BẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNG

BẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNGBẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNGBẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNGBẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNGBẢNG TÍNH LÚN THEO THỜI GIAN BẰNG TIẾNG ANH NGÀNH CẦU ĐƯỜNG

SEGMENT 166 Km21+280-21+350

CALCULATION REPORT

Projetct: Central Mekong Delta Region Connectivity Project Package: CW2C

Station: CW2C-166(KM21+280-KM21+350)

I INPUT DATA:

Pavement structure: Flexible pavement high grade A1 a =10.80m b = 10.30m 7.00m

Width of counter weight berm (m): 7.00 Temporary

Height of counter weight berm (m): 3.00

Density of filling soil γe (T/m3): 1.90

Standard for residual settlement:

Borehole:

!

Depth γw σp Cu

1aOver 1.768 1.706 1.656 1.568 1.427 1.255 1.069 0.881 0.659 0.549 0.485 0.417 0.345 0.278 0.275

- Note: γw - Density; e0 - Initial void ratio; Cc - compressive ratio; Cr - recompressive ratio; σp - preconsolidation pressure

II RESULT

II.1 Untreated:

Permited residual settlement (cm): 30 (In duration of 15 years after construction)

.

Consolidated settlement at finish of construction (cm): 22.23

Consolidated settlement after 15 years from finish of construction (cm): 72.40

Conclusion: Residual settlement is outside permited values Must treat soft soil.

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

0

m

Time - consolidated settlement curve

II.2 Treat soft soil by vertical drain

II.2.1 Method of treatment:

Step Filling

height

Filling time

Waiting time

Total time

Old time

Changing time

Filling rate (cm/day) 10

II.2.2 Settlement:

Settlement of treated embankment during time is shown in following chart:

Total settlement S (m): 2.41

Consolidation settlement after construction 15 years (m): 1.81

Consolidation settlement at finish of construction (m): 1.56

Conclusion: Residual settlement in permited values.

0.5

3.58

3.09

4.45

4.19

6.23

-4 -3 -2 -1 0 1 2 3 4 5 6 7 8 9 10

-2.5

-2 -1.5

-1 -0.5

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5

Lún c ố kết theo thời gian Lún c ố kết hoàn toàn Chi ều cao đắp Cao độ nền

Days

Settlement of Treated embankment

III CALCULATE SETTLEMENT OF UNTREATED GROUND:

III.1 Calculate completed settlement of each sublayer

33 1.71 0.29 2.01 2.41

- Note: Hb - Depth of sublayer bottom; Hm - Depth at middle of sublayer; d - Thickness of sublayer

γ' - Effective density; e0, Cc, Cr, σp - as noted at section I.2; σvz - vertical effective stress due to the

selfweght of soil; σz - vertical stress due to the load of embankment; x - distance from center of

road to considering point; Si - settlement of sublayer

Thick of settlement zone (m) Consolidate settlement of treated zone (m)

Total consolidate settlement (m)

Total settlement(m)

Consolidate settlement of untreated zone (m)

Layer

(Method in aricle VI.1, VI.2 of standard 22TCN 262-2000)

III.2 Calculate consolidate settlement at times: (Method in aricle VI.3 of standard 22TCN 262-2000)

CALCULATION COEFFICIENT CONSOLIDATION

At center

x = 0.00 (m) (m) (2σvz+σz)/2

(kg/cm2)

Cvi

(10-3 cm2/s)

Average coefficient consolidation Cvtb = 5.36E-04

Average coefficient of consolidation in the vertical orientaion Cv

tb

(cm2/s) 5.36E-04

Consolidation drainage depth in the vertical orientation H (m) 16.50

Time factor (Tv) is calculate according to following formula: 0.009

Layer

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

0

m

Time - consolidated settlement curve

IV CALCULATE SETTLEMENT OF TREATED GROUND:

IV.1 Calculate completed settlement cause by filling height at each step: (Method in aricle VI.1, VI.2 of standard 22TCN 262-2000)

