Ctn A2-a4-ot
This document was uploaded by user and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this DMCA report form. Report DMCA
Overview
Download & View Ctn A2-a4-ot as PDF for free.
More details
- Words: 2,013
- Pages: 20
2.00
0.00
-2.00
-4.00
-6.00
-8.00
-10.00
-12.00
-14.00
-16.00
-18.00
-20.00 -220 -200 -180 -160 -140 -120 -100
-80
Column B
-60
-40
Column B
-20
0
Column B
20
40
60
80
100
120
CA TRE NHO BRIDGE PRESSURE CALCULATION
No. 1 2 3 4 5 6 7 8 9 10 11 8 9 10 11 No. 1 2 3 4 5 6 7 8 9 10 11 8 9 10 11
Level Description (ND) 1.60 Fill 1.39 Water Level 1.39 Land side 1.00 Strut 1 0.60 Fill 0.60 Soft Clay 1 0.00 W.L Excav. 0.00 side 1ststep -1.60 -3.03 2nd step -3.03 -5.50 -7.00 Soft Clay 1 -7.00 Soft Clay 2 -14.5 SP tip
H (m) 0.00 0.21 0.21 0.60 1.00 1.00 1.60 1.60 3.20 4.63 4.63 7.10 8.60 8.60 16.10
Level Description (ND) 1.60 Fill 1.39 Water Level 1.39 Land side 1.00 Strut 1 0.60 Fill 0.60 Soft Clay 1 0.00 W.L Excav. side 0.00 1ststep -1.60 3rd step -3.03 2nd step -3.03 -5.50 -7.00 Soft Clay 1 -7.00 Soft Clay 2 -14.5 SP tip
H (m) 0.00 0.21 0.21 0.60 1.00 1.00 1.60 1.60 3.20 4.63 4.63 7.10 8.60 8.60 16.10
Soil properties Density (kN/m3) Friction Wall Moist Sub. ang.(deg) F.A.(deg) 18.00 10.00 28.00 9.33
18.00 15.00
15.00 15.00 15.00 Ka 0.334 0.334 0.334 0.334 0.334
10.00 5.00
28.00 0.00
5.00 5.00 5.00 Pa (kN/m) 3.34 4.61 4.61 5.91 7.25 5.42 6.17 6.17 8.17 11.83 11.83 24.18 31.68 14.92 41.18
9.33
0.00 0.00 0.00 Kp
Cohen. Surchar. C (kPa) (kN/m) 0.00 10.00 10.00 10.00 10.00 10.00 0.00 14.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 14.00 10.00 28.00 10.00 28.00 10.00
Pp (kN/m) 1st step
28.00 36.00 43.15 43.15 55.50 63.00 91.00 128.50
2nd step
28.00 40.36 47.86 75.86 113.36
Σγ'H + Surcharge (kN/m) Land 1st step 2nd step 3rd step 4&5th step 10.00 13.78 13.78 17.68 21.68 21.68 24.68 24.68 0.00 32.68 8.00 39.83 15.15 39.83 15.15 0.00 52.18 27.50 12.36 59.68 35.00 19.86 59.68 35.00 19.86 97.18 72.50 57.36 ΣPa (kN/m) 1st step 2nd step 3rd step 4&5th step 3.34 3.34 4.61 4.61 4.61 4.61 9.81 9.81 15.15 15.15 13.32 13.32 20.07 20.07 20.07 20.07 38.07 38.07 56.02 56.02 56.02 56.02 93.08 93.08 115.58 115.58 98.82 98.82 200.08 200.08
Water pressure (kN/m) 1st step 2nd step Land Excav. Land Excav.
