Terraprobe Consulting Geotechnical & Environmental Engineering Construction Materials Inspection & Testing

Transcription

1 Terraprobe Consulting Geotechnical & Environmental ineering Construction Materials Inspection & Testing November 7, 204 No Brampton Office SPL Consultants Ltd. 5 Constellation Court Toronto, ON M9W K4 Attention: Mr. Scott Peaker RE: 45 BAY STREET, PROPOSED OFFICE TOWER DEVELOPMENT TEMPORARY EXCAVATION AND SHORING BAY STREET NUMERICAL ANALYSIS RESULTS Dear Mr. Peaker, We are pleased to present discussion and results of the conceptual finite element model (FEM) for the proposed temporary excavation and shoring works at 45 Bay Street, in Toronto. This finite element modelling was conducted to understand potential interactions between the proposed temporary shoring at 45 Bay Street and the adjacent TTC underground infrastructure along Bay Street in this location. SUBSURFACE CONDITIONS Terraprobe conceptualized the subsurface as three distinct layers, based on the (draft) factual subsurface information provided (SPL Consultants Ltd., Draft Report on Geotechnical Investigation, Proposed Office Tower Development & Rail Overbuild, 45 Bay Street, Toronto, Ontario, No (Revision 0), dated August 29, 204). The relevant SPL boreholes (Boreholes 4-, 4-4, and 4-7, adjacent to the west property line) are included in the appendices of this report. The SPL boreholes encountered the following stratigraphic units (generalized for modelling purposes): Earth fill (variable) at ground surface, with shoreline deposits (sand and silt with organics, generally loose to very loose) at Elev. 7 to ± m, underlain by Weathered shale bedrock (Georgian Bay Formation) at Elev. ± m, and Sound shale bedrock (Georgian Bay Formation) at Elev. 69 ± m. Ground water was modelled at Elev m, based on the SPL borehole logs. Terraprobe Inc. Greater Toronto Hamilton Niagara Central Ontario Northern Ontario Indell Lane 90 Barton Street, Unit Bayview Drive, Unit Kelly Lake Rd., Unit Brampton, Ontario L6T Y Stoney Creek, ON L8E 5P5 Barrie, Ontario L4N 4Y8 Sudbury, Ontario PE 5P4 (905) Fax: (905) Fax: (5) Fax: (5) Fax: terraprobe.ca

2 SPL Consultants Ltd. November 7, 204 FEM: Bay St. and TTC Structures, 45 Bay Street, Toronto, ON No TTC drawings provided to Terraprobe (including Toronto Transit Commission Drawing No. R--S-2/ (Sheet 46), Harbourfront Light Rail Transit, Lakeshore Blvd. to Union Station Loop, Key Plan, Lakeshore Blvd. W. to Front St. W., dated June 8, 987 (Revision ), attached) show the location and construction of the LRT tunnel in this location. The tunnel is a reinforced concrete box structure, with the sidewalls comprising slurry wall construction which is structurally connected to the rest of the box. As the tunnel approaches Front Street from the south, the tunnel elevation increases (grade of +.8% to +0.44%) and the tunnel structure splits from one tunnel structure conveying two trains (Stn to ) to two structurally separate tunnels (Stn to ). The drawing shows that the tunnel is founded on and/or within shale bedrock in all locations along this alignment, which is also observed in the boreholes. Modelling parameters were chosen based on the factual subsurface information provided. Stratigraphic units used in the modelling were conceptualized on the basis of generalized groupings of various soil layers with similar properties. For example, the earth fill and shoreline deposits are grouped together in the numerical model as one shoreline deposits unit, as the soils within this unit all have relatively similar properties. It is considered that these parameters are conservative, and that the materials are actually stronger. Refer to the attached model geometry figures for a table of material parameters used in Terraprobe s analysis. The model geometries for each stage are provided in the appendices. All materials are modelled as isotropic and elastic. MODEL INPUT Terraprobe conducted its numerical analysis with Rocscience s Phase2 software (v9.00, build date of October 6, 204). Phase2 is an industry standard program for two-dimensional elasto-plastic finite element modelling. The excavation and temporary shoring layout is provided in the most recent Terraprobe shoring drawings for this site (Terraprobe No , 45/45 Bay Street, Toronto, Ontario, SH to SH8, dated October, 204 (Revision, 60% DD Submission)). Sheet 8, showing the section geometries, is attached to this report. Two critical sections (north and south) were selected for analysis on the west side of the proposed 45 Bay Street excavation. The southern critical section is taken as Section 2, as shown on Sheet 8 of Terraprobe s shoring drawings. Section 2 is selected on the basis that the combined tunnel is closest to the excavation in this location, and that the bedrock is lowest (i.e. the shoring wall is supporting more soil). The northern critical section is taken as Section 4, as shown on Sheet 8. Section 4 is selected on the basis that the tunnels are closest to the shoring in this location, and that the tunnels are also relatively high (i.e. closer to the active soil zone supported by the shoring). In both locations, the excavation is similarly deep and the shoring construction is the same. Both FEM sections are continuous out-of-plane, and do not take into account the braced corners of the excavation, which are known to not move (therefore, we are adopting a conservative approach). Modelling geometry used in the FEM analysis is provided in the appendices. Terraprobe Page No. 2

