is Deal load + Live load Position 2 3. Load 102 is Deal load + Live load Position 3 4. Load 103 is Deal load + Live load Position 4
DESIGN OF BASE PLATE 1. Load Combination 100 to 103 are for service loading. Earlier calculation of Base plate and Anchor Bolts are in accordance with Allowable stress method (ASD). 2. Load Combination 104 to 107 are in accordance with AISC – LRFD, for the structural design. However, the base plate calculation is made for 103.807 kN as per your comment. Design of base plate in accordace with the design procedure -AISC-ASD Node # 4 Load case :104 Maximum copressive load on the column(P) f'c - Compressive strength of concrete (Assumed 25 Grade)
= =
103.807 6
kN N/mm2
bf d
= =
154.4 161.8
mm mm
Fy
=
250
N/mm2
=
500 mm
X
Fp - Allowable bearing pressure on support fp - Allowable bearing pressure on support Size of columm(A)= bfxd
A1-Area of the base plate =(BXN) A2-Full C/S Area of the base supports(concrete)
I.
Find A1 a)
= = = b) A1 = = c) A1 = = Take maximum of above areas A1 =
[(1/A2)*(P/0.35*f'c)2] 0.000004 * 0.009774053 mm2 (P/0.7f'c) 24.71595238 mm2 bf x d 24981.92 mm2
DESIGN OF BOLT 1.0 The loads commented by you is compressive and not Tensile force. However, as per your comment, the base plate and Anchor bolts are designed for 103.807 kN.
Design of bolt in accordance with the design procedure – AISC - ASD Node # 2 Load Case 200 Maximum tension Number of bolts Tension per bolt
= = = = = = = =
Provided Net area of bolt Allowable tensile stress in bolt Capacity per bolt Capacity per bolt 36.79688 Hence
