Hồ sơ xử lý nền đất yếu Dự án Đà Nẵng Quảng Ngãi

Ministry of Transport (B.GTVT) Vietnam Expressway Corporation (VEC) Project Management Unit No 85 (PMU 85) IDA Credit No / IDA tín dụng số : 4779-VN Project ID No / Mã dự án: P106235 Consulting Services for / Dịch vụ tư vấn Detailed Design for Da Nang - Quang Ngai Expressway Development Project / Thiết kế kỹ thuật dự án Đường cao tốc Đà Nẵng – Quảng Ngãi Detailed Engineering Design Report (Final) Volume 2: Main Report (PKG A3) Volume 2.4: Addendum to Main Report and Analysis Report of Soft soil treatment (PKG A3) (Based on instruction of VEC at Letter No 3613/VEC-KTCNMT dated October 23, 2013 /Theo đạo VEC công văn số 3613/VEC-KTCNMT ngày 23/10/2013) (Updated in accordance with Approval Decision No.01/QD-VEC of VEC dated 03/1/2014 / Cập nhật theo định số 01/QĐ-VEC ngày 03/1/2014 VEC) January 09 , 2014 The Joint Venture of / Liên danh Tư vấn: THAI ENGINEERING CONSULTANTS CO., LTD IDA Credit No / IDA tín dụng số : 4779-VN Project ID No / Mã dự án : P106235 Consulting Services for / Dịch vụ tư vấn Detailed Design for Da Nang - Quang Ngai Expressway Development Project / Thiết kế kỹ thuật dự án Đường cao tốc Đà Nẵng – Quảng Ngãi Detailed Engineering Design Report (Final) (Báo cáo thiết kế kỹ thuật chi tiết) Volume 2: Main Report (PKG A3) (Tập 2: Thuyết minh (Gói thầu A3)) Volume 2.4: Addendum to Main Report and Analysis Report of Soft soil treatment (PKG A3) (Tập 2.4: Phụ lục điều chỉnh Thuyết minh Tính tốn xử lý đất yếu (Gói thầu A3)) (Based on instruction of VEC at Letter No 3613/VEC-KTCNMT dated October 23, 2013 /Theo đạo VEC công văn số 3613/VEC-KTCNMT ngày 23/10/2013) (Updated in accordance with Approval Decision No.01/QD-VEC of VEC dated 03/1/2014 / Cập nhật theo định số 01/QĐ-VEC ngày 03/1/2014 VEC) Name (Tên) Prepared by (Thực hiện) Checked by (Kiểm tra) Quality Control (KCS) Approved by (Duyệt) VECC Yasuhiro Nozue Nguyen Manh Chung Ichizuru Ishimoto January 09 , 2014 January 09 , 2014 January 09 , 2014 January 09 , 2014 (09/1/2014) (09/1/2014) (09/1/2014) (09/1/2014) Signature (Chữ ký) Date (Ngày) THE JOINT VENTURE OF NK-NE-CHODAI-TEC/LIÊN DANH TƯ VẤN Project Manager/Giám đốc Dự án Ichizuru Ishimoto Da Nang, January 09, 2014/Đà Nẵng ngày 09 tháng năm 2014 CONTENTS A MAIN REPORT B ANALYSIS REPORT A MAIN REPORT Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A2, Geotechnical) Letter of Submission Project Location Map Table of Contents List of Abbreviations GENERAL 1.1 Introduction 1.2 Scope of Work DESIGN METHODOLOGY 2.1 General 2.2 Design Standards 2.3 Design Criteria 2.4 Engineering Analysis Method .7 2.4.1 General 2.4.2 Soil Replacement with Preloading 10 2.4.3 Theory and Calculation for Vertical Drain .11 2.4.4 Software 19 STUDY CONDITIONS 20 3.1 Topographical Conditions .20 3.2 Geotechnical Conditions 20 3.2.1 Outline of the Survey 20 3.2.2 Geotechnical Conditions 22 3.2.3 Soil Properties for Calculation 24 ENGINEERING ANALYSIS 35 4.1 General 35 4.2 Review on lateral movement of abutment 35 4.3 Engineering Analysis Results 36 4.3.1 Sectioning 36 4.3.2 Recommendation on Principle for Selection of Soft Soil Treatment Method 36 Soft Soil Treatment Design 37 5.1 Basic Design Policy .37 5.2 Result of soft soil treatment design .37 5.2.1 Main line 37 5.2.2 Dung Quat Interchange 44 5.3 Monitoring Instruments .49 5.3.1 Surface Settlement Plates (SSP) 49 5.3.2 Alignment Wood Stakes 50 5.3.3 Inclinometers 50 5.3.4 Electric Piezometers 51 5.3.5 Recording and Monitoring 51 Conclusion 55 Volume I Volume II Volume III Volume IV NK-NE-Chodai-TEC : : : : Design Report Soft Soil Treatment Analysis Report (Volume 4.1.2 in Road Work Document) Drawings (Volume J in Road Work Document) Quantity Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A2, Geotechnical) List of Abbreviations BB D/D DHWL DQE F/S GOVN IBRD MOT NH PC PKG PMU QCVN RNIP SD SCP SR TCN TEDI TOR VEC VD VDs WB : Bamboo Pile : Detailed Engineering Design : Design High Water Level : Da Nang - Quang Ngai Expressway : Feasibility Study : Government of Vietnam : The International Bank for Reconstruction and Development : Ministry of Transport : National Highway : Pre-stressed Concrete : Package : Project Management Unit : Vietnamese National Standards : Road Network Improvement Project : Sand Drain : Sand Compaction Pile : Soil Repalecement : National Technical Regulations : Transport Engineering Design Incorporated : Terms of Reference : Vietnam Expressway Corporation : Vertical Drain : Vertical Drain system : The World Bank NK-NE-Chodai-TEC Consulting Services for Detailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical) GENERAL 1.1 Introduction The Da Nang – Quang Ngai expressway is of international importance to the Government of Vietnam The recently developed East – West Economic Corridor, a 1,500 km corridor, connecting Da Nang with the