Hồ sơ xử lý nền đất yếu dự án Tân Vũ Lạch Huyện

project management unit NO.2 BAN QUảN Lý Dự áN - o0o JBIC Loan Agreement No.VNXII-3 LACH HUYEN PORT INFRASTRUCTURE CONSTRUCTION PROJECT (ROAD AND BRIDGE PORTION) DỰ ÁN XÂY DỰNG CƠ SỞ HẠ TẦNG CẢNG LẠCH HUYỆN (HỢP PHẦN ĐƯỜNG VÀ CẦU) CONTRACT PACKAGE No.6: CONSTRUCTION OF KM0+000 - KM15+630 GÓI THẦU SỐ 6: XÂY LẮP ĐOẠN TỪ KM0 – KM15+630 SHOP Drawing - B¶N VÏ THI CÔNG Volume III: SOFT SOIL TREATMENT Phần III: THIếT Kế Xư Lý NỊN §ÊT ỸU Volume III.1: REPORT calculation FOR SOFT SOIL TREATMENT Tập III.1: Hồ SƠ TíNH TOáN Xử Lý NỊN §ÊT ỸU Volume III.1.3: Section km3+00 -:- km4+501 Tập III.1.3: ĐOạN km3+00 -:- km4+501 Rev 02 Chỉnh sưa lÇn 02 Hai Phong, January 2015 project management unit NO.2 BAN QUảN Lý Dự áN - o0o JBIC Loan Agreement No.VNXII-3 LACH HUYEN PORT INFRASTRUCTURE CONSTRUCTION PROJECT (ROAD AND BRIDGE PORTION) DỰ ÁN XÂY DỰNG CƠ SỞ HẠ TẦNG CẢNG LẠCH HUYỆN (HỢP PHẦN ĐƯỜNG VÀ CẦU) CONTRACT PACKAGE No.6: CONSTRUCTION OF KM0+000 - KM15+630 GÓI THẦU SỐ 6: XÂY LẮP ĐOẠN TỪ KM0 – KM15+630 SHOP Drawing - BảN Vẽ THI CÔNG Volume III: SOFT SOIL TREATMENT Phần III: THIếT Kế Xử Lý NềN ĐấT YÕU Volume III.1: REPORT calculation FOR SOFT SOIL TREATMENT TËp III.1: Hồ SƠ TíNH TOáN Xử Lý NềN ĐấT YếU Volume III.1.3: Section km3+00 -:- km4+501 Tập III.1.3: ĐOạN km3+00 -:- km4+501 Rev 02 – ChØnh sưa lÇn 02 STC.JV/ Liên danh nhà thầu Hai Phong, January, 2015 APPROVED BY CONSULTANT/ T­ vÊn chÊp thuËn TOTAL BLOCK LIST FOR SECTION SOFT SOIL TREATMENT DANH SÁCH CÁC ĐOẠN XỬ LÝ Block No Đoạn EX10-16 HA-1 HA-2a HA-2b HA-3 HA-4 HA-5 HA-6a HA-6b HA-6c HA-7 HA-7 HA-8 Cam River Bridge HA-9 HA-10 HA-10 HA-11a HA-11b HA-12 HA-13 HA-14 HA-15a HA-15b HA-16a HA-16b HA-17a HA-17b HA-17c HA-18 HA-19 HA-20a HA-20b1 HA-20b2 HA-20b2 HA-21 Sta- Lý Trình From - Từ To - Tới 100+700 0+12.5 0+240 0+500 0+762 0+814 0+888 0+980 1+160 1+260 1+475 101+90 0+240 0+500 0+762 0+814 0+888 0+980 1+160 1+260 1+475 1+635.569 Length (m) Improvement Dài (m) Biện pháp xử lý 390 227 260 262 52 74 92 180 100 215 160.569 Longitude Abutment A1– Cam river Bridge 1+635.569 1+660.019 24.45 1+660.019 1+739.981 79.962 1+739.981 1+764.431 1+764.431 2+000 24.45 235.569 Longitude Abutment A2– Cam river Bridge 2+000 2+100 100 2+100 2+364 264 2+364 2+416 52 2+416 2+624 208 2+624 2+676 52 2+676 2+900 224 2+900 3+000 100 3+000 3+080 80 3+080 3+375 295 3+375 3+460 85 3+460 3+620 160 3+620 3+675 55 3+675 4+111 436 4+111 4+169 58 4+169 4+280 111 4+280 4+380 100 4+380 4+456 76 Longitude Abutment A1 - Main Bridge 4+456 4+497 41 PVD PVD PVD PVD PVD PVD SD PVD PVD PVD SD SD LRS Note - Ghi Volum III.1.1: Section Tan Vu Interchange Km0+00 - Km0+240 and Section Km0+240Km0+635.569 Scope of Cam River Bridge LRS SD SD SD SD SD SD SD SD SD PVD PVD PVD PVD PVD SD SD SD SCP SCP SCP LRS Volume III.1.2: Section Km1+764.431 - Km3+00 Volume III.1.3: Section Km3+00 - Km4+501 Scope of Pile Slab Soft Soil Treatment Calculation Report Tan Vu - Lach Huyen Port Infrastructure Construction Project Contents Introduction……………………………………… ………………………… Design criteria 1.1 Settlement and consolidation 1.2 Stability against sliding 1.3 Traffic load Calculation methodology 2.1 Theory and calculation for vertical drain 2.2 Theory and calculation for sand compaction pile 2.3 Calculation for Coarse Sand Blanket