3 SPL Consultants Ltd. November 7, 204 FEM: Bay St. and TTC Structures, 45 Bay Street, Toronto, ON No The shoring wall is a contiguous interlocking caisson wall, which will be around ± m high. The caisson wall was modelled as a Phase2 composite element consisting of a structural element with joints on adjacent sides. The structural element is modelled as steel beam reinforcement (W60x55) at.95m spacing, connected by lean concrete. Phase2 then calculates the composite stiffness of that element as a function of the beam properties, geometry, spacing and the material properties of each component of the wall. The shoring wall is supported by pre-stressed tiebacks anchored in sound bedrock, which were modelled in accordance with the proposed design, staging, and maximum spacing (.95 m o/c). Although the tiebacks are designed as active anchors which will be significantly preloaded to exert active force on the shoring wall (800 kn and 00 kn for the first and second rows, respectively), no pre-load was modelled in the FEM tiebacks in order to capture the maximum (i.e. most conservative) potential deflection in the caisson wall. In reality, the tiebacks will each be pre-stressed as indicated in the drawings, which will further reduce lateral wall movement. The modelling of tiebacks with no pre-stress is therefore conservative. To prevent the continuum model from elastically connecting the concrete structures to the surrounding soil, Terraprobe modelled joints at structure-soil interfaces. This is necessary for creating an explicit discontinuity between finite element material boundaries. Structural interface elements (i.e. shoring walls) in Phase2 are automatically surrounded on both sides by joints to elastically disconnect structural elements from the adjacent soil and rock layers. The joint stiffness is indicated on the FEM drawings. The tunnel structure was modelled using a reduced-stiffness concrete (E = 0,000 MPa) as a conservative worst-case approach, to capture any structural movement that may be anticipated. In reality, the tunnel is structurally-connected reinforced concrete (as shown in the TTC drawings and the SPL draft report), which is both stronger and stiffer than the concrete used in the modelling. RESULTS AND DISCUION The results of the Terraprobe analyses are provided in the appendices. Interpretations may be made based on identifying as the reference stage (no excavation); the results show differential results relative to (i.e. zeroed on ) the baseline conditions established in the model. Terraprobe s analysis indicates that 0 mm of movement may be expected at the side of the tunnel closest to the proposed south side of the excavation (i.e. Section 2). At the north side of the excavation where the tunnels are higher and closer to the shoring, the analysis estimates that mm of horizontal movement towards the excavation should be anticipated in the tunnel closest to the excavation (both sidewalls of the tunnel). No vertical movement is expected at the north section location. Therefore, the effect of the excavation and temporary shoring on the TTC structures is considered negligible. The tunnels footings and shear keys are embedded in weathered bedrock and founded on sound bedrock. Embedment in bedrock will greatly limit the ability of the structure to move, even under much higher induced stresses than those predicted by this model. Predicted lateral movements in the shoring wall, when modelling the most flexible section (i.e. the south section), is about 9 mm inward at the point of maximum deflection. These results provide a good reality Terraprobe Page No.

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5 APPENDIX A TERRAPROBE INC.

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7 Explanation of Terms Used in the Record of Borehole Sample Type AS Auger sample BS Block sample CS Chunk sample DO Drive open DS Dimension type sample FS Foil sample NR No recovery RC Rock core SC Soil core Spoon sample SH Shelby tube sample ST Slotted tube TO Thin-walled, open TP Thin-walled, piston WS Wash sample Penetration Resistance Standard Penetration Resistance (SPT), N: The number of blows by a 6.5 kg (40 lb) hammer dropped 760 mm (0 in) required to drive a 50 mm (2 in) drive open sampler for a distance of 00 mm (2 in). WH Samples sinks under weight of hammer Dynamic Cone Penetration Resistance, N d: The number of blows by a 6.5 kg (40 lb) hammer dropped 760 mm (0 in) to drive uncased a 50 mm (2 in) diameter, 60 o cone attached to A size drill rods for a distance of 00 mm (2 in). Textural Classification of Soils (ASTM D2487-0) Classification Particle Size Boulders > 00 mm Cobbles mm - 00 mm Gravel 4. mm - mm Sand 0.0 mm 4. mm Silt mm-0.0 mm(*) Clay < mm (*) Canadian Foundation ineering Manual (4 th Edition) Coarse Grain Soil Description (50% greater than 0.0 mm) Terminology Proportion Trace 0-0% Some 0-20% Adjective (e.g. silty or sandy) 20-5% And (e.g. sand and gravel) > 5% Soil Description a) Cohesive Soils(*) Consistency Undrained Shear SPT N Value Strength Very soft <2 0-2 Soft Firm Stiff Very stiff Hard >200 >0 (*) Hierarchy of Shear Strength prediction. Lab triaxial test 2. Field vane shear test. Lab. vane shear test 4. SPT N value 5. Pocket penetrometer b) Cohesionless Soils Density Index (Relative Density) Very loose <4 Loose 4-0 Compact 0-0 Dense 0-50 Very dense >50 Soil Tests SPT N Value w Water content w p Plastic limit w l Liquid limit C Consolidation (oedometer) test CID Consolidated isotropically drained triaxial test CIU consolidated isotropically undrained triaxial test with porewater pressure measurement D R Relative density (specific gravity, Gs) DS Direct shear test ENV Environmental/ chemical analysis M Sieve analysis for particle size MH Combined sieve and hydrometer (H) analysis MPC Modified proctor compaction test SPC Standard proctor compaction test OC Organic content test U Unconsolidated Undrained Triaxial Test V Field vane (LV-laboratory vane test) γ Unit weight