Andaman Sea in Myanmar, through Laos and Thailand, promoted Da Nang’s location as a gateway to the international market The expressway development will stimulate the development of Da Nang as an exporting center Construction of this expressway section is essential for the socio-economic development and growth of the central of Vietnam Beside that, the expressway is a part of the North-South Expressway located in parallel with the existing NH1A and North-South Railway and passing through Danang city, Quang Nam and Quang Ngai provinces in the central region The road starts at the intersection of the Danang Bypass and NH14B in Danang city and ends at the connecting point with the planned City Ring Road at existing NH1A in Quang Ngai province The major socio-economic developments along the expressway are Chu Lai Open Economic Zone in Quang Nam province and Dung Quat Industrial Zone in Quang Ngai province As for the cultural properties, Hoi An Ancient Town and My Son Sanctuary, registered as the world heritage (cultural heritage), are existed along the expressway The proposed Danang Quangngai Expressway can be divided into two (2) sections according to the funding arrangment; namely JICA portion between Danang to Tamky with length of approximately 65 km followed by World Bank portion from Tamky to Quangngai with length of around 65 km as shown in Figure 1-1 The route is further divided into thirteen (13) design and construction packages (Packages 1, 2, 3A, 3B, 4, 5, 6, 7, A1, A3, A3, A4 and A5) Figure 1-1 : Project Facilities Plan Contract Package A3 from km 99+500 to km 110+100, includes embankments over soft ground with 12 bridges across some rivers, cross roads, canals NK-NE-Chodai-TEC Page Consulting Services for Detailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical) For Package A3 with embankment height (Ho: defined as the height between the existing and the design profile grade) of 1.2 m to 13.5 m, there will be a need to treat the soft clay for improving the overall stability during construction and for reducing post-construction settlement of the expressway It should be noted that the actual fill thickness used in the ground improvement by means of the vertical drain consolidation system will be greater since it has to account for the settlement during preloading and additional surcharge for reducing the consolidation or construction time The required fill thickness can be over twice the design embankment height in the thickness of soft ground area This report summarizes the design methodology and the proposed ground improvement methods for Package A3 from Station Km 99+500 to Km 110+100 only Calculations of the ground improvement design are provided in Volume 1.2 Scope of Work The scope of the geotechnical design for ground improvement work consists of the followings: • Evaluate the subsoil conditions From the new soil investigation performed, the subsoil conditions in the relevant sections are evaluated with focus on the thickness and the properties of the soft compressible soils close to the ground surface Based on the subsoil conditions in terms of soft soil properties and their thickness, the subsoils along the route have been divided into 48 major geotechnical units in the main line and 33 major geotechnical units in Dung Quat Interchange • Evaluate and recommend suitable ground improvement methods for each section From the design criteria and other design constraints, the most appropriate methods of ground improvement have been proposed 81 embankment sections have been selected based on the subsoil conditions, the design profile grades and the design criteria etc • Perform engineering analysis For each section with selected methods, the settlements during construction and operation are estimated, which are required to meet the design criteria Due to the soft nature of the upper soft soils along with loads from the embankment fill, the embankment stabilities under various configurations at the critical sections are checked with minimum factor of safety of 1.2 under the short term conditions (during construction) The stabilities of roadway after completion are also estimated and verified • Highlight foreseeable construction issues Some important construction issues are also addressed in the report to increase the awareness of avoidable problems NK-NE-Chodai-TEC Page Consulting Services for Detailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical) DESIGN METHODOLOGY 2.1 General The main geotechnical issues in the design and construction of the roadway in lowland areas are usually related to the settlement of the sub-soils and the gross stability of the earth structure Since the roadway will be built on the embankment over the original sub-soils, the loading on the sub-soils would induce settlement and/or cause instability on the