Thickness 12 2.4 Software 12 Design soil value 12 3.1 Unit weight 12 3.2 Initial undrain shear strength 14 3.3 Factor of increase of undrain shear strength 17 3.4 Pre-consolidation condition and consolidation soil parameters 18 3.5 Summary of soil value for soft soil treatment design 24 Soft soil treatment analysis 24 4.1 Time for soft soil treatment 24 4.2 Necessity of soft soil treatment countermeasure 25 4.3 Applicable countermeasure for soft soil treatment 25 4.4 Sectioning 29 4.5 Result of soft soil treatment design 30 -1- Soft Soil Treatment Calculation Report Tan Vu - Lach Huyen Port Infrastructure Construction Project Soft Soil Treatment Calculation Report for Tan Vu - Lach Huyen Port Infrastructure Construction Project (Km0+00 - Km4+501) INTRODUCTION The Lach Huyen Port Infrastructure Construction Project – Road and Bridge Portion with the length is approximately 15,63Km of total will connects Lach Huyen port in Cat Hai island with the Ha Noi – Hai Phong expressway The project will develop potentiality of Lach Huyen gate port, speed up transportation of goods through the ports in Northern, meet the growth of goods according to forecast by 2020 and the need of economical – social development in this area, create comprehensive traffic system in conformity with detail plan of sea port group in Northern area, which were approved by the Government The geological investigation for project consists of sections are as follows: - Geological investigation for approach road in the Hai An side (L = 4,50 Km); - Geological investigation for bridge area (L = 5,44 Km); - Geological investigation for approach road in the Cat Hai side (L = 5.69 Km) Figure - Study area of the Project - The Contractors calculate only calculation for soft soil treatment approach road in the Hai An side (Km0+00 - Km4+501, L=4.50 Km) In this report are shown calculations section Km3+00 – Km4+501 - Due to the difficulty of Land acquisition area So in this line section the Contractor may use total acess road go to in the main line (details are shown in the method statement of Contractors) -2- Soft Soil Treatment Calculation Report Tan Vu - Lach Huyen Port Infrastructure Construction Project DESIGN CRITERIA The following standards are applied for soft soil treatment design: - Standard for Investigation and Design of Embankment on Soft Ground 22TCN262-2000 - Highway - Specifications for Design TCVN4504-2005 - Flexible pavement design 22TCN211-06 (refference only) Pursuant to the above Standard, followings are criteria for soft soil treatment design: 1.1 Settlement and Consolidation Soft ground shall be treated to satisfy following conditions: - Residual settlement (Sr) is decided to be less than: 10cm for section behind bridge abutment and box culvert (H>2.0m), 20cm for sections including small size culvert (H 2.0m) and 30 cm for normal embankment section - Consolidation degree is not less than 90% or speed of residual settlement is less than 2cm per year Value of allowable settlement for each section is summarized in Table 1.1-1 Table 1.1-1 Allowable residual settlement after construction of pavement Highway classification Expressway and highway class 80 Highway under class 60 with surfacing class A1 Embankment location on soft soil At the place of culverts At normal