8 Explanation of Terms Used in the Bedrock Core Log Strength (ISRM) Term Grade Description Unconfined Compressive Strength (MPa) (psi) Extremely RO Indented by thumbnail weak rock Very weak R Crumbles under firm blows with point of geological hammer, can be peeled by a pocket knife Weak rock R2 Can be peeled by a pocket knife with difficulty, shallow indentations made by firm blow with point of geological hammer Medium R Cannot be scraped or peeled Strong with a pocket knife, specimen can be fractured with single firm blow of geological hammer Strong rock R4 Specimen require more than one blow of geological hammer to fracture it Very strong R5 Specimen requires many rock blows of geological hammer to fracture it Extremely R6 Specimen can only be >250 >6250 strong rock chipped with geological hammer Bedding (Geological Society. Group Working Party, 9. Q.J. of. Geol. Vol. ) Term Bed Thickness Very thickly bedded >2 m >6.5 ft Thickly bedded 600 mm-2 m ft Medium bedded 200 mm-600 mm ft Thinly bedded 60 mm-200 mm ft Very thinly bedded 20 mm-60 mm ft Laminated 6 mm-20 mm ft Thinly laminated <6 mm <0.02 ft TCR (Total Core Recovery) Sum of lengths of rock core recovered from a core run, divided by the length of the core run and expressed as a percentage. SCR (Solid Core Rocovery) Sum length of solid, full diameter drill core recovered expressed as a percentage of the total length of the core run. RQD (Rock Quality Designation, after Deere, 968) Sum of lengths of pieces of rock core measured along centreline of core equal to or greater than 00 mm from a core run, divided by the length of the core run and expressed as a percentage. Core fractured by drilling is considered intact. RQD normally quoted for N-size or H-size core. RQD(%) Rock Quality Excellent -90 Good 50- Fair Poor 0-25 Very poor Weathering (ISRM) Term Grade Description Fresh W No visible sign of rock material weathering Slightly W2 Discolouration indicates weathering of rock weathered material and discontinuity surface. All the rock material may be discoloured by weathering and may be somewhat weaker than in its fresh condition Moderately W weathered Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discoloured rock is present either as a either as a continuous framework or as corestones Highly W4 More than half of the rock material is weathered decomposed and/or disintegrated to a soil. Fresh or discoloured rock is present either as a continuous framework or as corestones Completely W5 weathered Residual soil W6 (FI) Fracture Index All rock material is decomposed and/or disintegrated to a soil. The original mass structure is still largely intact All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported Expressed as the number of discontinuities per 00mm ( ft). Excludes drill-induced fractures and fragmented zones. Reported as >25" if frequency exceeds 25 fractures/0.m. Broken Zone Zone of full diameter core of very low RQD which may include some drillinduced fractures. Fragmented Zone Zone where core is less than full diameter and RQD = 0. Discontinuity Spacing (ISRM) Term Average Spacing Extremely widely spaced >6 m >20.00 ft Very widely spaced 2 m-6 m ft Widely spaced 600 mm-2 m ft Moderately spaced 200 mm-600 mm ft Closely spaced 60 mm-200 mm ft Very closely spaced 20 mm-60 mm ft Extremely closely spaced <20 mm >0.06 ft Note: Excludes drill-induced fractures and fragmented rock. Discontinuity Orientation Discontinuity, fracture and bedding plane orientations are cited as the acute angle measured with respect to the core axis. Fractures perpendicular to the core axis are at 90 and those parallel to the core axis are at 0.

9 LOG OF BOREHOLE BH4- OF 2 PROJECT: Geotechnical Investigation CLIENT: Hines PROJECT LOCATION: 45 Bay Street, Toronto, Ontario DATUM: Geodetic BH LOCATION: See borehole location plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION ASPHALT: 80mm GRANULAR BASE /SUBBASE: 200mm sand and gravel with crushed concrete and asphalt fragments FILL: sand, trace silt, trace clay, trace clayey silt pockets, trace brick and wood pieces, slight hydrocarbon odour, grey, moist, loose to compact. STRATA PLOT NUMBER 2 SAMPLES TYPE AS "N" BLOWS 0. m 7 GROUND WATER CONDITIONS ELEVATION 76 Holeplug DRILLING DATA Method: Solid Stem Auger /HW Casing Diameter: 5mm Date: Jul/6/204 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH PLASTIC LIMIT FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: LIQUID LIMIT w L POCKET PEN. (Cu) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 8 Sand some clayey silt pockets at.8m 6 4 Screen W. L m Aug 22, FILL: silty clay, trace sand, trace organics, grey, moist, firm SAND: trace clay, trace silt, occasional gravel, grey, saturated, very loose to loose Sand wet spoon SPL SOIL LOG GPJ SPL.GDT 29/8/ SILT: some clay, some sand, trace organics, grey, moist to saturated, very loose. GEORGIAN BAY FORMATION: shale interbedded with siltstone and limestone, grey. Coring start from 7.9m Refer to rock core log Continued Next Page GROUNDWATER ELEVATIONS RC RC 59/ 2mm GRAPH NOTES , : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