earth structure It is therefore essential to design the structure in satisfying the design criteria with consideration of other critical constraints From the soil investigation work conducted, the subsoil conditions and the problematic soils have been identified Soft clay deposit with thickness of 3.0 to 15.5 m has been encountered from Station km 99+500 to km 110+100 With the embankment placed over the soft clay deposit, there is a need to improve the soft ground by appropriate ground improvement method for increasing the stability during construction and for minimizing the settlement during operation The merits and limitations of various ground improvement methods are presented and discussed in this chapter 2.2 Design Standards The design was conducted in compliance with the following standards; Table 2-1 The design Standards No Standard TCVN 5729-2012 Expressway - Requirement for design 22TCN211-2006 Flexible pavement design 22TCN262-2000 Standard for investigation and design of embankment on soft ground 2.3 Design Criteria The most important and critical issues in the design and construction of the embankment have been identified and listed as follows: a Time for soft soil treatment: This package is planned to be completed within 16 months And a period of less than 14 months approximately is recommended for soft soil treatment in consideration of the following issues: • Time for preparation works, • Time for construction of culverts and underpass structures, • Time for construction of piles and abutments, • Time for construction of pavement and completion, and NK-NE-Chodai-TEC Page Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical)  13  4.25  -0.90       14  14.75  -0.90       15  40.00  -0.90        ▦ Line Information - Total Line No : 13
 LineLayer Nodes On Line  rt  rsat  c  Friction  Soil Soil   No. No  (tf/㎥)(tf/㎥) (tf/㎡)Angle(deg) Type Mat.No    4 22 23  1.770  1.770  2.00  19.9 EMBANK     4 22 23  1.770  1.770  2.00  19.9 EMBANK     4  1.860  1.910  1.55  0.0 CLAY     10 11  1.860  1.910  1.55  0.0 CLAY     10 11 12  1.860  1.910  1.55  0.0 CLAY     10 11 12 13  1.860  1.910  1.55  0.0 CLAY     10 11 12 13 14  1.860  1.910  1.55  0.0 CLAY     10 11 12 13 14 15  1.370  1.420  2.96  0.0 CLAY     16 17 11 12 13 14 15  1.370  1.420  2.96  0.0 CLAY    10  16 17 18 12 13 14 15  1.370  1.420  2.96  0.0 CLAY    11  16 17 18 19 13 14 15  1.370  1.420  2.96  0.0 CLAY    12  10 16 17 18 19 20 14 15  1.370  1.420  2.96  0.0 CLAY  10   13  11 16 17 18 19 20 21  0.000  0.000  0.00  0.0 BEDROCK 11   ▦ Embankment Step Information - Total Step No :
 Step  Line No  Type   No        EMBANK     EMBANK   ▦ Soil Properties - Total Soil No : 11
 Soil  Soil Cal.MethodDrainage Rebound  Cu'/P  Ca  (ts/tp)  No  Type  Condition Coefficient       CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   10 CLAY Cc Both  0.000  0.200  0.000  0.00   11 BEDROCK NONE   0.000  0.000  0.000  0.00  
 Soil  Soil N-  Cc  Cs  Pc  OCR e-logPlogMvlogCv   No  Type Value   (tf/㎡)   No -logP-logP     CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  4.0  1.114 0.244  0.00  2.40      CLAY  4.0  1.114 0.244  0.00  2.40      CLAY  4.0  1.114 0.244  0.00  2.40      CLAY  4.0  1.114 0.244  0.00  2.40     10  CLAY  4.0  1.114 0.244  0.00  2.40     11  BEDROCK  0.0  0.000 0.000  0.00  0.00    NK-NE-Chodai-TEC Page 464 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical)  ▦ Water Table Information - Consideration Of Buoyancy : No - Unit Weight Of Water :1.000 (tf/㎥) - Nodes On Water Surface :4
 Node  X  Y   No  (m)  (m)     -40.00  0.00    -14.75  0.00    -4.25  0.00    4.25  0.00    14.75  0.00    40.00  0.00   ▦ External Load ▶ Strip Load - Total Strip Load No :
  Load  Left  Right    No Used State    X  Y  Load  X  Y  Load     (m)  (m)  (tf/㎡)  (m)  (m)  (tf/㎡)      -3.25  7.90  1.53 3.25  7.90  1.53 Used  ▦ Loading Stage Information - Total Loading Stage No :
  Stage  Load  Construction Time   No    Loading  Load Type  Embankment Step No  Start  End    Type   or External Load No. (day)  (day)     재하  EMBANK   0 60   재하  EMBANK   150 169   재하  STRIP   170 171  ▦ Information Of Vertical Drain - Calculation Method Of the Consolidation : ⇒ Only the degree Uh Of Horizontal Consolidation
