2_Tinh Mo BTCT

8/13/2019 2_Tinh Mo BTCT

1/22

I- input data

1. Live load.

Load Train T16 standard T16

Pedestrian load on Sidewalk 300 kG/m2

Specification for Bridges Design 22TCN-18-79

2. dead load

Length span Ld = 35.80 (m)

Length Span between Bearings Lp = 34.80 (m)

Dead load structural q(tc)= 1.21 T/m

Dead load structural with factor q(tt)= 1.52 T/m

Internal Friction Angle of Soil (when train out) = 30

Internal Friction Angle of Soil (when train in) = 40

Unit Weight of Soil = 1.8 (T/m3)

calculation of abutment


2/22

II.general dimension

side view front view

1

2


3/22

III- calculation of internal force

III.1. Dead load:

Khi tnh tnh ti bn thn v t tc dng ln m n gin tnh ton ta b qua cc chi tit nh

1.Dead load of abutment :

item Formula N xa Ma xb Mb

Pedestal 1.1*0.9*0.32 2.5 0.792 0.20 0.158 0.20 0.158

1 0.5*7.5*1.221 2.5 11.447 -0.75 -8.585 -0.75 -8.585

2 2*7.5*1.885 2.5 70.688 0.00 0.000 0.00 0.000

Ballast 0.3*0.5*5.3 2 1.590 -0.75 -1.193 -0.75 -1.193

Railing 0.053 -0.75 -0.040 -0.75 -0.040

Total 84.569 -9.659 -9.659

Distance from bearing to point A = (A:central body wall)

2.dead load of girder:

g tc= 1.212 T/m ( Tnh c tnh ti lan can )

g tt= 1.515 T/m

Ptc = 1/2 x 1.212304469273 170.031 T

Ptt = 1/2 x 1.5153805865921 239.550 T MA tc = 170.030581039755 8.502 T.m

MA tt = 239.55 x 0.05 = 11.978 T.m

MB tc = 170.030581039755 8.502 T.m

MB tt = 239.55 x 0.05 = 11.978 T.m

0.050 m


4/22

III.2. Live load train

1.Load Factors:

1.1 - Vertical live load:

- Overload factor: follow 2.23 QT79:

Loaded length on girder: L= 35.80m n = 1.1926

- Impact factor on girder: 1+= 1.179

Loaded length on abutment: L= 0.50m

- Impact factor on abutment: 1+= 1.000

1.2 - Pedestrian load:

1+= 1 follow 2.22b page 91 QT79

n = 1.4 follow 2.23

2. pedestrian load: one side:

Pedestrian load: =0.3T/m

Vertical load:( Effect due to Horizontal load is small, so it was not considered)

Load on abutment:

N = 0.3*0.5 = 0.15 T

MA = 0.15*(-0.75) = -0.1125 T.m

MB = 0.15*(-0.75) = -0.1125 T.m

Load on girder

N = 0.3*35.8/2 = 5.37 T

MA = 5.37*0.05 = 0.2685 T.m

MB = 5.37*0.05 = 0.2685 T.m

Total verical load

N = 0.15+5.37 = 5.52 T

MA = -0.1125+0.2685 = 0.156 T.m

MB = -0.1125+0.2685 = 0.156 T.m

3. Live load train T16active on top of pile cap and bottom of foundation:

3.1. Load off the abutment:

0.50 28.35 5 x 1.5 = x 7.5 =

5.76 T/m 16 T

y ray x 21.2 =

2.5

8.40 3.15 34.8 0.5

0.00 1.700.00

-0.65

8.40

8.40

A

B


5/22

axle load: P = 16 T

uniform load: 0.36Z = 5.76 T/m

3.1.1.Vertical live load:

Load on abutment

N = 5.76*0.5 = 2.88 T

MA = 2.88*(-0.75) = -2.16 T.mMB = 2.88*(-0.75) = -2.16 T.m

Load on girder

N = (5*16*2.5+5.76*28.35*21.175)/34.8 = 105.109 T

MA = 105.109*0.05 = 5.255 T.m

MB = 105.109*0.05 = 5.255 T.m

Total

N = 2.88+105.109 = 107.989 T

MA = -2.16+5.255 = 3.095 T.m

MB = -2.16+5.255 = 3.095 T.m

3.1.2.Brake force:

