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Second Avenue Subway Second Avenue Subway Second Avenue Subway, New York Geotechnical Design and Construction Chu Ho Sc.D., P.Eng., M.ASCE Arup, New York TEAM • Owner & Program Manager • Design Consultant • Consultant Construction Manager 8. 5 miles of new subway 16 new stations 1 renovated station Yards for 28 trains 2 services, TT& Q Connection to existing Q line Transfers to 7 other rail lines Phase 2 Phase 1 Phase 4 (Existing) Lexington Ave/ 63rd Street Station Phase 3 Phase 1 – Construction In Progress 96th Street Station (Cut & Cover) 63rd Street/ 86th Street Station Lexington Ave Station (Rock Cavern) (Existing) 72nd Street Station (Rock Cavern) Phase 1 – Subway Alignment Geology Existing Tunnel (Existing) Lexington 72nd St 86th St 96th St Ave / Station Station Station 63rd St Station Subsurface Stratification Fill Organics Silty Sand Varved Silt/Clay Glacial Till Decomposed Rock Bedrock (Manhattan Schist) Rock Caverns and Tunnels Rock Tunnels Ground Level 45’-85’ Top of Rock 15’-70’ 6m (19’-99)”)ID ID 6. 75m (22’-1”) OD Steel Fiber Reinforced Concrete Lining TBM Tunneling • Hard rock TBM drives • Abrasive rock • Faults and shear zones • Curve towards 63rd Street (616’ Min Radius) • Water-bearing fissures • Final lining omitted through future cavern zones Soft Ground Conditions 92nd Street 93rd Street 94th Street Top of rock 96th Street Station (Cut and Cover) 96th St Station (Existing) Lexington Ave / 72nd St Station 86th St Station 63rd St Station Subsurface Stratification Fill Organics Silty Sand Varved Silt/Clay Glacial Till Decomposed Rock Bedrock (Manhattan Schist) 96th Street Station (Cut and Cover) TBM Launch Shaft 92nd Street 93rd Street Entrance 2 (Temporary secant pile wall) (Slurry wall) Permanent station slurry wall Entrance 2 Ancillary 1 (Slurry wall) (Permanent secant pile wall) Entrance 3 Ancillary 2 (Slurry wall) (Permanent secant pile wall) Existing Tunnel Link to Existing Tunnel (Temporary Secant pile wall) TEMPORARY SECANT PILE WALLS AT TBM LAUNCH BOX West Typical East Design Profile Fill Sand Decomposed rock Sound Rock (TCR > 50%) Cast-in place Box PERMANENT SLURRY WALLS FOR STATION BOX Typical East Design Profile Fill Organics Silty sand Varv ed Silt and Clay Typically: 1. Water level maintained 2ft below bottom of excavation 2. Required factor of safety for bottom failure is 1.2 3. Hydrostatic pressure imposed for 25ft below water level below excavation in varved silt/clay Typical Slurry Wall Panel • 42 inches thick 20 feet long • Maximum depth 100 feet • Water Stop between Panels • Couplers for mezzanine and roof slabs PERMANENT SECANT PILE WALLS AT ANCILLARY BUILDING 1 PERMANENT SECANT PILE WALLS AT ANCILLARY BUILDING 2 Plaxis Model Typically: • Roof and base slab are fixed; mezzanine slab is pinned BttBottom 5ftf5ft of sl urry wall lli is unre ifinforce d • Building loads are applied 10ft beloground surface at basement level Wall Deformations West Wall Deflection East Wall Deflection 120 120 110 Stage 10: Excav to EL. 56.5 Long term 110 100 Stage 17: Backfill to G.S. 100 90 90 Stage 19: Apply LL+SDL on Roof, Mezz Bottom of 80 80 Stage 21: Long term K0 Condition EtiExcavation 70 70 60 60 50 50 levation (ft) levation (ft) E 40 E 40 30 30 20 20 10 10 -1 -050.5 0 050.5 1 151.5 2 252.5 3 353.5 4 454.5 5 -5 -454.5 -4 -353.5 -3 -252.5 -2 -151.5 -1 -050.5 0 050.5 1 Wall Deflection (in) Wall Deflection (in) Bending Moment Diagram West Wall Bending Moment East Wall Bending Moment 120 120 110 Excavation Excavation 110 Side Side 100 100 90 90 80 80 Stage 10: Excav to EL. 56.5 70 70 Stage 17: Backfill to G.S. Stage 19: Apply LL+SDL on 60 60 Roof, Mezz tion (ft) Stage 21: Long term K0 50 ation (ft) 50 aa Condition vv Stage 22: Unbalanced, East K0 40 40 Ele Elev Stage 23: Unbalanced Pressure 30 30 - West K0 Envelope 20 20 10 10 -800 -600 -400 -200 0 200 400 600 800 -800 -600 -400 -200 0 200 400 600 800 Working Bending Moment (kips-ft/ft) Working Bending Moment (kips-ft/ft) Shear Force Diagram West Wall Shear Force East Wall Shear Force 120 120 Excavatio Excavatio 110 n Side n Side 110 100 100 90 90 80 80 70 70 60 Stage 10: Excav to EL. 56.5 60 Stage 17: Backfill to G.S. ation (ft) ation (ft) vv 50 vv 50 Stage 19: Apply LL+SDL