10 LOG OF BOREHOLE BH4-2 OF 2 PROJECT: Geotechnical Investigation CLIENT: Hines PROJECT LOCATION: 45 Bay Street, Toronto, Ontario DATUM: Geodetic BH LOCATION: See borehole location plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION GEORGIAN BAY FORMATION: shale interbedded with siltstone and limestone, grey. Coring start from 7.9m Refer to rock core log(continued) STRATA PLOT NUMBER SAMPLES TYPE RC "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION 66 DRILLING DATA Method: Solid Stem Auger /HW Casing Diameter: 5mm Date: Jul/6/204 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH PLASTIC LIMIT NATURAL MOISTURE CONTENT w FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P REF. NO.: ENCL NO.: LIQUID LIMIT w L POCKET PEN. (Cu) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL 4 RC Holeplug 64 5 RC 6 6 RC RC 60 SPL SOIL LOG GPJ SPL.GDT 29/8/ END OF THE BOREHOLE Notes: ) Borehole caved to 4.22m and with groundwater prior coring. 2) 50mm dia. monitoring well was installed upon completion. Water Level Readings: Date Jul 7, Jul 22, Aug 22, W.L. Depth (m) 8 RC 59 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

11 LOG OF ROCK CORE BH4- OF 2 PROJECT: Geotechnical Investigation CLIENT: Hines LOCATION: 45 Bay Street, Toronto, Ontario DATUM: Geodetic BH LOCATION: See borehole location plan N E CORE SAMPLE (m) ELEV DEPTH 69.5 Rock Surface GEORGIAN BAY FORMATION Highly to Slightly weathered, 68.8 thinly laminated to thinly bedded, 7.9 dark grey to grey, very weak to medium strong, SHALE (00%~72%), thinly laminated to medium bedded with slightly weathered to fresh, light grey, medium strong to very strong SILTSTONE and LIMESTONE (0%~28%) ROCK DESCRIPTION Siltstone and limestone (hard) layers generally less than 50mm thick except at the following depths: Depth(m) Thick(mm) GROUND WATER CONDITIONS NUMBER SIZE HQ HQ HQ HQ HQ TOTAL CORE RECOVERY (%) SOLID CORE RECOVERY (%) HARD LAYER (%) DRILLING DATA Method: Solid Stem Auger /HW Casing Diameter: 5mm Date: 6/07/204 RQD (%) FRACTURE INDEX (per 0. m) DISCONTINUITIES AND WEATHERING Highly to Moderately weathered, Run Fragmented zone: m Moderately to slightly Weathered, Run 2 Fracture /joint: m = m = m = 40 Fragmented zone: m Slightly Weathered, Run 4 to end of borehole Fracture /joint: m = m = m,.5-.40m and m = 0 ;.-.4m = 80 ;.4-.8m,.28-.5m = m = m = m = 0 Fracture /joint: m, m = 0 ; m = 0 REF. NO.: ENCL NO.: HYDRAULIC CONDUCTIVITY (cm/sec) POINT LOAD TEST UCS AXIAL (MPa)* POINT LOAD TEST UCS DIAMETRAL (MPa)* UNIAXIAL COMPREION (MPa) DENSITY (g/cc) E (GPa) SPL ROCK CORE GPJ SPL.GDT 29/8/ Continued Next Page 6 7 HQ HQ Fracture /joint: m = 0 ; m = 0 ; m = E = Modulus of Elasticity *: UCS [Mpa] ~ 24 I S(50)

12 PROJECT: Geotechnical Investigation CLIENT: Hines LOCATION: 45 Bay Street, Toronto, Ontario DATUM: Geodetic BH LOCATION: See borehole location plan N E CORE SAMPLE (m) ELEV DEPTH ROCK DESCRIPTION GROUND WATER CONDITIONS NUMBER 8 SIZE HQ LOG OF ROCK CORE BH4- TOTAL CORE RECOVERY (%) SOLID CORE RECOVERY (%) HARD LAYER (%) 6 DRILLING DATA Method: Solid Stem Auger /HW Casing Diameter: 5mm Date: 6/07/204 RQD (%) 84 FRACTURE INDEX (per 0. m) Fracture /joint: m DISCONTINUITIES AND WEATHERING = 0-0 (continued) REF. NO.: ENCL NO.: HYDRAULIC CONDUCTIVITY (cm/sec) POINT LOAD TEST UCS AXIAL (MPa)* POINT LOAD TEST UCS DIAMETRAL (MPa)* 22 2 OF 2 UNIAXIAL COMPREION (MPa) DENSITY (g/cc) E (GPa) END OF THE BOREHOLE Note: ) Water level at 4.22m on completion of overburden drilling. 2) 50mm dia. monitoring well was installed upon completion. Water Level Readings: Date W.L. Depth (m) Jul 7, Jul 22, Aug 22, SPL ROCK CORE GPJ SPL.GDT 29/8/4 E = Modulus of Elasticity *: UCS [Mpa] ~ 24 I S(50)