0.00 3.90 7.90 7.90 13.90 13.90 29.90 44.19 44.19 68.90 83.90 83.90 158.90
0.00 17.53 33.19 33.19 60.27 76.71 76.71 158.90
ΣPp (kN/m) 1st step
28.00 53.53 76.34 76.34 115.77 139.71 167.71 287.40
2nd step
28.00 74.58 102.86 130.86 272.26
0.00 3.90 7.90 7.90 13.90 13.90 29.90 44.19 44.19 68.90 83.90 83.90 158.90
0.00 34.23 55.01 55.01 158.90 ΣP (kN/m) 1st step 3.34 4.61 4.61 9.81 15.15 13.32 20.07 -7.93 -15.46 -20.32 -20.32 -22.69 -24.13 -68.89 -87.32
1st STEP Passive
Active
1.00
-1.00
-3.00
-5.00 Column Column Column Column Column Column
-7.00
-9.00
Q Q Q Q Q Q
-11.00
-13.00
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260 3
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260
2nd STEP Passive
Active
1.00
-1.00
-3.00
-5.00 Column Column Column Column Column Column
-7.00
Q Q Q Q Q Q
-9.00
-11.00
-13.00
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260
4
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260
3rd STEP Passive
Active
1.00
-1.00
-3.00
-5.00
-7.00
Column Column Column Column Column Column
Q Q Q Q Q Q
-9.00
-11.00
-13.00 5 -15.00
-13.00
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260
6
CA TRE NHO BRIDGE WALL CALCULATION Wall properties & Excavation data: Sheet pile type: OT-22 Modulus of elasticity: E(kPa) = General dimensions (mm): Width: 610 Height: 260 Thickness: α = 0.45 Section modulus Coefficient of efficiency for: Moment of inertia βZ(cm3) = Section properties per wall width: A(cm2) = 114.3 αI(cm4) = 23541.75 htop (m) = Sheet pile top level: LSP (m) = Sheet pile length: h1st (m) = Excavation level: 1st Step h (m) = 2nd Step 2nd h3rd (m) = 3rd Step h (m) = Strut & bracing level: Strut 1 ST1 1st Step: Cantilever retaining wall Total Pressure (kN) hO (m) = Point O at: 0.00 F1 (kN) = Active equivalent force: 18.66 0.00 Z (m) = at: 0.62 1 Passive equivalent force F2 are calculated from the
2.0E+08 10 β = 0.6 1320 2.00 16.27 0.00 -3.03 -1.60 1.00
-5.00
equilibrium moments at the assumed fixity of the wall: Point C at: hC (m) = -3.31 F (kN) = and -49.96 -10.00 2 Z (m) = at: -1.84 2 Required embedded length D (m): 3.31 -15.00 Design embedded depth of sheet pile: 1.2D (m) = 3.97 hT (m) = -3.97 -20.00 LSP (m) = -160 Sheet pile length: 5.97 Detailed calculation: F1 Arm01 Level Total pressure 1.60 1.39 1.39 1.00 0.60 0.60 0.00 0.00 -1.60 -3.03 -3.03 -5.50 -7.00 -7.00 -14.50
3.34 4.61 4.61 9.81 15.15 13.32 20.07 -7.93 -15.46 -20.32 -20.32 -22.69 -24.13 -68.89 -87.32 At level (m): Total:
-120
M01
-80
F2
0.8 0.0 2.8 5.0 0.0 10.0 0.0
1.5 1.4 1.2 0.8 0.6 0.3 0.0
1.2 0.0 3.4 4.0 0.0 3.0 0.0
0.00 18.7
p= 0.6
0.0 11.6
-40
Arm02
0
40
M02
0.0 -18.7 -25.6 0.0 -5.7
0.0 -0.8 -2.3 -3.0 -3.2
0.0 15.0 59.2 0.0 18.0
-3.31 -50.0
p= -1.8
-20.6 92.1
