Stratum Young’s Modulus, Relative to Value for Layer 3b 2 2.3 3a 0.6 3b 1.0 3c 1.0 4 0.8 5a 0.7 5b 0.8 6 0.7 Fig. 2. Summary of Young’s modulus values. Fig. 3. Assessed soil relative stiffness. Pile Load A program of pile load testing was undertaken which involved the installation of seven test piles in the podium area near the location of the . All the test piles and reaction piles were bored cast and constructed under polymer fluid. A permanent casing, 6m long, was installed from the top of each pile to just above the highest strain gauge level for all the trial piles tested in compression and tension. Five piles, designated as P1, P2, P3, P4 and P5, were tested in compression; two, P3 and P5, were shaft grouted. Test pile P6 was tested in tension and test pile P7 was laterally loaded. Only the compression load tests on piles P1, P2 and P4 have been considered for the present paper. Table 5 summarizes the main features of these piles. Figure 4a shows the load test arrangements for piles P1 and P2, which consisted of the test pile and six reaction piles, while Figure 4b shows the set-up for pile P4, which consisted of the test pile and four reaction piles. Steel load distribution plates were grouted to the top of the test piles and hydraulic jacks were placed between the steel plates and the reaction beams. Steel reaction beams were used to transfer the load from the hydraulic jacks to the installed reaction piles. Macalloy bars were used as reaction anchors to transfer the load from the beams to the reaction piles. Six cycles of loading were applied to trial piles P1 and P2 while nine cycles of loading were applied to trial pile P4, which was the pile designated to be tested cyclically. Table 5. Summary of pile load tests. Diam. Cut-off Toe Length Load Test DWL* DML** No. of cycles Pile level layout [m] [m DMD] [m DMD] [m] [t] [t] 6 RP 1 1.5 -4.85 -50 45.15 circle with 3000 6000 6 a 4.5 m (50%-150% radius DWL) 6 RP
Stratum Young’s Modulus, Relative to Value for Layer 3b 2 3a 3b 3c 4 5a 5b 6 2.3 0.6 1.0 1.0 0.8 0.7 0.8 0.7 Fig. 2. Summary of Young’s modulus values. Fig. 3. Assessed soil relative stiffness. Pile Load A program of pile load testing was undertaken which involved the installation of seven test piles in the podium area near the location of the . All the test piles and reaction piles were bored cast and constructed under polymer fluid. A permanent casing, 6m long, was installed from the top of each pile to just above the highest strain gauge level for all the trial piles tested in compression and tension. Five piles, designated as P1, P2, P3, P4 and P5, were tested in compression; two, P3 and P5, were shaft grouted. Test pile P6 was tested in tension and test pile P7 was laterally loaded. Only the compression load tests on piles P1, P2 and P4 have been considered for the present paper. Table 5 summarizes the main features of these piles. Figure 4a shows the load test arrangements for piles P1 and P2, which consisted of the test pile and six reaction piles, while Figure 4b shows the set-up for pile P4, which consisted of the test pile and four reaction piles. Steel load distribution plates were grouted to the top of the test piles and hydraulic jacks were placed between the steel plates and the reaction beams. Steel reaction beams were used to transfer the load from the hydraulic jacks to the installed reaction piles. Macalloy bars were used as reaction anchors to transfer the load from the beams to the reaction piles. Six cycles of loading were applied to trial piles P1 and P2 while nine cycles of loading were applied to trial pile P4, which was the pile designated to be tested cyclically. Table 5. Summary of pile load tests. Pile Diam. [m] Cut-off [m DMD] Toe level [m DMD] Length [m] Load Test layout DWL* [t] DML** [t] No. of cycles 1 1.5 -4.85 -50 45.15 6 RP circle with a 4.5 m radius 3000 6000 6 (50%-150% DWL) 6 RP
Settlement%20Assessment%20for%20the%20Burj%20Khalifa,%20Dubai-HGP-6.docx