 SoilDrain Cal  Well  Drain  Well Resistance  Soil  Smear Zone  Mat.Type  Method /Smear  No.   Patt Dis. Dia.Vertical Kw  α  Kh  Dia. Ks      -ern (m)  (cm)Drainage (cm/sec)(Cv/Ch) (cm/sec) (cm) (cm/sec)   NONE              PBD HANSBO W/S □ 2.00 5.00Both 1.000E-02 0.5009.160E-0810.004.580E-08  PBD HANSBO W/S □ 2.00 5.00Both 1.000E-02 0.5009.160E-0810.004.580E-08  PBD HANSBO W/S □ 2.00 5.00Both 1.000E-02 0.5009.160E-0810.004.580E-08  NONE              NONE              PBD HANSBO W/S □ 2.00 5.00Both 1.000E-02 0.5007.100E-0810.003.550E-08  PBD HANSBO W/S □ 2.00 5.00Both 1.000E-02 0.5007.100E-0810.003.550E-08  PBD HANSBO W/S □ 2.00 5.00Both 1.000E-02 0.5007.100E-0810.003.550E-08  10 NONE              Drain Type > SD:SAND DRAIN, PD:PAPER BOARD DRAIN, SCP:SAND COMPACTION PILE, PACK:PACK DRAIN GCP:GRAVEL COMPACTION PILE, CD:CYLINDRICAL DRAIN,FIBER:FIBER DRAIN,NONE:None Drain Well/Smear > NONE:None Consideration both Smear and Well Resistance W/S:Both Consideration Well Resistance and Smear Effect SMEAR:Only Consideration Smear Effect WELL:Only Consideration Well Resistance ▦ Testing Result Curve ▶ e-logP Curve NK-NE-Chodai-TEC Page 465 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical) - Curve No : => 3a1 - Data No :
  No             P 0.130 0.250 0.500 1.000 2.000 4.000 8.000     (kgf/㎠)             e 0.869 0.850 0.824 0.790 0.745 0.699 0.651     - Curve No : => 4c - Data No :
  No             P 0.130 0.250 0.500 1.000 2.000 4.000 8.000     (kgf/㎠)             e 2.819 2.727 2.530 2.240 1.931 1.598 1.263     ▶ logCv-logP Curve - Curve No : => 3a1 - Data No :
  No             P 0.060 0.180 0.360 0.720 1.440 2.880 5.770    (kgf/㎠)            Cv(㎠/day)242.520 237.600 223.690 210.120 193.360 175.050 162.860     - Curve No : => 4c - Data No :
  No             P 0.060 0.180 0.360 0.720 1.440 2.880 5.770    (kgf/㎠)            Cv(㎠/day)39.480 39.480 38.530 37.840 37.410 33.610 32.050     Settlement Result ▶ Settlement each Calculation Point ⊙ Calculation Point : x = m - Total Layer No :
 Layer Soil  Soil  Cal.Method  Height  rt  rsat  Po  △P Settlement   No Mat.No Type   (m)  (tf/㎥)  (tf/㎥)  (tf/㎡)  (tf/㎡)  (Sf,cm)      CLAY  Cc  0.90  1.860  1.910  0.41  13.89  10.04     CLAY  Cc  4.50  1.370  1.420  1.76  13.16  83.69   ∑= 93.73 cm
 Layer Soil  eo  e1  Mv  Cc  Cs  Drain Drainage  Cv   No Mat.No    (㎠/kgf)   Type Condition (㎠/day)      0.869  0.000  0.000  0.160  0.041  PBD  Both  209.590     2.776  0.000  0.000  1.114  0.244  PBD  Both  37.750   - Settlement and Ratio of Consolidation at Calculation Time : 424 day
 Layer Soil  Soil  Cal  U  Settlement Residual Settlement  No  Mat.No  Type  Time(day) (%)  (St,cm)  (Sr,cm)      CLAY  424  97.61  9.80  0.24  NK-NE-Chodai-TEC Page 466 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical)    CLAY  424  97.37  81.49  2.20   [ U = 97.40 % ∑St = 91.29 cm ∑Sr = 2.44 cm ] Time and Settlement for Ratio Of Consolidation at each calculation Point ⊙ Calculation Point : x = m ▶ Degree Of Consolidation and Settlement with time at converted layer [Calculation Method] *** Hansbo's Solution(1981) *** ∴ Ur = 1- Exp[-8Th/(F(n)+Fs+Fr)] -⇒ F(n) =Ln(de/dw)-0.75 ;(n=de/dw ≥20 ) ⇒ F(n) =(n²/ (n²-1))·Ln(n) - (3n²-1)/4n² ;(n=de/dw < 20 ) ⇒ Fs = ((Kh/Ks)-1)·Ln(ds/dw) ;Ks= Permeability of the Smear zone ⇒ Fr =π·z·(L-z)·(Kh/qw) - here, z=Depth from the drainage surface(average value => both:H/4,single:H/2) L=Vertical drainage path length of the drain(both:H,single:2H),qw=discharge capacity of the drain ⇒ Time factor(Th) = (Ch·t/de²) ⇒ Kh= Horizontal permeability of clay, Kw=Permeability of the drain, Ch=Horizontal coefficient of consolidation ⇒ Equivalent Diameter of the drain(de) - Square Pattern = 1.128·(spacing of the drain(d)) - Triangular Pattern = 1.050·(spacing of the drain(d)) - Drain Type : PAPER DRAIN - Diameter of the drain(dw) : cm - Equivalent Diameter of the drain(de) : 225.6 cm - Spacing of the drain(d) : m - Vertical drainage condition of the drain : Both - Total lengh of the drain : 5.4 m - Vertical drainage path length of the drain(L) : 2.7 m - Arrangement of the drain : Square - The theory of the calculation of the Horizontal consolidation : HANSBO's Solution(1979) ==> Consideration Only the degree Uh of Consolidation - Horizontal Coefficient Of Consolidation of clay(Ch) : 247.34 ㎠/day - Horizontal Permeability of clay(Kh) : 7.443E-08 cm/sec - Permeability of Smear Zone(Ks) : 3.722E-08 cm/sec - Permeability of Drain Board(Kw) : 0.01 cm/sec - Estimation the delay caused by disturbance of clay(Smear Effect) : YES - Estimation the delay caused by the actual discharge capacity of the drain(Well Resistance) : YES ▤ Summation of the time and settlement at each layer ☞ at Layer : CLAY(Soil Material No > )
  U(%)   10  15  20  25  30  35  40  45  50    Time  26.00 37.20 46.17 53.86 60.71 68.29 76.40 85.50 95.25 106.25  Sett  0.50 1.00 1.51 2.01 2.51 3.01 3.51 4.02 4.52 5.02 
  U(%)  55  60  65  70  75  80  85  90  95  100    Time  118.50 132.67 149.67 175.67 193.50 215.50 243.50 284.00 351.00 782.00  Sett  5.52 6.02 6.53 7.03 7.53 8.03 8.53 9.04 9.54 10.04  ☞ at Layer : CLAY(Soil Material No > )
  U(%)   10  15  20  25  30  35  40  45  50    Time  26.73 38.38 47.54 55.45 62.83 71.02 79.93 89.78 100.72 113.10  Sett  4.18 8.37 12.55 16.74 20.92 25.11 29.29 33.48 37.66 41.85 
  U(%)  55  60  65  70  75  80  85  90  95  100    Time  127.29 143.91 169.04 184.72 202.64 224.53 252.85 292.63 360.80   Sett  46.03 50.21 54.40 58.58 62.77 66.95 71.14 75.32 79.51 83.69  ▤ U & Time & Settlement Of Conversion layer at each Calculation Point
