BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM

BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.BẢNG TÍNH MỐ CẦU BẰNG TIẾNG ANH. MR KHIÊM.EXCEL ĐÀY ĐỦ CHÍNH XÁC ÁP DỤNG CHO CAO LÃNH VÀM CỐNG.

Trang 1

1.2 Input data :

1.2.1 Dimension abutment

Trang 2

1.2.2 Superstructure:

1.2.2.1 General dimension:

4 - Girder

5 - Deck slab

7 - Width of pedestrian

8 - Parapet and railling

1.2.2.2 Live load

1.2.3 Density and factors :

Iterm

1

2

Design Truck

Design Tandem

HL-93

Trang 3

1.3 Loads

1.3.1 Superstructure:

1.3.1.1 Dead load :

Dead load of structural components - DC1

1 - Deck slab =0.5 x (Length x width x Thickness) x 24.5 KN 1760.91

Dead load of surface and utilities - DW

2 - Parapet

4 - Surface =0.5 x (Width x length x thickness) x 22.05 KN 598.49

1.3.1.2 Live load :

3 Design lane load

- Distance from CL of bearing to CL of Abut eg = -0.20 m

- Distance from CL of bearing to CL of body et = 0.05 m

- Transverse eccentricity of live load en = 1.250 m en = 3.00

4 lane 2 lane

LL(1): Design truck + Design lane load P1 0.75 26.29 68.36 52.58

P2 0.89 128.75 334.74 257.50

P3 1.02 148.57 386.29 297.15

Wl 16.51 153.54 399.20 307.08

LL(2): Design tandem + Design lane load Pt1 0.99 108.51 282.14 217.03

Pt2 1.02 112.71 293.05 225.42

Wl 16.51 153.54 399.20 307.08

Total

Iterm

Total

P x N b x m Loads

(KN)

35KN

4.30m

1.20m

Pt1=110KN

Pt 1 =110KN

W L

Trang 4

1.3.1.3 Summary of Live load HL-93:

1.3.2 Braking force - BR

Braking forces shall be taken as 25 percent of the axle weights of the design truck or tandem per lane placed in all

design lanes These forces shall be assumed to act horizontally at a distance of 1800 mm above the roadway surface

BR= 0.25 x m x Nb x ∑Pi

1.3.3 Substructure (Abutment) - DC2

1.3.3.1 Section A - A (Bottom of pilecap)

6772.1 -0.38 -2554.71

1.3.3.2 Section B - B (Top of pilecap) & C - C (Wing wall)

V (m 3 ) Pi (KN) ei (m) M (KN.m) V (m 3 ) Pi (KN) ei (m) M (KN.m)

1 Wing wall 23.45 574.44 -3.12 -1790.12 11.65 285.41 -2.80 -800.17

2 Body 69.21 1695.75 -0.12 -197.05 9.70 237.70 -

-2270.19 -0.88 -1987.16

1.3.4 Earthquake Load - EQ

- Acceleration coefficient AQ = 0.0366

1.3.4.1 Section A - A (Bottom of pilecap)

1.3.4.2 Section B - B (Top of pilecap) & C - C (Wing wall)

1 Wing wall 574.44 26.28 2.90 76.21 - - -

-2 Body 1,695.75 77.58 1.50 116.37 237.70 10.87 0.99 10.77

3 Superstructure 6,524.36 149.24 2.75 410.42 - - -

Total

C - C ( Wing wall ) Iterm

Iterm

Total

B - B ( Top of pilecap) No.

No.

Total Iterm

B - B

B - B ( Top of pilecap)

(KN)

2 lane

C - C ( Wing wall )

M (KN.m) Trans

A - A

(KN)

M (KN.m) Long.

A - A

4 lane

M (KN.m)

Iterm

Trang 5

1.3.5 Soil back fill load - EV

1.3.6 Wind load:

1.3.6.1 Wind load on structure - WS

Horizontal wind load :

PD= 0.0006 xV2

x At x Cd ³ 1.8 x At (kN)

Where :

V: Design wind velocity V=VB x S = 41.42(m/s)

At: area of the structure or element for calculation of transverse wind load (m2)

PD= 1.80 x At (kN)

1.3.6.1.1 Transverse

12.21 70.12 12.21 45.70 1.3.6.1.2 Longitudinal

1.3.6.2 Wind load on vehicle - WL :

Wind load on vehicle take as below :

- Acting above the roadway 1.80 (m)

Trans.

1 Wind load on vehicle 6.53 4.53 18.38 119.99 18.38 83.24 49.50 323.24

18.38 119.99 18.38 83.24 49.50 323.24

Total

Long.

Z i (m) Iterm

No.