Near abutment or under public embankment highway ≤ 10 cm ≤ 20 cm ≤ 30 cm ≤ 20 cm ≤ 30 cm ≤ 40 cm (Source: Item II.2.3 standards 22TCN262-2000) Note: Allowable residual settlement is reduced into 10cm for box culvert section in this project, although 20cm is recommended in the standard (see table 1.1-1) The reason why 10cm is applied is to minimize the risk of differential settlement because shallow foundation is applied for box culvert foundation instead of pile foundation 1.2 Stability against sliding Following conditions shall be confirmed for stability against sliding: - Factor of safety is not less than 1.2 in period of filling and waiting for consolidation, and - Factor of safety is not less than 1.4 at the end of final period of waiting for consolidation 1.3 Traffic load Traffic load is evaluated in accordance with 22TCN262-2000 from following equations: q= n´G B´l (1-1) B = n ´ b + (n - 1) ´ d + e (1-2) -3- Soft Soil Treatment Calculation Report Tan Vu - Lach Huyen Port Infrastructure Construction Project Where as (see Figure 1-1) n: Number of vehicle, G: Weight of vehicle (=30 ton in case of H30), B: Width of traffic load (Max 14.3m as designated, side), l: distance between front wheel and rear wheel (=6.6m, in case of H30), b = 1.8 m, e = 0.5m, d = 1.3m Results: B=11.6m, n=4, and q=1.57 t/m2 and will be distributed in the carriage ways as sketched for calculation as figure 1-2 e /2 b d b e /2 B l Figure 1-1 Traffic load calculation diagram W=29.5m 0.5m 1.0m q=1.57 t/m 0.5m q=1.57 t/m Figure 1-2 Traffic load value and distribution -4- Soft Soil Treatment Calculation Report Tan Vu - Lach Huyen Port Infrastructure Construction Project CALCULATION METHODOLOGY 2.1 Theory and Calculation for Vertical Drain a) Settlement Due to variation of stress caused by embankment load by distribution depth of soil, a soil layer will be divided into sub-layers thickness 1~2m for settlement and settlement of the soil layer will be summed up from the settlement of the sub-layers It is possible to calculate consolidation settlement by using original formula as depicted below (hereinafter referred to as De method): Sc = eo - e1 H + e0 (2-1) Or the following modified formulas (hereinafter referred to as Pc/Cc method): Sc = P + DP Cc H log + e0 P0 For normal consolidation (2-2) Sc = Cs P + DP H log o + eo Po For over consolidation and Pc>P0+DP (2-3) Sc = Cs P C P + DP H log c + c H log + eo P0 + e0 Pc For overconsolidation and Pc 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 COMPACTION PILE - Diameter of the drain(dw) : 70 cm - Equivalent Diameter of the drain(de) : 169.2 cm - Spacing of the drain(d) : 1.5 m - Vertical drainage condition of the drain : Single - Total lengh of the drain : 19.5 m - Vertical drainage path length of the drain(L) : 19.5 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) : 140.77 ㎠/day - Estimation the delay caused by disturbance of clay(Smear Effect) : NO - 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          Time  11.00 16.62 21.64 26.33 30.93  Sett  0.69 1.38 2.07 2.76 3.45            30  35  40  45  50      35.40 40.00 44.60 49.21 114.30 4.13 4.82 5.51 6.20 6.89    
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  119.44 123.14 126.30 129.25 132.04 134.72 137.35 139.96 146.29   Sett  7.58 8.27 8.96 9.65 10.34 11.02 11.71 12.40 13.09 13.78            ☞ at Layer : CLAY(Soil Material No > )
