BẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪU

BẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪU

ECONOMIC DEVELOPMENT COOPERATION FUND KOREA Socialist Republic of Vietnam – Ministry of Transport (MOT) – Cuu Long CIPM Lo Te – Rach Soi Highway Construction Project August, 2015 PACKAGE CW1: KM02+104.11 – KM26+275.00 DETAILED DESIGN Part III: Calculation Sheets – Volume 2: Soft Soil Treatment – 2.1: Pile Slab LO TE – RACH SOI HIGHWAY CONSTRUCTION PROJECT MINISTRY OF TRANSPORT VIET NAM LO TE – RACH SOI HIGHWAY CONSTRUCTION PROJECT PACKAGE CW1: KM02+104.11 – KM26+275.00 DETAILED DESIGN PART III: CALCULATION SHEETS VOLUME 2: SOFT SOIL TREATMENT 2.1: PILE SLAB August, 2015 CUU LONG CIPM JOINT VENTURE OF DASAN CONSULTANTS CO., LTD AND PYUNGHWA ENGINEERING CONSULTANTS LTD The Socialist Republic of Vietnam Ministry of Transport (MOT) Cuu Long CIPM PACKAGE CW1: KM02+104.11 – KM26+275.00 DETAILED DESIGN PART III: CALCULATION SHEETS VOLUME 2: SOFT SOIL TREATMENT 2.1: PILE SLAB This Document is revised and updated in accordance with the Decisions no 2809/QĐ-BGTVT dated on 05 August 2015 LO TE – RACH SOI HIGHWAY CONSTRUCTION PROJECT Contract No.121/CIPM-HD Name Position Signature Date Approved by Wan Hyoung CHO Project Manager August, 2015 Checked by Kwang Cheol LEE Sr Geotechnical Engineer August, 2015 Prepared by Do Thanh TUNG Sr Geotechnical Engineer August, 2015 Viet Nam Joint Venture: DASAN Consultants Co., Ltd Geosong B/D, 5-66, Gumijungang-ro 42-gil, Gumi-si, Gyengsangbuk-do, Korea PYUNGHWA Engineering Consultants Ltd 454, Gwanak-daero, Dongan-gu, Anyang-si, Gyeonggi-do, Korea Lo Te – Rach Soi Highway Construction Project (LTRS) Calculation Sheets August, 2015 Joint Venture DASAN CONSULTANTS CO., LTD PYUNGHWA ENGINEERING CONSULTANTS LTD PROJECT Lo Te – Rach Soi Highway Construction Project STAGE DETAILED DESIGN CONTENT CALCULATION RESULT FOR PILE SLAB No Bridge Name BO AO DOC DINH SUA DUA HAI PHO TON CHAT LY CHIEU BON TONG LANG SEN THANH QUOI 10 QUAN HEN 11 QUAN BIEU 12 THAY KY Abutment A1 A2 A1 A2 A1 A2 A1 A2 A1 A2 A1 A2 A1 A2 A1 A2 A1 A2 A1 A2 A1 A2 A1 A2 Station Start End km2+355 km2+375 km2+431 km2+451 km5+406 km5+431 km5+492 km5+512 km8+457 km8+477 km8+533 km8+543 km9+490 km9+505 km9+556 km9+576 km10+562 km10+572 km10+618 km10+648 km13+393 km13+418 km13+479 km13+499 km14+406 km14+416 km14+951 km14+981 km15+934 km15+949 km16+007 km16+027 km17+456 km17+471 km17+522 km17+542 km21+081 km21+096 km21+154 km21+184 km24+649 km24+669 km24+730 km24+750 km25+399 km25+419 km25+487 km25+517 HE 4.34 4.34 4.34 4.34 4.45 4.45 3.82 3.82 3.39 4.39 4.19 4.19 4.04 5.03 4.64 4.64 4.13 4.63 4.28 4.28 4.01 4.01 4.03 4.03 Slab length FS DD 20 20 20 20 20 25 20 25 10 20 10 20 20 15 20 15 30 10 30 10 20 25 20 25 30 10 30 15 20 15 20 15 20 15 20 15 30 15 30 15 20 20 20 20 30 20 30 20 Pile length 30 31 26 29 31 31 30 29 29 30 28 30 26 25 29 27 21 26 20 26 28 25 30 29 Xn 2.20 2.20 2.20 2.20 2.20 2.20 2.30 2.30 2.40 2.20 2.20 2.20 2.30 2.10 2.10 2.10 2.20 2.10 2.20 2.20 2.30 2.30 2.30 2.30 Spacing Yn Xn 2.20 2.20 2.20 2.20 2.20 2.20 2.20 2.20 2.20 2.20 2.20 2.20 2.30 2.30 2.30 2.30 2.40 2.40 2.20 2.20 2.20 2.20 2.20 2.20 2.30 2.30 2.10 2.10 2.10 2.10 2.10 2.10 2.20 2.20 2.10 2.10 2.20 2.20 2.20 2.20 2.30 2.30 2.30 2.30 2.30 2.30 2.30 2.30 Yn 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Bore hole