Brake force on girder:

H = 0.1*(5*16+5.76*28.35) = 24.33 T

MA = 24.33*3.15 = 76.64 T.m

MB = 24.33*3.15 = 76.64 T.m

3.2.Load on the abutment:

5 x 1.5 = 7.5 28.85

16 T 16 T 16 T 16 T 16 T 5.76 T/m

30.6

13.925

8.40

8.40 34.8 0.5

0.00 1.70 0.00

3.2.1.Vertical live load:

Load on abutment

N = 16*3 = 48 T

MA = 48*(-0.75) = -36 T.m

MB = 48*(-0.75) = -36 T.m

Load on girder

N = 2*16*30.6+5.76*28.85*13.925)/34.8 = 94.632 T

MA = 94.632*0.05 = 4.732 T.m

MB = 94.632*0.05 = 4.732 T.m

Total

3.15

-0.65

A

B


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N = 48+94.632 = 142.632 T

MA = -36+4.732 = -31.268 T.m

MB = -36+4.732 = -31.268 T.m

3.2.2.Brake force:

Brake force on girder:

H = 0.1*(2*16+5.76*28.85) = 19.818 T

MA = 19.818*3.15 = 62.427 T.mMB = 19.818*3.15 = 62.427 T.m


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IV-earth pressure

IV.1. earth pressure at rest

1. Earth pressure at rest for top pile cap and bottom foundation.

design scheme

H H1

A B1

H2

B B2

formula:

coefficient of active earth pr = tg2( 45

0- /2 )

coefficient of passive earth p = tg2( 45

0+ /2 )

horizontal earth pressure ETC

= 0.5**H2*B

1.1 horizontal earth pressure after abutment:

B1 B2 H1 H2 E1 E2 M1A M1B M2B MB

T/m3 m m m m Tn Tn T.m T.m T.m T.m

30 0.333 1.8 7.50 7.5 3.11 0.0 21.71 21.71 22.47 22.47 0 22.47

40 0.217 1.8 7.50 7.5 3.106 0 14.16 14.16 14.66 14.66 0 14.66

1.2.total:

EA EB MA MB T/m3 Tn Tn T.m T.m

30.000 1.800 21.706 21.706 22.473 22.473

40.000 1.800 14.160 14.160 14.660 14.660


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iv.2- Earth pressure due to surcharge

1. Earth pressure due to surcharge prismatic

1.1 For top pile cap:

E = E1 + E

2 = 2.5 q H1 + q b (H - 1H1)

Live load train T16:

q = 0.23 Z = 0.23 x 16 3.68 T/m2 (Addenda 10-thing 2-16 QT79)

leverage of load E1,E

2

e1

= H - H 1/ 2 2.5 2.5 2.5

H2

- H1 1 (H1 1 + H - H1)

H - 1H1

factor check table 1 ,

appendix 10 page 439 TCKTCTGTB 5

H (m) , 1 , 1

Top PC 3.106 0.658 0.5673.

11

At H1 5.000 0.550 0.590 -1.89

Live load train T16

At top pile cap B= 7.50

e1

e2

E1

E2 E XA MA

30 0.333 0.606 -0.982 15.333 -6.494 8.839 1.773 15.670

35 0.271 0.606 -0.982 12.466 -5.280 7.186 1.773 12.739

40 0.217 0.606 -0.982 10.002 -4.236 5.766 1.773 10.222

1.2 bottom foundation: 2.500 2.5 2.500

factor check table 1 ,

appendix 10 page 439 TCKTCTGTB 2.5

H (m) , 1 , 1

y b 3.106 0.658 0.5673.

