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1、Proposed Design Philosophy, Construction, Installation and Monitoring Method ( as per 22.1.7 of section 1.0)1. Source of borrows pit indicating the location and quantityWe have license given by Vietnam authority to exploit a quantity of 8, 400,000 m3 in Nha Be river and the location is in Nhon Trach
2、 district, Dong Nai province.2. Physical proprieties of proposed fill materialThe sampling test of sand proposed to use is carried out according to AASHTO M45-89, C144-88 (see Test Result of Analyses of Sand ponent). The specific weight of the sand is 2.634, unit weight 1.5g/cm3, organic content 2.8
3、7% and modules 2.52.3. Proposed method of statement and monitoring devices3.1 Method statementAccording to the geotechnical report of the site, the void ratio of the soft silty clay (e) is 2.377, and the permeability coefficient (Kv) 5.5*10-7cm/s. If we adopt “wick drains and pre-loading” method to
4、reach a soil bearing capacity of 50Kpa, 75Kpa, 100Kpa under the sites conditions, the consolidation period would be far beyond the proposed work period. For the purpose of reducing the consolidation period of foundation soil an overload should be added, though the loading would be 7.30m high to fulf
5、ill the bearing capacity of 100Kpa. Obviously, this technique would bear a tremendous number of loading and unloading, which would also mean a high construction cost. The stability of side slope would also be difficult to monitor.Based on our previous experience of soft soil improvement of China coa
6、stal and Hiep Phuoc Power Plant in Nha Be, 15km Southeast of Hochiminh City, the pre-loading method is appropriate only for general area. In process area we suggest to adopted the following method (details see drawings “Proposed Process Area Plan” and “Proposed Process Area Zone” in page 6, 7):f = 5
7、0 Kpa, vacuum prepression method;f = 75 Kpa, vacuum prepression and filling water (2.0m) on membrane method;f = 100 Kpa, vacuum prepression pound with loading method.The hydraulic filling of sea sand should be adopted under the elevation +2.80, which is specified in the tender documents. But based o
8、n our site investigation report, we propose to use sweet water sand instead of sea sand for these following reasons:(1) Fine grade and high mud content of the sea sand; (2) No local facilities available such as hydraulic filling mud absorption. The backfill material (sweet water sand) will be delive
9、red by barges to the nearest dock and then carried by trucks to the site.3.2 Monitoring devicesAccording to the requirement of the tender documents, settlement gauge should be installed at 50mx50m grid and be measured by leveling instruments.In accordance with the requirement of the owner, the stati
10、c penetration test should be carried out at the 10 specified points and the penetration instruments should be buried through the whole depth of the pressible soil layers.The paction test of filling materials in site should be carried out with heavy pactor. 4. Design philosophy to achieve the require
11、ment of the specification for soil improvement4.1 philosophy of vacuum prepression methodThe vacuum prepression method is used to consolidate foundation soil. This method consists in laying on the surface of foundation soil a sand bed, and in installing a drainage system with wick drains. The sand b
12、ed drain line is buried and connected with vacuum system to form an air exhaust and a dewatering system. A set of airtight seal membranes is laid on the surface of the sand bed with its edge buried in soil. Thus, a negative pressure area within sand bed and foundation soil can be formed from air exh
13、aust and dewaturing pumps. The vacuum method can reach a soil bearing capacity of 80KPa. Under the vacuum condition, soil is in the state of consolidating and pore water is discharged from soil under the pressure difference. The consolidation is pleted when pressure of soil to be consolidated is rea
14、ching the same pressure of the drainage system.The philosophy of vacuum repression method is that under the pressure difference (Pa-Pv), soil can be consolidated; Pa indicates atmospheric pressure and Pv indicates air pressure in the sand bed and the vertical drains. In the calculation of consolidat
15、ion of the foundation soil, the RENDULIC-TERZAGE Theory and BICOT Theory of Consolidation can be adopted which are the same of those adopted in loading repression method. The drop of the ground water table may also accelerate the consolidation of foundation soil beside the pressure difference. The e