BA1-VST BA2 DD-FS DD1-VST SD-FS SD7 HP-FS HP1-VST TC4 TC-FS LC-FS LC1-VST BT1-VST BT13-VST LS-FS LS4 TQ-FS TQ1-VST QH-FS QH4 QB-FS QB1-VST TK4 TK-FS Internal Bearing Settlemen force capacity t 595.37 618.44 48.65 595.37 644.01 43.68 588.38 649.22 37.28 588.38 590.19 40.91 609.41 624.45 65.53 609.41 646.35 70.18 599.98 624.08 61.87 599.98 601.77 71.67 623.32 642.25 53.29 637.02 650.90 61.16 571.82 629.90 63.98 571.82 595.44 67.54 644.13 677.04 49.03 615.36 670.86 46.06 584.87 622.79 64.68 584.87 832.93 60.75 584.13 610.05 53.31 583.84 585.49 42.35 602.57 632.34 52.89 602.57 628.96 48.82 612.10 616.50 41.73 612.10 668.73 56.11 608.88 653.15 20.55 608.88 829.98 27.29 Check O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K O.K Joint Venture: DASAN CONSULTANTS CO., LTD PYUNGHWA ENGINEERING CONSULTANTS LTD PROJECT STAGE CONTENT BRIDGE STATION STANDARD Lo Te – Rach Soi Highway Construction Project DETAILED DESIGN CALCULATION FOR PILE SLAB (PS) BO AO BRIDGE A_1: (KM2+355 ~ KM2+375 ) & A_2: (KM2+431 ~ KM2+451 ) 22TCN-272-05 DIMENSIONS: Content Symbol Value Unit WE 12.0 m • Top abument elevations: • Gradient: • Density: • Slope of talus: • Thickness of pavement: • Unit weight of structure: Cm i γs m Δlp γlp 6.86 1.05 18.0 1/2 0.550 22.5 m % kN/m³ • Top PS elevations: • PS length: • PS width: Cs Ls W s1 2.50 20.00 29.36 m m m • PS width: W s2 28.52 m • PS area: ♦ Embankment: • Width of road surface: m kN/m³ • Pile slab: As 578.80 m² • PS thickness: • Concrete pile: • Pile diameter: ds 0.30 m dc 0.40 m • Pile thickness: tc 0.075 m Page OUTLINE DRAWING GENERAL VIEW OF PILE SLAB: CROSS SECTION Bmđ Embankment Geotextile Pile PHC D=40cm Embankment ds Bs Geotextile Pile PHC D=40cm xn@yn PILING PLAN Bs xn@yn Y a1 a1 b xn@yn Ls 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ` X b a2 xn@yn Bs a2 LOADS: A- LIVE LOADS: • HL93 Page * Design truck or design tandem, Or * Design lane load • Pedestrian loads • Distribution load: * Number * Lane factor m LIVE LOAD = = 3.0 Lane 0.85 HL93 Properties Symbol Value Unit: P1 35 kN P2 145 kN P3 145 kN V1 4.3 m V2 4.3 m DESIGN TRUCK OUTLINE DRAWING V2 V1 TANDEM LANES LOAD P1 110 kN P2 110 kN d PL 1.2 m 3.0 m WL 9.3 kN/m P1 P2 P3 P2 d P1 WL • Calculation the live loads distribution for PS: • Lanes load The design lane load shall consist, uniformly distributed in the longitudinal direction: Tranverely width: • Distribution load per area of PS: • Truck loads: • Distribution load per area of PS: • For the design truck • For the design tandem B- DEAD LOADS: • Height of embankment of PS at A_bument • Slope of road: Loads HE i = = = 9.30 kN/m 3.00 m 3.10 kN/m² = = 3.45 kN/m² 2.34 kN/m² = = 4.34 m 1.05 % Symbol Value Unit • PS length: Ls 20.00 m • Averange He on embankment area: HE 4.24 m • PS width: Bs 28.94 m 1- PS selfweight : DC 5.40 kN/m² 2- Load of pavement structures: DW 12.38 kN/m² 3- Load of embankment structures over of embankment: EV1 • Averange He on embankment area: HE1 3.69 m EV1 15919 KN • Distribution load per area of PS: ev1 66.33 kN/m² 4- Load of embankment structures over of talus: EV2 • Averange He of talus: HE2 4.24 m EV2 6457 KN ev2 38.12 kN/m² • Distribution load per area of PS: Page INTERNAL FORCE CALCULATION: • Load combination: Loads combinated according to 22 TCN 272-05 in Strength-I and Service limited with load factors taken as 3.4.1-1 tA_ble Combination