CLIENT PROJECT B1 Rev APPROVED RL 20439515 AJ 2 0 2 1 J o b s 2 1 5 0 6 3 9 3 M e lb o u rn e N E L 5 T e c h n ic a l W o rk M a n n in g h a m B u lk h e a d a M o d e l S e c ti o n 7 P L A.
MANNINGHAM CUT AND COVER BOX STRUCTURE DETAILED DESIGN STAGE - INTERNAL BARRETTE (SECTIONS 6) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx N Layout Plan showing location of Design Sections CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - Layout plan showing Sections Rev FIG No A B1 J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx MANNINGHAM CUT AND COVER BOX STRUCTURE DETAILED DESIGN STAGE - INTERNAL BARRETTE (SECTION 6) Cross section considered in PLAXIS 2D analysis and associated structural elements CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - Side walls associated structural element Rev FIG No A B2 J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx MANNINGHAM CUT AND COVER BOX STRUCTURE DETAILED DESIGN STAGE - INTERNAL BARRETTE (SECTION 6) Assumptions and considerations: The ground conditions have been based on the results of the site investigations currently available Bedding planes dipping about 65 deg from horizontal at m spacing were considered in siltstone/sandstone rock The temporary groundwater dewatering plan has not been developed at this stage At the time of this assessment we have considered depressurisation below the Bulk Excavation Level (BEL) within the cut and cover structure [we have considered a depressurisation of up to about RL -30 m AHD] The model geometry and structural inputs have been based on RBG's Geotechnical Brief, dated 12 April 2022 Based on the advice of RBG, the structural connections between structural elements are listed below: - diaphragm walls (permanent and temporary) to roof slab/plenum slab/base slab = fixed connection (moment transfer) - internal barrette wall to roof slab/plenum slab/base slab = fixed connection (moment transfer) The following surcharge loadings have been considered: - temporary construction load = 25 kPa UDL adjacent to the walls BEL is considered as underside of base slab + 0.1 m (blinding layer thickness) Accidental over-excavation of 0.5 m has been considered below BEL The following groundwater levels were considered: - During construction = RL 15.3 m AHD (i.e maximum observed groundwater level plus 1.5m allowance) - During operation (cut & cover box completed) = RL 16.2 m AHD (i.e about the prevailing ground surface level for significant part of Manningham cut & cover box) Geotechnical assessment does not consider the flood case This will be considered in the structural analysis No groundwater mounding (temporary or permanent stages) due to permanent groundwater cut-off has been considered 10 Internal barrette embedment: - toe embedment depth below the locally deepened centre base slab soffit level = m (toe level RL -15.9 m AHD) 11 Only temporary condition axial compression loads acting on the barrette have been considered No live load has been considered acting at the plenum slab level We have not received permanent condition axial compression loads acting on the barrette The barrette embedment depth will require to be checked once the future axial compression loads are available from the structural analyses 12 Pseudo-static earthquake analysis has not been performed 13 Self-weight of the structural elements was included in the analysis 14 Except where stated otherwise, all design actions presented herein are calculated values based on the results of the analysis to which no factors have been applied (i.e unfactored working loads are presented) 15 A 1.5 m thick fill has been incorporated over the roof slab as per RBG's sketches 16 No sensitivity analysis regarding structural stiffness has been undertaken CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - Assumptions and Considerations Rev FIG No A B3 J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx MANNINGHAM CUT AND COVER BOX STRUCTURE DETAILED DESIGN STAGE (SECTION 7) Stages modelled in PLAXIS-2D The above tabulated construction stages corresspond to all key construction stages associated with Design Setion of the MCC box, as per RBG's brief The structural actions for the following construction stages have been reported for the internal barrette wall The reported forces for the walls correspond to stage forces (i.e not envelope forces) All reactions are unfactored (working) An appropriate load factor will need to be applied on these values for structural ULS design (no load factors have been applied in PLAXIS 2D analyses) Refer to table above for the construction stage numbering - Depressure/dewater and excavate to underside of the plenum slab level within main bay/end bay [Stage no: 