Made Date Sheet

AA/AFR 18-Apr-23 1

Check Date Rev.

HMM 18-Apr-23 0

PROJECT TITLE: DAMAC

LOCATION: RIYADH

DESIGN FOR SHEAR & TORSION (FORCES FROM ETABS ANALYSIS)

Geometrical Properties Material Properties

Max.Bending Moment(Mu) 3015.621 kN.m 24Max.Shear Force (Vu) at Distance d 511.6209 kN 35Max. Torsion from Etabs (Tu) 0 kN.m 420

900 mm Clear cover to concrete 40 mmBeam Depth (d) 800 mm Flexure strength reduction factor 0.9

Eff. Depth "d" 735 mm 0.75

590400 Modulus of Elasticity of steel "Es" 200000

501840 Modulus of Elasticity of concrete "Ec" 27806

3080 mm Modular Ratio "n = Es/Ec" 7.1928720000 Stirrups Spacing 150 mm

3400 mm Stirrups number of Legs 2Concrete Shear strength Capacity (Vc) 665.2928 kN Diameter of Stirrups 12 mm

Calculations:-1- Check for Shear & Torsion Section capacity(Check for crushing of concrete Compresion strut )Torsional Moment Strength

= 0.77

= 3.91Section is Ok

2- Check for Max. allowable Shear

3248.19 kNSection is Ok

3- Check if Torsion may be neglected

= 56.15 kN.m >Tu ACI 11.5.1

Neglect Torsion

= 297.67 kN.m

5- Torsion Comparison Table

kN.m kN.m kN.m

56.2 297.7 0.0Torsion Considered 0.0

6- Determine required area of Stirrups for TorsionDesign Torsional Strength must be equal to or greater than required Torsional strength

ACI (11-20)

For Nonprestressed members use Ɵ = 45 degree So Cot 45 = 1

= 0.00

Weight of reinforced concrete "γrc" kN/m3

Strength of concrete "fc" N/mm2

Strength of steel "fy" N/mm2

Beam Width (bw)

Shear strength reduction factor (Ф)

Area enclosed by stirrups (Aoh) mm2 N/mm2

A0=0.85A0h mm2 N/mm2

Perimeter of stirrups (Ph)Area enclosed by outside Perimeter (Acp) mm2

Perimeter enclosed by outside Conc.(Pcp)

N/mm2

N/mm2

Ф Vu< 0.83√fc' bw d

Torsion may be neglected if Tu <ФTcr/4

Threshold Torsion (Ф Tcr/4)

4- Tcrack(Cracked Torsion)

Threshold Torsion

Cracked Torsion

Ultimate Torsion

ФTn>Tu

mm2/mm/leg

Threshold

Torsion

Cracked Torsion

Ulti-mate

Torsion

0.050.0

100.0150.0200.0250.0300.0350.0

TORSION

kN.m

Made Date Sheet

AA/AFR 18-Apr-23 2

Check Date Rev.

HMM 18-Apr-23 0

PROJECT TITLE: DAMAC

LOCATION: RIYADH

DESIGN FOR SHEAR & TORSION (FORCES FROM ETABS ANALYSIS)

7- Calculate required area of stirrups for ShearVc = 665.29 kN

= 16.87 kNProvide shear reinf

0.33√f'c*bw*d = 1291.45 kN Also Vs<0.33√f'c*bw*d

= 0.0546434985148447

8- Min Shear Reinforcement

249.4848 kN Provide Min Shear Reinf ACI 11.4.6.1

If Torsion can be Neglected from above

= 117.900.00348 ACI 11.4.6.3

9- Min Torsional shear Reinforcement Not REQUIRED

Hence Tu < ФTcr/4 Min Torsion shear reinf not reqACI 11.5.5.2

= 117.90

10- Determine Combined shear and Torsion stirrups requirements

= 0.03

Area of Bar required for spacing of2 L T 12 @ 150 1.51 Ok

11- Check for Max Spacing of torsion shear reinforcement

Max Torsion Stirrups Spacing shall not exceed 300 mmOK

12- Check for Max Spacing of shear reinforcement

Max shear Stirrups Spacing shall not exceed 368 mmOK

mm2/mm/leg

Provide Min shear reinforcement if Vu > 0.5ФVc

Av min mm2

mm2/mm/leg

Min Torsion shear Reinf to be provided if Tu > ФTcr/4

Av+2At mm2

mm2/mm/leg

Non-Combatibility Combatibility

Made Date Sheet

AA/AFR 18-Apr-23 3Check Date Rev.

HMM 18-Apr-23 0

PROJECT TITLE: DAMAC

LOCATION: RIYADH

DESIGN FOR SHEAR & TORSION (FORCES FROM ETABS ANALYSIS)

13- Calculating Longitudinal torsion reinforcement

= 0

= 3105Torsion Reinf Not Required

At/s = 0.38 > 0.00consider Min At/s

Total longitudinal Bar = 0 T 20Note : Longitudinal reinforcement due to torsion should be distributed around the perimeter of outer stirrups

14- Longitudinal reinforcement due to Moment

Area of Longitudinal Reinforcment = 12529required (As)

15-Minimum Longitudinal Reinforcement

As, min = 2329.456

Total longitudinal Bars = 40 T 20

16- Minimum Side Face Reinforcement

Min Area of Longitudinal Side face Reinf = 573.7073

= 50 mm

fs = 280

Max Spacing of Side face Reinf (S) = 255 mmOk

Al mm2

Al,min mm2

mm2

mm2

mm2

Cc(Clear Cover to Side face Reinf)

N/mm2