Figure 1 - Plan of the Location of the Piles and in Situ Tests

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1 Figure 1 - Plan of the Location of the Piles and in Situ Tests A B C D DMT4 DMT5 PMT1 CPT4 A S5+ SPT CPT7 CROSS SECTION A-A C2 E7 E5 S4+ SPT E3 E1 E DMT7 T1 CPT9 DMT9 CPT5 C1 ground level E9 CPT6 PMT2 T2 E8 E6 E4 DMT8 CPT8 DMT6 CPT3 E2 CPT2 DMT3 TRENCH FOR SEISMIC PROFILES DMT2 CPT1 DMT1 S1+ SPT P S2 PMT3 S3+ SPT REFERENCE SLAB variable (min..5m; max..9m) LEGEND : PILES E - Bored (D=.6m) T - CFA (D=.6m) C - Driven (.35x.35m) SITE CHARACTERIZATION S - Borehole with Sampling (+ SPT) SPT; CPT; DMT; PMT P - Piezometer Cross-Hole new platform (opened at 29/9/3) trench (opened at 2/7/3) Reference Elevation

2 Figure 2 - Piles Description [PILES] A B C 1.75 C2 (19/9/3) E7 (29/7/3) E5 (29/7/3) E3 (3/7/3) T1 (17/7/3) C1 (19/9/3) E9 (31/7/3) T2 (17/7/3) E8 (28/7/3) E6 (29/7/3) E4 (3/7/3) E - Bored piles with temporary casing (diameter =.6m) E and E9 (embedded length = 6m) E1 to E8 (embedded length = 22m) T - Continuous Flight Auger - CFA piles (diameter =.6m) T1 and T2 (embedded length = 6m) C - Driven Piles (square section =.35m.35m) C1 and C2 (embedded length = 6m) [PILE TESTS] High strain dynamic tests [vertical]: E, E2 and E6 (bored); T2 (CFA); C2 (driven) Static tests [vertical]: E9 (bored); C1 (driven); T1 (CFA) [MATERIAL CHARACTERISTICS] D 2.2 E1 (31/7/3) E (31/7/3) E2 (3/7/3) Concrete - cubic specimens after 28 days: f cm = 31MPa; f ck = 28MPa; E c = 29GPa Reinforcement - S5 Piles with 6m of embedded length Bored: longitudinal reinforcement - 12φ25mm; shear reinforcement - φ12mm//.1m CFA: longitudinal reinforcement - 12φ25mm; shear reinforcement - φ1mm//.1m Bored Piles with 22m of embedded length At the first 12m - longitudinal reinforcement - 12φ25mm; shear reinforcement - φ12mm//.1m Below the first 12m - longitudinal reinforcement - 6φ25mm; shear reinforcement - φ12mm//.2m

3 Table 1 - Site Characterization In Situ Tests Date (day/month/year) Opening Elevation (m) S1 + SPT 2/1/ SPT S3 + SPT 3/9/ S4 + SPT 11/9/ S5 + SPT 11/9/ CPT1 13/9/ CPT2 23/5/ CPT CPT3 21/5/ CPT4 23/5/ CPT5 25/9/23 CPT6 15/9/ DMT1 14/9/ DMT2 14/9/ DMT DMT3 14/9/ DMT4 22/5/ DMT5 22/5/ DMT6 9/1/23 CPT7 + DMT7 25/9/23 CPT + DMT CPT8 + DMT8 8/1/23 CPT9 + DMT9 1/9/23 PMT1 1/9/ PMT PMT2 1/9/23 PMT3 9/9/ CH CH 11-14/9/23 Figure 3 - Cross section - ground level new platform trench variable (min..5m; max..9m) Reference Elevation z

4 Figure 4 - Geological Profile Figure 5 - SPT results Sandy deposit Residual soil: fine to medium sand (w 5 -w 6 ) Residual soil: fine to medium sand (structured saprolitic soil from granite) Degree of weathering w GWL GWL N 6 (SPT) N(S1+SPT) N(S3+SPT) N(S4+SPT) N(S5+SPT) z (m) N 6 (SPT) S1 S3 S4 S Highly weathered granite, medium grain (w 5 -w 4 ) + + Bedrock (29cm) 6 (42cm) (28cm) (26cm) (24cm)

5 Figure 6a - CPT profiles before driven piles Figure 6b - CPT profiles after driven piles q c (MPa) q c (MPa) CPT1 CPT2 CPT3 CPT4 CPT6 CPT5 CPT8 CPT7 CPT9