11

Ti H1 2.500 0.698 0.558 0.61

Live load train T16 Bt= 7.500

bottom foundation

e1

e2

E1

E2 E Xb Mb

30 0.333 1.856 0.367 15.333 -6.494 8.839 2.950 26.076

35 0.271 1.856 0.367 12.466 -5.280 7.186 2.950 21.199

40 0.217 1.856 0.367 10.002 -4.236 5.766 2.950 17.010

e2 =

E1

E2

tie bar

Top pile cap

E1

E2

tie bar

bottom pile cap


9/22

V- load combination

V.1. Cross section top pile cap

1.Load off the abutment:

n1 n2 1+ N H M N H M N H M

1.10 0.90 84.57 -9.66 93.03 -10.62 93.03 -8.69

1.10 0.90 170.03 8.50 239.55 11.98 196.00 7.65

1.19 0.95 1 2.88 -2.16 3.43 -2.58 2.75 -2.06

T16 on girder 1.19 0.95 1.18 105.11 5.26 147.79 7.39 100.28 5.91

1.40 1.12 5.52 0.16 7.73 0.22 6.18 0.17

24.33 76.64

1.20 0.90 21.71 22.47 26.05 26.97 19.54 20.23

1.19 0.95 8.84 15.67 10.54 18.69 8.43 14.95

368.11 30.55 40.24 491.53 36.59 52.04 398.23 52.30 114.80

2.Load on abutment:


1.10 0.90 84.57 -9.66 93.03 -10.62 76.11 -8.69

1.10 0.90 170.03 8.50 239.55 11.98 153.03 7.65

1.19 0.95 1 48.00 -36.00 57.24 -42.93 45.80 -34.35

T16 on girder 1.19 0.95 1.18 94.63 4.73 133.06 6.65 90.29 4.51

1.40 1.12 5.52 0.16 7.73 0.22 7.73 0.17

19.82 62.43

1.20 0.90 14.16 14.66 16.99 17.59 12.74 13.19

1.19 0.95 5.77 10.22 6.88 12.19 5.50 9.75

402.75 19.93 -7.39 530.61 23.87 -4.93 372.95 38.06 54.67

V.2. Cross section bottom foundation

1.Load off the abutment:


1.10 0.90 84.57 -9.7 93.03 -10.6 76.11 -8.69

1.10 0.90 170.03 8.50 239.55 12.0 153.03 7.65

1.19 0.95 1 2.88 -2.16 3.43 -2.6 2.75 -2.06

T16 on girder 1.19 0.95 1.18 105.11 5.26 147.79 7.4 100.28 5.91

1.40 1.12 5.52 0.16 7.73 0.2 6.18 0.17

24.33 76.64

1.20 0.90 21.71 22.47 26.05 26.97 19.54 20.23

1.19 0.95 8.84 26.08 10.54 31.10 8.43 24.88

368.11 30.55 50.64 491.53 36.59 64.45 338.35 52.30 124.73

Earth pressure d

T16 on Abutmen

Total

Brake force

earth pressure

Load

DC of abutment

DC of girder

T16 on Abutmen

pedestrian load

Total

Load

Total

DC of abutment

pedestrian load

Factor

Normal load Main load

Normal load

Normal load

Main load

Main load

Earth pressure d

Factor

earth pressure

additional load

additional load

additional loadFactor

T16 on Abutmen

Load

DC of abutment

Brake force

earth pressure

DC of girder

Earth pressure d

pedestrian load

Brake force

DC of girder


10/22

2.Load on abutment:


1.10 0.90 84.57 -9.7 93.03 -10.6 76.11 -8.69

1.10 0.90 170.03 8.50 239.55 12.0 153.03 7.65

1.19 0.95 1 48.00 -36.00 57.24 -42.9 45.80 -34.35

T16 on girder 1.19 0.95 1.18 94.63 4.73 133.06 6.7 106.45 5.32

1.40 1.12 5.52 0.16 7.73 0.2 6.18 0.17

19.82 62.43

1.20 0.90 14.16 14.66 16.99 17.59 12.74 20.23

1.19 0.95 8.84 26.08 10.54 31.10 8.43 24.88

402.75 23.00 8.47 530.61 27.53 13.98 387.57 41.00 77.64

V.3. most unfavorable combination

+ Load combination on top pile cap

N H M

(T) (T) (T.m)

530.61 52.30 114.80

+ Load combination bottom foundation

N H M

(T) (T) (T.m)