= FOS of overturning (about C): FOS = F2x(Z2-hC)/{F1x(Z1-hC)} 1.00 Mmax (kN.m) = Maximum bending moment of wall - about O: 11.61 Qmax (kN) = Maximum shear force - at O 18.66 Dmax (mm) = Maximum deflection - at the top of wall : 0.1 Active ba (m) = Cantilever length (m): 2.00 Load position (m): 0.62 2nd Step: retaining wall with 1 level of bracing hO (m) = Point O at: -7.00 Total Pressure (kN) F1 (kN) = Active equivalent force: 209.62 at: Z1 (m) = -2.75 0.00
7 -5.00
Total Pressure (kN) 0.00
Free-earth Support Method: Strut force is achieved by taking the equilibrium T + F1 + F2 = 0 lateral forces: =>
T (kN) =
-123.46
-5.00
where: Equivalent passive force F2 are calculated by taking the equilibrium moments about strut point 1. hC (m) = Point C: at F2 (kN) = and at: Z2 (m) = Required embedded length: D (m) = Design embedded depth of sheet pile: 1.2D (m) = hT (m) = and LSP (m) = Sheet pile length: Detailed calculation: Level Total pressure 1.60 3.34 1.39 4.61 1.39 4.61 1.00 9.81 0.60 15.15 0.60 13.32 0.00 20.07 0.00 20.07 -1.60 38.07 -3.03 56.02 -3.03 28.02 -5.50 18.50 -7.00 12.72 -7.00 -32.04 -14.50 -72.18 At level (m): Total: FOS of overturning (about strut 1): Pressure table Level Total pres. 1.00 9.81 0.60 15.15 0.60 13.32 0.00 20.07 0.00 20.07 -1.60 38.07 -3.03 56.02 -3.03 28.02 -5.50 18.50 -7.00 12.72
-9.26 -86.16 -8.13 6.23
-10.00
-15.00
7.48 -10.51 12.51
-20.00 -240
F1
Arm01
5.0 0.0 10.0 0.0 46.5 67.2 0.0 57.5 23.4 0.0
-7.0 209.6
0.8 0.6 0.3 0.0 -0.8 -2.3 -3.0 -4.3 -6.3 -7.0
-160
M01
4.0 0.0 3.0 0.0 -37.2 -155.6 0.0 -245.1 -146.3 0.0
-80
F2
0
Arm02
0.00 -86.16
p= 0.0 -9.3 -2.8 -577.2 -86.2 FOS = F2x(hST1 - Z2)/{F1x(hST1 - Z1)}
80
M02
-7.00 -8.13
0.00 700.55
p= -8.1 =
-44.1 700.5 1.00
Assumptions: - Wall is considered as simple beam supported at Strut 1 and point O. - Pressure is simplified as a uniform load and two linearly varying loads. from to Span length: 8.00 m 1.00 -7.00 Mmax (kN.m) = Dmax (mm) = QST (kN) = QO (kN) =
Maximum bending moment of wall: Maximum deflection: Maximum shear force could be: At strut 1: At O: =>
Qmax (kN) =
252.50 60.0 -123.46 -86.16 -123.46
8
Flexural stress: #REF! 1320 Compression stress 0.00 300000
#REF! 0
Check of wall stress : Type :OT-22 (without welding) Mmax Z Stress (kN.m) 252.50
(cm3) 1320
Allowable Stress (N/mm2) (N/mm2) 191.29
269.5
Items Property Properties Modulus of elasticity Minimum specified tensile strength Pitch Responsible length for Axial force Forces Prop Reaction Thermal Load Unbraced Length (for Comp., vertical) Unbraced Unbraced Length (for Comp., hor.) Length Unbraced Length (for Bendingf) Section Forces
Bending Moment (waler = qs2/10) Axial Force (waler = Lq+Nt , strut = qs+Nt)
Es Fy
Mpa Mpa m m kN/m kN mm mm mm
s L q Nt Lx Ly Lb Mx
