Nam O Resort Da Nang, Vietnam Bund Wall Conceptual Design 17 October 2017 Location Plan Site Boundary 0+000 0+110 0+210 0+360 0+510 Location of Chainage Cu De River Site Investigation Plan BH17 BH13 BH14 BH12 BH11 BH10 BH9 BH8 BH7 BH16 BH5 BH4 BH3 BH6 BH15 BH2 BH1 Source: “BH Layout - Phase - R03 (170905).pdf” attached in TTG’s email on 29 Sep 2017 Geological Section at Site Boundary along Cu De River Level (Assumed mND) BH15 MSL = +0.0 BH16 BH14 +2.00 -0.50 -3.00 BH17 - Medium dense, dense SAND -5.50 -8.00 -10.50 -13.00 -15.50 Soft CLAY -18.00 -20.50 -23.00 -25.50 -28.00 -30.50 Firm CLAY Dense GRAVEL -33.00 -35.50 -38.00 Clayey SAND (weathered) Weathered SILTSTONE Source: “170929_R02-Nam O_Bored Hole Log Model (1).dwg” attached in TTG’s email on 29 Sep 2017 Summary of Boreholes Stratum Thickness (m) BH15 BH16 BH14 BH17 Medium-dense SAND 17m 15.3m 10.7m 11m Soft CLAY 6.6m 5.7m 11.8m 12m Firm CLAY 4.5m 4.4m 5.3m 4.2m Dense GRAVEL 8.3m 5.4m 8.9m 9.3m Medium-dense SAND 4.2m 3.9m - - Clayey SAND (weathered) 3.9m 3.8m 2.5m 2.5m - Soft CLAY - Low SPT N-Value (3 to 9) - Low strength ►Bund Stability Issue - Compressible ► Settlement - Much thicker at BH14 and BH17 (12m thk) Geotechnical Interpretation 10 20 30 40 SPT N-Value 50 60 - Medium-dense SAND 70 80 90 100 BH15 BH16 BH14 BH17 -5 -10 Level (mND) -15 -20 Representative Line Mean SPT-N = 20 Angle of friction = 33 -25 (Ref CIRIA R143 Fig 36) -30 -35 -40 Loose -45 Medium-Dense Dense Very Dense Geotechnical Interpretation 10 20 30 40 SPT N-Value 50 60 Soft CLAY 70 80 90 100 BH15 BH16 BH14 BH17 Representative Line Mean SPT-N = Undrained Shear Strength Su = 27kPa (Su = 4.5×N) -5 -10 (Ref CIRIA R143 Fig 31) Level (mND) -15 -20 -25 -30 -35 -40 V.Soft Soft -45 Firm Stiff Very stiff Hard Geotechnical Interpretation 10 20 30 40 SPT N-Value 50 60 Firm CLAY 70 80 Representative Line Mean SPT-N = 12 Undrained Shear Strength Su = 54kPa (Su = 4.5×N) -10 (Ref CIRIA R143 Fig 31) Level (mND) -15 -20 -25 -30 -35 -40 V.Soft Soft -45 Firm Stiff Very stiff 100 BH15 BH16 BH14 BH17 -5 90 Hard Geotechnical Interpretation 10 20 30 40 SPT N-Value 50 60 Dense GRAVEL 70 80 90 100 BH15 BH16 BH14 BH17 -5 Representative Line SPT-N = 100 (majority) Angle of friction = 42 -10 (Ref CIRIA R143 Fig 36) Level (mND) -15 -20 -25 -30 -35 -40 Loose -45 Medium-Dense Dense Very Dense Geotechnical Interpretation 10 20 30 40 SPT N-Value 50 60 Medium Dense SAND 70 80 90 100 Representative Line Mean SPT-N = 22 Angle of friction = 34 -5 (Ref CIRIA R143 Fig 36) BH15 BH16 -10 Level (mND) -15 -20 -25 -30 -35 -40 Loose -45 Medium-Dense Dense Very Dense Geotechnical Interpretation 10 20 30 40 SPT N-Value 50 60 Clayey SAND (weathered) 70 80 90 100 BH15 BH16 BH14 BH17 -5 Representative Line SPT-N = 75 to 100 Angle of friction = 42 -10 (Ref CIRIA R143 