6 Figure 7 - PMT results p LM, p f (MPa) PMT curves [per depth] PMT1-3m PMT2-3m PMT3-3m p f p LM E M Volume (cm3) Pressure (bar) PMT1-6m PMT2-6m PMT3-6m Volume (cm3) Pressure (bar) E M (MPa) PMT1 PMT2 PMT3 plm plm plm pf pf pf Em Em Em Volume (cm3) PMT1-9m PMT2-9m PMT3-9m Pressure (bar)

7 Figure 8a - DMT profiles before driven piles Figure 8b - DMT profiles after driven piles Id Id clay silt sand clay silt sand DMT1 DMT2 DMT3 DMT6 DMT7 DMT4 DMT5 DMT8 DMT9

8 Figure 8c - DMT profiles before driven piles Figure 8d - DMT profiles after driven piles Kd Kd DMT1 DMT2 DMT3 DMT6 DMT7 DMT4 DMT5 DMT8 DMT9

9 Figure 8e - DMT profiles before driven piles Figure 8f - DMT profiles after driven piles Ed (MPa) Ed (MPa) DMT1 DMT2 DMT3 DMT6 DMT7 DMT4 DMT5 DMT8 DMT9

10 Table 2 - Identification and soil properties of the laboratory specimens Identification Properties Borehole Specimen Depth Seismic Testing method waves σ' cv σ' ch γ w e Sr w L w P <2um <#2 * <#1 * (m) test # (kpa) (kpa) (kn/m 3 ) (%) (%) (%) (%) (%) (%) (%) G S2/1(c) 3.2 triaxial compression 1 BE S2/2(e) 3.5 triaxial extension S2 S2/3(c) triaxial compression 1 BE S2/4(e) 4.4 triaxial extension S2/5(c) 5.5 triaxial compression 1 BE NP NP S2/6(c) triaxial compression 1 BE NP NP S5/1 resonant column RC S5 S5/2 6.3 oedometer S5/3 resonant column RC (1) CK =.5D under stress-path control: σ v'<<,σ h'= ctt; (2) CK =.5D under strain-path control: σ h'>>, σ v'= ctt * ASTM Sieves's series # BE = bender element test; RC = resonant column test

11 Figure 9 - Bore-Hole S2: Identification and soil properties profiles w (%) Sieve Analysis, % Passing γ (kn/m 3 ) <2um (%) <#2 * (%) <#1 * (%)

12 Figure 1 Grain size distribution curves 1 ASTM Sieves series (mm) S2/1 + S2/2 [ m] 1 8 S2/3 + S2/4 [-4.7m] 2 7 S2/5 [ m] 3 % passed 6 5 S2/6 [-7.6m] 4 5 % retained Grain size (mm) CLAY FINE SILT MEDIUM COARSE FINE SAND MEDIUM COARSE GRAVEL mm

13 Figure 11 - Oedometer test curve initial conditions e.82 w 22.1% S 72.9% final conditions e f.62 w f 21.3% S f 92.6% Void ratio S5 [ m] Pressure (MPa)

14 Figure 12 - Triaxial stress path curves (compression and extension) 4 3 S2/1 (c) S2/2 (e) S2/3 (c) S2/4 (e) S2/5 (c) S2/6 (c) 2 Ko =.5 1 Deviatory stress, q (kpa) p' = (σ' v + 2σ 'h )/ 3-4 q = σ v - σ h Mean effective stress, p' (kpa)

15 Figure 13 - Triaxial stress strain curves (compression and extension) 4 3 stresses at failure sample σ' vf σ' hf S2/1(c) S2/2(e) S2/3(c) Deviatory stress, q (kpa) S2/1 (c) S2/2 (e) S2/4(e) S2/5(c) S2/6(c) φ cv 32º (Viana da Fonseca, 22) - determined on similar residual soil profiles -3 S2/3 (c) S2/4 (e) S2/5 (c) -4 internal axial strain, ε a (%) S2/6 (c)

16 Figure 14 Normalized stiffness and damping ratio versus shear strain (RC tests) G/G.5 ξ (%) S5/1 S5/3 E-6 E-5 E-4 E-3 shear strain, γ G/G G/G ξ (%) ξ (%)

17 Figure 15 - Comparison of wave velocities (V P & V S ) in situ and in laboratory V P (m/s) in situ (CH) V S (m/s) in situ (CH) & lab (BE+RC) S1+ SPT 4 6 S2 8 1 S3+ SPT S3-S2 S2-S S2/1 - BE S2/3 - BE S2/5 - BE S2/6 - BE S5/1 - RC S5/2 - RC

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