Design Appendix Ecs318 (Final Exam Copy)
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
2nd edition
UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
TABLE OF CONTENTS CONTENT 1.0
2.0 3.0
4.0 5.0 6.0
7.0 8.0
9.0
10.0
11.0
12.0 13.0 14.0 15.0 16.0
PAGE
Nominal Cover 1.1 Minimum concrete cover for durability 1.2 Nominal cover for concrete cast against uneven surfaces 1.3 Minimum concrete cover for fire resistance Effective width of flange Main reinforcement design 3.1 Design formula for rectangular sections 3.2 Design formula for flanged sections Minimum and maximum area of reinforcement Minimum spacing of bars Shear reinforcement design 6.1 Shear resistance of concrete 6.2 Maximum shear resistance 6.3 Shear reinforcement 6.4 Minimum shear reinforcement 6.5 Spacing of shear reinforcements Deflection control Crack control 8.1 Beam 8.2 Slab Curtailment rules for detailing 9.1 Simplified curtailments rules for beams 9.2 Simplified curtailments rules for slabs Loading analysis 10.1 Continuous beam with approximately equal span (moments and shears) 10.2 Continuous one way slab (moments and shears) 10.3 Simply supported two way slab (moments) 10.4 Two way restrained slab (moments) 10.5 Two way restrained Column design 11.1 Slenderness and effective length 11.2 Slenderness ratio limit Biaxial bending 12.1 Biaxial bending design formula Moment due to imperfection Column design charts Pad footing design Partial of safety
1 1 3 4 7 8 8 9 10 10 12 12 12 13 13 13 13 15 15 17 17 17 18 19 19
Table of reinforcements
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
1.0 NOMINAL COVER, Cnom 1.1 MINIMUM CONCRETE COVER FOR DURABILITY Reference: BS EN 1992-1-1:2004 Section 4.1(Table 4.1)
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Reference: BS EN 1992-1-1:2004 Section 4.4.1
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Reference: BS EN 1992-1-1:2004 Section 4.4.1.3 (1)
1.2 NOMINAL COVER FOR CONCRETE CAST AGAINST UNEVEN SURFACES Reference: BS EN 1992-1-1:2004 Section 4.4.1.3 (4)
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1.3 MINIMUM CONCRETE COVER FOR FIRE RESISTANCE Reference: BS EN 1992-1-2 : 2004 (Figure 5.2)
Reference: BS EN 1992-1-2 : 2004 (Table 5.5)
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
Reference: BS EN 1992-1-2 : 2004 (Table 5.6)
Reference: BS EN 1992-1-2 : 2004 (Table 5.8)
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Reference: BS EN 1992-1-2 : 2004, Section 5.7.3
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
2.0 EFFECTIVE WIDTH OF FLANGE Reference: BS EN 1992-1-1: 2004 Section 5.3.2.1
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
3.0 MAIN REINFORCEMENT DESIGN 3.1 DESIGN FORMULA FOR RECTANGULAR SECTIONS Valid only for fck C50/60
Limiting value, Kbal = 0.167 If K ≤ Kbal, compression reinforcement is not required (singly reinforced section), and
If K > Kbal, compression reinforcement is required (doubly reinforced section) and
Check d’/d If d’/d ≤ 0.171
If d’/d > 0.171
where
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
3.2 DESIGN FORMULA FOR FLANGED SECTIONS Ultimate moment of resistance in flange, Mf
If M ≤ Mf, the neutral axis lies in flange Therefore, design as a rectangular section. If M > Mf, the neutral axis lies below flange
If M Muf , compression reinforcement is not required
If M > Muf , compression reinforcement is required
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
4.0 MINIMUM AND MAXIMUM AREA OF REINFORCEMENT Reference: BS EN 1992-1-1: 2004 Section 9.2.1.1
5.0 MINIMUM SPACING OF BARS Reference: BS EN 1992-1-1: 2004 Section 8.2
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
Reference: BS EN 1992-1-1: 2004 Table 3.1
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
6.0 SHEAR REINFORCEMENT DESIGN Reference: BS EN 1992-1-1: 2004 (Section 6.2.1) 6.1 Shear resistance of the concrete, VRd,c Reference: BS EN 1992-1-1: 2004 (Section 6.2.2)
where, Asl is the area of the tensile reinforcement, which extends (lbd + d) beyond the section considered bw is the smallest width of the cross-section in the tensile area 6.2 Maximum shear resistance, VRd,max Reference: BS EN 1992-1-1: 2004 (Section 6.2.3)
a) If VEd ≤ VRd,max ( = 22) Therefore, design the shear links b) If VEd > VRd,max ( = 22) Recalculate VRd,max ( = 45) and compare with VEd If VEd ≤ VRd,max ( = 45),
If VEd > VRd,max ( = 45), redesign the section.