Fig 36) Level (mND) -15 -20 -25 -30 -35 -40 Loose -45 Medium-Dense Dense Very Dense Soil Parameters The soil parameters adopted for the conceptual design are based on the information presented in borehole logs BH14 to BH17 along Cu De River The parameters are assumed based on the descriptions of the soil strata only, and will need to be further reviewed when laboratory testing is completed Material - Medium-dense SAND Soft CLAY Firm CLAY Dense GRAVEL Medium-dense SAND Clayey SAND (Weathered) Compacted Sand Fill Rockfill Deep Cement Mixing in Sand Deep Cement Mixing in Clay Note Unit Weight, kN/m3 Above Below GWL GWL 19 15 17 20 20 20 19 20 19 17 19 15 17 20 20 20 19 20 19 17 Condition f ( ) c‘ (kPa) Su (kPa) Drained Undrained Undrained Drained Drained Drained Drained Drained Undrained Undrained 33 42 34 42 32 40 33 0 0 0 0 27 54 150 (Note 1) 150 (Note 1) Undrained shear strength of Deep Cement Mixing is estimated based on 50% replacement ratio, and Uniaxial Compressive Strength of DCM columns of 1MPa Topography (mND) Existing Ground Profile (Section A-A) Site Boundary BH14 Level (mND) +5 Mean Sea Level (0mND) Medium dense SAND -5 -10 -15 Soft CLAY Firm CLAY Dense GRAVEL Clayey SAND -20 -25 -30 -35 -40 10 20m Existing Ground Profile (Section A-A) Site Boundary The ground is underlain by very thick soft clay, which may affect river bank stability BH14 Level (mND) +5 Fill to +3mND Mean Sea Level (0mND) Medium dense SAND -5 -10 -15 Soft CLAY Firm CLAY Dense GRAVEL Clayey SAND -20 -25 -30 -35 -40 10 20m Existing Ground Profile (Section A-A) Site Boundary Level (mND) +5 The sandy river bank may erode due to river flow and wave BH14 Fill to +3mND Mean Sea Level (0mND) MLLW (-0.4mND) Medium dense SAND -5 -10 -15 Soft CLAY Firm CLAY Dense GRAVEL Clayey SAND -20 -25 -30 -35 -40 10 20m Bund Wall Option Rockfill Bund on Deep Cement Mixing Foundation Site Boundary Level (mND) +5 The sandy river bank may erode due to river flow and wave Mean Sea Level (0mND) MLLW (-0.4mND) Rockfill Bund (2m wide top; 1v:2h gradient Bund Wall Top (+4mND) BH14 Fill to +3mND Medium dense SAND -5 -10 DCM -15 -20 -25 -30 -35 (10m wide; 35% plan replacement) Soft CLAY Firm CLAY Dense GRAVEL Clayey SAND -40 10 20m ... SILTSTONE Source: 170 929_R02 -Nam O_ Bored Hole Log Model (1).dwg” attached in TTG’s email on 29 Sep 2 017 Summary of Boreholes Stratum Thickness (m) BH15 BH16 BH14 BH17 Medium-dense SAND 17m 15.3m 10. 7m... are based on the information presented in borehole logs BH14 to BH17 along Cu De River The parameters are assumed based on the descriptions of the soil strata only, and will need to be further...Location Plan Site Boundary 0+000 0+ 110 0+ 210 0+360 0+ 510 Location of Chainage Cu De River Site Investigation Plan BH17 BH13 BH14 BH12 BH11 BH10 BH9 BH8 BH7 BH16 BH5 BH4