13 LOG OF BOREHOLE BH4-4 OF PROJECT: Geotechnical Investigation CLIENT: Hines PROJECT LOCATION: 45 Bay Street, Toronto, Ontario DATUM: Geodetic BH LOCATION: See borehole location plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION ASPHALT: 0mm GRANULAR BASE /SUBBASE: 200mm sand and gravel with crushed limestone FILL: sand and gravel with crushed limestone, some brick and wood pieces, dark brown to dark grey, moist to saturated, loose to very dense. STRATA PLOT NUMBER 2 SAMPLES TYPE AS "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION 76 DRILLING DATA Method: Hollow Stem Augers Diameter: 5mm Date: Jul/5/204 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH PLASTIC LIMIT FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 4 LIQUID LIMIT w L POCKET PEN. (Cu) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL trace brick pieces, saturated below.m 5 4 wet spoon 7 dark grey below.8m 6 4 trace wood pieces at 4.6m 7 50/ 50mm 72 8 AS 4 7 SPL SOIL LOG GPJ SPL.GDT 8/28/ SANDY SILT: trace clay, trace organics, dark dark grey, saturated, loose. GEORGIAN BAY FORMATION: shale interbedded with siltstone and limestone, grey. END OF THE BOREHOLE Note: ) Water level at.20m on completion of drilling / 25mm 50/ 50mm GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

14 LOG OF BOREHOLE BH4-7 OF 2 PROJECT: Geotechnical Investigation CLIENT: Hines PROJECT LOCATION: 45 Bay Street, Toronto, Ontario DATUM: Geodetic BH LOCATION: See borehole location plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION ASPHALT: 60mm GRANULAR BASE /SUBBASE: 2mm sand and gravel with crushed limestone FILL: silty clay, trace sand, trace gravel, trace organics, dark grey to black, moist, stiff. STRATA PLOT NUMBER 2 SAMPLES TYPE AS "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION 76 DRILLING DATA Method: Solid Stem Auger /HW Casing Diameter: 5mm Date: Jul/2/204 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH PLASTIC LIMIT FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P NATURAL MOISTURE CONTENT w REF. NO.: ENCL NO.: 7 LIQUID LIMIT w L POCKET PEN. (Cu) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL..5 FILL: sand and gravel, trace silt, trace clay, trace brick pieces, grey, moist, soft. some clayey silt pockets at 2.m 7.7. FILL: clayey silt, sandy, trace gravel, trace brick pieces, trace organics, dark grey, moist, soft to firm SAND: trace silt, trace clay, trace organics, dark grey, wet, very loose SILTY SAND: trace clay, trace organics and shells, dark grey, wet, loose GEORGIAN BAY FORMATION: shale interbedded with siltstone and limestone, grey. 9 62/ 200mm Coring start from 7.4m Refer to rock core log RC SPL SOIL LOG GPJ SPL.GDT 8/28/4 Continued Next Page GROUNDWATER ELEVATIONS 2 RC GRAPH NOTES , : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

15 LOG OF BOREHOLE BH4-7 2 OF 2 PROJECT: Geotechnical Investigation CLIENT: Hines PROJECT LOCATION: 45 Bay Street, Toronto, Ontario DATUM: Geodetic BH LOCATION: See borehole location plan N E (m) ELEV DEPTH SOIL PROFILE DESCRIPTION GEORGIAN BAY FORMATION: shale interbedded with siltstone and limestone, grey. STRATA PLOT NUMBER SAMPLES TYPE RC "N" BLOWS 0. m GROUND WATER CONDITIONS ELEVATION DRILLING DATA Method: Solid Stem Auger /HW Casing Diameter: 5mm Date: Jul/2/204 DYNAMIC CONE PENETRATION RESISTANCE PLOT SHEAR STRENGTH PLASTIC LIMIT NATURAL MOISTURE CONTENT w FIELD VANE UNCONFINED & Sensitivity QUICK TRIAXIAL LAB VANE WATER CONTENT (%) w P REF. NO.: ENCL NO.: 7 LIQUID LIMIT w L POCKET PEN. (Cu) NATURAL UNIT WT (Mg/m ) REMARKS AND GRAIN SIZE DISTRIBUTION (%) GR SA SI CL Coring start from 7.4m Refer to rock core log(continued) 66 4 RC 64 5 RC 6 6 RC RC 60 SPL SOIL LOG GPJ SPL.GDT 8/28/ END OF THE BOREHOLE Note: ) Water level at.7m prior to coring. 8 RC 59 GROUNDWATER ELEVATIONS GRAPH NOTES, : Numbers refer to Sensitivity =% Strain at Failure Shallow/ Single Installation Deep/Dual Installation

16 APPENDIX B TERRAPROBE INC.

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18 APPENDIX C TERRAPROBE INC.