DC LL DW EH EV LS CT Strength-I Service Special 1.25 1.25 1.75 0.5 1.5 1.5 1.5 1.5 1.3 1.35 1.75 0.5 0 Symbol Value Unit P=Σpi.ki= 123.0 kN/m² • Tranvesser distance between piles: X n= 2.20 m • Longitudinal distance between piles: Yn= 2.20 m² • Stressed area of pile: EV 4.84 KN • Internal axial force max: EV1 595.4 kN/m² P=Σpi.ki= 56.3 kN/m² • Tranvesser piles spacing: X n= 2.20 m • Longitudinal piles spacing: Yn= 3.00 m² 6.60 CHECK: Loads STRUCTURE MODELING: EMBANKMENT: • Total stress caused by dead load and live load per 1m² of PS: TALUS: • Total stress caused by dead load and live load per 1m² of PS: • Distribution load per area of PS EV1 371.6 KN kN/m² Pmax 595.4 kN Bore hole BA1-VST 618.4 kN Bore hole BA2 644.0 kN • Internal axial force max: CHECK OF PILE CAPACITY • Internal axial force max • Bearing capacity: • Check: O.K SETTLEMENT CHECK: Pmax 21758.0 kN {S} 100 mm Bore hole BA1-VST 48.7 mm Bore hole BA2 48.7 mm • Internal axial force max: • Allow settlement: • Calculation settlement: • Check: O.K Page Joint Venture: DASAN CONSULTANTS CO., LTD PYUNGHWA ENGINEERING CONSULTANTS LTD PROJECT STAGE CONTENT BRIDGE STATION STANDARD INPUT DATA: • Pile diameter: • Pile embedded length: • Type Pile: • Pile cross-sectional perimeter: • Pile cross-sectional area: • Pile distance: • Pile concrete strength: Lo Te – Rach Soi Highway Construction Project DETAILED DESIGN PRESTRESSING CAPACITY OF PILES BO AO BRIDGE ABUTMENTA1 (BOREHOLE BA1-VST) 22TCN-272-05 D L = = 0.4 m 30.0 m 2.11 2.50 ● = = = = 1.26 0.13 2.20 30.00 • Concrete unit weight: γc • Pile top elevations: E1 = 2.5 m E2 dSPT Lsoil C.m = = = -27.5 m 2.0 m 29.6 m Driving LK E3 L_H L3 BA1-VST = 2.11 m = 71.0 m - m • Piles tip elevation • Parapet thickness: • Pile length in soil: • Method constryction (Bore:1, other:- ): GEOTECHNICAL PARAMETER • Borehole: • Borehole elevation: • Borehole depth: • Casing length: = D0.4m m m² 1.11 m MPa L=30m Soft layer @=2.2m 2.50 24.5 kN/m³ -27.50 2.11 L=30m P Ab a f'c Firm layer D0.4m @=2.2m -27.50 PRESTRESSING CAPACITY OF PILES No z (m) Layer Thickness (m) Type soil Density qu (kPa) SPT cc eo Status 10 11 12 1.11 -11.19 -22.09 -39.29 -45.49 -47.89 -62.89 -68.89 - 3B 9B TK 9B 9C - 1.00 12.30 10.90 17.20 6.20 2.40 15.00 6.00 - Clay Clay Clay Clay Sand Clay Sand Sand - 17.00 14.80 19.40 19.90 20.30 20.40 20.30 20.30 - 19+z 99.8 150.0 150.0 - 14 20 22 21 22 75 - 0.760 0.200 0.133 0.133 - 0.500 2.040 0.760 0.700 0.580 0.620 0.580 0.580 Db/D= soft soil soft soil 40.78 71.0 Bearing capacity : The factor bearing risistance of pile shall be taken as: QR = ϕqp▪Qp + ϕqs▪Qs = ϕqp▪qp▪Ap + ϕqs▪qs▪As Where: Qp Qs Pile tip resistance qp Ap [10.7.3.2-2, & 4] Pile shaft resistance unit tip resistance of pile qs Pile cross-sectional area As surface area of pile shaft φqs resistance factor for pile shaft bearing resistance φqp resistance factor for pile tip bearing resistance φqp= • Cohesive Soil: 0.56 • Cohesive Soil: • Cohesionless Soil: φqp= 0.36 • Cohesionless Soil: φqs= φqs= unit shaft resistance of pile 0.56 0.36 [Table 10.5.5-3 22TCN 272-05] [10.5.5.2.4-1 AASHTO 2007] SKIN FRICTION CAPACITY Unit shaft resistance: • Cohesionless Soil: (NTB: • Cohesive Soil: (Su: qs2=0.0019Ntb (MPa) [10.7.3.4.2b] average (uncorrected) SPT -blow count along the pile shaft (blows/300mm) qs = α•Su (MPa) - ( Method α) (10.7.3.3.2a-1) average