 NK-NE-Chodai-TEC Page 467 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical)  U(%)   10  15  20  25  30  35  40  45  50    Time  26.68 38.26 47.39 55.27 62.60 70.71 79.55 89.26 100.10 112.31  Sett  4.69 9.37 14.06 18.75 23.43 28.12 32.81 37.49 42.18 46.87 
  U(%)  55  60  65  70  75  80  85  90  95  100    Time  126.26 142.63 168.00 183.79 201.71 223.58 251.87 291.70 359.75   Sett  51.55 56.24 60.92 65.61 70.30 74.98 79.67 84.36 89.04 93.73  ◈ Total time & settlement & U at each Calculation Points ◈ ☞ Total degree of consolidation at each calculation points(ratio of settlement) : ==>[consideration both consolidation settlement and immeadiately settlement of sandy soil]
  U(%)   10  15  20  25  30  35  40  45  50    Time  26.68 38.26 47.39 55.27 62.60 70.71 79.55 89.26 100.10 112.31  Sett  4.69 9.37 14.06 18.75 23.43 28.12 32.81 37.49 42.18 46.87 
  U(%)  55  60  65  70  75  80  85  90  95  100    Time  126.26 142.63 168.00 183.79 201.71 223.58 251.87 291.70 359.75   Sett  51.55 56.24 60.92 65.61 70.30 74.98 79.67 84.36 89.04 93.73  4) Calculation increase of undrain shear strength Step _ Zone Layer Drain Soil Treat dP cons m friction Co Co+dC No No Mat.No Type method (t/㎡) (%) (Ø,°) (Co,t/㎡) (t/㎡) _     CLAY NONE    0.200  0.00  1.55  1.55      CLAY PBD  7.19  27.49  0.200  0.00  1.55  1.92      CLAY PBD  10.62  26.83  0.200  0.00  1.55  2.10      CLAY PBD  7.19  27.49  0.200  0.00  1.55  1.92      CLAY NONE    0.200  0.00  1.55  1.55      CLAY NONE    0.200  0.00  2.96  2.96      CLAY PBD  6.93  27.45  0.200  0.00  2.96  3.20      CLAY PBD  10.49  26.78  0.200  0.00  2.96  3.39      CLAY PBD  6.93  27.45  0.200  0.00  2.96  3.20   10   10  CLAY NONE    0.200  0.00  2.96  2.96   Step _ Zone Layer Drain Soil Treat dP cons m friction Co Co+dC No No Mat.No Type method (t/㎡) (%) (Ø,°) (Co,t/㎡) (t/㎡) _     CLAY NONE    0.200  0.00  1.55  1.55      CLAY PBD  7.79  72.86  0.200  0.00  1.55  2.62      CLAY PBD  13.19  69.33  0.200  0.00  1.55  3.32      CLAY PBD  7.79  72.86  0.200  0.00  1.55  2.62      CLAY NONE    0.200  0.00  1.55  1.55      CLAY NONE    0.200  0.00  2.96  2.96      CLAY PBD  7.70  69.45  0.200  0.00  2.96  3.69      CLAY PBD  12.61  66.70  0.200  0.00  2.96  4.31      CLAY PBD  7.70  69.45  0.200  0.00  2.96  3.69   10   10  CLAY NONE    0.200  0.00  2.96  2.96   Final Step _ Zone Layer Drain Soil Treat dP cons m friction Co Co+dC No No Mat.No Type method (t/㎡) (%) (Ø,°) (Co,t/㎡) (t/㎡) _     CLAY NONE    0.200  0.00  1.55  1.55      CLAY PBD  7.95  99.88  0.200  0.00  1.55  3.05  NK-NE-Chodai-TEC Page 468 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical)     CLAY PBD  13.89 100.00  0.200  0.00  1.55  4.24      CLAY PBD  7.95  99.88  0.200  0.00  1.55  3.05      CLAY NONE    0.200  0.00  1.55  1.55      CLAY NONE    0.200  0.00  2.96  2.96      CLAY PBD  7.90  99.97  0.200  0.00  2.96  4.04      CLAY PBD  13.16  99.93  0.200  0.00  2.96  5.10      CLAY PBD  7.90  99.97  0.200  0.00  2.96  4.04   10   10  CLAY NONE    0.200  0.00  2.96  2.96   * Settlement without traffic load Strip Load - Total Strip Load No :
  Load  Left  Right    No Used State    X  Y  Load  X  Y  Load     (m)  (m)  (tf/㎡)  (m)  (m)  (tf/㎡)      -3.25  7.90  1.53 3.25  7.90  1.53 Not Used  Settlement Result ▶ Settlement each Calculation Point ⊙ Calculation Point : x = m - Total Layer No :
 Layer Soil  Soil  Cal.Method  Height  rt  rsat  Po  △P Settlement   No Mat.No Type   (m)  (tf/㎥)  (tf/㎥)  (tf/㎡)  (tf/㎡)  (Sf,cm)      CLAY  Cc  0.90  1.860  1.910  0.41  13.19  9.88     CLAY  Cc  4.50  1.370  1.420  1.76  12.61  81.55   ∑= 91.43 cm
 Layer Soil  eo  e1  Mv  Cc  Cs  Drain Drainage  Cv   No Mat.No    (㎠/kgf)   Type Condition (㎠/day)      0.869  0.000  0.000  0.160  0.041  PBD  Both  210.640     2.776  0.000  0.000  1.114  0.244  PBD  Both  37.770   - Settlement and Ratio of Consolidation at Calculation Time : 424 day
 Layer Soil  Soil  Cal  U  Settlement Residual Settlement  No  Mat.No  Type  Time(day) (%)  (St,cm)  (Sr,cm)      CLAY  424  97.67  9.65  0.23     CLAY  424  97.55  79.55  2.00   [ U = 97.56 % ∑St = 89.20 cm ∑Sr = 2.23 cm ] NK-NE-Chodai-TEC Page 469 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical) 48 ANALYSIS OUTPUT (STA 0+450 - 0+494) 1) Settlement analysis Representative section Calculation point Embankment FG 3a1: Clay sand 1.1 4c: Clay 5.6 Sand Consolidation Degree (%) Embankment height (m) Analysis output Total time (day) Section (STA.) Extention (m) Standard section Height of embankment F.G (m) 44 0+450 9.1 0+450-0+494 Treatment Spacing method (m) SD 2.5 NK-NE-Chodai-TEC Geotextile Geotextile Degree of Embank Treatment layer layer consolidation step depth (m) (200KN/m) (400KN/m) (%) - 6.7 97.78 Allowable