530.61 52.30 124.73

Main loadFactor Normal load

Total

additional load

pedestrian load

Brake force

T16 on Abutmen

DC of girder

DC of abutment

Earth pressure d

Load

earth pressure


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VI calculation of coping

1. applied load:

1.1. dead load

+ Effective width B= 1 m 0.50

+ Vertical load N1= 0.5x1.221x1x2.5= 1.52625 T

+ Moment fof point A MA= 1.52625x0.25= 0.381563 T.m

1.2. earth pressure 1.22

= ( tg(45-30/2))^2= 0.333

1.2.1. earth pressure:

+Et= 0.5x1.8x0.333x1x1.221^2= 0.447 T

+MtA= 0.447x1.221/3= 0.182 T.m

1.2.2. Earth pressure due to surcharge:

+ q= 0.23xZ= 3.68 T

+ Eh= 2.5x3.68x0.333x1.221= 3.741 T

+ MhA= 3.741x1.221/2= 2.284 Tm

1.3. load combination

Ntc(T) Mtc(Tm) Ntt(T) Mtt(Tm)

+ DC 1.1 1.52625 0.3815625 1.678875 0.419719

+ EH 1.2 0.182 0.2184

+ ES 1.2 2.284 2.7408

Total 1.52625 2.8475625 1.678875 3.378919

2. calculation and reinforcement:

-Design section (1m length of the horizontal line)

+ Width b= 100 cm

+ depth h= 50 cm

+ a= 5.0 cm

+ ho= 45.0 cm

+ Concrete C25

- Ru= 115 kG/cm2

+ Reinfocement AII

- Ra= 2400 kG/cm2

+0= 0.58 (Tra bng ph lc 6 Tr 154 KC BTCT

Cho BT M250~M300, ct thp c R


12/22


13/22

VIII.Calculation bottom foundation

1. calculation and reinforcement:

+ disaster safety, look pile cap is beam with simple supported end.

+ largest load taken. where:

- N= 530.61 T

- H= 52.30 T (Khng tham gia vo tnh ton do c phng dc ng)- M= 124.73 Tm (Khng tham gia vo tnh ton do un theo phng dc ng)

+ uniform load:

+ applied load q: 117.91 T/m2+ calculated for 1m

+ length span calculation L: 4.5 m

+ Cross section demension

+ Width b= 200 cm

+ depth h= 189 cm

+ a= 11.0 cm

+ ho= 177.5 cm

+ Concrete C25

- Ru= 115 kG/cm2

+ Reinfocement AII

- Ra= 2400 kG/cm2

+0= 0.58 (Tra bng ph lc 6 Tr 154 KC BTCT

Cho BT M250~M300, ct thp c R


14/22

-Fr= 5560 cm2

+Rr= Fr/ [b.n.d] = 15.27

aT= 0.0060 cm < 0.02 OK

4. Check diagonal reinforcement

+ diameter of stirrup 16 mm

+ area of reinforcement stirrup Fd 4.02 cm2

+ spacing u: 20 cm

+ dissociating force- qd= Ft.Rt/u= 4.021*2400/20= 482.52 kG/cm

+ allowable bearing capacity the stirrup and concrete

- Qdb= sqrt(0.6*Ru*b*ho^2*qd) - qd*u= 448381.3 kG 448.381 T

+ maximum shear at bearing:

- Qtt=q*L/2= 117.913*4.5/2= 265.3043 T

reinforcement stirrup and concrete shear afford, so no need diagonal reinforcement


15/22

I. Input Data:

+ Pile sectiion type (0: Circle: 1: Square; 2: Suction: 0+ Pilecap type (2: B cao; 3: B thp): 3+ Structural Item (1: PIER; 0: ABUTMENT): Abut+ Number of piles 2+ Diameter of pile 1.5 m+ Ground level after general scour 3.6 m+ Ground level after local scour 3.6 m+ Bottom of pilecap level 3.26 m+ Bottom of pile tip level -37.24 m+ Soil layer at pile tip (Clay : input "sb"; Sand: Input angle of internal friction of soil) 30+ Number of soil layer in pile length 9+ Pile length 34.5 m

Desciption of Soil Layer

Void ratio Soil density Thickness B

e (t/m3)(*)

(m) (degree) (**)