16、ffective stress in the soil increases successively during the period of consolidation of the foundation soil with vacuum repression method. The horizontal displacement of the soil is toward the center of the consolidation area from the beginning of the period of vacuum repression, which is different
17、 from the loading repression method. So the stability of the foundation soil will not bee a problem, and the required vacuum capacity can immediately be obtained and consequently, the period of vacuum repression can be curtailed. Details is shown in drawings “Design Philosophy for Vacuum Prepression
18、 “ and “Flow Diagram of Vacuum Prepression Method” in page 8, 9.Regarding the short work period of this project, the vacuum pound with loading repression method is used in the process area where the required bearing capacity of the foundation soil is 100 Kpa. It has been proved from the theoretical
19、calculation and our previous experience that the effects of vacuum and loading repression methods on the consolidation can be coaxed. For this purpose, a soil capacity of 150 Kpa had been obtained in one of our previous project in the turbine house of Hiep Phuoc power plant located at Nha Be distric
20、t in Hochiminh city. During the vacuum process and under the pressure difference (Pa Pv), the pore water permeates into the vertical drains and the consolidation occurs. On the other hand, when using pre-loading method, the air pressure raises to Pp and the consolidation occurs under the pressure di
21、fference (Pp Pa). Therefore, by using the vacuum pound with pre-loading method, the pressure can be increased to (Pp PV) and the consolidation effect would be improved as a result.The process of vacuum pound with pre-loading method is shown in drawing “The Process drawing of Vacuum Prepression bined
22、 with Loading Method” in page 10.4.2 Monitoring method The loading height and loading period of each step of general area is mainly controlled by the stability of the foundation soil. The settlement monitoring should be mainly concerned in this area.Because the vacuum prepression method will not cau
23、se a soil stability problem, the site measurements have less significance parable to pre-loading method. According to the requirement of the tender documents, settlement gauges should be installed at 50mx50m grid and be measured by leveling instruments. The total settlement and settlement speed of t
24、he foundation in the loading area as well as the settlement or the rising height in the surrounded area must be monitored.The final settlement Scan be calculated from the site monitoring data. The consolidation settlement Sc and the average consolidation ratio are obtained from this value. Moreover,
25、 the b value can also be calculated as well as the average consolidation coefficient Cv.According to the requirement of the owner, the static penetration test should be carried out at the 10 specified points and the penetration instruments should be buried through the whole depth of the pressible so
26、il layers.4.3 Preliminary geotechnical design for vertical drains and soil dischargeThe type SPB plastic drainage plate is adopted as the vertical drains in this project. The vertical drains would be distributed accordingly to an equilateral triangle pattern.Based on our previous experiences of soft
27、 soil improvement in the Mekong delta area and according to the work requirements from the project, we believe that the bearing capacity of processed foundation soil can be reached. However, it is arduous to reach the same requirement for the deformation. It needs a paratively long period to attain
28、a stable state of foundation soil settlement.In accordance with the tender document for the general area, the filling materials have to be well pacted to meet the building standard. Still, there are no relevant requirements of bearing capacity, so the inserting depth of the vertical drains should be
29、 less than the thickness of the soft soil layers to avoid the occurrence of extreme settlement. In the opposite case, that would imply a large additional quantity of loading materials and a soaring construction cost.bining vacuum technique with loading method, the different requirements of bearing c
30、apacity of process area can be firmly met. Obviously, the airtight condition during vacuum prepression is a critical factor to ensure a sufficient vacuum level. The depth of vertical drains in the process area is estimated to be 10m to ensure that the end of vertical drains is within the soft soil l