on Roof, Mezz Ele 40 Stage 21: Long term K0 Condition Ele 40 Stage 22: Unbalanced, East K0 30 30 Stage 23: Unbalanced Pressure -West K0 20 20 Envelope 10 10 -80 -60 -40 -20 0 20 40 60 80 100 -80 -60 -40 -20 0 20 40 60 Working Shear Force (Kips/ft) Working Shear Force (Kips/ft) Ground Displacements Vertical Movement 10ft Below Ground Surface 0.5 0.0 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 )) -0.5 -1.0 Settlement from wall installation al Movement (in al Movement cc -151.5 Hor izon ta l Movemen t 10ft Be low Groun d Sur face Towar ds Bottom of Excavation (w/o movement by Excavation wall install) Verti 1.0 Bottom of Excavation -2.0 (with movement by wall install) 0.8 End of Construction (w/o movement by -2.5 wall install) 0.6 Left Wall Right Wall ) X (ft) nn 0.4 0.2 0.0 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 -0.2 tal Movement tal Movement (i nn -0.4 Bottom of Excavation -0.6 Horizo End of -0.8 Construction -1.0 Left Wall Right Wall X (ft) Jet Grouting for Excavation Support Plaxis Model Wall Deformation South Wall Deflection North Wall Deflection 120 120 110 110 100 100 90 90 80 80 70 70 60 60 Elevation (ft) Elevation 50 Stage 13: Excav to EL. 61 (ft) Elevation 50 40 40 Stage 15: Excav to EL. 42.5 30 30 20 Stage 19: Remove S5 20 10 10 0 0 -1 -0.5 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 -5 -4.5 -4 -3.5 -3 -2.5 -2 -1.5 -1 -0.5 0 0.5 1 -10 -10 Wall Deflection (in) Wall Deflection (in) Bending Moment Diagram South Wall Working Bending Moment North Wall Working Bending Moment 120 120 Excavation 110 Side Excavation 110 Side 100 100 90 90 80 80 70 70 60 60 Elevation (ft) Elevation 50 50 Elevation (ft) Elevation Stage 13: Excav to EL. 61 Stage 13: Excav to EL. 61 40 40 Stage 15: Excav to EL. 42.5 30 Stage 15: Excav to EL. 42.5 30 20 20 Stage 19: Remove S5 Stage 19: Remove S5 10 10 Envelope Envelope 0 0 -400 -300 -200 -100 0 100 200 300 400 -400 -300 -200 -100 0 100 200 300 400 -10 -10 Working Bending Moment (kips-ft/ft) Working Bending Moment (kips-ft/ft) Shear Force Diagram South Wall Working Shear Force North Wall Working Shear Force 120 120 110 Excavation Excavation 110 Side Side 100 100 90 90 80 80 70 70 60 60 Elevation (ft) Elevation 50 50 Elevation (ft) Elevation 40 Stage 13: Excav to EL. 61 40 30 Stage 15: Excav to EL. 42.5 30 20 Stage 19: Remove S5 20 10 Envelope 10 0 0 -60 -40 -20 0 20 40 60 80 -80 -60 -40 -20 0 20 40 60 -10 -10 Working Shear Force (Kips/ft) Working Shear Force (Kips/ft) Ground Settlement Contours - XDISP Underpinning 1802 2nd Avenue Basement Predicted Ground Settlements Micropile elastic shortening settlement Underpinning Using Micropiles Micropile Detail • Working Load = 250 kips • Casing: 9-5/8ins OD 0.545ins thick, Fy = 80ksi • Reinforcing bar: 2.5ins diam Dyygwidag Threadbar, Fu = 250ksi • Grout: 5000psi • Centralizers at 10 ft c/c • Steel plate w/ nut: 18ins x 18inx 2ins thick, Fy = 50ksi • RkRock soc kt85iket: 8.5ins diam, 9ft long • Bond strength: 200psi Test Pile Sister bar strain gages levation, ft EE Tension Load Test Movement Symbol Measurement Location Reinforcement Bar Steel Casing Movement Symbol Measurement Location Reinforcement Bar Steel Casing Strain Measurements Strain Gauge Strain Gauge Symbol Strain Gauge ID Symbol Strain Gauge ID Elevation, ft Elevation, ft SG1 +1054.3 SG1 +1054.3 SG2 +69.3 SG2 +69.3 SG3 +32. 3 SG3 +32. 3 SG4 +24.3 SG4 +24.3 SG5 +21.3 SG5 +21.3 Pile Load Distribution Head % De si gn Applied Net Upward Symbol Load Load, kip Movement, in 25 39 0.11 50 99 0.26 75 162 0.41 100 228 0.57 125 290 0740.74 150 348 0.92 175 409 1.12 200 471 1.39 Rock Socket Bond Resistance fsu = 315.8 psi Side Elevation Symbol Resistance, Pile Interface Range, ft ksf +21.3' to 24.3' 45.48 Grout-Bedrock +24.3' to +27.1' 6.99 Grout-Bedrock fs,max = 46.5 psi Jet Grouting Trial Trial Site Existing Lexington Ave /63rd St Station Existing Tunnel 72nd St Station 86th St Station 96th St Station Jet Grouting Trial Site treet reet tt SS S th th 97 96 2nd Avenue Jet Grouting Trial Site Soil Stratification at Jet Grouting Trial Site Standard Penetration Test, N (blows/0.3m) 0 5 10 15 20 0.0 Fill WtWater Tbl27Table 2.7m 5.0 5.5m Organics 7.6 10.0 Silty Sand 15.0 17.7m epth (m) DD 20.
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