1st Propping Waler Strut H-400×400×13×21 H-300×300×10×15 2.00E+05 2.00E+05 400.00 400.00 (1) 5.000 (4) 7.200 (2) 4.000 ---123.5 123.5 150.0 150.0 (3) 5000.0 (5) 6950.0 (3) 5000.0 (10) 4550.0 (3) 5000.0 (5) 6950.0 308.7 643.8 308.7 21870.0
0.0 1038.9 0.0 11980.0
w b t D tw
mm2 kg/m mm mm mm mm
4654.0 171.7 400.0 21.0 358.0 13.0
2700.0 94.0 300.0 15.0 270.0 10.0
Ix
mm4
666000000
204000000
Iy rx ry
mm4 mm mm
224000000 174.51 101.20
67500000 130.49 75.06
Section Modulus (Strong Axis)
Sxc
mm3
3330000
1360000
Section Modulus (Weak Axis)
Syc
mm3
1120000
450000
Inertia Moment of comp. flange (ver. axis)
Iyc
mm
4
112000000
33750000
Inertia Moment of comp. flange (hor. axis) Compression
Ixc fa fbx fby Cmx Cmy
mm4 Mpa Mpa Mpa
t K KLx/rx KLy/ry KLb/b
Mpa
301954800 29.44 92.7 0.0 0.85 0.85 66.3 2.0 57.30 98.81 25.00 120.00 99.35 95.4 1.0 2731775.3 220.0 220.0 283.5 95.4 132.0 0.708 0.577 66.32
91462500 86.72 0.0 0.0 1.00 1.00 0.0 1.0 53.26 60.62 23.17 120.00 99.35 153.6 1.0 765000.0 166.3 220.0 328.2 253.4 132.0 0.565 0.459 0.00
Shear Force (waler = qs/2) Area
Section Inertia Moment (Strong Axis) Properties Inertia Moment (Weak Axis) Radius of Gyration (Strong Axis) Radius of Gyration (Weak Axis)
Flexure Stresses Interaction Coefficient Shear
Slenderness Ratio
Compression
Flexure
Euler Buckling Shear Checking
Unit
kNm kN kN mm2
Web Area Unit Mass Flange Width Flange Thickness Web Height Web Thickness
Allowable Stresses
Symbol
Flexural / Compressive Stress Shear
N S A Aw
Limit Cc Fa Cb J Fbx Fby F'ex F'ey Fv (1) (2)
Mpa mm3 Mpa Mpa Mpa Mpa Mpa
Items
Unit
Es Fy s L q Nt Lx Ly Lb
Mpa Mpa m m kN/m kN mm mm mm
Mx
kNm
49.4
N S A Aw
kN kN mm2
458.7 123.5 21870.0
w b t D tw
mm2 kg/m mm mm mm mm
4654.0 171.7 400.0 21.0 358.0 13.0
Ix
mm4
666000000
Iy rx ry
4
mm mm mm
224000000 174.51 101.20
Section Modulus (Strong Axis) Section Modulus (Weak Axis)
Sxc Syc
mm3 mm3
3330000 1120000
Inertia Moment of comp. flange (ver. axis)
Iyc
mm4
112000000
Inertia Moment of comp. flange (hor. axis) Compression
Ixc fa fbx fby Cmx Cmy
mm4 Mpa Mpa Mpa
t K KLx/rx KLy/ry KLb/b
Mpa
301954800 20.97 14.8 0.0 0.85 0.85 26.5 2.0 22.92 39.52 10.00 120.00 99.35 173.7 1.0 2731775.3 220.0 220.0 1772.1 596.0 132.0 0.179 0.178 26.53
Property Properties Modulus of elasticity Minimum specified tensile strength Pitch Responsible length for Axial force Forces Prop Reaction Thermal Load Unbraced Length (for Comp., vertical) Unbraced Unbraced Length (for Comp., hor.) Length Unbraced Length (for Bendingf) Section Forces
Bending Moment (waler = qs2/10) Axial Force (waler=Lq+Nt , brace=qs*sin45o+Nt) Shear Force (waler = qs/2) Area Web Area Unit Mass Flange Width Flange Thickness Web Height Web Thickness
Section Inertia Moment (Strong Axis) Properties Inertia Moment (Weak Axis) Radius of Gyration (Strong Axis) Radius of Gyration (Weak Axis)