1 greenish grey, soft - very soft (CL). 0.425 1.80 2.650 20 0.5

2

0.425 1.80 4.200 20 0.5

30.425 1.80 2.200 20 0.5

4

0.425 1.80 1.900 20 0.5

5 Poorly graded gravel with sand, and grits, darkish grey, whitish 0.425 1.80 1.500 20 0.5

6

0.425 1.800 3.700 20 0.5

7 Low plasticity clay, darkish, grey, medium stiff - soft (CL). 0.625 1.800 2.500 30 0.5

8 Poorly graded sand with silty, sand, darkish grey, dense (SP-SM). 0.625 1.800 20.600 30 0.5

9 Poorly graded gravel, darkish, grey, very dense (GP). 0.625 2.000 1.250 30 t

(*): Density of Soil : The density is consider with buoyancy (**): With Sand and Sand-Clay- coarse and medium: t- small: n- dust: b

II. CALCULATION

II.1. Soil Bearing CapacitySoi bearing capacity shall be taken as:

Po= cx(CRxR xA + U cfxfixhi) (1)

(SNIP 2.02.03-85, Page. 28)

Low plasticity clay, high plasticity , clay, yellowish grey, brownish, grey,

stiff - very stiff (CL, CH).

Low plasticity clay, with high, plasticity silt, organic, greenish, grey,

brownish grey, medium, stiff (CL, OH).

Low plasticity clay, with high, plasticity clay, high plasticity, silt, yellowish

grey, stiff - very, stiff (CL, CH, MH).



Description

BORED PILE BEARING CAPACITY CALCULATION

Base on specification SNIP 2.02.03-85

N0

ITEM: ABUTMENT GL

T E D I

RAILWAY BRIDGE

BORED PILE CAPACITY

CTcoc_Snip.xls\GL 1/3 9:57 AM1/9/2014


16/22

Where:

+ c- Working condition coefficient of Pile 0.7

(SNIP 2.02.03-85, Page. 28)

+ CR- Working condition coefficient of Soil under Pile tip 1.0

(SNIP 2.02.03-85, Page. 28)

+ U - Pile Cross-Sectional Perimeter 4.71 m

+ A - Pile Tip Cross-Sectional Area 1.77 m2

+ R - Soil strength under Pile Tip (See Artcle II.2)

+ cf- Working condition coefficient of Soil around the Pile cross section 0.8

(SNIP 2.02.03-85, Table 5, Page. 29)

+ fi - Skin friction of soil layer "i"

+ hi- Thickness of Soil layer "I"

II.2. Soil strength under Pile Tip

Soil strength at Pile Tip shall be taken as:

R= 0.75 x4x(1x'Ixd + 2x3xIxh) (2)

Where:

+ 1- Factor is depended on angle of internal friction of soil 29.5+ 2- Factor is depended on angle of internal friction of soil 54.75


+ 'I- Density of soil layer at Pile Tip with buoyancy 2 T/m2

+ I- Average density of soil layer 1.81 T/m3+ d - Diameter of Pile 1.5 m

+ h - Thickness of Soil layer that Pile embed 31.50 m

Formular (2) is:R= 0.75 x 0.27 x (29.5 x 1.5 + 54.75 x 0.61 x 31.5) = 402.7 T/m2

Value table of fi, cf

N0 Layer hi

(m)Hi(m)

Bfi

(T/m2)cf

cffihi(T/m)

1 2 1.34 1.37 2.192 0.65 2.665 1.90 0.99

3 2 3.99 2.20 3.52

4 2 5.99 2.50 4.005 0.2 7.09 2.55 0.41

6 2 8.19 2.61 4.187 0.2 9.29 2.66 0.43

8 1.9 10.34 2.71 4.11

9 1.5 12.04 2.74 3.29

cffihi= 92.19

Po= 0.7 x (1 x 402.6980221875 x 1.77 + 4.71 x 92.19)

Po= 802.89 (T)

Reliability Coefficient k= 1.75

P

k

Bearing Capacity deducting Pile weightP = 351.27 (T)

3

4

1

2

0.800.5

0.80

0.80

0.5

0.80

0.80

0.5

0.5

5

= 458.8 (T)