        U(%)   10  15  20  25          Time  10.50 16.00 20.77 25.27 29.57  Sett  0.63 1.27 1.90 2.54 3.17            30  35  40  45  50      33.87 38.13 42.50 46.80 56.00 3.81 4.44 5.08 5.71 6.35    
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  116.55 121.00 124.61 127.81 130.86 133.77 136.61 139.35 145.29 184.00  Sett  6.98 7.61 8.25 8.88 9.52 10.15 10.79 11.42 12.06 12.69            172 ☞ at 12 Layer : CLAY(Soil Material No > 12 )
            U(%)   10  15  20  25  30  35  40  45  50              Time  9.91 14.93 19.19 23.24 27.12 30.94 34.71 38.53 42.35 46.24  Sett  0.66 1.32 1.97 2.63 3.29 3.95 4.60 5.26 5.92 6.58           
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  50.20 115.22 120.86 125.06 128.72 132.16 135.48 138.71 144.14 185.00  Sett  7.23 7.89 8.55 9.21 9.86 10.52 11.18 11.84 12.49 13.15            ☞ at 17 Layer : CLAY(Soil Material No > 17 )
            U(%)   10  15  20  25  30  35  40  45  50              Time  9.31 14.00 18.00 21.68 25.30 28.80 32.20 35.65 39.05 42.55  Sett  0.70 1.39 2.09 2.78 3.48 4.18 4.87 5.57 6.26 6.96           
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  46.05 49.50 114.14 121.14 125.94 130.18 134.06 137.89 143.14 187.00  Sett  7.66 8.35 9.05 9.74 10.44 11.14 11.83 12.53 13.22 13.92            ☞ at 22 Layer : CLAY(Soil Material No > 22 )
            U(%)   10  15  20  25  30  35  40  45  50              Time  8.93 13.37 17.14 20.64 24.00 27.26 30.43 33.63 36.83 40.00  Sett  0.74 1.48 2.22 2.96 3.70 4.44 5.18 5.92 6.66 7.40           
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  43.22 46.43 49.70 113.60 121.58 127.00 131.75 136.25 141.25   Sett  8.14 8.88 9.62 10.36 11.10 11.84 12.58 13.32 14.06 14.80            ☞ at 27 Layer : CLAY(Soil Material No > 27 )
            U(%)   10  15  20  25  30  35  40  45  50              Time  8.69 13.06 16.67 20.05 23.29 26.43 29.45 32.52 35.57 38.62  Sett  0.65 1.30 1.94 2.59 3.24 3.89 4.53 5.18 5.83 6.48           
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  41.64 44.71 47.85 54.33 117.63 124.60 130.17 135.31 140.29   Sett  7.12 7.77 8.42 9.07 9.71 10.36 11.01 11.66 12.30 12.95            ☞ at 32 Layer : CLAY(Soil Material No > 32 )
            U(%)   10  15  20  25  30  35  40  45  50              Time  11.09 16.86 21.94 26.73 31.44 36.13 40.75 45.44 50.75 115.46  Sett  0.75 1.49 2.24 2.98 3.73 4.48 5.22 5.97 6.71 7.46            173
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  120.05 123.48 126.60 129.44 132.18 134.83 137.40 139.97 146.13 188.00  Sett  8.21 8.95 9.70 10.44 11.19 11.94 12.68 13.43 14.17 14.92            ☞ at 37 Layer : CLAY(Soil Material No > 37 )
            U(%)   10  15  20  25  30  35  40  45  50              Time  9.36 14.06 18.10 21.85 25.45 28.91 32.41 35.90 39.32 42.82  Sett  0.75 1.49 2.24 2.99 3.74 4.48 5.23 5.98 6.72 7.47           
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  46.33 49.86 115.00 121.50 126.18 130.28 134.16 137.95 143.25   Sett  8.22 8.96 9.71 10.46 11.21 11.95 12.70 13.45 14.19 14.94            ▤ U & Time & Settlement Of Conversion layer at each Calculation Point