Flexure Stresses Interaction Coefficient Shear
Slenderness Ratio
Compression Allowable Stresses
Flexure
Euler Buckling Shear Checking
1st Bracing
Symbol
Flexural / Compressive Stress Shear
Limit Cc Fa Cb J Fbx Fby F'ex F'ey Fv (1) (2)
Mpa mm3 Mpa Mpa Mpa Mpa Mpa
Waler H-400×400×13×21 2.00E+05 400.00 (6) 2.000 (11) 2.500 123.5 150.0 (7) 2000.0 (7) 2000.0 (7) 2000.0
1st Bracing Brace H-300×300×10×15 2.00E+05 400.00 (8) 2.300 ---123.5 150.0 (9) 4200.0 (9) 4200.0 (9) 4200.0 0.0 350.8 0.0 11980.0 2700.0 94.0 300.0 15.0 270.0 10.0 204000000 67500000 130.49 75.06 1360000 450000 33750000 91462500 29.28 0.0 0.0 1.00 1.00 0.0 1.0 32.19 55.95 14.00 120.00 99.35 158.8 1.0 765000.0 220.0 220.0 898.8 297.4 132.0 0.184 0.155 0.00
0.00
-2.00
-4.00
-6.00
-8.00
-10.00
-12.00
-14.00
-16.00
-18.00
-20.00 -220 -200 -180 -160 -140 -120 -100
-80
Column B
-60
-40
Column B
-20
0
Column B
20
40
60
80
100
120
CA TRE NHO BRIDGE PRESSURE CALCULATION
No. 1 2 3 4 5 6 7 8 9 10 11 8 9 10 11 No. 1 2 3 4 5 6 7 8 9 10 11 8 9 10 11
Level Description (ND) 1.60 Fill 1.39 Water Level 1.39 Land side 1.00 Strut 1 0.60 Fill 0.60 Soft Clay 1 0.00 W.L Excav. 0.00 side 1ststep -1.60 -3.03 2nd step -3.03 -5.50 -7.00 Soft Clay 1 -7.00 Soft Clay 2 -14.5 SP tip
H (m) 0.00 0.21 0.21 0.60 1.00 1.00 1.60 1.60 3.20 4.63 4.63 7.10 8.60 8.60 16.10
Level Description (ND) 1.60 Fill 1.39 Water Level 1.39 Land side 1.00 Strut 1 0.60 Fill 0.60 Soft Clay 1 0.00 W.L Excav. side 0.00 1ststep -1.60 3rd step -3.03 2nd step -3.03 -5.50 -7.00 Soft Clay 1 -7.00 Soft Clay 2 -14.5 SP tip
H (m) 0.00 0.21 0.21 0.60 1.00 1.00 1.60 1.60 3.20 4.63 4.63 7.10 8.60 8.60 16.10
Soil properties Density (kN/m3) Friction Wall Moist Sub. ang.(deg) F.A.(deg) 18.00 10.00 28.00 9.33
18.00 15.00
15.00 15.00 15.00 Ka 0.334 0.334 0.334 0.334 0.334
10.00 5.00
28.00 0.00
5.00 5.00 5.00 Pa (kN/m) 3.34 4.61 4.61 5.91 7.25 5.42 6.17 6.17 8.17 11.83 11.83 24.18 31.68 14.92 41.18
9.33
0.00 0.00 0.00 Kp
Cohen. Surchar. C (kPa) (kN/m) 0.00 10.00 10.00 10.00 10.00 10.00 0.00 14.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 14.00 10.00 28.00 10.00 28.00 10.00
Pp (kN/m) 1st step
28.00 36.00 43.15 43.15 55.50 63.00 91.00 128.50
2nd step
28.00 40.36 47.86 75.86 113.36
Σγ'H + Surcharge (kN/m) Land 1st step 2nd step 3rd step 4&5th step 10.00 13.78 13.78 17.68 21.68 21.68 24.68 24.68 0.00 32.68 8.00 39.83 15.15 39.83 15.15 0.00 52.18 27.50 12.36 59.68 35.00 19.86 59.68 35.00 19.86 97.18 72.50 57.36 ΣPa (kN/m) 1st step 2nd step 3rd step 4&5th step 3.34 3.34 4.61 4.61 4.61 4.61 9.81 9.81 15.15 15.15 13.32 13.32 20.07 20.07 20.07 20.07 38.07 38.07 56.02 56.02 56.02 56.02 93.08 93.08 115.58 115.58 98.82 98.82 200.08 200.08
Water pressure (kN/m) 1st step 2nd step Land Excav. Land Excav.