Filling stage

Calculate settlement of each sublayer with filling height H = 4m

At toe

Cc

e0

Thick of settlement zone (m) Consolidate settlement of treated zone (m)

Total consolidate settlement (m)

Consolidate settlement of untreated zonel (m)

Total settlement (m)

Calculate settlement of each sublayer with filling height H = 5.5m

Calculate settlement of each sublayer with filling height H = 9.3m

Total settlement (m)

Thick of settlement zone (m) Consolidate settlement of treated zone (m)

Total consolidate settlement (m) Consolidate settlement of treated zone (m)

Thick of settlement zone (m)

Total consolidate settlement (m)

At center

Cc

Consolidate settlement of treated zone (m)

At center

Cc

e0

Consolidate settlement of treated zone (m)

Total settlement (m)

Cr

Calculate settlement of each sublayer with filling height H = 9.3m without berm

Total consolidate settlement (m)

Total settlement (m)

Thick of settlement zone (m) Consolidate settlement of treated zone (m)

At toe

Consolidate settlement of untreated zon (m)

IV.2 Calculate consolidated settlement at times: (Method in aricle VI.3 of standard 22TCN 262-2000)

Calculation coefficient consolidation at filling step 1

At center At shoulder At toe

x = 0.00 x = 15.57 x = 21.10 Layer Hi

(m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) Layer

Hi (m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) Layer

Hi (m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) 1aOver 2 1 0.44 0.485 2.87 1aOver 3 1.5 0.44 0.485 4.31 1aOver 1.5 0.75 0.21 0.549 2.02

1a 2 9 0.93 0.417 3.10 1a 3 9.5 0.88 0.417 4.65 1aOver 3.5 6.25 0.61 0.417 5.42

1a 1 10.5 1.01 0.345 1.70 4b 0.5 11.25 0.99 0.795 0.56 1a 3 9.5 0.82 0.417 4.65

4b 2 12 1.11 0.67 2.44 4b 1.5 12.25 1.05 0.67 1.83 4b 1.5 11.75 0.96 0.795 1.68

4eXL 5 15.5 1.41 0.755 5.75 4eXL 5 15.5 1.34 0.755 5.75 4b 0.5 12.75 1.03 0.67 0.61

4e 4 20 1.83 0.755 4.60 4e 4.5 20.25 1.79 0.755 5.18 4eXL 5 15.5 1.29 0.755 5.75

4e 9.5 26.75 2.46 0.622 12.05 4e 5.5 25.25 2.26 0.622 6.97 4e 5 20.5 1.77 0.755 5.75

4e 1.5 32.25 4e 5 30.5 4e 2 24 2.10 0.622 2.54

4e 8 29

Total 31.50 41.81 Total 28.00 37.00 Total 25.00 32.74 Average coefficient consolidation C vtb = 5.68E-04 Average coefficient consolidation C vtb = 5.73E-04 Average coefficient consolidation C vtb = 5.83E-04

Calculation coefficient consolidation at filling step 2

At center At shoulder At toe

x = 0.00 x = 13.49 x = 21.10 Layer Hi

(m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) Layer

Hi (m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) Layer

Hi (m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) 1aOver 8 4 0.77 0.417 12.39 1aOver 8 4 0.70 0.417 12.39 1aOver 1.5 0.75 0.21 0.549 2.02

4b 2 12 1.24 0.67 2.44 1a 1.5 10.25 1.03 0.345 2.55 1aOver 3.5 6.25 0.62 0.417 5.42 4eXL 5 15.5 1.52 0.755 5.75 4b 2 12 1.14 0.67 2.44 1a 3 9.5 0.84 0.417 4.65 4e 3 19.5 1.88 0.755 3.45 4eXL 5 15.5 1.43 0.755 5.75 4b 1 11.5 0.97 0.795 1.12 4e 12 27 2.56 0.622 15.22 4e 3.5 19.75 1.83 0.755 4.03 4b 1 12.5 1.04 0.67 1.22

