EC2 Continuous Beam Design

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CONTINUOUS BEAM EXAMPLE

RC BEAM ANALYSIS & DESIGN (EN1992-1)

In accordance with UK national annex

TEDDS calculation version 2.1.15

Load Envelope - Combination 1

0.0

64.830

mm 8000

1A

6000

2B C


0.0

64.830

mm 8000

1A

6000

2B C


0.0

64.830

mm 8000

1A

6000

2B C

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Support conditions

Support A Vertically restrained

Rotationally sprung (35136 kNm/rad)

Support B Vertically restrained


Support C Vertically restrained


Applied loading

Permanent full UDL 25.8 kN/m

Variable full UDL 20 kN/m

Load combinations

Load combination 1 Support A Permanent 1.35

Variable 1.50

Span 1 Permanent 1.35

Variable 1.50

Support B Permanent 1.35

Variable 1.50


Variable 1.50

Support C Permanent 1.35

Variable 1.50


Variable 1.50


Variable 1.50


Variable 1.50


Variable 0.00


Variable 0.00


Variable 0.00


Variable 0.00


Variable 1.50


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Variable 1.50


Variable 1.50

Analysis results

Maximum moment support A; MA_max = -177 kNm; MA_red = -142 kNm; 20%

Maximum moment span 1 at 3692 mm; Ms1_max = 265 kNm; Ms1_red = 315 kNm; 18.9%

Maximum moment support B; MB_max = -385 kNm; MB_red = -270 kNm; 30%

Maximum moment span 2 at 3375 mm; Ms2_max = 145 kNm; Ms2_red = 159 kNm; 9.2%

Maximum moment support C; MC_max = -78 kNm; MC_red = -78 kNm;

Maximum shear support A; VA_max = 239 kN; VA_red = 249 kN

Maximum shear support A span 1 at 449 mm; VA_s1_max = 210 kN; VA_s1_red = 220 kN

Maximum shear support B; VB_max = -287 kN; VB_red = -287 kN

Maximum shear support B span 1 at 7556 mm; VB_s1_max = -258 kN; VB_s1_red = -258 kN

Maximum shear support B span 2 at 445 mm; VB_s2_max = 212 kN; VB_s2_red = 212 kN

Maximum shear support C; VC_max = -170 kN; VC_red = -189 kN

Maximum shear support C span 2 at 5551 mm; VC_s2_max = -141 kN; VC_s2_red = -160 kN

Maximum reaction at support A; RA = 239 kN

Unfactored permanent load reaction at support A; RA_Permanent = 92 kN

Unfactored variable load reaction at support A; RA_Variable = 72 kN

Maximum reaction at support B; RB = 528 kN

Unfactored permanent load reaction at support B; RB_Permanent = 210 kN

Unfactored variable load reaction at support B; RB_Variable = 163 kN

Maximum reaction at support C; RC = 170 kN

Unfactored permanent load reaction at support C; RC_Permanent = 59 kN

Unfactored variable load reaction at support C; RC_Variable = 46 kN

Rectangular section details

Section width; b = 300 mm

Section depth; h = 500 mm

300

Concrete details (Table 3.1 - Strength and deformation characteristics for concrete)

Concrete strength class; C40/50

Characteristic compressive cylinder strength; fck = 40 N/mm2

Characteristic compressive cube strength; fck,cube = 50 N/mm2

Mean value of compressive cylinder strength; fcm = fck + 8 N/mm2 = 48 N/mm2

Mean value of axial tensile strength; fctm = 0.3 N/mm2 (fck/ 1 N/mm2)2/3 = 3.5 N/mm2

Secant modulus of elasticity of concrete; Ecm = 22 kN/mm2 [fcm/10 N/mm2]0.3 = 35220 N/mm2

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Partial factor for concrete (Table 2.1N); C = 1.50

Compressive strength coefficient (cl.3.1.6(1)); cc = 0.85

Design compressive concrete strength (exp.3.15); fcd = cc fck / C = 22.7 N/mm2

Maximum aggregate size; hagg = 20 mm

Reinforcement details

Characteristic yield strength of reinforcement; fyk = 500 N/mm2

Partial factor for reinforcing steel (Table 2.1N); S = 1.15

Design yield strength of reinforcement; fyd = fyk / S = 435 N/mm2

Nominal cover to reinforcement

Nominal cover to top reinforcement; cnom_t = 35 mm

Nominal cover to bottom reinforcement; cnom_b = 35 mm

Nominal cover to side reinforcement; cnom_s = 35 mm

Support A

300

2 x 8 shear legs at 200 c/c

4 x 16 bars

4 x 16 bars

Rectangular section in flexure (Section 6.1)