0.00 3.90 7.90 7.90 13.90 13.90 29.90 44.19 44.19 68.90 83.90 83.90 158.90
0.00 17.53 33.19 33.19 60.27 76.71 76.71 158.90
ΣPp (kN/m) 1st step
28.00 53.53 76.34 76.34 115.77 139.71 167.71 287.40
2nd step
28.00 74.58 102.86 130.86 272.26
0.00 3.90 7.90 7.90 13.90 13.90 29.90 44.19 44.19 68.90 83.90 83.90 158.90
0.00 34.23 55.01 55.01 158.90 ΣP (kN/m) 1st step 3.34 4.61 4.61 9.81 15.15 13.32 20.07 -7.93 -15.46 -20.32 -20.32 -22.69 -24.13 -68.89 -87.32
1st STEP Passive
Active
1.00
-1.00
-3.00
-5.00 Column Column Column Column Column Column
-7.00
-9.00
Q Q Q Q Q Q
-11.00
-13.00
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260 3
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260
2nd STEP Passive
Active
1.00
-1.00
-3.00
-5.00 Column Column Column Column Column Column
-7.00
Q Q Q Q Q Q
-9.00
-11.00
-13.00
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260
4
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260
3rd STEP Passive
Active
1.00
-1.00
-3.00
-5.00
-7.00
Column Column Column Column Column Column
Q Q Q Q Q Q
-9.00
-11.00
-13.00 5 -15.00
-13.00
-15.00 -400
-340
-280
-220
-160
-100
-40
20
80
140
200
260
6
CA TRE NHO BRIDGE WALL CALCULATION Wall properties & Excavation data: Sheet pile type: OT-22 Modulus of elasticity: E(kPa) = General dimensions (mm): Width: 610 Height: 260 Thickness: α = 0.45 Section modulus Coefficient of efficiency for: Moment of inertia βZ(cm3) = Section properties per wall width: A(cm2) = 114.3 αI(cm4) = 23541.75 htop (m) = Sheet pile top level: LSP (m) = Sheet pile length: h1st (m) = Excavation level: 1st Step h (m) = 2nd Step 2nd h3rd (m) = 3rd Step h (m) = Strut & bracing level: Strut 1 ST1 1st Step: Cantilever retaining wall Total Pressure (kN) hO (m) = Point O at: 0.00 F1 (kN) = Active equivalent force: 18.66 0.00 Z (m) = at: 0.62 1 Passive equivalent force F2 are calculated from the
2.0E+08 10 β = 0.6 1320 2.00 16.27 0.00 -3.03 -1.60 1.00
-5.00
equilibrium moments at the assumed fixity of the wall: Point C at: hC (m) = -3.31 F (kN) = and -49.96 -10.00 2 Z (m) = at: -1.84 2 Required embedded length D (m): 3.31 -15.00 Design embedded depth of sheet pile: 1.2D (m) = 3.97 hT (m) = -3.97 -20.00 LSP (m) = -160 Sheet pile length: 5.97 Detailed calculation: F1 Arm01 Level Total pressure 1.60 1.39 1.39 1.00 0.60 0.60 0.00 0.00 -1.60 -3.03 -3.03 -5.50 -7.00 -7.00 -14.50
3.34 4.61 4.61 9.81 15.15 13.32 20.07 -7.93 -15.46 -20.32 -20.32 -22.69 -24.13 -68.89 -87.32 At level (m): Total:
-120
M01
-80
F2
0.8 0.0 2.8 5.0 0.0 10.0 0.0
1.5 1.4 1.2 0.8 0.6 0.3 0.0
1.2 0.0 3.4 4.0 0.0 3.0 0.0
0.00 18.7
p= 0.6
0.0 11.6
-40
Arm02
0
40
M02
0.0 -18.7 -25.6 0.0 -5.7
0.0 -0.8 -2.3 -3.0 -3.2
0.0 15.0 59.2 0.0 18.0
-3.31 -50.0
p= -1.8
-20.6 92.1
= FOS of overturning (about C): FOS = F2x(Z2-hC)/{F1x(Z1-hC)} 1.00 Mmax (kN.m) = Maximum bending moment of wall - about O: 11.61 Qmax (kN) = Maximum shear force - at O 18.66 Dmax (mm) = Maximum deflection - at the top of wall : 0.1 Active ba (m) = Cantilever length (m): 2.00 Load position (m): 0.62 2nd Step: retaining wall with 1 level of bracing hO (m) = Point O at: -7.00 Total Pressure (kN) F1 (kN) = Active equivalent force: 209.62 at: Z1 (m) = -2.75 0.00
