Scribd
Upload
63 views3 pages

Tepo Sole Co., LTD: 1. General Information

The document provides design details for a reinforced concrete member with a 300x300mm cross section that is 1.3m long. It summarizes the material properties, loads, reinforcement details, and structural checks performed to verify the design. The member was designed according to ACI 318-08 and can resist an axial load of 651kN and bending moment of 142kNm according to the strength reduction factors and design checks outlined in the document.

Uploaded by

Alpha Scimath
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
63 views3 pages

Tepo Sole Co., LTD: 1. General Information

The document provides design details for a reinforced concrete member with a 300x300mm cross section that is 1.3m long. It summarizes the material properties, loads, reinforcement details, and structural checks performed to verify the design. The member was designed according to ACI 318-08 and can resist an axial load of 651kN and bending moment of 142kNm according to the strength reduction factors and design checks outlined in the document.

Uploaded by

Alpha Scimath
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as PDF, TXT or read online on Scribd
You are on page 1/ 3

http://tepo.

la
TEPO SOLE CO., LTD 020 22300188

MEMBER NAME : C01

1. General Information
(1) Design Code : ACI318-08M
(2) Unit System : N, mm

2. Material
(1) F'c : 29.42MPa

(2) Fy : 392MPa
(3) Fys : 392MPa

3. Section

300
(1) Section Size : 300 x 300mm

(2) Lx : 1.300m

(3) Ly : 1.300m
(4) Kx : 1.000
(5) Ky : 1.000
(6) Splicing Limit : 50%
30

4. Forces
(1) Pu : 537kN

(2) Mux : -116kN.m 300


(3) Muy : 0.000kN.m
(4) Vux : -281kN
(5) Vuy : 0.000kN
(6) Pux : 0.000kN
(7) Puy : 0.000kN

5. Factors
(1) Cmx : 0.850
(2) Cmy : 0.850

(3) βdns : 0.600

6. Rebar
(1) Main Bar
Layer-1 : 12-4-P20(P20) (Cc = 30.00mm, As = 3,770mm^2)

Layer-2 :-
Layer-3 :-
Layer-4 :-
As.total : 3,770mm^2
(2) Hoop Bar
End : P10@150

Middle : P10@150
(3) Tie Bar
Apply Tie Bar to Shear Check : Yes
Tie Bar : P10 ( Fy = 392MPa )

7. Check Slenderness Ratio


(1) Calculate radii of gyration

rx = 0.3D = 90.00mm
ry = 0.3B = 90.00mm

(2) Calculate slenderness ratio


M1x
= 0.625
M2x
M1y
= 0.625
M2y
kx lux M1x
= 14.44 < 34 - 12 = 26.50 -> Not Slender
rx M2x
ky luy M1y
= 14.44 < 34 - 12 = 26.50 -> Not Slender
ry M2y

8. Check Magnified Moment


(1) Calculate moment magnification factor
δns.x = 1.000
2018-08-14 1
http://tepo.la
TEPO SOLE CO., LTD 020 22300188

MEMBER NAME : C01

δns.y = 1.000

9. Check Minimum Moment


(1) Calculate minimum eccentricity
emin.x = 15 + 0.03D = 24.00mm
emin.y = 15 + 0.03B = 24.00mm
(2) Calculate minimum moment

Mmin.x = Pu emin.x = 12.89kN.m


Mmin.y = Pu emin.y = 12.89kN.m

10. Check Design Moment


(1) Calculate design moment
Mc.x = Mux = -116kN.m

Mc.y = Muy = 0.000kN.m

Mc = 116kN.m

11. Check Design Parameter


(1) Calculate rebar ratio
Ag = 90,000mm^2, Ast = 3,770mm^2
ρmin = 0.0100, ρmax = 0.0800, ρ = 0.0419