Total residual Soft soil settlement (cm) thickness (m) 30 6.7 Total Residual settlement (cm) settlement Without Include (cm) traffic load traffic load 116.51 118.33 2.63 Page 470 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical) Section 0+450-0+494 Treatment method Surcharge height(m) _ Stage Filling height (m) Waiting time (month) #3 - - #2 FG+0.4 6.9 #1 7.6 2.0 Total (month) 12.4 CSB Thickness 0.6 Reinforced Geo-textile 01 Layers/T=200KN/m & Layers/T=400KN/m Type of vertical drain SD Pattern and Spacing(m) 2.5 Treatment depth (m) 6.7 2) Slope Stability Analysis Analysis Step Content Remark Step Step Step Final H(m) 7.6 9.5 - 9.1 FS 1.313 1.261 - 1.423 Step NK-NE-Chodai-TEC Page 471 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical) Step Final Step 3) Settlement analysis calculate output data 1.Input Data For Calculation Settlement ▦ Analysis Control - Total Load Stage : - Calculation Method :Total Load Method - Calculation Max Time : 737 day ▦ Node Coordinate Data - Total Node No : 23

 Node  X  Y  Node  X  Y   No  (m)  (m)   No  (m)  (m)      -4.25  10.30   16  -50.00  -6.70    0.00  10.30   17  -17.90  -6.70    4.25  10.30   18  -4.25  -6.70    -50.00  0.00   19  4.25  -6.70    -17.90  0.00   20  17.90  -6.70    -4.25  0.00   21  50.00  -6.70    4.25  0.00   22  -7.00  8.00    17.90  0.00   23  7.00  8.00    50.00  0.00       10  -50.00  -1.10       11  -17.90  -1.10       12  -4.25  -1.10       13  4.25  -1.10       14  17.90  -1.10      NK-NE-Chodai-TEC Page 472 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical)  15  50.00  -1.10        ▦ Line Information - Total Line No : 13
 LineLayer Nodes On Line  rt  rsat  c  Friction  Soil Soil   No. No  (tf/㎥)(tf/㎥) (tf/㎡)Angle(deg) Type Mat.No    4 22 23  1.770  1.770  2.00  19.9 EMBANK     4 22 23  1.770  1.770  2.00  19.9 EMBANK     4  1.860  1.910  1.55  0.0 CLAY     10 11  1.860  1.910  1.55  0.0 CLAY     10 11 12  1.860  1.910  1.55  0.0 CLAY     10 11 12 13  1.860  1.910  1.55  0.0 CLAY     10 11 12 13 14  1.860  1.910  1.55  0.0 CLAY     10 11 12 13 14 15  1.370  1.420  2.96  0.0 CLAY     16 17 11 12 13 14 15  1.370  1.420  2.96  0.0 CLAY    10  16 17 18 12 13 14 15  1.370  1.420  2.96  0.0 CLAY    11  16 17 18 19 13 14 15  1.370  1.420  2.96  0.0 CLAY    12  10 16 17 18 19 20 14 15  1.370  1.420  2.96  0.0 CLAY  10   13  11 16 17 18 19 20 21  0.000  0.000  0.00  0.0 BEDROCK 11   ▦ Embankment Step Information - Total Step No :
 Step  Line No  Type   No        EMBANK     EMBANK   ▦ Soil Properties - Total Soil No : 11
 Soil  Soil Cal.MethodDrainage Rebound  Cu'/P  Ca  (ts/tp)  No  Type  Condition Coefficient       CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   CLAY Cc Both  0.000  0.200  0.000  0.00   10 CLAY Cc Both  0.000  0.200  0.000  0.00   11 BEDROCK NONE   0.000  0.000  0.000  0.00  
 Soil  Soil N-  Cc  Cs  Pc  OCR e-logPlogMvlogCv   No  Type Value   (tf/㎡)   No -logP-logP     CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  2.0  0.160 0.041  0.00  2.10      CLAY  4.0  1.114 0.244  0.00  2.40      CLAY  4.0  1.114 0.244  0.00  2.40      CLAY  4.0  1.114 0.244  0.00  2.40      CLAY  4.0  1.114 0.244  0.00  2.40     10  CLAY  4.0  1.114 0.244  0.00  2.40     11  BEDROCK  0.0  0.000 0.000  0.00  0.00     ▦ Water Table Information NK-NE-Chodai-TEC Page 473 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical) - Consideration Of Buoyancy : No - Unit Weight Of Water :1.000 (tf/㎥) - Nodes On Water Surface :4
 Node  X  Y   No  (m)  (m)     -50.00  0.00    -17.90  0.00    -4.25  0.00    4.25  0.00    17.90  0.00    50.00  0.00   ▦ External Load ▶ Strip Load - Total Strip Load No :
  Load  Left  Right    No Used State    X  Y  Load  X  Y  Load     (m)  (m)  (tf/㎡)  (m)  (m)  (tf/㎡)      -3.25  10.30  1.53 3.25  10.30  1.53 Used  ▦ Loading Stage Information - Total Loading Stage No :
  Stage  Load  Construction Time   No    Loading  Load Type  Embankment Step No  Start  End    Type   or External Load No. (day)  (day)     재하  EMBANK   0 80   재하  EMBANK   140 163   재하  STRIP   164 165  ▦ Information Of Vertical Drain - Calculation Method Of the Consolidation : ⇒ Only the degree Uh Of Horizontal Consolidation
 SoilDrain Cal  Well  Drain  Well Resistance  Soil  Smear Zone  Mat.Type  Method /Smear  No.   Patt Dis. Dia.Vertical Kw  α  Kh  Dia. Ks      -ern (m)  (cm)Drainage (cm/sec)(Cv/Ch) (cm/sec) (cm) (cm/sec)   NONE              SD HANSBO SMEAR □ 2.5040.00Both 1.000E-02 0.5009.160E-0880.004.580E-08  SD HANSBO SMEAR □ 2.5040.00Both 1.000E-02 0.5009.160E-0880.004.580E-08  SD HANSBO SMEAR □ 2.5040.00Both 1.000E-02 0.5009.160E-0880.004.580E-08  NONE              NONE              SD HANSBO SMEAR □ 2.5040.00Both 1.000E-02 0.5007.100E-0880.003.550E-08  SD HANSBO SMEAR □ 2.5040.00Both 1.000E-02 0.5007.100E-0880.003.550E-08  SD HANSBO SMEAR □ 2.5040.00Both 1.000E-02 0.5007.100E-0880.003.550E-08  10 NONE              Drain Type > SD:SAND DRAIN, PD:PAPER BOARD DRAIN, SCP:SAND COMPACTION PILE, PACK:PACK DRAIN GCP:GRAVEL COMPACTION PILE, CD:CYLINDRICAL DRAIN,FIBER:FIBER DRAIN,NONE:None Drain Well/Smear > NONE:None Consideration both Smear and Well Resistance W/S:Both Consideration Well Resistance and Smear Effect SMEAR:Only Consideration Smear Effect WELL:Only Consideration Well Resistance ▦ Testing Result Curve ▶ e-logP Curve - Curve No : => 3a1 - Data No : NK-NE-Chodai-TEC Page 474 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical)