7 -5.00
Total Pressure (kN) 0.00
Free-earth Support Method: Strut force is achieved by taking the equilibrium T + F1 + F2 = 0 lateral forces: =>
T (kN) =
-123.46
-5.00
where: Equivalent passive force F2 are calculated by taking the equilibrium moments about strut point 1. hC (m) = Point C: at F2 (kN) = and at: Z2 (m) = Required embedded length: D (m) = Design embedded depth of sheet pile: 1.2D (m) = hT (m) = and LSP (m) = Sheet pile length: Detailed calculation: Level Total pressure 1.60 3.34 1.39 4.61 1.39 4.61 1.00 9.81 0.60 15.15 0.60 13.32 0.00 20.07 0.00 20.07 -1.60 38.07 -3.03 56.02 -3.03 28.02 -5.50 18.50 -7.00 12.72 -7.00 -32.04 -14.50 -72.18 At level (m): Total: FOS of overturning (about strut 1): Pressure table Level Total pres. 1.00 9.81 0.60 15.15 0.60 13.32 0.00 20.07 0.00 20.07 -1.60 38.07 -3.03 56.02 -3.03 28.02 -5.50 18.50 -7.00 12.72
-9.26 -86.16 -8.13 6.23
-10.00
-15.00
7.48 -10.51 12.51
-20.00 -240
F1
Arm01
5.0 0.0 10.0 0.0 46.5 67.2 0.0 57.5 23.4 0.0
-7.0 209.6
0.8 0.6 0.3 0.0 -0.8 -2.3 -3.0 -4.3 -6.3 -7.0
-160
M01
4.0 0.0 3.0 0.0 -37.2 -155.6 0.0 -245.1 -146.3 0.0
-80
F2
0
Arm02
0.00 -86.16
p= 0.0 -9.3 -2.8 -577.2 -86.2 FOS = F2x(hST1 - Z2)/{F1x(hST1 - Z1)}
80
M02
-7.00 -8.13
0.00 700.55
p= -8.1 =
-44.1 700.5 1.00
Assumptions: - Wall is considered as simple beam supported at Strut 1 and point O. - Pressure is simplified as a uniform load and two linearly varying loads. from to Span length: 8.00 m 1.00 -7.00 Mmax (kN.m) = Dmax (mm) = QST (kN) = QO (kN) =
Maximum bending moment of wall: Maximum deflection: Maximum shear force could be: At strut 1: At O: =>
Qmax (kN) =
252.50 60.0 -123.46 -86.16 -123.46
8
Flexural stress: #REF! 1320 Compression stress 0.00 300000
#REF! 0
Check of wall stress : Type :OT-22 (without welding) Mmax Z Stress (kN.m) 252.50
(cm3) 1320
Allowable Stress (N/mm2) (N/mm2) 191.29
269.5
Items Property Properties Modulus of elasticity Minimum specified tensile strength Pitch Responsible length for Axial force Forces Prop Reaction Thermal Load Unbraced Length (for Comp., vertical) Unbraced Unbraced Length (for Comp., hor.) Length Unbraced Length (for Bendingf) Section Forces
Bending Moment (waler = qs2/10) Axial Force (waler = Lq+Nt , strut = qs+Nt)
Es Fy
Mpa Mpa m m kN/m kN mm mm mm
s L q Nt Lx Ly Lb Mx
1st Propping Waler Strut H-400×400×13×21 H-300×300×10×15 2.00E+05 2.00E+05 400.00 400.00 (1) 5.000 (4) 7.200 (2) 4.000 ---123.5 123.5 150.0 150.0 (3) 5000.0 (5) 6950.0 (3) 5000.0 (10) 4550.0 (3) 5000.0 (5) 6950.0 308.7 643.8 308.7 21870.0
0.0 1038.9 0.0 11980.0
w b t D tw
mm2 kg/m mm mm mm mm
4654.0 171.7 400.0 21.0 358.0 13.0
2700.0 94.0 300.0 15.0 270.0 10.0
Ix
mm4
666000000
204000000
Iy rx ry
mm4 mm mm
224000000 174.51 101.20
67500000 130.49 75.06
Section Modulus (Strong Axis)
Sxc
mm3
3330000
1360000
Section Modulus (Weak Axis)
Syc
mm3
1120000
450000
Inertia Moment of comp. flange (ver. axis)
Iyc
mm
4
112000000
33750000
Inertia Moment of comp. flange (hor. axis) Compression