Minimum moment factor (cl.9.2.1.2(1)); 1 = 0.25

Design bending moment; M = max(abs(MA_red), 1 abs(Ms1_red)) = 142 kNm

Depth to tension reinforcement; d = h - cnom_t - v - top / 2 = 449 mm

Percentage redistribution; mrA = 20 %

Redistribution ratio; = min(1 - mrA, 1) = 0.800

K = M / (b d2 fck) = 0.059

K' = 0.598 - 0.181 2 - 0.21 = 0.153

K' > K - No compression reinforcement is required

Lever arm; z = min((d / 2) [1 + (1 - 3.53 K)0.5], 0.95 d) = 424 mm

Depth of neutral axis; x = 2.5 (d - z) = 61 mm

Area of tension reinforcement required; As,req = M / (fyd z) = 767 mm2

Tension reinforcement provided; 4 16 bars

Area of tension reinforcement provided; As,prov = 804 mm2

Minimum area of reinforcement (exp.9.1N); As,min = max(0.26 fctm / fyk, 0.0013) b d = 246 mm2

Maximum area of reinforcement (cl.9.2.1.1(3)); As,max = 0.04 b h = 6000 mm2

PASS - Area of reinforcement provided is greater than area of reinforcement required

Minimum bottom reinforcement at supports

Minimum reinforcement factor (cl.9.2.1.4(1)); 2 = 0.25

Area of reinforcement to adjacent span; As,span = 1963 mm2

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Minimum bottom reinforcement to support; As2,min = 2 As,span = 491 mm2

Bottom reinforcement provided; 4 16 bars

Area of bottom reinforcement provided; As2,prov = 804 mm2

PASS - Area of reinforcement provided is greater than minimum area of reinforcement required

Rectangular section in shear (Section 6.2)

Design shear force at support A; VEd,max = abs(max(VA_max, VA_red)) = 249 kN

Angle of comp. shear strut for maximum shear; max = 45 deg

Maximum design shear force (exp.6.9); VRd,max = b z v1 fcd / (cot(max) + tan(max)) = 727 kN

PASS - Design shear force at support is less than maximum design shear force

Design shear force span 1 at 449 mm; VEd = max(VA_s1_max, VA_s1_red) = 220 kN

Design shear stress; vEd = VEd / (b z) = 1.730 N/mm2

Strength reduction factor (cl.6.2.3(3)); v1 = 0.6 [1 - fck / 250 N/mm2] = 0.504

Compression chord coefficient (cl.6.2.3(3)); cw = 1.00

Angle of concrete compression strut (cl.6.2.3);

= min(max(0.5 Asin[min(2 vEd / (cw fcd v1),1)], 21.8 deg), 45deg) = 21.8 deg

Area of shear reinforcement required (exp.6.13); Asv,req = vEd b / (fyd cot()) = 477 mm2/m

Shear reinforcement provided; 2 8 legs at 200 c/c

Area of shear reinforcement provided; Asv,prov = 503 mm2/m

Minimum area of shear reinforcement (exp.9.5N); Asv,min = 0.08 N/mm2 b (fck / 1 N/mm2)0.5 / fyk = 304 mm2/m

PASS - Area of shear reinforcement provided exceeds minimum required

Maximum longitudinal spacing (exp.9.6N); svl,max = 0.75 d = 337 mm

PASS - Longitudinal spacing of shear reinforcement provided is less than maximum

Crack control (Section 7.3)

Maximum crack width; wk = 0.3 mm

Design value modulus of elasticity reinf (3.2.7(4)); Es = 200000 N/mm2

Mean value of concrete tensile strength; fct,eff = fctm = 3.5 N/mm2

Stress distribution coefficient; kc = 0.4

Non-uniform self-equilibrating stress coefficient; k = min(max(1 + (300 mm - min(h, b)) 0.35 / 500 mm, 0.65), 1) = 1.00

Actual tension bar spacing; sbar = (b - 2 (cnom_s + v) - top) / (Ntop - 1) = 66 mm

