PROJECT REV PAGE OF

1

PROJECT : Rev Designed by Checked by Date Page of

DOC TITLE: 0 Area

DOC. NO: Dept CIVIL

XXX.X BEAM BXX:Loading diagrams for the beam is shown below. For detailed load calculations refer design document for pile layout.

7.97 KN 12.63 KN 12.63 KN 9.89 KN102.45 KN/m 102.45 KN/m

41 kN/m 41 kN/m 41 kN/m

AA A B BB C D CC120.42 468.64 159.08

1.6 1.5 2.45 2.45 m 2.00 1.95

DEAD LOAD DIAGRAM90 KN 198.0 KN

10.35 KN 16.40 KN 16.40 KN 12.85 KN

35.7 kN/m 29.45 KN/m 35.7 kN/m 29.45 KN/m 35.7 kN/m

PB3 A B FRW2 C D W698.84 473.63 176.27

1.6 1.5 2.45 2.45 m 2.00 1.95

LIVE LOAD DIAGRAM

DESIGN FOR BENDING:i) SPAN PB3-FRW2Width of the beam = 1600 mmDepth of the beam provided = 600 mmClear cover to main reinforcement = 30 mmDiameter of the bar = 20 mmEffective depth = 560 mmMaximum Bending moment due to dead load = 143.85 kNmMaximum Bending moment due to live load = 124.02 kNmDesign bending moment = 401.81 kNm

=sqrt(Mu/(0.138x25xb) = 269.80 mm

= 0.80= 0.20= 1792.00= 2489.08 mm²

Check for min. & max. steel:= 1835.18 mm²

0.04bD = 38400.00 mm²Provide 8 - T16 + 8- T12 with Asp = 2514.29 mm²ii) SUPPORT AT FRW2Width of the beam = 1500 mmDepth of the beam provided = 600 mmEffective depth = 560 mmMaximum Bending moment due to dead load = 293.69 kNmMaximum Bending moment due to live load = 317.78 kNmDesign bending moment = 917.21 kNm

= 1.95= 0.60= 5040.81

Check for min. & max. steel:= 1720.48 mm²

0.04bD = 36000.00 mm²Provide 8 -T20 + 8 - T25 (TOP) with Asp = 6442.86 mm²iii) SPAN FRW2-W6Width of the beam = 1500 mmDepth of the beam provided = 600 mmEffective depth = 560 mmMaximum Bending moment due to dead load = 261.45 kNmMaximum Bending moment due to live load = 373.21 kNmDesign bending moment = 951.99 kNm

= 2.02= 0.63= 5069.17

Check for min. & max. steel:Ast/bd=0.85/fy = 1720.48 mm²0.04bD = 36000.00 mm²

Provide 12-T25 with Asp = 5887.50

Check for Effective depth,d Since dprovided>drequired . OkMu/bd2 N/mm2

% of steel required From Table- of IS 456:2000Area of steel As(from SP16 design aids for reinforced conrete to IS 456) mm2

Area of steel required = 50((1-sqrt((1-(4.6xMu/(fckxbdd)))/(fy/fck))*bd/100

Min. reinforcement as per Cl.26.5.1.1a) of IS 456:2000 Ast/bd=0.85/fy

Max. reinforcement as per Cl.26.5.1.1b) of IS 456:2000

Mu/bd2 N/mm2

% steel required = 50((1-sqrt((1-(4.6xMu/(fckxbdd)))/(fy/fck))Area of steel reinforcement As mm2

Min. reinforcement as per Cl.26.5.1.1a) of IS 456:2000 Ast/bd=0.85/fy

Max. reinforcement as per Cl.26.5.1.1b) of IS 456:2000

Mu/bd2 N/mm2

% steel required = 50((1-sqrt((1-(4.6xMu/(fckxbdd)))/(fy/fck))Area of steel reinforcement As mm2

Min. reinforcement as per Cl.26.5.1.1a) of IS 456:2000Max. reinforcement as per Cl.26.5.1.1b) of IS 456:2000

PROJECT REV PAGE OF

2

PROJECT : Rev Designed by Checked by Date Page of

DOC TITLE: 0 Area

DOC. NO: Dept CIVIL

DESIGN FOR SHEAR:= 254.56 kN= 274.76 kN= 793.98 kN= 0.95= 0.53

= 294.13= 302.44 mm

Spacing of stirrups should not exceed the following:= 420.00 mm= 300.00 mm

As the design of shear reinforcement is done section having maximum design shear force Provide T8 - 10 legged stirrups at 200 c/c.