Ixc fa fbx fby Cmx Cmy
mm4 Mpa Mpa Mpa
t K KLx/rx KLy/ry KLb/b
Mpa
301954800 29.44 92.7 0.0 0.85 0.85 66.3 2.0 57.30 98.81 25.00 120.00 99.35 95.4 1.0 2731775.3 220.0 220.0 283.5 95.4 132.0 0.708 0.577 66.32
91462500 86.72 0.0 0.0 1.00 1.00 0.0 1.0 53.26 60.62 23.17 120.00 99.35 153.6 1.0 765000.0 166.3 220.0 328.2 253.4 132.0 0.565 0.459 0.00
Shear Force (waler = qs/2) Area
Section Inertia Moment (Strong Axis) Properties Inertia Moment (Weak Axis) Radius of Gyration (Strong Axis) Radius of Gyration (Weak Axis)
Flexure Stresses Interaction Coefficient Shear
Slenderness Ratio
Compression
Flexure
Euler Buckling Shear Checking
Unit
kNm kN kN mm2
Web Area Unit Mass Flange Width Flange Thickness Web Height Web Thickness
Allowable Stresses
Symbol
Flexural / Compressive Stress Shear
N S A Aw
Limit Cc Fa Cb J Fbx Fby F'ex F'ey Fv (1) (2)
Mpa mm3 Mpa Mpa Mpa Mpa Mpa
Items
Unit
Es Fy s L q Nt Lx Ly Lb
Mpa Mpa m m kN/m kN mm mm mm
Mx
kNm
49.4
N S A Aw
kN kN mm2
458.7 123.5 21870.0
w b t D tw
mm2 kg/m mm mm mm mm
4654.0 171.7 400.0 21.0 358.0 13.0
Ix
mm4
666000000
Iy rx ry
4
mm mm mm
224000000 174.51 101.20
Section Modulus (Strong Axis) Section Modulus (Weak Axis)
Sxc Syc
mm3 mm3
3330000 1120000
Inertia Moment of comp. flange (ver. axis)
Iyc
mm4
112000000
Inertia Moment of comp. flange (hor. axis) Compression
Ixc fa fbx fby Cmx Cmy
mm4 Mpa Mpa Mpa
t K KLx/rx KLy/ry KLb/b
Mpa
301954800 20.97 14.8 0.0 0.85 0.85 26.5 2.0 22.92 39.52 10.00 120.00 99.35 173.7 1.0 2731775.3 220.0 220.0 1772.1 596.0 132.0 0.179 0.178 26.53
Property Properties Modulus of elasticity Minimum specified tensile strength Pitch Responsible length for Axial force Forces Prop Reaction Thermal Load Unbraced Length (for Comp., vertical) Unbraced Unbraced Length (for Comp., hor.) Length Unbraced Length (for Bendingf) Section Forces
Bending Moment (waler = qs2/10) Axial Force (waler=Lq+Nt , brace=qs*sin45o+Nt) Shear Force (waler = qs/2) Area Web Area Unit Mass Flange Width Flange Thickness Web Height Web Thickness
Section Inertia Moment (Strong Axis) Properties Inertia Moment (Weak Axis) Radius of Gyration (Strong Axis) Radius of Gyration (Weak Axis)
Flexure Stresses Interaction Coefficient Shear
Slenderness Ratio
Compression Allowable Stresses
Flexure
Euler Buckling Shear Checking
1st Bracing
Symbol
Flexural / Compressive Stress Shear
Limit Cc Fa Cb J Fbx Fby F'ex F'ey Fv (1) (2)
Mpa mm3 Mpa Mpa Mpa Mpa Mpa
Waler H-400×400×13×21 2.00E+05 400.00 (6) 2.000 (11) 2.500 123.5 150.0 (7) 2000.0 (7) 2000.0 (7) 2000.0
1st Bracing Brace H-300×300×10×15 2.00E+05 400.00 (8) 2.300 ---123.5 150.0 (9) 4200.0 (9) 4200.0 (9) 4200.0 0.0 350.8 0.0 11980.0 2700.0 94.0 300.0 15.0 270.0 10.0 204000000 67500000 130.49 75.06 1360000 450000 33750000 91462500 29.28 0.0 0.0 1.00 1.00 0.0 1.0 32.19 55.95 14.00 120.00 99.35 158.8 1.0 765000.0 220.0 220.0 898.8 297.4 132.0 0.184 0.155 0.00
Related Documents
Ctn Comentado[1]
May 2020 0
Ctn A2-a4-ot
June 2020 0
Cnamts Statistiques 2008 Ctn Social
December 2019 0
What To Watch On Ctn
April 2020 3
Final Ctn Liver Cirrhosis Meal Plan.docx
June 2020 0