Maximum stress permitted (Table 7.3N); s = 347 N/mm2

Concrete to steel modulus of elast. ratio; cr = Es / Ecm = 5.68

Distance of the Elastic NA from bottom of beam; y = (b h2 / 2 + As,prov (cr - 1) (h - d)) / (b h + As,prov (cr - 1)) =

245 mm

Area of concrete in the tensile zone; Act = b y = 73539 mm2

Minimum area of reinforcement required (exp.7.1); Asc,min = kc k fct,eff Act / s = 297 mm2

PASS - Area of tension reinforcement provided exceeds minimum required for crack control

Quasi-permanent value of variable action; 2 = 0.30

Quasi-permanent limit state moment; MQP = abs(MA_c21) + 2 abs(MA_c22) = 81 kNm

Permanent load ratio; RPL = MQP / M = 0.57

Service stress in reinforcement; sr = fyd As,req / As,prov RPL = 237 N/mm2

Maximum bar spacing (Tables 7.3N); sbar,max = 200 mm

PASS - Maximum bar spacing exceeds actual bar spacing for crack control

Minimum bar spacing

Minimum bottom bar spacing; sbar,min = (b - 2 cnom_s - 2 v - bot) / (Nbot - 1) = 66 mm

Minimum allowable bottom bar spacing; sbar_bot,min = max(bot, hagg + 5 mm, 20 mm) + bot = 41 mm

Minimum top bar spacing; sbar,min = (b - 2 cnom_s - 2 v - top) / (Ntop - 1) = 66 mm

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Minimum allowable top bar spacing; sbar_top,min = max(top, hagg + 5 mm, 20 mm) + top = 41 mm

PASS - Actual bar spacing exceeds minimum allowable

Mid span 1

300


4 x 25 bars

2 x 16 bars

Rectangular section in flexure (Section 6.1) - Positive midspan moment

Design bending moment; M = abs(Ms1_red) = 315 kNm

Depth to tension reinforcement; d = h - cnom_b - v - bot / 2 = 445 mm

Percentage redistribution; mrs1 = Ms1_red / Ms1_max - 1 = 18.9 %

Redistribution ratio; = min(1 - mrs1, 1) = 0.811

K = M / (b d2 fck) = 0.133

K' = 0.598 - 0.181 2 - 0.21 = 0.156











Design shear force at span s1; VEd,max = max(Vs1_mid, 0 kN) = 131 kN




Design shear force Span 1 - 2400 mm to 5600 mm; VEd = max(Vs1_mid, 0 kN) = 131 kN










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Actual tension bar spacing; sbar = (b - 2 (cnom_s + v) - bot) / (Nbot - 1) = 63 mm




239 mm





Quasi-permanent limit state moment; MQP = abs(Ms1_c21) + 2 abs(Ms1_c22) = 122 kNm





Minimum bar spacing






Deflection control (Section 7.4)

Reference reinforcement ratio; m0 = (fck / 1 N/mm2)0.5 / 1000 = 0.006

Required tension reinforcement ratio; m = As,req / (b d) = 0.014

Required compression reinforcement ratio; 'm = As2,req / (b d) = 0.000

Structural system factor (Table 7.4N); Kb = 1.3

Basic allowable span to depth ratio (7.16b); span_to_depthbasic = Kb [11 + 1.5 (fck / 1 N/mm2)0.5 m0 / (m - 'm)

+ (fck / 1 N/mm2)0.5 ('m / m0)0.5 / 12] = 19.817

Reinforcement factor (exp.7.17); Ks = min(As,prov / As,req 500 N/mm2 / fyk, 1.5) = 1.042

Flange width factor; F1 = 1.000

Long span supporting brittle partition factor; F2 = 1.000

Allowable span to depth ratio; span_to_depthallow = min(span_to_depthbasic Ks F1 F2, 40 Kb) =

20.640

Actual span to depth ratio; span_to_depthactual = Ls1 / d = 17.998

PASS - Actual span to depth ratio is within the allowable limit

Support B

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300


2 x 25 bars

4 x 25 bars

Rectangular section in flexure (Section 6.1)