4e 11.5 27.25 2.53 0.622 14.58 4eXL 5 15.5 1.32 0.755 5.75

0 4e 4.5 1.78 0.755 5.18

0 0 4e 6.5 2.32 0.622 8.24

Total 33.00 44.36 Total 33.00 44.07 Total 29.00 37.92 Average coefficient consolidation C = 5.53E-04 Average coefficient consolidation C = 5.61E-04 Average coefficient consolidation C = 5.85E-04

v v

Calculation coefficient consolidation at filling step 3

At center At shoulder At toe

x = 0.00 With berm x = 0.00 Layer Hi

(m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) Layer

Hi (m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) Layer

Hi (m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) 1aOver 2 1 0.95 0.417 3.10 1aOver 3 1.5 0.94 0.417 4.65 1aOver 1.5 0.75 0.21 0.549 2.02

1a 3 9.5 1.40 0.345 5.11 1a 3 9.5 1.29 0.345 5.11 1aOver 3.5 6.25 0.63 0.417 5.42 4b 2 12 1.52 0.67 2.44 4b 2 12 1.42 0.67 2.44 1a 3 9.5 0.87 0.417 4.65 4eXL 5 15.5 1.77 0.755 5.75 4eXL 5 15.5 1.69 0.755 5.75 4b 0.5 11.25 0.99 0.795 0.56 4e 0.5 18.25 2.00 0.755 0.58 4e 1 18.5 1.94 0.755 1.15 4b 1.5 12.25 1.06 0.67 1.83 4e 14.5 25.75 2.63 0.622 18.39 4e 14 26 2.60 0.622 17.75 4eXL 5 15.5 1.38 0.755 5.75

4e 4 20 1.83 0.755 4.60 4e 11 27.5 2.56 0.622 13.95 Total 33.00 45.58 Total 33.00 45.37 Total 33.00 43.10 Average coefficient consolidation Cvtb = 5.24E-04 Average coefficient consolidation Cvtb = 5.29E-04 Average coefficient consolidation Cvtb = 5.86E-04 Calculation coefficient consolidation at filling step 3 without berm

At center At shoulder At toe

x = 0.00 x = 0.00 x = 0.00 Layer Hi

(m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) Layer

Hi (m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) Layer

Hi (m)

Hm (m)

(2σ vz +σ z )/2 (kg/cm2)

C vi

(10-3 cm2/s) 1aOver 4.5 2.25 0.88 0.417 6.97 1aOver 6 3 0.86 0.417 9.29 1aOver 1 0.5 0.19 0.549 1.35

1a 3 9.5 1.28 0.345 5.11 1a 3 9.5 1.15 0.345 5.11 1aOver 4 6 0.64 0.417 6.19 4b 2 12 1.41 0.67 2.44 4b 2 12 1.28 0.67 2.44 1a 3 9.5 0.89 0.417 4.65 4eXL 5 15.5 1.67 0.755 5.75 4eXL 5 15.5 1.56 0.755 5.75 4b 2 12 1.07 0.67 2.44 4e 1.5 18.75 1.94 0.755 1.73 4e 2.5 19.25 1.89 0.755 2.88 4eXL 5 15.5 1.40 0.755 5.75 4e 13.5 26.25 2.58 0.622 17.12 4e 12.5 26.75 2.56 0.622 15.85 4e 3.5 19.75 1.83 0.755 4.03

4e 11.5 27.25 2.56 0.622 14.58 Total 33.00 45.08 Total 33.00 44.73 Total 33.00 43.30 Average coefficient consolidation C = 5.36E-04 Average coefficient consolidation C = 5.44E-04 Average coefficient consolidation C = 5.81E-04

