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Beam Design for Moment, Shear
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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
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