CRACK WIDTH CALCULATION AT SUPPORT FRW2:Maximum Bending moment due to dead load 293.69 kNmMaximum Bending moment due to live load 317.78 kNmTotal Moment 611.47 KNmDistance from the compression face to the point at which crack width is calculating, a' 600 mmMinimum cover to the tention steel, cmin 50 mmDiameter of the bar 25 mmC/C Spacing of the bar 92 mmDistance from the point considered to the surface of the nearest longitudinal bar, acr 65.10 mmArea of tension reinforcement provided, Ast 6440Width of the section at the centroid of the tention steel, bt 1500 mmEffective depth , d 537.50 mmModulus of elasticity the reinforcement (N/ mm2), Es 200000Modulus of elasticity of concrete reinforcement (N/ mm2), Ec (27000/2) 13500Overall depth of the member, D 600 mma = 0.5xb 750b= (Es/Ec)xAs 95407.4074c= -(Es/Ec)xAsxd -51281481Depth of the nuetral axis, x 205.51 mmLever arm, z 469.00 mmTensile force in reinforcement 1303779.89 NTensile stress in reinforcement due to bending 202.45

0.001202810.00102

0.19 mmCrack width is less than 0.2 mm Hence safe.CRACK WIDTH CALCULATION AT BOTTOM:Maximum Bending moment due to dead load(Bending moment at the end of pedestal) 232.26 kNmMaximum Bending moment due to live load(Bending moment at the end of pedestal) 275.86 kNmTotal Moment 508.12 KNmDistance from the compression face to the point at which crack width is calculating, a' 600 mmMinimum cover to the tention steel, cmin 50 mmDiameter of the bar 20 mmDistance from the point considered to the surface of the nearest longitudinal bar, acr 74.85 mmArea of tension reinforcement provided, As 5024Width of the section at the centroid of the tention steel, bt 1600 mmEffective depth , d 537.50 mmModulus of elasticity the reinforcement (N/ mm2), Es 200000Modulus of elasticity of concrete reinforcement (N/ mm2), Ec 13500Overall depth of the member, h 600 mma = 0.5xb 800b= (Es/Ec)xAs 74429.6296c= -(Es/Ec)xAsxd -40005926Depth of the nuetral axis, x 181.89 mmLever arm, z 476.87 mmTensile force in reinforcement 1065533 NTensile stress in reinforcement due to bending 212.09

0.001246820.00099

0.198 mmCrack width is less than 0.2 mm Hence Safe.

CHECK FOR DEFLECTION:Check for Span to Effective depth ratio as per IS 456:2000Effective Span of the beam = 6400.00 m

= 26.00= 1.23= 1.08

Span to effective depth ratio to be provided = 34.38Effective depth required = 186.16 mmEffective depth provided = 540.00 mmEffective depth provided is more than required, Hence safe.

Maximum shear force due to dead load SFd Maximum shear force due to live load SFl Design shear force Vu = (1.5xSFd +1.5xSFl))Design shear stress, ζv(Cl. 40.1of IS 456:2000) N/mm2

Concrete shear strengthζc (From table 19 of IS 456:2000 for % steel of 0.60 & concrete grade M25) N/mm2

As ζv > ζc, shear will be provided as per Cl.40.4.a of IS 456:2000, (Vus = 0.87fyAsvd/Sv)Spacing required Sv (Vus= Vu - ζcbd)Spacing of stirrups required as per min.shear( Asv = 10x50.25 =502.5 mm2) of 26.5.1.6 of IS 456:2000

Spacing of shear reinforcement as per 0.75 times effective depth (26.5.1.5 of IS 456:2000)Spacing of shear reinforcement as per 300mmTo keep every longitudinal bar within 150mm from vertical leg Provide T8 - 10 legged stirrups

mm2

N/mm2

N/mm2

N/mm2

Strain in reinforcement eps1

epsm

Crack Width wmax

mm2

N/mm2

N/mm2

N/mm2

Strain in reinforcement eps1

epsm

Crack Width wmax

Basic Span to effective depth ratio ( from Cl.23.2.1of IS 456:2000)Modification factor due to % of tensile steel at centre of span (Cl.23.2.1.c & Fig.4 of IS 456:2000)Modification factor due to % of compression steel(from Cl.23.2.1.d & Fig.5 of IS 456:2000)