        U(%)   10  15  20  25          Time  9.73 14.68 18.91 22.88 26.70  Sett  5.56 11.12 16.67 22.23 27.79            30  35  40  45  50      30.45 34.15 37.87 41.60 45.36 33.35 38.90 44.46 50.02 55.58    
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  49.14 112.97 119.85 124.31 128.17 131.75 135.18 138.51 143.95   Sett  61.13 66.69 72.25 77.81 83.36 88.92 94.48 100.04 105.59 111.15            ◈ 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  9.73 14.68 18.91 22.88 26.70 30.45 34.15 37.87 41.60 45.36  Sett  5.56 11.12 16.67 22.23 27.79 33.35 38.90 44.46 50.02 55.58            
            U(%)  55  60  65  70  75  80  85  90  95  100              Time  49.14 112.97 119.85 124.31 128.17 131.75 135.18 138.51 143.95   Sett  61.13 66.69 72.25 77.81 83.36 88.92 94.48 100.04 105.59 111.15            174 4) calculation increase of undrain shear strength Step
            ZoneLayerDrain  Soil Treat  dP  cons  m friction Co Co+ D C Layer   No. No Mat.No Type method (t/㎡)  (%)  (Ø,°) (Co,t/㎡) (t/㎡)                     CLAY SCP  6.85  94.46  0.200  12.44  1.05  0.89  Layer3      CLAY SCP  6.85  94.46  0.200  12.44  1.05  0.89  Layer3      CLAY NONE    0.200  0.00  1.05  1.05  Layer3      CLAY NONE    0.200  0.00  1.05  1.05  Layer3      CLAY NONE    0.200  0.00  1.05  1.05  Layer3      CLAY SCP  6.85  94.49  0.200  12.44  1.15  1.20  Layer3      CLAY SCP  6.85  94.49  0.200  12.44  1.15  1.20  Layer3      CLAY NONE    0.200  0.00  1.15  1.15  Layer3      CLAY NONE    0.200  0.00  1.15  1.15  Layer3   10   10  CLAY NONE    0.200  0.00  1.15  1.15  Layer3   11  11  11  CLAY SCP  6.84  94.50  0.200  12.44  1.25  1.50  Layer3   12  12  12  CLAY SCP  6.84  94.50  0.200  12.44  1.25  1.50  Layer3   13   13  CLAY NONE    0.200  0.00  1.25  1.25  Layer3   14   14  CLAY NONE    0.200  0.00  1.25  1.25  Layer3   15   15  CLAY NONE    0.200  0.00  1.25  1.25  Layer3   16  16  16  CLAY SCP  6.82  94.52  0.200  12.44  1.35  1.80  Layer3   17  17  17  CLAY SCP  6.82  94.62  0.200  12.44  1.35  1.80  Layer3   18   18  CLAY NONE    0.200  0.00  1.35  1.35  Layer3   19   19  CLAY NONE    0.200  0.00  1.35  1.35  Layer3   20   20  CLAY NONE    0.200  0.00  1.35  1.35  Layer3   21  21  21  CLAY SCP  6.79  94.54  0.200  12.44  1.45  2.09  Layer3   22  22  22  CLAY SCP  6.78  94.54  0.200  12.44  1.45  2.09  Layer3   23   23  CLAY NONE    0.200  0.00  1.45  1.45  Layer3   24   24  CLAY NONE    0.200  0.00  1.45  1.45  Layer3   25   25  CLAY NONE    0.200  0.00  1.45  1.45  Layer3   26  26  26  CLAY SCP  6.75  94.57  0.200  12.44  1.54  2.37  Layer3   27  27  27  CLAY SCP  6.74  94.56  0.200  12.44  1.54  2.36  Layer3   28   28  CLAY NONE    0.200  0.00  1.54  1.54  Layer3   29   29  CLAY NONE    0.200  0.00  1.54  1.54  Layer3   30   30  CLAY NONE    0.200  0.00  1.54  1.54  Layer3   31  31  31  CLAY SCP  6.66  94.52  0.250  12.44  2.50  2.48  Layer7b  32  32  32  CLAY SCP  6.64  94.48  0.250  12.44  2.50  2.47  Layer7b  33   33  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  34   34  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  35   35  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  36  36  36  CLAY SCP  6.51  94.56  0.250  12.44  2.50  3.02  Layer7b  37  37  37  CLAY SCP  6.47  94.53  0.250  12.44  2.50  3.01  Layer7b  38   38  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  39   39  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  40   40  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b            175 Step