  No             P 0.130 0.250 0.500 1.000 2.000 4.000 8.000     (kgf/㎠)             e 0.869 0.850 0.824 0.790 0.745 0.699 0.651     - Curve No : => 4c - Data No :
  No             P 0.130 0.250 0.500 1.000 2.000 4.000 8.000     (kgf/㎠)             e 2.819 2.727 2.530 2.240 1.931 1.598 1.263     ▶ logCv-logP Curve - Curve No : => 3a1 - Data No :
  No             P 0.060 0.180 0.360 0.720 1.440 2.880 5.770    (kgf/㎠)            Cv(㎠/day)242.520 237.600 223.690 210.120 193.360 175.050 162.860     - Curve No : => 4c - Data No :
  No             P 0.060 0.180 0.360 0.720 1.440 2.880 5.770    (kgf/㎠)            Cv(㎠/day)39.480 39.480 38.530 37.840 37.410 33.610 32.050     Settlement Result ▶ Settlement each Calculation Point ⊙ Calculation Point : x = m - Total Layer No :
 Layer Soil  Soil  Cal.Method  Height  rt  rsat  Po  △P Settlement   No Mat.No Type   (m)  (tf/㎥)  (tf/㎥)  (tf/㎡)  (tf/㎡)  (Sf,cm)      CLAY  Cc  1.10  1.860  1.910  0.50  17.39  12.37     CLAY  Cc  5.60  1.370  1.420  2.18  16.49  105.96   ∑= 118.33 cm
 Layer Soil  eo  e1  Mv  Cc  Cs  Drain Drainage  Cv   No Mat.No    (㎠/kgf)   Type Condition (㎠/day)      0.869  0.000  0.000  0.160  0.041  SD  Both  204.050     2.746  0.000  0.000  1.114  0.244  SD  Both  37.610   - Settlement and Ratio of Consolidation at Calculation Time : 372 day
 Layer Soil  Soil  Cal  U  Settlement Residual Settlement  No  Mat.No  Type  Time(day) (%)  (St,cm)  (Sr,cm)      CLAY  372  97.90  12.11  0.26     CLAY  372  97.76  103.59  2.37   NK-NE-Chodai-TEC Page 475 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical) [ U = 97.78 % ∑St = 115.70 cm ∑Sr = 2.63 cm ] Time and Settlement for Ratio Of Consolidation at each calculation Point ⊙ Calculation Point : x = m ▶ Degree Of Consolidation and Settlement with time at converted layer [Calculation Method] *** Hansbo's Solution(1981) *** ∴ Ur = 1- Exp[-8Th/(F(n)+Fs+Fr)] -⇒ F(n) =Ln(de/dw)-0.75 ;(n=de/dw ≥20 ) ⇒ F(n) =(n²/ (n²-1))·Ln(n) - (3n²-1)/4n² ;(n=de/dw < 20 ) ⇒ Fs = ((Kh/Ks)-1)·Ln(ds/dw) ;Ks= Permeability of the Smear zone ⇒ Fr =π·z·(L-z)·(Kh/qw) - here, z=Depth from the drainage surface(average value => both:H/4,single:H/2) L=Vertical drainage path length of the drain(both:H,single:2H),qw=discharge capacity of the drain ⇒ Time factor(Th) = (Ch·t/de²) ⇒ Kh= Horizontal permeability of clay, Kw=Permeability of the drain, Ch=Horizontal coefficient of consolidation ⇒ Equivalent Diameter of the drain(de) - Square Pattern = 1.128·(spacing of the drain(d)) - Triangular Pattern = 1.050·(spacing of the drain(d)) - Drain Type : SAND DRAIN - Diameter of the drain(dw) : 40 cm - Equivalent Diameter of the drain(de) : 282 cm - Spacing of the drain(d) : 2.5 m - Vertical drainage condition of the drain : Both - Total lengh of the drain : 6.7 m - Vertical drainage path length of the drain(L) : 3.35 m - Arrangement of the drain : Square - The theory of the calculation of the Horizontal consolidation : HANSBO's Solution(1979) ==> Consideration Only the degree Uh of Consolidation - Horizontal Coefficient Of Consolidation of clay(Ch) : 241.66 ㎠/day - Horizontal Permeability of clay(Kh) : 7.438E-08 cm/sec - Permeability of Smear Zone(Ks) : 3.719E-08 cm/sec - Estimation the delay caused by disturbance of clay(Smear Effect) : YES - Estimation the delay caused by the actual discharge capacity of the drain(Well Resistance) : NO ▤ Summation of the time and settlement at each layer ☞ at Layer : CLAY(Soil Material No > )
  U(%)   10  15  20  25  30  35  40  45  50    Time  27.00 39.00 48.43 56.50 63.89 70.67 77.10 83.78 91.50 100.00  Sett  0.62 1.24 1.86 2.47 3.09 3.71 4.33 4.95 5.57 6.19 
  U(%)  55  60  65  70  75  80  85  90  95  100    Time  109.50 120.40 133.20 158.00 173.25 191.25 214.00 246.00 301.00 700.00  Sett  6.80 7.42 8.04 8.66 9.28 9.90 10.51 11.13 11.75 12.37  ☞ at Layer : CLAY(Soil Material No > )
  U(%)   10  15  20  25  30  35  40  45  50    Time  27.57 39.72 49.35 57.72 65.26 72.23 78.77 86.07 94.33 103.57  Sett  5.30 10.60 15.89 21.19 26.49 31.79 37.09 42.38 47.68 52.98 
  U(%)  55  60  65  70  75  80  85  90  95  100    Time  114.06 126.17 143.71 164.53 179.21 197.04 220.05 252.38 307.71   Sett  58.28 63.58 68.87 74.17 79.47 84.77 90.07 95.36 100.66 105.96  ▤ U & Time & Settlement Of Conversion layer at each Calculation Point