Design bending moment; M = abs(MB_red) = 270 kNm


Percentage redistribution; mrB = 30 %

Redistribution ratio; = min(1 - mrB, 1) = 0.700

K = M / (b d2 fck) = 0.114

K' = 0.598 - 0.181 2 - 0.21 = 0.120











Design shear force at support B; VEd,max = abs(max(VB_max, VB_red)) = 287 kN




Design shear force span 1 at 7556 mm; VEd = abs(min(VB_s1_max, VB_s1_red)) = 258 kN













Design shear force span 2 at 445 mm; VEd = max(VB_s2_max, VB_s2_red) = 212 kN

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239 mm





Quasi-permanent limit state moment; MQP = abs(MB_c21) + 2 abs(MB_c22) = 189 kNm





Minimum bar spacing






Mid span 2

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300


2 x 25 bars

2 x 16 bars


Design bending moment; M = abs(Ms2_red) = 159 kNm


Percentage redistribution; mrs2 = Ms2_red / Ms2_max - 1 = 9.2 %

Redistribution ratio; = min(1 - mrs2, 1) = 0.908

K = M / (b d2 fck) = 0.067

K' = 0.598 - 0.181 2 - 0.21 = 0.184

















Design shear resistance (assuming cot() is 2.5); Vprov = 2.5 Asv,prov z fyd = 151.7 kN

Shear links provided valid between 1400 mm and 5700 mm with tension reinforcement of 982 mm2










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244 mm





Quasi-permanent limit state moment; MQP = abs(Ms2_c21) + 2 abs(Ms2_c22) = 56 kNm





Minimum bar spacing






Deflection control (Section 7.4)

Reference reinforcement ratio; m0 = (fck / 1 N/mm2)0.5 / 1000 = 0.006

Required tension reinforcement ratio; m = As,req / (b d) = 0.007

Required compression reinforcement ratio; 'm = As2,req / (b d) = 0.000

Structural system factor (Table 7.4N); Kb = 1.3

Basic allowable span to depth ratio (7.16b); span_to_depthbasic = Kb [11 + 1.5 (fck / 1 N/mm2)0.5 m0 / (m - 'm)

+ (fck / 1 N/mm2)0.5 ('m / m0)0.5 / 12] = 26.165

Reinforcement factor (exp.7.17); Ks = min(As,prov / As,req 500 N/mm2 / fyk, 1.5) = 1.120

Flange width factor; F1 = 1.000

Long span supporting brittle partition factor; F2 = 1.000

Allowable span to depth ratio; span_to_depthallow = min(span_to_depthbasic Ks F1 F2, 40 Kb) =

29.301

Actual span to depth ratio; span_to_depthactual = Ls2 / d = 13.498

PASS - Actual span to depth ratio is within the allowable limit

Support C

300


4 x 16 bars

4 x 16 bars



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Design bending moment; M = abs(MC_red) = 78 kNm


Percentage redistribution; mrC = 0 %

Redistribution ratio; = min(1 - mrC, 1) = 1.000

K = M / (b d2 fck) = 0.032

K' = 0.598 - 0.181 2 - 0.21 = 0.207










Minimum bottom reinforcement at supports

Minimum reinforcement factor (cl.9.2.1.4(1)); 2 = 0.25

Area of reinforcement to adjacent span; As,span = 982 mm2

Minimum bottom reinforcement to support; As2,min = 2 As,span = 245 mm2

Bottom reinforcement provided; 4 16 bars

Area of bottom reinforcement provided; As2,prov = 804 mm2

PASS - Area of reinforcement provided is greater than minimum area of reinforcement required


Design shear force at support C; VEd,max = abs(max(VC_max, VC_red)) = 170 kN




Design shear force span 2 at 5551 mm; VEd = abs(min(VC_s2_max, VC_s2_red)) = 160 kN










FAIL - Area of shear reinforcement provided is less than the minimum required









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245 mm





Quasi-permanent limit state moment; MQP = abs(MC_c21) + 2 abs(MC_c22) = 27 kNm





Minimum bar spacing






Rectangular section in flexure (Section 6.1) - Negative span moment


Design bending moment; M = abs(MC_neg) = 2 kNm


Percentage redistribution; mrC = 0 %

Redistribution ratio; = min(1 - mrC, 1) = 1.000

K = M / (b d2 fck) = 0.001

K' = 0.598 - 0.181 2 - 0.21 = 0.207



















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245 mm





Quasi-permanent limit state moment; MQP = abs(MC_c21) + 2 abs(MC_c22) = 27 kNm





Minimum bar spacing






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