            ZoneLayerDrain  Soil Treat  dP  cons  m friction Co Co+ D C Layer   No. No Mat.No Type method (t/㎡)  (%)  (Ø,°) (Co,t/㎡) (t/㎡)                      CLAY SCP  10.81  90.17  0.200  12.44  1.05  1.49  Layer3      CLAY SCP  10.68  90.19  0.200  12.44  1.05  1.47  Layer3      CLAY NONE    0.200  0.00  1.05  1.05  Layer3      CLAY NONE    0.200  0.00  1.05  1.05  Layer3      CLAY NONE    0.200  0.00  1.05  1.05  Layer3      CLAY SCP  10.74  91.19  0.200  12.44  1.15  1.78  Layer3      CLAY SCP  10.56  91.27  0.200  12.44  1.15  1.75  Layer3      CLAY NONE    0.200  0.00  1.15  1.15  Layer3      CLAY NONE    0.200  0.00  1.15  1.15  Layer3   10   10  CLAY NONE    0.200  0.00  1.15  1.15  Layer3   11  11  11  CLAY SCP  10.65  92.08  0.200  12.44  1.25  2.07  Layer3   12  12  12  CLAY SCP  10.42  92.15  0.200  12.44  1.25  2.03  Layer3   13   13  CLAY NONE    0.200  0.00  1.25  1.25  Layer3   14   14  CLAY NONE    0.200  0.00  1.25  1.25  Layer3   15   15  CLAY NONE    0.200  0.00  1.25  1.25  Layer3   16  16  16  CLAY SCP  10.53  93.68  0.200  12.44  1.35  2.37  Layer3   17  17  17  CLAY SCP  10.27  93.69  0.200  12.44  1.35  2.33  Layer3   18   18  CLAY NONE    0.200  0.00  1.35  1.35  Layer3   19   19  CLAY NONE    0.200  0.00  1.35  1.35  Layer3   20   20  CLAY NONE    0.200  0.00  1.35  1.35  Layer3   21  21  21  CLAY SCP  10.41  94.33  0.200  12.44  1.45  2.66  Layer3   22  22  22  CLAY SCP  10.11  94.98  0.200  12.44  1.45  2.62  Layer3   23   23  CLAY NONE    0.200  0.00  1.45  1.45  Layer3   24   24  CLAY NONE    0.200  0.00  1.45  1.45  Layer3   25   25  CLAY NONE    0.200  0.00  1.45  1.45  Layer3   26  26  26  CLAY SCP  10.28  94.94  0.200  12.44  1.54  2.92  Layer3   27  27  27  CLAY SCP  9.96  95.55  0.200  12.44  1.54  2.89  Layer3   28   28  CLAY NONE    0.200  0.00  1.54  1.54  Layer3   29   29  CLAY NONE    0.200  0.00  1.54  1.54  Layer3   30   30  CLAY NONE    0.200  0.00  1.54  1.54  Layer3   31  31  31  CLAY SCP  10.04  90.12  0.250  12.44  2.50  3.09  Layer7b  32  32  32  CLAY SCP  9.71  91.20  0.250  12.44  2.50  3.04  Layer7b  33   33  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  34   34  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  35   35  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  36  36  36  CLAY SCP  9.72  93.67  0.250  12.44  2.50  3.64  Layer7b  37  37  37  CLAY SCP  9.38  93.74  0.250  12.44  2.50  3.57  Layer7b  38   38  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  39   39  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b  40   40  CLAY NONE    0.250  0.00  2.50  2.50  Layer7b            176 ... trị đất tính tốn cho Thiết kế xử lý đất yếu - 23 - PHÂN TÍCH XỬ LÝ NỀN ĐẤT YẾU - 23 4.1 Thời gian cho công tác xử lý đất yếu - 23 - 4.2 Sự cần thiết biện pháp xử lý đất yếu. .. xử lý đất yếu - 24 4.4 Phân đoạn - 28 4.5 Kết thiết kế xử lý đất yếu? ??…………………………………………… - 29 - -1- Báo cáo thiết kế tính tốn Xử lý đất yếu D ự án Đường ô tô Tân Vũ – Lạch Huyện. .. tốn Xử lý đất yếu Dự án đường ô tô Tân Vũ - Lạch Huyện (Km0+00 - Km4+500) GIỚI THIỆU CHUNG Dự án xây dựng sở hạ tầng cảng Lạch Huyện - phần đường cầu với tổng chiều dài khoảng 15.63Km, dự án kết