0.5



17/22



18/22

I. Input Data:

+ Pile sectiion type (0: Circle: 1: Square; 2: Suction: 0+ Pilecap type (2: B cao; 3: B thp): 3+ Structural Item (1: PIER; 0: ABUTMENT): Abut+ Number of piles 2+ Diameter of pile 1.5 m+ Ground level after general scour 3.6 m+ Ground level after local scour 3.6 m+ Bottom of pilecap level 2.90 m+ Bottom of pile tip level -37.14 m+ Soil layer at pile tip (Clay : input "sb"; Sand: Input angle of internal friction of soil) 30+ Number of soil layer in pile length 7+ Pile length 30 m

Desciption of Soil Layer

Void ratio Soil density Thickness B

e (t/m3)(*)

(m) (degree) (**)

1 greenish grey, soft - very soft (CL). 0.425 1.80 3.558 20 0.5

20.425 1.80 4.000 20 0.5

3 0.425 1.80 5.500 20 0.5

4 0.425 1.80 8.000 20 0.5

5 Low plasticity clay, darkish, grey, medium stiff - soft (CL). 0.425 1.80 2.500 20 0.5

6 Poorly graded sand with silty, sand, darkish grey, dense (SP-SM). 0.425 1.800 15.500 20 0.5

7 Poorly graded gravel, darkish, grey, very dense (GP). 0.625 2.000 1.442 30 t

(*): Density of Soil : The density is consider with buoyancy (**): With Sand and Sand-Clay- coarse and medium: t

- small: n- dust: b

II. CALCULATION

II.1. Soil Bearing CapacitySoi bearing capacity shall be taken as:

Po= cx(CRxR xA + U cfxfixhi) (1)

(SNIP 2.02.03-85, Page. 28)

Where:

+ c- Working condition coefficient of Pile 0.7

(SNIP 2.02.03-85, Page. 28)

+ CR- Working condition coefficient of Soil under Pile tip 1.0

(SNIP 2.02.03-85, Page. 28)

+ U - Pile Cross-Sectional Perimeter 4.71 m

+ A - Pile Tip Cross-Sectional Area 1.77 m

2

+ R - Soil strength under Pile Tip (See Artcle II.2)

+ cf- Working condition coefficient of Soil around the Pile cross section 0.8

(SNIP 2.02.03-85, Table 5, Page. 29)

+ fi - Skin friction of soil layer "i"

+ hi- Thickness of Soil layer "I"

N0 Description

Low plasticity clay, high plasticity , clay, yellowish grey, brownish, grey,

stiff - very stiff (CL, CH).

Low plasticity clay, with high, plasticity silt, organic, greenish, grey,

brownish grey, medium, stiff (CL, OH).




Base on specification SNIP 2.02.03-85

ITEM: ABUTMENT HP

T E D I

RAILWAY BRIDGE

BORED PILE CAPACITY

CTcoc_Snip.xls\HP 1/2 9:58 AM1/9/2014


19/22

II.2. Soil strength under Pile Tip

Soil strength at Pile Tip shall be taken as:

R= 0.75 x4x(1x'Ixd + 2x3xIxh) (2)

Where:

+ 1- Factor is depended on angle of internal friction of soil 29.5

+ 2- Factor is depended on angle of internal friction of soil 54.75


+ 'I- Density of soil layer at Pile Tip with buoyancy 2 T/m2

+ I- Average density of soil layer 1.81 T/m3+ d - Diameter of Pile 1.5 m

+ h - Thickness of Soil layer that Pile embed 27.00 mFormular (2) is:

R= 0.75 x 0.27 x (29.5 x 1.5 + 54.75 x 0.61 x 27) = 347.9 T/m2

Value table of fi, cf

N0 Layer hi

(m)Hi(m)

Bfi

(T/m2)cf

cffihi(T/m)