19 GARDINER EXPREWAY T.H.E.S. Conduit LAKE SHORE BOULEVARD WEST ± mm Water Main 200mm R.C.P. Stm. Sewer Rogers Cable Conduit 00mm V.P. San. Sewer 525mm V.P. Stm. Sewer Aband'd 00mm PVC Rescu Transp. Conduit TIEBACK ENCROACHMENT = 5000± 500mm H.P. Gas Transmission Line Bell Canada Conduit ±77.0 PROPERTY LINE 9000 FREE LENGTH Bell Canada Conduit T.H.E.S. Cable T.H.E.S. Conduit 00mm Water Main 600mm R.C.P. Stm. Sewer BAY STREET EXISTING L.R.T. TUNNEL 00mm Gas Main TIEBACK ENCROACHMENT = 800± 00mm V.P. San. Sewer T.H.E.S. Conduit 50mm Gas Main Aband'd 00 FREE LENGTH ±76.9 Bell Canada Conduit PROPERTY LINE mm Filtered Water Tunnel SECTION SCALE : ±68.29 TOP OF SOUND BEDROCK ±69.29 TOP OF WEATHERED BEDROCK 4000 BOND LENGTH 5 Ø IN SOUND BEDROCK P = 800kN 5 Ø 4000 BOND LENGTH IN SOUND BEDROCK P = 550kN SOLDIER PILE SEE SCHEDULE 000 Ø FILLER 600 BELOW TOP OF SOUND BEDROCK (TYP.) (AUMED) ±69.47 TOP OF WEATHERED BEDROCK ±68.47 TOP OF SOUND BEDROCK SECTION SCALE :00 ± Ø ±06 P = 800kN 4000 BOND LENGTH IN SOUND BEDROCK 5 Ø 4000 BOND LENGTH IN SOUND BEDROCK P = 00kN 95 Ø FILLER 600 BELOW TOP OF SOUND BEDROCK (TYP.) (AUMED) SOLDIER PILE SEE SCHEDULE.20 BAY STREET ±76.80 PROPERTY LINE TIEBACK ENCROACHMENT = 7400± TIEBACK ENCROACHMENT = 0± BAY STREET ±76.78 PROPERTY LINE TIEBACK ENCROACHMENT = 6900± EXISTING T.T.R. BRIDGE DETAILS AUMED ±76.94 PROPERTY LINE Bell Canada Conduit T.H.E.S. Cable T.H.E.S. Conduit 00mm Water Main 600mm R.C.P. Stm. Sewer ±69.99 TOP OF WEATHERED BEDROCK ±68.99 TOP OF SOUND BEDROCK EXISTING L.R.T. TUNNEL ± Ø ±026 00mm Gas Main 00mm V.P. San. Sewer 5 Ø 4000 BOND LENGTH T.H.E.S. Conduit 50mm Gas Main Aband'd IN SOUND BEDROCK P = 800kN 00 FREE LENGTH Bell Canada Conduit 4000 BOND LENGTH IN SOUND BEDROCK P = 00kN 95 Ø FILLER 600 BELOW TOP OF SOUND BEDROCK (TYP.) (AUMED) SOLDIER PILE SEE SCHEDULE.20 T.H.E.S. Conduit Bell Canada Conduit 600mm R.C.P. Stm. Sewer ±.40 TOP OF WEATHERED BEDROCK ±69.40 TOP OF SOUND BEDROCK EXISTING L.R.T. TUNNEL ± Ø ±9 00mm Water Main T.H.E.S. Conduit 0mm R.C.P. Stm. Sewer 5 Ø P = 800kN 4000 BOND LENGTH IN SOUND BEDROCK 6000 FREE LENGTH Bell Canada Conduit 4000 BOND LENGTH IN SOUND BEDROCK P = 00kN 95 Ø FILLER 600 BELOW TOP OF SOUND BEDROCK (TYP.) (AUMED) SOLDIER PILE SEE SCHEDULE.20 ±.40 TOP OF WEATHERED BEDROCK ±69.40 TOP OF SOUND BEDROCK 000 BOND LENGTH 5 Ø P = 450kN IN SOUND BEDROCK 4000 BOND LENGTH P = 550kN IN SOUND BEDROCK 000 BOND LENGTH 5 Ø 4000 BOND LENGTH IN SOUND BEDROCK P = 00kN IN SOUND BEDROCK P = 500kN 8500 FREE LENGTH 5 Ø 5 Ø 4000 FREE LENGTH FILLER 600 BELOW TOP OF SOUND BEDROCK (TYP.) (AUMED) SOLDIER PILE SEE SCHEDULE -OCT % DD SUBMIION NO DATE REMARKS DRAWING STATUS LEGEND DESIGN DEVELOPMENT NOT FOR CONSTRUCTION EXTENDED PERFORMANCE TEST 200% FOR 2 HOURS PERFORMANCE TEST 200% PROOF TEST % APPROXIMATE BOREHOLE LOCATION APPROXIMATE TEST PIT LOCATION SECTION SCALE :00 SECTION SCALE :00 SECTION SCALE :00 95 Ø INCLINOMETER BUILDING MONITORING TARGET SERVICE LOCATIONS INDICATED ON SHORING DRAWINGS ARE PROVIDED FOR COORDINATION PURPOSES ONLY. OTHER SERVICES NOT INDICATED ON THIS DRAWING MAY EXIST. THE OWNER / GENERAL CONTRACTOR / PROJECT MANAGER SHALL ENSURE THAT ALL THE UNDERGROUND AND OVERHEAD SERVICES BE IDENTIFIED, PROTECTED AND / OR RELOCATED, PRIOR TO PROCEEDING WITH ANY DRILLING OR EXCAVATION WORK. DO NOT EXCAVATE OR DRILL BEFORE ALL SERVICES HAVE BEEN LOCATED. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND BE RESPONSIBLE FOR SAME REPORTING ANY DISCREPANCIES TO THE ARCHITECT BEFORE COMMENCING THE WORK. PRINTS ARE NOT TO BE SCALED. ALL DIMENSIONS ARE IN MILLIMETRES UNLE OTHERWISE STATED. DRAWINGS WITHOUT ENGINEER'S SIGNATURE SHALL BE CONSTRUED AS INCOMPLETE AND ARE FOR INFORMATION ONLY. Client TIEBACK ENCROACHMENT = 5400± CANADIAN NATIONAL RAILWAY TRACKS ±82.80 PROPERTY LINE TIEBACK ENCROACHMENT = 4000± CANADIAN NATIONAL RAILWAY TRACKS ±82.64 PROPERTY LINE PROPERTY LINE SPL Consultants Limited 5 CONSTELLATION COURT TORONTO, ONTARIO M9W K4 Tel.: Fax: Job Title 4 / 45 BAY STREET ±69.5 TOP OF WEATHERED BEDROCK ±68.5 TOP OF SOUND BEDROCK 5 Ø P = 850kN 4000 BOND LENGTH IN SOUND BEDROCK 5 Ø 5500 BOND LENGTH IN SOUND BEDROCK P = 50kN 5 Ø 4000 BOND LENGTH P = 950kN IN SOUND BEDROCK 8000 FREE LENGTH 5 Ø 4000 FREE LENGTH P = 50kN 4000 BOND LENGTH IN SOUND BEDROCK 9500 FREE LENGTH 5500 FREE LENGTH 4000 BOND LENGTH IN SOUND BEDROCK P = 00kN FILLER 600 BELOW TOP OF SOUND BEDROCK (TYP.) SOLDIER PILE SEE SCHEDULE (AUMED) ±.27 TOP OF WEATHERED BEDROCK ±69.27 TOP OF SOUND BEDROCK 4000 BOND LENGTH 5 Ø P = 850kN IN SOUND BEDROCK 5 Ø 4500 BOND LENGTH P = 950kN IN SOUND BEDROCK 5 Ø 4000 BOND LENGTH IN SOUND BEDROCK P = 850kN 00 FREE LENGTH 000 FREE LENGTH 8500 FREE LENGTH 95 Ø (AUMED) 600 UNDER SIDE OF FILLER SOLDIER PILE SEE SCHEDULE 69. EXISTING TIEBACK 8 YONGE CONDOMINIUMS 8 YONGE STREET, TORONTO, ON..00 EXISTING SHORING 8 YONGE CONDOMINIUMS 8 YONGE STREET, TORONTO, ON. ±69.92 TOP OF WEATHERED BEDROCK ±68.92 TOP OF SOUND BEDROCK EXISTING SHORING PROPERTY LINE (AUMED) EXISTING TIEBACK (AUMED) Sheet Title Seal : TORONTO, ONTARIO EXCAVATION SHORING SECTIONS AS INDICATED North Designed By: M.P. SECTION SCALE :00 95 Ø SECTION SCALE :00 SECTION SCALE :00 Drawn By : Job No : R.P Reviewed By : Sheet No: L.Y. SH8