Calculate factors of vertical drain

- Ratio between coefficient of permeability in horison and in vertical

Kh/Kv = 2.00

Kh/qw = 1.00E-08 cm-2

Consolidate degree at center

Final consolidate settlement in treated zone Sct (m) 1.08 0.30 0.00 Final consolidate settlement in untreated zone Scn (m) 0.18 0.06 0.00

outside sevicable settlement zone (m) 0.00 0.00 inside sevicable settlement zone S'cn (m) 0.18 0.06 0.00

* Consolidation after filling time of step 1

Average vertical consolidation coefficient Cvtb (cm2/s) 5.68E-04

H is the consolidation drainage depth in the vertical orientation H (m) 15.75

Average horizontal consolidation coefficient Chtb (cm2/s) 1.14E-03

Consolidation ratio in treated zone due to each filling height Ui 0.16

Con Settle untreated zone outside sevicable settlement zone (m) 0.00

(Method in aricle VI.4, VI.5 of standard 22TCN 262-2000)

* Consolidation after waiting time of step 1

Average vertical consolidation coefficient Cvtb (cm2/s) 5.68E-04

H is the consolidation drainage depth in the vertical orientation H (m) 15.75

Average horizontal consolidation coefficient Chtb (cm2/s) 1.14E-03

Consolidation ratio in treated zone due to each filling height Ui 0.61

Consolidate settlement in treated zone at the end of step Sct1 (m) 0.65

Consolidate settlement in untreated zone at the end of step Scn1 (m) 0.01

Con Settle untreated zone inside sevicable settlement zone S'cn1 (m) 0.01

Consolidate settlement at the end of step Sc1 (m) 0.66

Consolidation ratio in treated zone at the end of step Ut1 0.61

* Consolidation after filling time of step 2

Average vertical consolidation coefficient Cvtb (cm2/s) 5.68E-04 5.53E-04

H is the consolidation drainage depth in the vertical orientation H (m) 15.75 16.50

Average horizontal consolidation coefficient Chtb (cm2/s) 1.14E-03 1.11E-03

Consolidation ratio in treated zone due to each filling height Ui 0.65 0.06

Con Settle untreated zone inside sevicable settlement zone (m) 0.01 0.00

* Consolidation after waiting time of step 2

Average vertical consolidation coefficient Cvtb (cm2/s) 5.68E-04 5.53E-04

H is the consolidation drainage depth in the vertical orientation H (m) 15.75 16.50

Average horizontal consolidation coefficient Chtb (cm2/s) 1.14E-03 1.11E-03

Consolidation ratio in treated zone due to each filling height Ui 0.79 0.43 Consolidate settlement in treated zone at the end of step Sct2 (m) 0.85 0.13 Consolidate settlement in untreated zone at the end of step Scn2 (m) 0.01 0.00 Con Settle untreated zone inside sevicable settlement zone S'cn2 (m) 0.01 0.00 Consolidate settlement at the end of step Sc2 (m) 0.86 0.13 Consolidation ratio in treated zone at the end of step Ut2 0.71

* Consolidation after filling time of step 3

Average vertical consolidation coefficient Cvtb (cm2/s) 5.68E-04 5.53E-04

H is the consolidation drainage depth in the vertical orientation H (m) 15.75 16.50

Average horizontal consolidation coefficient Chtb (cm2/s) 1.14E-03 1.11E-03

Consolidation ratio in treated zone due to each filling height Ui 0.85 0.58

Consolidate settlement in treated zone at the end of step Sct3 (m) 0.91 0.17

Consolidate settlement in untreated zone at the end of step Scn3 (m) 0.02 0.00

Con Settle untreated zone inside sevicable settlement zone S'cn3 (m) 0.02 0.00

Consolidate settlement at the end of step Sc3 (m) 0.93 0.17

Consolidation ratio in treated zone at the end of step Ut3 0.61

* Consolidation after waiting time of step 3

Average vertical consolidation coefficient Cvtb (cm2/s) 5.68E-04 5.53E-04

H is the consolidation drainage depth in the vertical orientation H (m) 15.75 16.50