ρmin < ρ < ρmax -> O.K

(2) Calculate eccentricity


ex = Mc.y / Pu = 0.000mm
ey = Mc.x / Pu = 215mm
e = Mc / Pu = 215mm
Rotation angle of neutral axis = 0.000°
(3) Calculate concentric axial load capacity
P0 = 0.85f'c ( Ag - Ast ) + fy Ast = 3,635kN

P0.max = 0.80P0 = 2,908kN


Pt = fy Ast = -1,479kN

12. Check Moment Capacity


(1) Calculate capacity of compression stress block
β1 = 0.840

c = 163mm, a = β1 ㆍ c = 137mm
Acom = 41,145mm^2
ccx = 0.000mm, ccy = 81.42mm
Cc = 0.85 ㆍ f'c ㆍ Acom = 1,029kN
Mnx = Cc ㆍ ccx = 83.78kN.m

Mny = Cc ㆍ ccy = 0.000kN.m


(2) Calculate capacity of rebar

ds fs As Fs dy Mnx dx Mny
i εs
(mm) (MPa) (mm^2) (kN) (mm) (kN) (mm) (kN)

1 270 -0.001961 -392 314 -123 -120 14.79 -120 14.79

2 190 -0.000491 -98.26 314 -30.87 -40.00 1.235 -120 3.704

3 110 0.000979 196 314 61.49 40.00 2.460 -120 -7.379

4 30.00 0.002449 392 314 123 120 14.79 -120 -14.79

5 30.00 0.002449 392 314 123 120 14.79 -40.00 -4.929

6 30.00 0.002449 392 314 123 120 14.79 40.00 4.929

7 30.00 0.002449 392 314 123 120 14.79 120 14.79

8 110 0.000979 196 314 61.49 40.00 2.460 120 7.379

9 190 -0.000491 -98.26 314 -30.87 -40.00 1.235 120 -3.704

10 270 -0.001961 -392 314 -123 -120 14.79 120 -14.79

11 270 -0.001961 -392 314 -123 -120 14.79 40.00 -4.929

12 270 -0.001961 -392 314 -123 -120 14.79 -40.00 4.929

2018-08-14 2
http://tepo.la
TEPO SOLE CO., LTD 020 22300188

MEMBER NAME : C01

∑Fs = 61.25kN
∑Mnx = 126kN.m
∑Mny = 0.000kN.m
(3) Calculate nominal capacity for neutral axis

Pb = Cc + Ps = 1,090kN
Mnx = Mnx.conc + Mnx.bar = 209kN.m

Mny = Mny.conc + Mny.bar = 0.000kN.m


Mn = Mnx 2 + Mny 2 = 209kN.m
(4) Calculate strength reduction factor
εt.min = 0.0020, εt.max = 0.0050

εt = 0.002365

ø = 0.680
(5) Calculate axial load and moment capacities
øPn = 651kN
øMnx = 142kN.m

øMny = 0.000kN.m

øMn = 142kN.m
Mux / øMnx = 0.814 < 1.000 -> O.K
Muy / øMny = 0.000 < 1.000 -> O.K
Pu / øPn = 0.825 < 1.000 -> O.K

Mc / øMn = 0.814 < 1.000 -> O.K

P (kN)
3750
θ=0.00˚

N.A=0.00˚

3225

2700

2175

1890

1650

1125 eb=163.26mm

(651,142)
600
(537,116)

0 75 M (kN.m)

-450

-975

-1500
0
100

125

150

175

200

225

250
25

50

75

13. Check Shear Capacity


(1) Calculate maximum space
ø = 0.750

Smax = min(16DMainBar , 48DStirrup , B, D) = 300mm


(2) Calculate shear strength (Direction X)

s = 0.00100mm < smax = 300mm -> O.K


øVc = ø0.17 f'c bw d = 56.02kN
Av fyt d
øVs = ø = 125kN
s
øVn = øVc + øVs = 181kN

Vu / øVn = 1.555 -> N.G

2018-08-14 3

You might also like