undrained shear strength) ( α: cohension factor appliped to Su) α=0.5(σvtb/Su)0.45 With: σv=γhi Qs = P•∑(qs•li)•φqs Skin frition capacity: Qs = η•φqs•Qs = PILE TIP BEARING CAPACITY Unit tip resistance of pile • Cohesive Soil: • Cohesionless Soil: 608.9 kN 578.4 kN where (η= qP = 9•Su (MPa) Su (Su: average undrained shear strength) qp=0.038NcorrDb/D≤0.4Ncorr (MPa) 0.95 = for Sand; 75 kPa 0.95 for Clay) [10.7.3.4.2] [10.7.3.3.3] Ncorr=0.77log10(1.92/σ'v)N ϕqp▪Qp=ϕqp▪qp▪Ap Pile tip resistance: • Soil type under pile tip: qP φqp•Qp η•φqp•Qp Clay = 675.0 kPa = = where 47.5 kN 45.1 kN Bearing risistance of piles: • Without Group Capacity Factor: QR = φqp•Qp + φqs•Qs • With Group Capacity Factor: QR = η•φqp•Qp + η•φqs•Qs 0.95 656.4 kN = 66.91 Tone = 623.6 kN = 63.56 Tone QT ≤0.3•f'c•Ab Pile Structural Capacity: CHECK: Check for axial load Allowable pushing force of pile: • Bearing capacity: QR • Internal axial force max: • Weight of pile: • Weight of Soil: = 623.6 kN Pmax = W p=L.Ab*(γp-10) = W s=σ'vtb.Ab = 595.4 kN 33.7 kN QR=QR-W p+W s = • Bearing capacity: QR= 618kN ≥ for Sand; = QR = η•(φqp•Qp + φqs•Qs) Soil Bearing Capacity: Check: (η= Pmax = for Clay) 0.95 a=2.5D → η=0.65 a=6.0D → η=1.00 623.6 kN 63.6 Tone 1,131 kN 115.3 Tone 28.6 kN 618.4 kN 595kN O.K %QR/Pmax = 103.9% => η•φqs•Qs Qs = P•∑(qs•li)•φqs 0.95 for Sand; 0.95 (η= where (According to geological data at bode hole: BA1-VST) SKIN FRICTION CAPACITY: No 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Depth li Layer Type m m name Soil 2.11 1.1 0.1 -1.9 -3.9 -5.9 -7.9 -9.9 -11.2 -11.9 -13.9 -15.9 -17.9 -19.9 -21.9 -22.1 -23.9 -25.9 -27.5 -27.9 -29.5 -29.9 -31.5 -31.9 -33.5 -33.9 -35.5 -35.9 -37.5 -37.9 -39.5 -39.9 -41.5 -41.9 -43.5 -43.9 -45.5 -45.9 -47.5 -47.9 -49.5 -49.9 -51.5 -51.9 -53.5 -53.9 -55.5 -55.9 -57.5 -57.9 -59.5 1.0 1.0 2.0 2.0 2.0 2.0 2.0 1.3 0.7 2.0 2.0 2.0 2.0 2.0 0.2 1.8 2.0 1.6 - 1 2 2 2 3B 3B 3B 3B 3B 3B 3B 4 4 4 4 4 4 4 9B 9B 9B 9B 9B 9B TK TK TK TK 9B 9B 9B 9B 9B 9B 9B 9B 9B 9B 9B ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄ ⁄ ⁄ ⁄ ⁄ ⁄Clay ⁄⁄⁄⁄⁄⁄ ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand ∙∙∙∙∙∙∙∙ Sand σ'vtb 7.2 12.2 22.2 32.1 42.1 52.1 62.1 68.6 75.3 94.5 113.6 132.8 152.0 171.2 173.1 191.3 211.4 227.7 - NSPT 1 12 13 13 16 19 19 17 20 20 24 24 25 25 16 16 18 18 16 16 19 19 21 21 22 22 23 23 20 20 21 21 20 20 21 21 22 22 23 23 24 24 α 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.7 0.7 0.7 - Driving for Clay) Su qs Qs η•φqs•Qs kPa kPa kN kN 11.5 13.5 15.5 17.5 19.5 21.5 22.8 49.9 49.9 49.9 49.9 49.9 49.9 49.9 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 - 9.2 10.8 12.4 14.0 15.6 17.2 18.2 37.5 37.5 37.5 37.5 37.5 37.5 37.5 52.5 52.5 52.5 - 6.5 15.2 17.5 19.7 22.0 24.2 16.7 18.5 52.7 52.7 52.7 52.7 52.7 5.3 66.5 73.9 59.5 - 6.2 14.4 16.6 18.7 20.9 23.0 15.9 17.5 50.1 50.1 50.1 50.1 50.1 5.0 63.2 70.2 56.5 - Quan Hen bridge.gsz SHEET No 04/05 Embankment height: - Behind abutment: 4.3m - Geotextile: + 200kN/m + 04 layers + 20m length 1.693 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² Elevation [m] -5 -10 -15 Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 25.66 kPa C-Rate of Change: 0.619 kPa/m Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m 15m pile slab Name: Layer 3B Unit Weight: 19.4 kN/m³ Cohesion: 50 kPa -20 -25 -30 -35 -40 -85 Name: Layer Unit Weight: 