20

21 APPENDIX D TERRAPROBE INC.

22 Liner Name Color Type Material Type Beam Element Formula on Spacing (m) Depth (m) Area (m2) Moment Of Iner a (m4) Young's Modulus Poisson's Ra o Compressive Strength Tensile Strength Concrete: Thickness (m) Concrete: Young's Modulus Concrete: Poisson's Ra o Concrete: Compressive Strength Caisson Wall Reinforced Concrete Elas c Timoshenko e e Joint Name Color Slip Criterion Joint Material Dependent Normal S ffness (kpa/m) Shear S ffness (kpa/m) Joint 2 Material Dependent e free Bolt Name Color Type Bolt Diameter (mm) Bolt Modulus,E Out of plane Spacing (m) Pre Tensioning Force (kn) Borehole Diameter (mm) Bond Strength (kn/m) Tieback Tieback 0 2e Tieback 2 Tieback 0 2e Bond Length (m) Material Name Color Unit Weight (kn/m) Elas c Type Young's Modulus Poisson's Ra o Material Type Shoreline deposits 9 Isotropic Elas c Piezo Line Concrete 24 Isotropic e Elas c None Shale Bedrock (sound) 26 Isotropic 6e Elas c None Shale (weathered) 24 Isotropic e Elas c Bay Street Section 2 (SH8, 60% DD Subm) - Model Dimensions and Information Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 PHASE SH8 Sec2.fez :200 /6: Preconstruction

