DOCUMENT No: SHEET

QT200

ABUT B1-2a/2b PILE - SHEAR RESISTANCE

REFERENCE CALCULATIONS REMARKS

BS5400-4 Material Specification

Sec. 5.3.3

Ultimate Shear Force

Shear load Vu = 5740 kN

Axial Load Nu = 4902 kN

Main Reinforcement

number n = 36 pcs.

diameter = 71 mm.

Link Reinforcement

spacing s = 100 mm

diameter = 25 mm

Section Diameter D = 2000 mm

Concrete Cover cc = 100 mm

Concrete Cube Strength fcu = 50 MPa

Yield Strength of Links fyv = 460 MPa

AASHTO Pt. 5

C 5.8.2.9-2 Effective Depth d = 1535 mm

Section Width b = 2000 mm

Area of Reinforcement As = 70664

Shear Stress

BS5400-4

Sec. 5.3.3.1v =

Vu= 2.151 MPa

b(d-b/10)

Shear Capacity Provided by Concrete

Sec. 5.3.3.2=

0.27 100 fcu As 1/3= 1.022 MPa

1.25 b (d-b/10)

where fcu should not exceed 40MPa, and As considered is half of the

total longitudinal reinforcement

= = 0.814

should not be less than 0.70 nor greater than 1.50

Sec. 5.3.3.3 , enchancement factor N = 0.832 MPa

Area of Shear Reinforcement Provided

; Asv = 0.4 b s / 0.87 fyv

;

where fyv should not be greater than 460MPa

Asv , v > = 859

Area of Shear Reinforcement Required

Asv = = 982

\ provided reinforcement & section is adequate

dM

dL

mm2

in no case should v exceed 0.75√fcu or 4.75MPa, which ever is lesser

vC

ξS ( 500 / d ) 0.25 (1 + 0.05Nu / Ac)

vC εS - Yes or No

if v £ εS vC

if v > εS vC Asv = b s (v + 0.4 - εS vC) / 0.87 fyv

vC εS mm2

2 p dL2 / 4 mm2

SUBJECT

D = 2000 mm

Dr = 1679 mm

cc =

100

mm

d =

153

5 m

m

d =

D/2

+ D

r/p

DOCUMENT No: SHEET

QT200

ABUT B1-2a/2b PILE - SHEAR RESISTANCE

REFERENCE CALCULATIONS REMARKS

BS5400-4 Material Specification

Sec. 5.3.3

Ultimate Shear Force

Shear load Vu = 5740 kN

Axial Load Nu = 4902 kN

Main Reinforcement

number n = 36 pcs.

diameter = 71 mm.

Link Reinforcement

spacing s = 100 mm

diameter = 25 mm

Section Diameter D = 2000 mm

Concrete Cover cc = 100 mm

Concrete Cube Strength fcu = 50 MPa

Yield Strength of Links fyv = 460 MPa

AASHTO Pt. 5

C 5.8.2.9-2 Effective Depth d = 1535 mm

Section Width b = 2000 mm

Area of Reinforcement As = 70664

Shear Stress

BS5400-4

Sec. 5.3.3.1v =

Vu= 1.870 MPa

b d

Shear Capacity Provided by Concrete

Sec. 5.3.3.2=

0.27 100 fcu As 1/3= 0.975 MPa

1.25 b d

where fcu should not exceed 40MPa, and As considered is half of the

total longitudinal reinforcement

= = 0.814

should not be less than 0.70 nor greater than 1.50 2554.478

Sec. 5.3.3.3 , enchancement factor N = 0.794 MPa *bd = 2438.297

Area of Shear Reinforcement Provided

; Asv = 0.4 b s / 0.87 fyv

;

where fyv should not be greater than 460MPa

Asv , v > = 738

Area of Shear Reinforcement Required

6930

Asv = = 982 = 6930

\ provided reinforcement & section is adequate

dM

dL

mm2

in no case should v exceed 0.75√fcu or 4.75MPa, which ever is lesser

vC

ξS ( 500 / d ) 0.25 (1 + 0.05Nu / Ac)

vC εS - Yes or No

if v £ εS vC

if v > εS vC Asv = b s (v + 0.4 - εS vC) / 0.87 fyv

vC εS mm2

2 p dL2 / 4 mm2

SUBJECT

D = 2000 mm

Dr = 1679 mm

cc =

100

mm

d =

153

5 m

m

d =

D/2

+ D

r/p