Average horizontal consolidation coefficient Chtb (cm2/s) 1.14E-03 1.11E-03

Consolidation ratio in treated zone due to each filling height Ui 0.93 0.80

Consolidate settlement in treated zone at the end of step Sct3 (m) 1.00 0.24

Consolidate settlement in untreated zone at the end of step Scn3 (m) 0.02 0.00

Con Settle untreated zone inside sevicable settlement zone S'cn3 (m) 0.02 0.00

Consolidate settlement at the end of step Sc3 (m) 1.01 0.24

Consolidation ratio in treated zone at the end of step Ut3 0.81

* Consolidation after construction 15 years

Average vertical consolidation coefficient Cvtb (cm2/s) 5.68E-04 5.53E-04 5.36E-04

H is the consolidation drainage depth in the vertical orientation H (m) 15.75 16.50 16.50

Average horizontal consolidation coefficient Chtb (cm2/s) 1.14E-03 1.11E-03 1.07E-03

Consolidation ratio in treated zone due to each filling height Ui 0.93 0.80 1.00 Consolidate settlement in treated zone at the end of step Sct (m) 1.00 0.24 0.18 Consolidate settlement in untreated zone at the end of step Scn (m) 0.02 0.00 0.08 Con Settle untreated zone inside sevicable settlement zone S'cn (m) 0.02 0.00 0.08 Consolidate settlement at the end of step Sc (m) 1.01 0.24 0.26 Consolidation ratio in treated zone at the end of step Ut3 0.90

IV.3 Calculate development of undrainded strength through consolidation (Method in appendix F3 of Detailed Design)

(T/m2) (T/m2) (T/m2) σz (T/m2) U (%) Cu (T/m2) σz (T/m2) U (%) Cu (T/m2) σz (T/m2) U (%) Cu (T/m2)

m

1a 4b 4eXL

1aOver Side

1a Side 4b Side 4eXL Side

1aOver Cen

1a Cen 4b Cen 4eXL Cen

1aOver Side

1a Side 4b Side 4eXL Side

1aOver

1a 4b 4eXL

EB

1.388

CALCULATE SAFETY FACTOR AT SEGMENT CW2C-166(KM21+280-KM21+350) Ground is improved by Triangle filling step 2

Method Bishop

Height of filling embankment: 4.45m Width of filling upperbase: 26.98m Height of design embankment: 5.4m Width of designed upperbase: 20.6m Width of lowerbase: 42.2m

Fabric Capacity: 200 kN

3 layers

Name: 1aOver Unit Weight: 16.2 kN/m³ Cohesion': 14.4 kPa Name: 1a

Unit Weight: 16.2 kN/m³ Cohesion': 16.9 kPa Name: 4b

Unit Weight: 17.1 kN/m³ Cohesion': 17.6 kPa Name: 4eXL Unit Weight: 19.8 kN/m³ Cohesion': 49.5 kPa

Name: 1aOver Side Unit Weight: 16.2 kN/m³ Cohesion': 18.900912 kPa Name: 1a Side

Unit Weight: 16.2 kN/m³ Cohesion': 24.173439 kPa Name: 4b Side

Unit Weight: 17.1 kN/m³ Cohesion': 24.771878 kPa

Name: 4eXL Side Unit Weight: 19.8 kN/m³ Cohesion': 56.491396 kPa

Name: 1aOver Cen Unit Weight: 16.2 kN/m³ Cohesion': 22.731569 kPa Name: 1a Cen

Unit Weight: 16.2 kN/m³ Cohesion': 27.405272 kPa Name: 4b Cen

Unit Weight: 17.1 kN/m³ Cohesion': 27.767099 kPa Name: 4eXL Cen Unit Weight: 19.8 kN/m³ Cohesion': 59.111631 kPa

Name: EB Unit Weight: 19 kN/m³ Cohesion': 0 kPa Phi': 30 ° Phi-B: 0 °

Distance (m)

-20

-15

-10

-5

0

5

10