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
6.3 Shear reinforcement
6.4 Minimum shear reinforcement
6.5 Spacing of shear reinforcements Reference: BS EN 1992-1-1: 2004 Section 9.2.2 (6-8)
7.0 DEFLECTION CONTROL Reference: BS EN 1992-1-1: 2004 Section 7.4.1
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8.0 CRACK CONTROL 8.1 BEAM
Reference: BS EN 1992-1-1: 2004 Section 7.3
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Reference: BS EN 1992-1-1: 2004 Section 7.3.3
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
8.2 SLAB Reference: BS EN 1992-1-1: 2004 Section 9.3.1
9.0 CURTAILMENT RULES FOR DETAILING 9.1 SIMPLIFIED CURTAILMENT RULES FOR BEAMS Reference: BS 8110: Part 1: 1997: Figure 3.24
Figure 10.1(a): Simply supported beam
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
Figure 10.1(b): Continuous beam
9.2 SIMPLIFIED CURTAILMENT RULES FOR SLABS Reference: BS 8110: Part 1: 1997: Figure 3.25
Figure 10.2(a): Simply supported slab
Figure 10.2(b): Continuous slab
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
10.0 LOADING ANALYSIS 10.1 CONTINUOUS BEAM WITH APPROXIMATELY EQUAL SPAN (MOMENTS AND SHEARS) Reference: BS 8110: Part 1: 1997: Table 3.5
Table 3.5 may be used to calculate the design ultimate bending moments and shear forces, subject to the following provisions: a) Characteristic variable action, Qk may not exceed characteristic permanent action, Gk. b) Loads should be substantially uniformly distributed over three or more spans. c) Variations in span length should not exceed 15% of the longest. 10.2 CONTINUOUS ONE WAY SLAB (MOMENTS AND SHEARS) Reference: BS 8110: Part 1: 1997: Table 3.12
The ultimate bending moments and shear forces in one-way spanning slab may be calculated using the coefficients in Table 3.12, provided that these conditions are met: a) In a one-way spanning slab, the area of each bay exceeds 30 m2. In this context, a bay means a strip across the full width of a structure bounded on the other two sides by lines of support (Figure 3.7) b) The ratio of the characteristic variable action and the characteristic permanent action does not exceed 1.25. c) The characteristic variable action does not exceed 5 kN/m2 excluding partitions.
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
10.3 SIMPLY SUPPORTED TWO WAY SLAB (MOMENTS) Reference: BS 8110: Part 1: 1997: Table 3.13
10.4 TWO WAY RESTRAINED SLAB (MOMENTS) Reference: BS 8110: Part 1: 1997: Table 3.14
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10.5 TWO WAY RESTRAINED SLAB (SHEARS) Reference: BS 8110: Part 1: 1997: Table 3.15
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11.0 COLUMN DESIGN Reference: BS EN 1992-1-1: 2004 : Section 9.5
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11.1 SLENDERNESS AND EFFECTIVE LENGTH Reference: BS EN 1992-1-1: 2004: Section 5.8.3
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with
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11.2 SLENDERNESS RATIO LIMIT, lim Reference: BS EN 1992-1-1: 2004: Section 5.8.3
12.0 BIAXIAL BENDING Reference: BS EN 1992-1-1: 2004: Section 5.8.9
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
12.1 BIAXIAL BENDING DESIGN FORMULA Reference: BS 8110: Part 1: 1997: Section 3.8.4.5
If
If
Equation for coefficient,
13.0 MOMENT DUE TO IMPERFECTION Reference: BS EN 1992-1-1: 2004: Section 6.1 (4)
Reference: BS EN 1992-1-1: 2004: Section 5.2 (7)
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
14.0 COLUMN DESIGN CHARTS Reference: Manual for the design of reinforced concrete building structure to EC2 (IStructE)
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15.0 PAD FOOTING DESIGN
d
h
Maximum shear
2.0 d
Punching shear perimeter = column perimeter + 4d
1.0 d
Area within perimeter = (bcol + 4d)2 – (4 - ) ( 2d)2 Reference: BS EN 1992-1-1: 2004: Section 6.4.5 (3)
Reference: BS EN 1992-1-1: 2004: Section 6.2.2 (6)
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
16.0 PARTIAL FACTOR OF SAFETY Reference: BS EN 1992-1-1: 2004: Section 2.4.2.4
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UiTM DESIGN APPENDIX FOR STRUCTURAL CONCRETE DESIGN
TABLE OF REINFORCEMENTS Sectional Areas of Group of Bars (mm2) Bar Size (mm) 8 10 12 16 20 25 32 40
Number of Bars 1
2
3
4
5
6
7
8
9
10
50.3 78.5 113 201 314 491 804 1260
101 157 226 402 628 982 1610 2510
151 236 339 603 943 1470 2410 3770
201 314 452 804 1260 1960 3220 5030
252 393 566 1010 1570 2450 4020 6280
302 471 679 1210 1890 2950 4830 7540
352 550 792 1410 2200 3440 5630 8800
402 628 905 1610 2510 3930 6430 10100
453 707 1020 1810 2830 4420 7240 11300
503 785 1130 2010 3140 4910 8040 12600
Sectional Areas Per meter Width for Various Bar Spacing (mm2/m) Bar Size (mm) 8 10 12 16 20 25 32 40
Spacing of Bars 50
75
100
125
150
175
200
250
300
1010 1570 2260 4020 3280 9820 16100 25100
671 1050 1510 2680 4190 6550 10700 16800
503 785 1130 2010 3140 4910 8040 12600
402 628 905 1610 2510 3930 6430 10100
335 523 754 1340 2090 3270 5360 8380
287 449 646 1150 1800 2810 4600 7180
252 393 566 1010 1570 2450 4020 6280
201 314 452 804 1260 1960 3220 5030
168 262 377 670 1050 1640 2680 4190
Asw/s for varying stirrup diameter and spacing (mm) Stirrup Spacing (mm) Bar Size 85 90 100 125 150 175 200 (mm) 8 1.183 1.118 1.006 0.805 0.671 0.575 0.503 10 1.847 1.744 1.57 1.256 1.047 0.897 0.785 12 2.659 2.511 2.26 1.808 1.507 1.291 1.13 16 4.729 4.467 4.02 3.216 2.68 2.297 2.01 Note: Asw is based on the cross sectional area of two legs of the stirrup
225
250
275
300
0.447 0.698 1.004 1.787
0.402 0.628 0.904 1.608
0.366 0.571 0.822 1.462
0.335 0.523 0.753 1.34
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