31、ayer which is about 14m depth. This will avoid any leakage from lower sand layer.The interval of the vertical drains in general area: L = 1.20mFor process area: f =5 t/m2, L = 1.2m.f =7.5 t/m2, L = 1.1m.f =10 t/m2, L = 0.7m.The initial geotechnical design is shown in two tables: “ Geotechnical Desig
32、n of Vacuum Prepression Method of Process Area” and “ Geotechnical Design of Pre-loading Method of General Area” in page 11, 12.5. Proposed vertical drains materialsThe SPB0-II type vertical drain is adopted from CHINA. The proprieties of the production meet the requirements of Chinese standard DB32
33、01Q18-87 (details is shown below in table “Quality Standard of SPB Vertical Drains “ ).uality Standard of SPB Vertical DrainsParameterUnitTypeRemarksSPB-1SPB-2SPB-3MaterialsPlastic strip core coated with a membrane filterSectiondimensionsWidthmm100210021002Thicknessmm3.54.04.5Longitudinal drain capa
34、citym3/s15*10-625*10-6Side pressure 350KN/m2Tension strengthKN/10cm1.01.3Elongation is 100%Elongation1010Permeability coefficientcm/s5*10-45*10-4Capacity of insulating soilmm751530Elongation is 10%WetN/cm1020Elongation is 15%Linear weightg/m90-10090-100Unit lengthm200200Site clearingGeotextile layin
35、gPreparation of wick drainsinserting equipmentSite office andcontrol centerVacuum pipes installWick drains insertionSecond sand beddingFirst sand beddingMembrane layingAir extracting equipmentVacuum gauge and relay installAir extraction testPrepression by air extractionVacuum pressure and settlement
36、 readingsin the process areaEquipment removal of the prepression methodRefill and levelingWeir construc-tionControl and operation centerElectrical and light circuitRecheck the vacuum pumpsTemporary water pumps installationVacuum pipe preparationMembrane preparationSettlement gaugesInitial reading of
37、 settlement and relayResilience reading of ground settlementLeakage repair of membraneResults verificationFlow Diagram of Vacuum Prepression MethodGeotechnical design of vacuum prepression methods of process areaProcess Area(m2)Average depth of soft soil(m)Bearing Capacity of foundation soil (t/m2)I
38、nterval of vertical drains(m)Depth of vertical drains(m)CalculatedFinal consolida-tion settlement(m)Depth of vertical drains(m)CalculatedFinal consolida-tion settlement (m)Estimated Settlement(m)Depth of vertical drains(m)CalculatedFinal consolida-tion settlement (m)128254 *_2528614.4151.213.42.8210
39、.02.101.608.01.697.51.113.42.9510.02.301.808.01.90100.813.43.6010.02.692.408.02.35241428.00 *_37450.0013.3251.212.32.5910.02.101.608.01.697.51.112.32.7210.02.301.808.01.90100.812.33.3010.02.692.408.02.15354313.00 *_49603.0013.0551.0212.02.5310.02.101.608.01.697.51.112.02.6510.02.301.808.01.90100.812
40、.03.2310.02.692.408.02.15Note: The “ *” shows that the numerator means the proposed process area, which is extended from the area specified in the tender documents (denominator) by extending edge to 4.0 m.When f = 7.5t/m2, the settlement (1.8) is calculated by using the average settlement after vacu
41、um prepression of the main building of Hiep Phouc power plant (1.55) added settlement occurred in consolidation period (90days) which is (90* 3)mm. Geotechnical design of vacuum prepression method in process areaSchemeProcess Area(m2)Average depth of soft soil(m)Bearing Capacity of foundation soil (
42、t/m2)Interval of vertical drains(m)Treatment Depth (m)Estimated Settlement(m)1 28254 *_2528614.4151.210.01.607.51.110.01.80100.710.02.402 41428*_3745013.3251.210.01.607.51.110.01.80100.710.02.403 54313 *_4960313.0551.210.01.607.51.110.01.80100.710.02.40 Note: 1) “ * ” : the numerator indicates the p
43、roposed process area, which is extended from the area specified in the tender documents (denominator). The edge of the specified area is extended by 4.0 m. 2) The length of vertical drains = treatment depth + sand bed thickness ( 2.0m) + end margin (0.20m) = 12.20m.Geotechnical design of pre-loading
44、 method in general areaSchemegeneral Area(m2)Average depth of soft soil(m)Interval of vertical drains(m)Single films drainageTreatment Depth (m)Estimated settlement (m)111093414.631.2010.01.029877015.221.2010.01.038861715.711.2010.01.0 Note: The length of vertical drains = treatment depth + sand bed
45、 thickness ( 2.0m) + end margin (0.20m) = 12.20m.Geotechnical design of vacuum prepression method of general areaSchemeProcess Area(m2)Average depth of soft soil(m)Interval of vertical drains(m)Double films drainageSingle films drainageDepth of vertical drains(m)CalculatedFinal consolidation settlement (m)Depth of vertical drains(m)CalculatedFinal consolidation settlement (m)111093414.631.2014.601.76 / (0.5)10.0/ 8.01.30/ 1.02298770