Z i (m)

A t (m 2 )

Total

Iterm

Total

Trang 6

1.3.7 Earth pressure :

1.3.7.1 Horizontal earth pressure - EH

Eha = 0,5.pa.H.L

MEha = 0,4.Eha.H

Where :

pa : basic earth pressure

γ : density of soil

ka : coefficient of lateral earth pressure

Where :

+ Passive pressure: pp=kp.γ.H2+2.c.(kp)0.5 (for cohesive soil)

c : unit cohesion (MPa)

H2: Height of back fill in front of abutment

1.3.7.1.1 Active pressure

(Deg)

H

pa (KN/m2)

Eha (KN)

MEha (KN.m)

1

2

3

Section A - A

Section B - B

Section C - C

2( θ φ )

Γ sin2

θ sin θ δ ( )

θ φ

sin φ( β) sin φ. ( δ) sin θ( δ) sin θ. ( β )

2

Trang 7

1.3.7.1.2 Passive pressure

(Deg)

H2

pp (KN/m2)

Ehp (KN)

MEhp (KN.m)

1.3.7.2 Horizontal earth pressure due to earthquake - EAE :

Horizontal earth pressure due to earthquake take as:

pAE = (1-Kv)KAE γ H

EAE = 0,5.PAE H L

MEAE = 0,5.EAE .H

- Seismic inertial angle θ = arctg(kh/(1-kv)) 0.04 (rad)

(Deg)

H

pAE (KN/m2)

EAE (KN)

MEae (KN.m)

2 Section B - B

1 Section A - A

2 Section B - B

1 Section A - A

3 Section C - C

K AE

cos2(φ θ β) 1 sin(φ δ) sin (φ θ i)

cos(δ β θ) cos i ( β)

2

cosθ cos 2β cos δ β θ ( )

Trang 8

1.3.7.3 Live load surcharge - LS:

- The increase in horizontal earth pressure due to live load surcharge :

Where : k : coefficient of earth pressure

heq : equivalent height of soil for the design truck Live load surcharge take as: LS = ∆p.H.L

MLS = 0.5.LS.H

1.3.7.3.1 Horizontal

heq (m)

∆p (KN/m2)

LS (KN)

MLS (KN.m)

1.3.7.3.2 Vertical

(Deg)

heq (m)

∆p (KN/m2)

LS (KN)

MLS (KN.m)

1 Section A - A

∆p=k γ.heq

2 Section B - B

3 Section C - C

1 Section A - A

Trang 9

1.3.8 Load summary

1.3.8.1 At bottom of pilecap (Section A - A)

1 Dead load of abut and sup - DC (DC1+DC2) 12,251.35 0.00 -3,650.57 0.00 0.00

2 Dead load of wearing surfaces and utilities - DW 1,045.07 0.00 -209.01 0.00 0.00

Live load - LL 1,188.59 0.00 -237.72 0.00 1,485.74

Live load - LL 914.30 0.00 -182.86 0.00 2,742.91

1.3.8.2 At top of pilecap (Section B - B) and wing wall (Section C - C)

1 Dead load of abut and sup - DC (DC1+DC2) 7,749.5 0.00 -1713.20 -

-2 Dead load of wearing surfaces and utilities - DW 1,045.07 0.00 52.25 -

-Live load - LL 1,188.59 0.00 59.43 -

-Impact - IM 197.35 0.00 9.87 -

-Live load - LL 914.30 0.00 45.72 -

-Impact - IM 151.81 0.00 7.59 -

-4 lane 0.00 211.25 956.96 -

-2 lane 0.00 162.50 736.13 -

-5 Active earth pressure - Eh 0.00 244.18 266.65 0.01 0.00 6 Passive earth pressure - Ep 0.00 0.00 0.00 0.00 0.00 7 Soil back fill load - EV 0.00 - - -

-8 Seismic earth pressure - EAE 0.00 264.87 361.55 0.01 0.00 9 Live load surcharge - LS 0.00 191.02 260.74 -1.84 0.02 10 Wind load on structure - WS 0.00 6.18 8.50 -

-11 Wind load on vehicle- WL 0.00 18.38 83.24 -

4 lane

2 lane

Braking force- BR

4

3

B - B No.

No.