19.9 kN/m³ Cohesion: 96 kPa -80 -75 -70 -65 Borepile, D1000 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Quan Hen bridge.gsz SHEET No 05/05 Embankment height: - Behind abutment: 4.3m 2.069 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² Elevation [m] -5 -10 -15 Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 25.66 kPa C-Rate of Change: 0.619 kPa/m Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m 20m pile slab Name: Layer 3B Unit Weight: 19.4 kN/m³ Cohesion: 50 kPa -20 -25 -30 -35 -40 -85 Name: Layer Unit Weight: 19.9 kN/m³ Cohesion: 96 kPa -80 -75 -70 -65 Borepile, D1000 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Quan Bieu bridge.gsz SHEET No 01/06 Embankment height: - Behind abutment: 4.0m 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² 1.200 Elevation [m] -5 Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 25.86 kPa C-Rate of Change: 0.53 kPa/m Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m -10 -15 -20 Name: Layer 3B Unit Weight: 19.4 kN/m³ Cohesion: 50 kPa -25 -30 Name: Layer 6B Unit Weight: 20.5 kN/m³ Cohesion: 182 kPa -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Quan Bieu bridge.gsz SHEET No 02/06 Embankment height: - Behind abutment: 4.0m 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² 1.155 Elevation [m] -5 5m pile slab Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 25.86 kPa C-Rate of Change: 0.53 kPa/m Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m -10 -15 -20 Name: Layer 3B Unit Weight: 19.4 kN/m³ Cohesion: 50 kPa -25 -30 Name: Layer 6B Unit Weight: 20.5 kN/m³ Cohesion: 182 kPa -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Quan Bieu bridge.gsz SHEET No 03/06 Embankment height: - Behind abutment: 4.0m 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² 1.223 Elevation [m] -5 10m pile slab Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 25.86 kPa C-Rate of Change: 0.53 kPa/m Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m -10 -15 -20 Name: Layer 3B Unit Weight: 19.4 kN/m³ Cohesion: 50 kPa -25 -30 Name: Layer 6B Unit Weight: 20.5 kN/m³ Cohesion: 182 kPa -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Quan Bieu bridge.gsz SHEET No 04/06 Embankment height: - Behind abutment: 4.0m 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° 1.354 Traffic load: 1.6Tm² Elevation [m] -5 15m pile slab Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 25.86 kPa C-Rate of Change: 0.53 kPa/m Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m -10 -15 -20 Name: Layer 3B Unit Weight: 19.4 kN/m³ Cohesion: 50 kPa -25 -30 Name: Layer 6B Unit Weight: 20.5 kN/m³ Cohesion: 182 kPa -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Quan Bieu bridge.gsz SHEET No 05/06 Embankment height: - Behind abutment: 4.0m - Geotextile: + 200kN/m + 04 layers + 25m length 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° 1.517 Traffic load: 1.6Tm² Elevation [m] -5 20m pile slab Name: Layer 2_OS_Talus Unit Weight: 14.7 kN/m³ C-Top of Layer: 17.28 kPa C-Rate of Change: 0.694 kPa/m Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m -10 -15 -20 Name: Layer 3B Unit Weight: 19.4 kN/m³ Cohesion: 50 kPa -25 -30 Name: Layer 6B Unit Weight: 20.5 kN/m³ Cohesion: 182 kPa -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Quan Bieu bridge.gsz SHEET No 06/06 Embankment height: - Behind abutment: 4.0m 1.716 