InfoMile Solutions

PROJECT : MOL, HUNGARY

DOC TITLE:DESIGN OF SUB STRUCTURE

DOC. NO: MOL-XXX-XXX-0001

25

415

Clear Cover, C 30

MEMBER INFORMATION DESIGN FOR BENDING

Member Location b D ∅ d Ast

mm mm mm mm kNm N/mm² mm²

B1 Span PB3-FRW2 1600 600 20 560 399.82 0.80 2057

Support At FRW2 1600 600 20 560 919.61 1.83 5017

SpanFRW2-W6 1600 600 20 560 963.17 1.92 5283

B2 Span W6-B3 600 400 20 360 88.22 1.13 719

Support At B3 600 400 20 360 119.93 1.54 1000

Span B3-W7 600 400 20 360 25.32 0.33 442

B3 Span W3-W2 & Span W2-P11 600 500 20 460 77.61 0.61 565

Support AT W2

Support AT P11 600 500 20 460 218.63 1.72 1442

B4 300 400 20 360 44.63 1.15 364

B5 300 400 20 360 115.55 2.97 1063

B6 300 400 20 360 108.74 2.80 987

B7 300 400 20 360 117.85 3.03 1090

B8 300 500 20 460 199.02 3.14 1453

B9 Span W4-P28 &Span P28-W3 1600 400 20 360 32.83 0.16 1180

Support W4 & W3 1600 460 20 420 0.00 1376

Support AT P28 1600 1600 20 1560 775.31 0.20 5112

PB1 Span P1 - P2: 300 1600 20 1560 56.18 0.08 959

Support P2 300 1600 20 1560 260.43 0.36 959

Span P2-P3 300 1600 20 1560 263.74 0.36 959

Support P3 300 1600 20 1560

Grade of Concrete, fcu

Grade of Steel, fy

Mu Mu/bd2

b = Width of the beam C = Clear Cover Ast = Area of steel Required

D = Overall Depth of the beam ∅ = Diameter of the barAstp = Area of Tension Steel Provided

d = Eff. depth of the beam A'sp = Area of Comp. Steel Provided

Mu = Design bending moment

InfoMile Solutions

MOL, HUNGARY Rev Designed Checked

DESIGN OF SUB STRUCTURE x XX XX

MOL-XXX-XXX-0001 Department Civil / Structural

DESIGN FOR BENDING DESIGN FOR SHEAR CHEAK FOR DEFLECTION

ζ

Nos. Dia Nos. Dia mm² mm² kN ∅ Sv

0.23 8 16 6 12 402 2286 796.00 0.89 ### 8 10 ### 6400

0.56 8 20 6 25 402 5456 796.00 0.89 ### 8 10 ###

0.59 6 20 8 25 402 5809 796.00 0.89 ### 8 10 ### 6400

0.33 4 16 3 12 402 1143 ### 3950

0.46 4 25 3 20 402 2905 213.80 0.99 ### 8 4 ###

0.09 4 16 3 12 402 1143 ### 3950

0.17 4 12 402 452 ### 3950

0.52 4 20 3 20 402 2198 535.79 1.94 ### 8 4 ###

0.34 2 16 1 12 402 515 64.91 0.60 ### 8 2 ### 2750

0.98 4 20 402 1256 115.55 1.07 ### 8 2 ### 3350

0.91 4 25 402 1963 171.38 1.59 ### 8 2 ### 4250

1.01 2 25 2 20 402 1609 140.72 1.30 ### 8 2 ### 3350

1.05 4 20 4 20 402 2512 187.31 1.36 ### 8 2 ### 4250

0.04 16 12 402 1809 ### 3100

0.00 91.95 0.14 ### 8 10 ###

0.06 12 20 402 3768 777.13 0.31 ### 8 10 ###

0.02 2 16 1 20 402 716 ### 6400

0.10 402 ###

0.10 ###

255.57 0.55 8 2 302

% Steel

Provided Main Reinft. Bars A'sp ASTP Vu ζc

Required Shear Reinforcement. lef

Nls

= Area of steel Required ζ = Nominal shear stress Bt = Modification factor due to tensile steel

= Area of Tension Steel Provided ζc = Concrete shear strength Bc = Modification factor due to comp. steel

= Area of Comp. Steel Provided Vu = Design shear force lef = Eff. Span of the beam

= Design bending moment Nls = No. of Shear Legs dr = Effective depth required

Sv = Spacing of Shear Stirrups

InfoMile Solutions

Checked Approved Page of

XX XX x x

Civil / Structural

CHEAK FOR DEFLECTION

26 1.23 1.08 34.54 ### 560 Safe

26 1.14 1.01 29.96 ### 560 Safe

26 1.71 1.06 47.16 83.75 360 Safe

26 2.00 1.06 55.04 71.77 360 Safe

26 1.07 1.05 29.00 ### 460 Safe

26 1.61 1.11 46.46 59.19 360 Safe

26 1.02 1.11 29.39 ### 360 Safe

26 1.28 1.11 36.89 ### 360 Safe

26 1.12 1.11 32.36 ### 360 Safe

26 1.17 1.09 33.08 ### 460 Safe

26 2.00 1.02 53.18 58.29 360 Safe

26 1.12 1.03 29.83 ### 1560 Safe

Basic l,ef/d Bt Bc lef/dr dr dp

Remarks

Bt = Modification factor due to tensile steel

Bc = Modification factor due to comp. steel

lef = Eff. Span of the beam

dr = Effective depth required

InfoMile Solutions

PROJECT : MODEL BLDG.