1 2 1.242 1.32 2.112 1.558 3.021 2.00 2.50

3 2 4.8 2.36 3.784 2 6.8 2.54 4.06

5 2 8.8 2.64 4.226 2 10.8 2.72 4.35

8 2 14.3 2.79 4.46

9 2 16.3 2.85 4.5610 2 18.3 2.93 4.69

11 2 20.3 3.01 4.82

12 2 22.3 3.09 4.95

13 0.5 23.55 3.14 1.26

cffihi= 106.70

Po= 0.7 x (1 x 347.903044515 x 1.77 + 4.71 x 106.7)

Po= 782.84 (T)

Reliability Coefficient k= 1.75

P

k

Bearing Capacity deducting Pile weightP = 341.03 (T)

= 447.34 (T)

5 0.5 0.80

3 0.5 0.80

4 0.5 0.80

1 0.5 0.80

2 0.5 0.80

CTcoc_Snip.xls\HP 2/2 9:58 AM1/9/2014


20/22

Pile length( from bottom foundation to pile tip) 34.5 m

Diameter of pile(cm) 150

cmDiameter of main reinforcement 2.5 cmCover.(cm) 8.75 cmRadius( from reinforcement center) 65 cmNumber of main reinforcement 32 cmReinforcement spacing 12.8 cmStrength main reinforcement 3000.0 (KG/cm2)Tensile strength 3000.0 (KG/cm2)Compressive strength 3000.0 (KG/cm2)Area of reinforcement 157.1 (cm2)Area of pile 17671.5 (cm2)

concrete strength 300 (KG/cm2)Compressive strength 140 (KG/cm2)

Axial Compressive strength Rnp 115 (KG/cm2)Pile cap 1 pile row=1; Pile cap batter pile=2; 1The remaining cases =3

Load combination Pile Pile no Pile no.

Combination TH1 TH1Internal force of pile tip

N(T) 265.30 265.30M(Tm) 62.50 62.50Q(T) 26.00 26.00Lm(m) (bending length) 8.50 8.50Lm=lo+2/c

Internal force checks

Nkt(T) 265.3 265.3Mkt(Tm) 158.5 158.5eo(m)=Mkt/Nkt 0.597 0.597eo/D 0.398 0.398Lo(m) 17.00 17.00Lo/D 11.3 11.3

eo/D (for table 5-19 page 178 QP79 accessary Lo/D) 0.50 0.50

c= 0.500 0.500

mdl(table 5-14; 5-15,; 5-16 page 174 QP79) 1.000 1.000

eodl 0.597 0.597

me.dl= 1.000 1.000


by material ( problem of single pile)

ITEM: ABUTMENT GL

T E D I

RAILWAY BRIDGE

BORED PILE CAPACITY

E:\work\2013\nut cau bay\cau duong sat\sub\cal\3.Kncoc-vatlieu.xlsGL 1


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kp (Table 5-14; 5-15,; 5-16 page 174 QP79) 1.000 1.000

Ndl stresses due to dead load(disaster safety Ndl 265.30 265.30Nk stresses due to live load 0.0 0.0 N(T)=Ndl /medl+Nk => 265.30 265.30

=Fa/F 0.0089 0.0089C 435.9 435.9

Radius of gyration ru(m) 0.38 0.38

Lo/ru

45.33 45.33

= 1.10 1.10*eo= (m) 0.659 0.659

k'= 0.1 0.1m= 0.398 0.398

K= 0.921 0.921K 0.8047 0.8047Ka 0.6936 0.6936

= kp/(Ndl/(mdl*N)+Nk/N) 1.00 1.00

Right side Moment (TM) compressi 333.62 333.62 Left side Moment (TM) eccentric 174.74 174.74Conclusion OK OK

assurance factor 1.91 1.91Right side ertical force (T) compressi 2503.46 2503.46 Left side ertical force (T) eccentric 356.75 356.75Conclusion OK OK assurance factor 7.02 7.02

Note:

Lm: bending length:Mmax= Q*Lm-M

Nkt= N+(3.1416*D2/4)*Lm*(2.5-1)*1.1Lo= overhanging length( by 2-19 QP page 17)

By book uHcmpuA no npoKmupobaHuio zelezobamoHbix koHcmpykuuMockba 1968

Nn lch tm BTCT b tr u( S lng >6 thanh)1- Case 1: k


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2- Case 2: k>0.5

N*(eo+ra)

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2_Tinh Mo BTCT