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² Elevation [m] -5 25m pile slab Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m -10 -15 -20 Name: Layer 3B Unit Weight: 19.4 kN/m³ Cohesion: 50 kPa -25 -30 Name: Layer 6B Unit Weight: 20.5 kN/m³ Cohesion: 182 kPa -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Thay Ky bridge.gsz SHEET No 01/07 Embankment height: - Behind abutment: 4.0m 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² 1.153 Elevation [m] -5 -10 Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 31.67 kPa C-Rate of Change: 0.431 kPa/m -15 -20 -25 Name: Layer 6A Unit Weight: 19.1 kN/m³ Cohesion: 72 kPa -30 -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Thay Ky bridge.gsz SHEET No 02/07 Embankment height: - Behind abutment: 4.0m 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° 1.218 Traffic load: 1.6Tm² Elevation [m] -5 -10 5m pile slab Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 31.67 kPa C-Rate of Change: 0.431 kPa/m -15 -20 -25 Name: Layer 6A Unit Weight: 19.1 kN/m³ Cohesion: 72 kPa -30 -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Thay Ky bridge.gsz SHEET No 03/07 Embankment height: - Behind abutment: 4.0m 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° 1.299 Traffic load: 1.6Tm² Elevation [m] -5 -10 10m pile slab Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 31.67 kPa C-Rate of Change: 0.431 kPa/m -15 -20 -25 Name: Layer 6A Unit Weight: 19.1 kN/m³ Cohesion: 72 kPa -30 -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Thay Ky bridge.gsz SHEET No 04/07 Embankment height: - Behind abutment: 4.0m 10 1.389 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² Elevation [m] -5 -10 15m pile slab Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 31.67 kPa C-Rate of Change: 0.431 kPa/m -15 -20 -25 Name: Layer 6A Unit Weight: 19.1 kN/m³ Cohesion: 72 kPa -30 -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Thay Ky bridge.gsz SHEET No 05/07 Embankment height: - Behind abutment: 4.0m - Geotextile: + 200kN/m + 04 layers + 30m length 1.492 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² Elevation [m] -5 -10 20m pile slab Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 31.67 kPa C-Rate of Change: 0.431 kPa/m -15 -20 -25 Name: Layer 6A Unit Weight: 19.1 kN/m³ Cohesion: 72 kPa -30 -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Thay Ky bridge.gsz SHEET No 06/07 Embankment height: - Behind abutment: 4.0m 1.605 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² Elevation [m] -5 -10 25m pile slab Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 31.67 kPa C-Rate of Change: 0.431 kPa/m -15 -20 -25 Name: Layer 6A Unit Weight: 19.1 kN/m³ Cohesion: 72 kPa -30 -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50 Thay Ky bridge.gsz SHEET No 07/07 Embankment height: - Behind abutment: 4.0m 1.736 10 Name: Find sand Unit Weight: 18 kN/m³ Cohesion: kPa Phi: 30 ° Traffic load: 1.6Tm² Elevation [m] -5 -10 30m pile slab Name: Layer Unit Weight: 14.7 kN/m³ C-Top of Layer: kPa C-Rate of Change: kPa/m Name: Layer 2_OS_Middle Unit Weight: 14.7 kN/m³ C-Top of Layer: 31.67 kPa C-Rate of Change: 0.431 kPa/m -15 -20 -25 Name: Layer 6A Unit Weight: 19.1 kN/m³ Cohesion: 72 kPa -30 -35 -40 -85 Borepile, D1000 -80 -75 -70 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 Distance [m] -5 10 15 20 25 30 35 40 45 50