5/12] - Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay/end bay [Stage no: 8/18] - 0.5 m over-excavation below underside of bulk excavation level within main bay/end bay [Stage no: 8a/18a] - Permanent groundwater conditions [Stage no: 25] Envelope plot up to Stage 8a/18a (inclusive of Stage 8a/18a) and up to Stage 25 (inclusive of Stage 25) have also been presented for structural assessment CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - Adopted construction stages Rev FIG No A B4 East side West side Construction loading= 25 kPa 27.0 m 7.6 m 17.8 m During construction ground level = RL 18.3 m AHD Construction loading = 25 kPa 12.2 m Roof slab Engineered fill Uncontrolled fill Plenum prop slab (RL 10.7 m AHD) Alluvium (Stiff clay) RL 22 m AHD RL 19.23 m AHD Alluvium (Stiff clay) Siltstone (RS) Diaphragm wall J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx Diaphragm wall Barrette wall (East) Barrette wall (West) Siltstone (HW) Siltstone (MW) Base slab centreline RL -3.98 m AHD Base slab centreline RL -7.08 m AHD Bedding plane Siltstone (SW/FR) m below underside of base slab (Toe level RL-10.98m AHD) Temporary Diaphragm wall m below underside of base slab (Toe level RL-10.98m AHD) m below underside of base slab (Toe level RL-15.95m AHD) File Name: MCC C&C Section 7_v1.1 File path: \\golder.gds\gap\AU_VDI\NEL\Zone - 2500 Manningham C&C\2502-4703 - C&C - Box\6.0 Analysis\PLAXIS 2D\DCD Stage\Section Tension micro piles m below underside of base slab (Toe level RL-10.98m AHD) CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure DATE 21/04/2022 TITLE PREPARED SF DESIGN SF PLAXIS 2D Analysis Results Model Geometry REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - Rev FIG No A B5 Unfactored Shear Force (kN/m) -300 -200 -100 100 Unfactored bending moment (kNm/m) -50 50 100 Unfactored axial force (kN/m) 150 22 -1000 22 20 20 20 20 18 18 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 6 -2 Elevation (m AHD) 200 -2 Elevation (m AHD) 22 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -1 -0.5 0.5 22 -2 500 1000 -2 -4 -4 -4 -4 -6 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 -14 -14 -14 -16 -16 -16 -16 -18 -18 -18 -18 File Name: -500 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to west barrette wall Axial force: -ve = compression +ve = tension CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 1A West Barrette - Construction Stages without over digging Rev FIG No A B6 Unfactored Shear Force (kN/m) -400 -200 200 Unfactored bending moment (kNm/m) -100 100 200 300 Unfactored axial force (kN/m) 400 22 -1000 22 20 20 20 20 18 18 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 6 -2 Elevation (m AHD) 400 -2 Elevation (m AHD) 22 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -1 -0.5 0.5 22 -2 -4 -4 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 -14 -14 -14 -16 -16 -16 -16 -18 -18 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] File Name: No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to west barrette wall Axial force: -ve = compression +ve = tension 1000 -2 -4 Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 500 -6 -18 -4 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] -500 -18 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Envelope - 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Envelope - 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Envelope - 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 1B West Barrette - Construction Stages with over digging Rev FIG No A B7 Unfactored Shear Force (kN/m) -400 -200 200 Unfactored bending moment (kNm/m) -1000 22 20 20 20 20 18 18 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 6 -2 -2 500 1000 -2000 22 Elevation (m AHD) Elevation (m AHD) 400 -500 Unfactored axial force (kN/m) 22 20 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -5 10 15 22 -2 -4 -4 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 -14 -14 -14 -16 -16 -16 -16 -18 -18 Permanent groundwater conditions [Stage no: 25] File Name: No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to west barrette wall Axial force: -ve = compression +ve = tension 2000 -2 -4 Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 1000 -6 -18 -4 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] -1000 -18 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within main bay [Stage no: 8] Permanent groundwater conditions [Stage no: 25] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within main bay [Stage no: 8] Permanent groundwater conditions [Stage no: 25] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within main bay [Stage no: 8] Permanent groundwater conditions [Stage no: 25] Envelope - Permanent groundwater conditions [Stage