DOC TITLE:DESIGN OF BEAMS

DOC. NO: xxxxxxxxxxxxx

35

460

Clear Cover, C 50

MEMBER INFORMATION DESIGN FOR BENDING

Member Location b D Dia d

Nos. Dia Nos. Dia

B1 Span PB3-FRW2 1600 600 20 540 399.82 0.86 1743 0.20 8 16 8 12 402 2512

Support At FRW2 1600 600 20 540 919.61 1.97 4177 0.48 8 20 8 25 402 6437

SpanFRW2-W6 1600 600 20 540 963.17 2.06 4391 0.51 16 20 402 5024

B2 Span W6-B3 600 400 20 340 88.22 1.27 620 0.30 4 16 3 12 402 1143

Support At B3 600 400 20 340 119.93 1.73 857 0.42 4 25 3 20 402 2905

Span B3-W7 600 400 20 340 25.32 0.37 312 0.15 4 16 3 12 402 1143

B3 Span W3-W2 & Span W 600 500 20 440 77.61 0.67 413 0.16 4 12 402 452

Support AT W2

Support AT P11 600 500 20 440 218.63 1.88 1215 0.46 4 20 3 20 402 2198

B4 300 400 20 340 44.63 1.29 314 0.31 2 16 1 12 402 515

B5 300 400 20 340 115.55 3.33 884 0.87 4 20 402 1256

B6 300 400 20 340 108.74 3.14 824 0.81 4 25 402 1963

B7 300 400 20 340 117.85 3.40 904 0.89 2 25 2 20 402 1609

B8 300 400 20 340 199.02 5.74 1762 1.73 4 20 4 20 402 2512

B9 Span W4-P28 &Span P 1600 400 20 340 32.83 0.18 832 0.15 16 12 402 1809

Support W4 & W3 1600 460 20 400 957 0.15

Support AT P28 1600 1600 20 1540 775.31 0.20 3328 0.14 12 20 402 3768

PB1 Span P1 - P2: 300 1600 20 1540 56.18 0.08 624 0.14 2 16 1 20 402 716

Grade of Concrete, Fcu

Grade of Steel, Fy

Mu Mu/bd2 AS

% Steel

Provided Main Reinft. Bars A'sp ASP

Support P2 300 1600 20 1540 260.43 0.37 624 0.14 402

Span P2-P3 300 1600 20 1540 263.74 0.37 624 0.14

Support P3 300 1600 20 1540

b = Width of the beam C = Clear Cover As = Area of steel Required

D = Overall Depth of the beam Dia = Diameter of the barAsp = Area of Tension Steel Provided

d = Eff. depth of the beam A'sp = Area of Comp. Steel Provided

Mu = Design bending moment

InfoMile Solutions

MODEL BLDG. Rev Designed Checked Approved Page of

DESIGN OF BEAMS x XX XX XX x x

xxxxxxxxxxxxx Department

DESIGN FOR SHEAR CHEAK FOR DEFLECTION

v

Dia Sv

796.00 0.92 0.47 8 10 300 6400 26 1.80 1.02 47.60 ### 540 Safe

796.00 0.92 0.64 8 10 325

796.00 0.92 0.59 8 10 325 6400 26 1.14 1.02 30.02 ### 540 Safe

3950 26 1.74 1.06 48.08 82.15 340 Safe

213.80 1.05 0.83 8 4 350

3950 26 2.00 1.06 55.21 71.55 340 Safe

3950 26 1.60 1.05 43.55 90.70 440 Safe

535.79 2.03 0.67 8 4 100

64.91 0.64 0.59 8 2 350 2750 20 1.66 1.12 36.96 74.41 340 Safe

115.55 1.13 0.79 8 2 350 3350 20 1.06 1.12 23.76 ### 340 Safe

171.38 1.68 0.92 8 2 175 4250 20 1.27 1.12 28.33 ### 340 Safe

140.72 1.38 0.86 8 2 275 3350 20 1.14 1.12 25.46 ### 340 Safe

187.31 1.84 0.99 8 2 150 4250 20 0.88 1.12 19.62 ### 340 Safe

3100 26 2.00 1.02 53.25 58.22 340 Safe

91.95 0.14 0.00 8 10 325

777.13 0.32 0.38 8 10 325

6400 26 2.00 1.03 53.47 ### 1540 Safe

SFu vc

Required Shear Reinforcement. Lef

Basic Lef/d Bt Bc Lef/dr dr dp

Remarks

Nls

255.57 0.55 0.00 8 2 250

v = Design shear stress Bt = Modification factor due to tensile steel

vc = Concrete shear strength Bc = Modification factor due to comp. steel

SFu = Design shear force Lef = Eff. Span of the beam

Nls = No. of Shear Legs dr = Effective depth required

Sv = Spacing of Shear Stirrups