  U(%)   10  15  20  25  30  35  40  45  50    Time  27.51 39.63 49.25 57.60 65.11 72.07 78.59 85.83 94.01 103.18 NK-NE-Chodai-TEC Page 476 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical)  Sett  5.92 11.83 17.75 23.67 29.58 35.50 41.42 47.33 53.25 59.17 
  U(%)  55  60  65  70  75  80  85  90  95  100    Time  113.55 125.53 139.66 163.79 178.61 196.43 219.41 251.80 307.13   Sett  65.08 71.00 76.91 82.83 88.75 94.66 100.58 106.50 112.41 118.33  ◈ Total time & settlement & U at each Calculation Points ◈ ☞ Total degree of consolidation at each calculation points(ratio of settlement) : ==>[consideration both consolidation settlement and immeadiately settlement of sandy soil]
  U(%)   10  15  20  25  30  35  40  45  50    Time  27.51 39.63 49.25 57.60 65.11 72.07 78.59 85.83 94.01 103.18  Sett  5.92 11.83 17.75 23.67 29.58 35.50 41.42 47.33 53.25 59.17 
  U(%)  55  60  65  70  75  80  85  90  95  100    Time  113.55 125.53 139.66 163.79 178.61 196.43 219.41 251.80 307.13   Sett  65.08 71.00 76.91 82.83 88.75 94.66 100.58 106.50 112.41 118.33  4) Calculation increase of undrain shear strength Step _ Zone Layer Drain Soil Treat dP cons m friction Co Co+dC No No Mat.No Type method (t/㎡) (%) (Ø,°) (Co,t/㎡) (t/㎡) _     CLAY NONE    0.200  0.00  1.55  1.55      CLAY SD  8.87  41.15  0.200  0.00  1.55  2.23      CLAY SD  14.16  39.97  0.200  0.00  1.55  2.64      CLAY SD  8.87  41.15  0.200  0.00  1.55  2.23      CLAY NONE    0.200  0.00  1.55  1.55      CLAY NONE    0.200  0.00  2.96  2.96      CLAY SD  8.67  41.10  0.200  0.00  2.96  3.42      CLAY SD  13.93  40.01  0.200  0.00  2.96  3.83      CLAY SD  8.67  41.10  0.200  0.00  2.96  3.42   10   10  CLAY NONE    0.200  0.00  2.96  2.96   Step _ Zone Layer Drain Soil Treat dP cons m friction Co Co+dC No No Mat.No Type method (t/㎡) (%) (Ø,°) (Co,t/㎡) (t/㎡) _     CLAY NONE    0.200  0.00  1.55  1.55      CLAY SD  9.50  75.38  0.200  0.00  1.55  2.90      CLAY SD  16.84  72.39  0.200  0.00  1.55  3.91      CLAY SD  9.50  75.38  0.200  0.00  1.55  2.90      CLAY NONE    0.200  0.00  1.55  1.55      CLAY NONE    0.200  0.00  2.96  2.96      CLAY SD  9.48  72.66  0.200  0.00  2.96  3.89      CLAY SD  16.06  70.61  0.200  0.00  2.96  4.80      CLAY SD  9.48  72.66  0.200  0.00  2.96  3.89   10   10  CLAY NONE    0.200  0.00  2.96  2.96   Final Step _ Zone Layer Drain Soil Treat dP cons m friction Co Co+dC No No Mat.No Type method (t/㎡) (%) (Ø,°) (Co,t/㎡) (t/㎡) _     CLAY NONE    0.200  0.00  1.55  1.55      CLAY SD  9.65 100.00  0.200  0.00  1.55  3.37      CLAY SD  17.39 100.00  0.200  0.00  1.55  4.92      CLAY SD  9.65 100.00  0.200  0.00  1.55  3.37      CLAY NONE    0.200  0.00  1.55  1.55  NK-NE-Chodai-TEC Page 477 Consulting Services forDetailed Design for Da Nang- Quang Ngai Expressway Development Project Detail Design Report (PKG-A3, Geotechnical)     CLAY NONE    0.200  0.00  2.96  2.96      CLAY SD  9.65  99.97  0.200  0.00  2.96  4.28      CLAY SD  16.49  99.97  0.200  0.00  2.96  5.65      CLAY SD  9.65  99.97  0.200  0.00  2.96  4.28   10   10  CLAY NONE    0.200  0.00  2.96  2.96   * Settlement without traffic load Strip Load - Total Strip Load No :
  Load  Left  Right    No Used State    X  Y  Load  X  Y  Load     (m)  (m)  (tf/㎡)  (m)  (m)  (tf/㎡)      -3.25  10.30  1.53 3.25  10.30  1.53 Not Used  Settlement Result ▶ Settlement each Calculation Point ⊙ Calculation Point : x = m - Total Layer No :
 Layer Soil  Soil  Cal.Method  Height  rt  rsat  Po  △P Settlement   No Mat.No Type   (m)  (tf/㎥)  (tf/㎥)  (tf/㎡)  (tf/㎡)  (Sf,cm)      CLAY  Cc  1.10  1.860  1.910  0.50  16.84  12.24     CLAY  Cc  5.60  1.370  1.420  2.18  16.06  104.27   ∑= 116.51 cm
 Layer Soil  eo  e1  Mv  Cc  Cs  Drain Drainage  Cv   No Mat.No    (㎠/kgf)   Type Condition (㎠/day)      0.869  0.000  0.000  0.160  0.041  SD  Both  204.790     2.746  0.000  0.000  1.114  0.244  SD  Both  37.620   - Settlement and Ratio of Consolidation at Calculation Time : 372 day
 Layer Soil  Soil  Cal  U  Settlement Residual Settlement  No  Mat.No  Type  Time(day) (%)  (St,cm)  (Sr,cm)      CLAY  372  98.04  12.00  0.24     CLAY  372  97.87  102.05  2.22   [ U = 97.89 % ∑St = 114.05 cm ∑Sr = 2.46 cm ] NK-NE-Chodai-TEC Page 478 ... Mã dự án : P106235 Consulting Services for / Dịch vụ tư vấn Detailed Design for Da Nang - Quang Ngai Expressway Development Project / Thiết kế kỹ thuật dự án Đường cao tốc Đà Nẵng – Quảng Ngãi. .. OF NK-NE-CHODAI-TEC/LIÊN DANH TƯ VẤN Project Manager/Giám đốc Dự án Ichizuru Ishimoto Da Nang, January 09, 2014 /Đà Nẵng ngày 09 tháng năm 2014 CONTENTS A MAIN REPORT B ANALYSIS REPORT A MAIN REPORT... Analysis Report of Soft soil treatment (PKG A3) (Tập 2.4: Phụ lục điều chỉnh Thuyết minh Tính tốn xử lý đất yếu (Gói thầu A3)) (Based on instruction of VEC at Letter No 3613/VEC-KTCNMT dated October