no: 25] Envelope - Permanent groundwater conditions [Stage no: 25] Envelope - Permanent groundwater conditions [Stage no: 25] CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot West Barrette - Operation (Box complete) without over digging Rev FIG No A B8 Unfactored Shear Force (kN/m) -400 -200 0 Unfactored bending moment (kNm/m) -200 200 200 Unfactored axial force (kN/m) 400 -500 22 20 20 20 20 18 18 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 6 -2 -2 Elevation (m AHD) 22 Elevation (m AHD) 22 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -4 -3 -2 -1 22 -2 500 1000 -2 -4 -4 -4 -4 -6 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 -14 -14 -14 -16 -16 -16 -16 -18 -18 -18 -18 File Name: Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to east barrette wall Axial force: -ve = compression +ve = tension CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 3A East Barrette - Construction Stages without over digging Rev FIG No A B9 Unfactored Shear Force (kN/m) -400 -200 200 Unfactored bending moment (kNm/m) -200 400 200 Unfactored axial force (kN/m) 400 -500 22 20 20 20 20 18 18 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 6 -2 -2 Elevation (m AHD) 22 Elevation (m AHD) 22 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -4 -3 -2 -1 22 -2 -2 -4 -4 -4 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 -14 -14 -14 -16 -16 -16 -16 -18 -18 Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] File Name: No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to east barrette wall Axial force: -ve = compression +ve = tension 1000 -6 -18 500 -4 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] -18 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Envelope - 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Envelope - 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Envelope - 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 3B East Barrette - Construction Stages with over digging Rev FIG No A B10 Effective stress - active side below roof slab centreline (kPa) -1500 -1000 -500 500 -2000 22 20 20 18 18 16 16 14 14 12 12 10 10 8 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx -2000 22 Effective stress - passive side below underside of base slab (kPa) No Temp Prop -2 -4 -4 -6 -6 -8 -8 -10 -10 -12 -12 -14 -14 Notes: Structural actions are per metre Deflections/forces correspond to west diaphragm wall Axial force: -ve = compression +ve = tension -500 -2 MCC C&C Section 7_v1.1 -1000 Permanent groundwater conditions [Stage no: 25] Permanent groundwater conditions [Stage no: 25] File Name: -1500 CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 6B West Diaphragm Wall - Operation (Box complete) without over digging Rev FIG No A B15 Unfactored Shear Force (kN/m) -2000 -1000 1000 20 Unfactored bending moment (kNm/m) -2000 20 2000 2000 4000 Unfactored axial force (kN/m) 6000 -1500 20 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 Elevation (m AHD) 18 Elevation (m AHD) 18 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -80 -60 -40 -20 20 -500 500 -2 -2 -2 -2 -4 -4 -4 -4 -6 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 -14 -14 -14 File Name: -1000 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to temporary diaphragm wall Axial force: -ve = compression +ve = tension CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF PLAXIS 2D Analysis Results - Section - Plot 7A Temporary Diaphragm Wall - Main Bay Construction Stages without over digging REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - Rev FIG No A B16 Unfactored Shear Force (kN/m) -2000 -1000 1000 20 Unfactored bending moment (kNm/m) -2000 20 2000 2000 4000 Unfactored axial force (kN/m) 6000 -1500 20 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 Elevation (m AHD) 18 Elevation (m AHD) 18 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -80 -60 -40 -20 20 0 -2 -4 -4 -4 -4 -6 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] File Name: No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to temporary diaphragm wall Axial force: -ve = compression +ve = tension -14 500 -2 -14 -2 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] -500 -2 -14 -1000 -14 Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Sequentially depressure/dewater and excavate to underside of the plenum slab level within main bay [Stage no: 5] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within main bay [Stage no: 8] 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Envelope - 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Envelope - 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] Envelope - 0.5 m over-excavation below underside of bulk excavation level of within main bay [Stage no: 