Loads

4 lane

2 lane

Braking force- BR

4

3

Trang 10

1.4 Load combinations

1.4.1 Section A - A

1.4.1.1 Load combination 1: STRENGTH I-1 (Live load on span and back of abutment)

(KN) H (KN) M (KN.m) H (KN) M (KN.m)

24,360.08 2,956.42 -6,589.42 0.00 3,031.75

1.4.1.2 Load combination 2: STRENGTH I-2 (Transverse eccentricity - Live load on span and back of abutment)

23,800.37 2,871.11 -7,034.57 0.00 5,597.08

1.4.1.3 Load combination 3: STRENGTH I-3 ( Live load on back of abutment)

21,934.68 2,586.73 -8,518.40 0.00 0.00

1.4.1.4 Load combination 4: STRENGTH II (Transverse eccentricity)

6 Transverse Wind load on structure - WS 1.40 0.00 0.00 0.00 17.09 98.17

20,948.80 2,161.88 -7,157.07 17.09 98.17

Load factor

Total

Loads

Total

Load factor No

Load factor

Total

factor

Total

Trang 11

1.4.1.5 Load combination 5: STRENGTH III-1 (Transverse eccentricity - Live load on span and back of abutment)

10 Transverse Wind load on structure - WS 0.40 0.00 0.00 0.00 4.88 28.05

11 Transverse wind load on vehicle - WL 1.00 0.00 0.00 0.00 49.50 323.24

23,148.59 2,709.00 -7,062.57 54.38 4,669.03

1.4.1.6 Load combination 6: STRENGTH III-2 (Longitudinal eccentricity - Live load back of abutment)

7 Longitudinal wind load on structure - WS 0.40 0.00 2.47 8.34 0.00 0.00

8 Longitudinal wind load on vehicle - WL 1.00 0.00 18.38 119.99 0.00 0.00

21,709.34 2,510.47 -8,078.91 0.00 0.00

1.4.1.7 Load combination 7: EXTREME EVENT I-1 (Transverse eccentricity - Live load on span and back of abutment)

8 Seismic earth pressure - EAE 1.50 0.00 1192.69 2820.71 0.00 0.00

21,763.54 1,533.05 -11,387.27 459.07 2,914.35

1.4.1.8 Load combination 8: EXTREME EVENT I-2 (Longitudinal eccentricity - Live load back of abutment)

factor

Total

factor

Load factor No

Load factor

Loads

Total

No

Trang 12

1.4.1.9 Load combination 9: SERVICE I-1 (Transverse eccentricity - Live load on span and back of abutment)

10 Transverse wind load on structure - WS 0.30 0.00 0.00 0.00 3.66 21.04

11 Transverse wind load on vehicle - WL 1.00 0.00 0.00 0.00 49.50 323.24

17,938.49 1,584.20 -6,133.04 53.16 3,542.60

1.4.1.10 Load combination 10: SERVICE I-2 (Longitudinal eccentricity - Live load back of abutment)

16,872.38 1,441.93 -6,854.70 0.00 0.00

SUMMARY OF LOAD COMBINATION AT BOTTOM OF PILECAP

(KN) H (KN) M (KN.m) H (KN) M (KN.m)

Load factor

Total

Load Combination No.

Total

Trang 13

1.4.2 Section B - B & Section C - C:

1.4.2.1 Load combination 1: STRENGTH I-1

B - B (Top of pilecap) C - C (Front wall)

P (KN) H (KN) M (KN.m) H (KN) M (KN.m)

6 Active earth pressure - Eh 1.50 0.00 1404.14 2808.28 224.66 179.73

13,679.86 2,108.11 2,997.42 221.44 179.76

1.4.2.2 Load combination 2: STRENGTH I-3

11,254.46 1,738.43 1,201.47 221.44 179.76

1.4.2.3 Load combination 3: STRENGTH II-2

11,254.46 1,412.80 757.06 224.66 179.73

1.4.2.4 Load combination 4: STRENGTH III-2

11,254.46 1,404.14 745.17 224.66 179.73

factor

Total

Loads

Total

Load factor No

Total

factor

Total

factor

Trang 14

1.4.2.5 Load combination 6: EXTREME EVENT I-2

7 Seismic earth pressure - EAE 1.00 0.00 264.87 361.55 0.01 0.00

11,254.46 2,017.63 1,840.10 234.63 190.51

1.4.2.6 Load combination 7: SERVICE I-2

8,794.55 1,127.11 471.99 147.93 119.84

SUMMARY OF LOAD COMBINATION AT TOP OF PILECAP AND FRONT WALL

Load combination No.

Total

Loads

Load factor

Load factor No

Trang 15

1.7 Results and conclusion

of Piles Comb 1 Comb 2 Comb 3 Comb 4 Comb 5 Comb 6 Comb 7 Comb 8 Comb 9 Comb 10 Strength Extreme

Trang 16

1.8 Checking cross-section of abutment

Pile force Pi 12714.322 22885.779 12714.322 9107.4359 16393.385 9107.4359 Self weight of pilecap 600.25 -3268.361 -1980.825 600.25 -2187.911 -1620.675

Item

INTERNAL FORCE AT SECTION D - D AND E - E

D

E

Pi1 Pi2

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