Project
J ob Ref. Ref.
The Pearl Pearl DAR DAR GR OUP
Q09077
Section
Sheet no./rev.
Medina Centrale Calc. by
Eng.IC
Date
Chk'd by
09-Nov-07
1 Date
App'd by
Date
Dr.AE
Flanged Flanged s ection d etails etails
Section width;
b = 350 mm
Section depth;
h = 850 mm
Maximum flange width;
bf = 1775 mm
F lange depth; depth;
hf = 200 mm
Concrete details
Compressive strength of concrete;
f'c =40 N/mm2
Modulus of elasticity of concrete; concrete;
E = 32727 N/mm2
Reinforcement Reinforcement details
Yield Yield str strengt ength h of rein reinfo forc rcem emen entt;
f y =415 N/mm2
Nominal cover to r einforcement
Cover to top reinforcement;
cnom_t = 35 mm
Cover to bottom bottom reinforcement;
cnom_b =40 mm
Cover to side reinforcement;
cnom_s = 35 mm
Multiple layers of bottom reinfor cement
Reinforcement provided - layer 1;
6 No. 9 bars
Area of reinforcement provided - layer 1;
As_L1 =3868 mm2
Depth to layer 1;
dL1 =786 mm
Reinforcement provided - layer 2;
6 No. 8 bars
Area of reinforcement provided - layer 2;
As_L2 =3040 mm2
Depth to layer 2;
dL2 =759 mm
Total Total area area of rein reinfo forc rcem emen entt; Centroid of reinforcement;
As,prov =As_L1 +As_L2 =6909 mm2 dbot bot =(As_L1 dL1 +As_L2 dL2) / As,prov = 774 mm
Flanged section in flexure (Chapter 10) - Positive midspan moment
F actored bending moment moment at section;
Mu =1805.1 kNm
Depth to tension reinforcement;
d =getvar("dbot bot", h - 50mm) = 774 mm
Effective flange width;
beff eff =min(bf , 16 hf +b, Ls1 / 4) = 1775 mm
Tensi Tension on rein reinfforce orcem ment ent prov rovided ided;;
6 29 bars +6 25 bars
Area of tension reinforcement provided;
As,prov =6909 mm2
Minimum area of reinforcement (exp.10-3);
As,min =max(3 psi (f' (f'c / 1 psi), 200 psi) b d / f y =1029 mm2
Stress block depth factor (cl.10.2.7.3);
(f'c - 4 ksi) / 1 ksi, 0.65), 0.85) = 0.76 1 =min(max(0.85 - 0.05 (f'
Project
J ob Ref.
The Pearl DAR GR OUP
Q09077
Section
Sheet no./rev.
Medina Centrale Calc. by
Date
Eng.IC
2
Chk'd by
09-Nov-07
Date
App'd by
Date
Dr.AE
Depth of equivalent rectangular stress block;
a =A s,prov f y / (0.85 f'c beff ) = 48 mm
Depth to neutral axis;
c =a / 1 =63 mm
Net tensile strain in extreme tension fibers;
t =0.003 (d - c) / c = 0.03415 Net tensile strain in t ension control led zone
Strength reduction factor (cl.9.3.2); Equivalent area of compression reinforcement; Nominal moment strength; Required nominal moment strength;
f =min(max(0.65 +(t - 0.002) (250 / 3), 0.65), 0.9) = 0.90 Asf =0.85 f'c (beff - b) hf / f y =23349 mm2 Mn =As,prov f y (d - a / 2) = 2151.7 kNm Mu / f =2005.7 kNm
PASS - Nominal moment s trength exceeds required nominal moment s trength Rectangular section in shear (Chapter 11)
Design shear force ;
Vu =596.7 kN
Concrete weight modification factor;
Shear reinforcement provided;
=1.00 Vc = 2 psi (f'c / 1 psi) b d =284.6 kN Vs =max(Vu / s - Vc, 0 kips) = 511.0 kN Vs,max =8 psi (f'c / 1 psi) b d =1138.5 kN Asv,req =Vs / [min(f y, 60000 psi) d] = 1595 mm2/m 4 No.6 legs at 5.906 in c/c
Area of shear reinforcement provided;
Asv,prov =1900.153 mm2/m
Nominal concrete shear strength (exp.11-3); Nominal reinforcement shear strength (exp.11-2); Maximum reinforcement shear strength; Area of shear reinforcement required (exp.11-15);
Minimum area of shear reinforcement (exp.11-13); Asv,min =max(50 psi, 0.75 psi (f'c / 1 psi)) b / min(f y, 60000 psi) Asv,min =333.234 mm2/m Maximum longitudinal spacing (cl.11.5.5);
;
svl,max =d / 2 = 387 mm