8a] CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF PLAXIS 2D Analysis Results - Section - Plot 7B Temporary Diaphragm Wall - Main Bay Construction Stages with over digging REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - Rev FIG No A B17 Unfactored Shear Force (kN/m) -2000 -1000 1000 2000 20 Unfactored bending moment (kNm/m) -4000 20 3000 -2000 2000 4000 Unfactored axial force (kN/m) 6000 -1000 20 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 Elevation (m AHD) 18 Elevation (m AHD) 18 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -150 -100 -50 20 1500 -2 -4 -4 -4 -4 -6 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 File Name: 1000 -2 -14 500 -2 -14 -2 -14 -500 -14 Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Disconnect temporary diaphragm wall from plenum slab [Stage no: 15] Disconnect temporary diaphragm wall from plenum slab [Stage no: 15] Disconnect temporary diaphragm wall from plenum slab [Stage no: 15] Disconnect temporary diaphragm wall from plenum slab [Stage no: 15] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to temporary diaphragm wall Axial force: -ve = compression +ve = tension CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF PLAXIS 2D Analysis Results - Section - Plot 8A Temporary Diaphragm Wall - End Bay Construction Stages without over digging REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - Rev FIG No A B18 Unfactored Shear Force (kN/m) -2000 -1000 1000 2000 20 Unfactored bending moment (kNm/m) -4000 20 3000 -2000 2000 4000 Unfactored axial force (kN/m) 6000 -2000 20 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 Elevation (m AHD) 18 Elevation (m AHD) 18 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -150 -100 -50 20 0 -2 -4 -4 -4 -4 -6 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 -14 File Name: No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to temporary diaphragm wall Axial force: -ve = compression +ve = tension 2000 -2 Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] 1000 -2 Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Disconnect temporary diaphragm wall from plenum slab [Stage no: 15] -2 -14 -1000 -14 Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Disconnect temporary diaphragm wall from plenum slab [Stage no: 15] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Disconnect temporary diaphragm wall from plenum slab [Stage no: 15] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Disconnect temporary diaphragm wall from plenum slab [Stage no: 15] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within end bay [Stage no: 18] 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within end bay [Stage no: 18] 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within end bay [Stage no: 18] 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Envelope - 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Envelope - 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Envelope - 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF PLAXIS 2D Analysis Results - Section - Plot 8B Temporary Diaphragm Wall - End Bay Construction Stages with over digging REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - Rev FIG No A B19 Unfactored Shear Force (kN/m) -2000 -1000 1000 20 Unfactored bending moment (kNm/m) -2000 20 2000 2000 4000 Unfactored axial force (kN/m) 6000 -1500 20 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 Elevation (m AHD) 18 Elevation (m AHD) 18 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -100 -80 -60 -40 -20 20 -500 500 -2 -2 -2 -2 -4 -4 -4 -4 -6 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 -14 -14 -14 File Name: -1000 Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to east diaphragm wall Axial force: -ve = compression +ve = tension CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 9A East Diaphragm Wall - Construction Stages without over digging Rev FIG No A B20 Unfactored Shear Force (kN/m) -2000 -1000 1000 20 Unfactored bending moment (kNm/m) -2000 20 2000 2000 4000 Unfactored axial force (kN/m) 6000 -1500 20 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 Elevation (m AHD) 18 Elevation (m AHD) 18 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -100 -80 -60 -40 -20 20 0 -2 -4 -4 -4 -4 -6 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within end bay [Stage no: 18] 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Envelope - 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Envelope - 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Envelope - 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] File Name: 500 -2 -14 -2 -14 -500 -2 -14 -1000 No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to east diaphragm wall Axial force: -ve = compression +ve = tension CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 9B East Diaphragm Wall - Construction Stages with over digging Rev FIG No A B21 Unfactored Shear Force (kN/m) -2000 -1000 1000 22 Unfactored bending moment (kNm/m) -2000 22 2000 2000 4000 Unfactored axial force (kN/m) 6000 -3000 22 20 20 18 18 18 18 16 16 16 16 14 14 14 14 12 12 12 12 10 10 10 10 8 8 6 Elevation (m AHD) 20 Elevation (m AHD) 20 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx During construction lateral Deflection (mm) -100 -80 -60 -40 -20 22 0 -2 -4 -4 -4 -4 -6 -6 -6 -6 -8 -8 -8 -8 -10 -10 -10 -10 -12 -12 -12 -12 -14 -14 Permanent groundwater conditions [Stage no: 25] File Name: No Temp Prop MCC C&C Section 7_v1.1 Notes: Structural actions are per metre Deflections/forces correspond to east diaphragm wall Axial force: -ve = compression +ve = tension 1000 -2 Sequentially depressure/dewater and excavate - 0.1 m below underside of the base slab level within end bay [Stage no: 18] -2 -14 -1000 -2 Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] -2000 -14 Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within end bay [Stage no: 18] Permanent groundwater conditions [Stage no: 25] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within end bay [Stage no: 18] Permanent groundwater conditions [Stage no: 25] Sequentially depressure/dewater and excavate to underside of the plenum slab level within end bay [Stage no: 12] Sequentially depressure/dewater and excavate 0.1 m below underside of the base slab level within end bay [Stage no: 18] Permanent groundwater conditions [Stage no: 25] Envelope - Permanent groundwater conditions [Stage no: 25] Envelope - Permanent groundwater conditions [Stage no: 25] Envelope - Permanent groundwater conditions [Stage no: 25] CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 10A East Diaphragm Wall - Operation (Box complete) without over digging Rev FIG No A B22 Effective stress - active side below roof slab centreline (kPa) -1500 -1000 -500 500 -2000 22 20 20 18 18 16 16 14 14 12 12 10 10 8 Elevation (m AHD) Elevation (m AHD) J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx -2000 22 Effective stress - passive side below underside of base slab (kPa) No Temp Prop # Notes: Structural actions are per metre Deflections/forces correspond to east diaphragm wall Axial force: -ve = compression +ve = tension -1000 -500 -2 -2 -4 -4 -6 -6 -8 -8 -10 -10 -12 -12 -14 -14 Permanent groundwater conditions [Stage no: 25] Permanent groundwater conditions [Stage no: 25] File Name: -1500 CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 10B East Diaphragm Wall - Operation (Box complete) without over digging Rev FIG No A B23 Distance from Centreline of the Main Bay -30.0 18 -20.0 -10.0 0.0 10.0 20.0 30.0 20.0 30.0 Vertical deflection (mm) 16 14 12 10 0.5m over-excavation below underside of bulk excavation level within main bay [Stage no: 8a] Distance from Centreline of the Main bay Unfactored Shear Force (kN/m) -30.0 400 -20.0 -10.0 0.0 10.0 300 200 100 -100 -200 -300 0.5m over-excavation below underside of bulk excavation level within main bay [Stage no: 8a] Envelope - 0.5m over-excavation below underside of bulk excavation level within main bay [Stage no: 8a] Unfactored Bending Moment (kNm/m) Distance from Centreline of the Main Bay -30.0 3000 -20.0 -10.0 0.0 10.0 20.0 30.0 2500 2000 1500 1000 500 -500 -1000 0.5m over-excavation below underside of bulk excavation level within main bay [Stage no: 8a] Envelope - 0.5m over-excavation below underside of bulk excavation level within main bay [Stage no: 8a] Note: Structural actions are per metre run Structural actions per prop should be multiplied by the prop spacing File name MCC C&C Section 7_v1.1 CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 11a Main Bay Plenum Slab - Construction Stages with over digging J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx Rev FIG No A B24 Distance from Centreline of the End Bay -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 6.0 8.0 Vertical deflection (mm) -2 -4 -6 -8 -10 -12 -14 -16 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Distance from Centreline of the End Bay -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 Unfactored Shear Force (kN/m) 300 250 200 150 100 50 -50 -100 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Envelope - 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Distance from Centreline of the End Bay Unfactored Bending Moment (kNm/m) -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 3500 3000 2500 2000 1500 1000 500 -500 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Envelope - 0.5m over-excavation below underside of bulk excavation level within end bay [Stage no: 18a] Note: Structural actions are per metre run Structural actions per prop should be multiplied by the prop spacing File name MCC C&C Section 7_v1.1 CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 11b End Bay Plenum Slab - Construction Stages with over digging J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx Rev FIG No A B25 Distance from Centreline of the Box structure -40.0 20 -30.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 20.0 30.0 40.0 Vertical deflection (mm) 15 10 -5 -10 -15 Permanent groundwater conditions [Stage 25] Distance from Centreline of the Box structure Unfactored Shear Force (kN/m) -40.0 500 -30.0 -20.0 -10.0 0.0 10.0 400 300 200 100 -100 -200 -300 Permanent groundwater conditions [Stage 25] Envelope - Permanent groundwater conditions [Stage 25] Unfactored Bending Moment (kNm/m) Distance from Centreline of the Box structure -40.0 5000 -30.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 4000 3000 2000 1000 -1000 -2000 Permanent groundwater conditions [Stage 25] Envelope - Permanent groundwater conditions [Stage 25] Note: Structural actions are per metre run Structural actions per prop should be multiplied by the prop spacing File name MCC C&C Section 7_v1.1 CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 11c Plenum Slab - Operation (Box complete) without over digging J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx Rev FIG No A B26 Distance from Centreline of the Box structure -40.0 -30.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 20.0 30.0 40.0 Vertical deflection (mm) -1 -2 Permanent groundwater conditions [Stage 22] Distance from Centreline of the Box structure Unfactored Shear Force (kN/m) -40.0 2000 -30.0 -20.0 -10.0 0.0 10.0 1500 1000 500 -500 -1000 -1500 -2000 Permanent groundwater conditions [Stage 22] Envelope - Permanent groundwater conditions [Stage 22] Unfactored Bending Moment (kNm/m) Distance from Centreline of the Box structure -40.0 2000 -30.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 1000 -1000 -2000 -3000 -4000 -5000 Permanent groundwater conditions [Stage 22] Envelope - Permanent groundwater conditions [Stage 22] Note: Structural actions are per metre run Structural actions per prop should be multiplied by the prop spacing File name MCC C&C Section 7_v1.1 CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 12 Base Slab - Operation (Box complete) without over digging J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx Rev FIG No A B27 Distance from Centreline of the Box structure -40.0 14 -30.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 20.0 30.0 40.0 Vertical deflection (mm) 12 10 Permanent groundwater conditions [Stage 22] Distance from Centreline of the Box structure Unfactored Shear Force (kN/m) -40.0 1500 -30.0 -20.0 -10.0 0.0 10.0 1000 500 -500 -1000 -1500 Permanent groundwater conditions [Stage 22] Envelope - Permanent groundwater conditions [Stage 22] Unfactored Bending Moment (kNm/m) Distance from Centreline of the Box structure -40.0 5000 -30.0 -20.0 -10.0 0.0 10.0 20.0 30.0 40.0 4000 3000 2000 1000 -1000 -2000 -3000 -4000 Permanent groundwater conditions [Stage 22] Envelope - Permanent groundwater conditions [Stage 22] Note: Structural actions are per metre run Structural actions per prop should be multiplied by the prop spacing File name MCC C&C Section 7_v1.1 CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section - Plot 13 Roof Slab - Operation (Box complete) without over digging J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx Rev FIG No A B28 Note: Structural actions are per metre run Structural actions per prop should be multiplied by the prop spacing File name MCC C&C Section 7_v1.1 CLIENT PROJECT North East Link North East Link Manningham Cut and Cover Structure TITLE DATE 21/04/2022 PREPARED SF DESIGN SF REVIEW RL PROJECT No DOC No APPROVED RL 20439515 - PLAXIS 2D Analysis Results - Section Slab - Maximum axial forces J:\2021 Jobs\21506393 Melbourne NEL\5 Technical Work\Manningham Bulkhead\a Model\Section7\PLAXIS 2D - Section - Barrette,DWall,Slab.xlsx Rev FIG No A B29 ... Model Section7 PLAXIS 2D - Section - Barrette,DWall,Slab. xlsx MANNINGHAM CUT AND COVER BOX STRUCTURE DETAILED DESIGN STAGE - INTERNAL BARRETTE (SECTION 6) Cross section considered in PLAXIS 2D analysis... WorkManningham Bulkheada Model Section7 PLAXIS 2D - Section - Barrette,DWall,Slab. xlsx MANNINGHAM CUT AND COVER BOX STRUCTURE DETAILED DESIGN STAGE (SECTION 7) Stages modelled in PLAXIS- 2D The above tabulated... 20439515 - PLAXIS 2D Analysis Results - Section Slab - Maximum axial forces J:2021 Jobs21506393 Melbourne NEL5 Technical WorkManningham Bulkheada Model Section7 PLAXIS 2D - Section - Barrette,DWall,Slab. xlsx