23 Liner Name Color Type Material Type Beam Element Formula on Spacing (m) Depth (m) Area (m2) Moment Of Iner a (m4) Young's Modulus Poisson's Ra o Compressive Strength Tensile Strength Concrete: Thickness (m) Concrete: Young's Modulus Concrete: Poisson's Ra o Concrete: Compressive Strength Caisson Wall Reinforced Concrete Elas c Timoshenko e e Joint Name Color Slip Criterion Joint Material Dependent Normal S ffness (kpa/m) Shear S ffness (kpa/m) Joint 2 Material Dependent e free Bolt Name Color Type Bolt Diameter (mm) Bolt Modulus,E Out of plane Spacing (m) Pre Tensioning Force (kn) Borehole Diameter (mm) Bond Strength (kn/m) Tieback Tieback 0 2e Tieback 2 Tieback 0 2e Bond Length (m) Material Name Color Unit Weight (kn/m) Elas c Type Young's Poisson's Modulus Ra o Material Type Shoreline deposits 9 Isotropic Elas c Piezo Line Concrete 24 Isotropic e Elas c None 60 Shale Bedrock (sound) 26 Isotropic 6e Elas c None Shale (weathered) 24 Isotropic e Elas c Bay Street Section 2 (SH8, 60% DD Subm) - Model Dimensions and Information Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 PHASE SH8 Sec2.fez :200 2/6: Excavation

24 Liner Name Color Type Material Type Beam Element Formula on Spacing (m) Depth (m) Area (m2) Moment Of Iner a (m4) Young's Modulus Poisson's Ra o Compressive Strength Tensile Strength Concrete: Thickness (m) Concrete: Young's Modulus Concrete: Poisson's Ra o Concrete: Compressive Strength Caisson Wall Reinforced Concrete Elas c Timoshenko e e Joint Name Color Slip Criterion Joint Material Dependent Normal S ffness (kpa/m) Shear S ffness (kpa/m) Joint 2 Material Dependent e free Bolt Name Color Type Bolt Diameter (mm) Bolt Modulus,E Out of plane Spacing (m) Pre Tensioning Force (kn) Borehole Diameter (mm) Bond Strength (kn/m) Tieback Tieback 0 2e Tieback 2 Tieback 0 2e Bond Length (m) Material Name Color Unit Weight (kn/m) Elas c Type Young's Poisson's Modulus Ra o Material Type Shoreline deposits 9 Isotropic Elas c Piezo Line Concrete 24 Isotropic e Elas c None 60 Shale Bedrock (sound) 26 Isotropic 6e Elas c None Shale (weathered) 24 Isotropic e Elas c Bay Street Section 2 (SH8, 60% DD Subm) - Model Dimensions and Information Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 PHASE SH8 Sec2.fez :200 /6: Excav w tieback

25 Liner Name Color Type Material Type Beam Element Formula on Spacing (m) Depth (m) Area (m2) Moment Of Iner a (m4) Young's Modulus Poisson's Ra o Compressive Strength Tensile Strength Concrete: Thickness (m) Concrete: Young's Modulus Concrete: Poisson's Ra o Concrete: Compressive Strength Caisson Wall Reinforced Concrete Elas c Timoshenko e e Joint Name Color Slip Criterion Joint Material Dependent Normal S ffness (kpa/m) Shear S ffness (kpa/m) Joint 2 Material Dependent e free Bolt Name Color Type Bolt Diameter (mm) Bolt Modulus,E Out of plane Spacing (m) Pre Tensioning Force (kn) Borehole Diameter (mm) Bond Strength (kn/m) Tieback Tieback 0 2e Tieback 2 Tieback 0 2e Bond Length (m) Material Name Color Unit Weight (kn/m) Elas c Type Young's Poisson's Modulus Ra o Material Type Shoreline deposits 9 Isotropic Elas c Piezo Line Concrete 24 Isotropic e Elas c None 60 Shale Bedrock (sound) 26 Isotropic 6e Elas c None Shale (weathered) 24 Isotropic e Elas c Bay Street Section 2 (SH8, 60% DD Subm) - Model Dimensions and Information Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 PHASE SH8 Sec2.fez :200 4/6: Excavation 2

26 Liner Name Color Type Material Type Beam Element Formula on Spacing (m) Depth (m) Area (m2) Moment Of Iner a (m4) Young's Modulus Poisson's Ra o Compressive Strength Tensile Strength Concrete: Thickness (m) Concrete: Young's Modulus Concrete: Poisson's Ra o Concrete: Compressive Strength Caisson Wall Reinforced Concrete Elas c Timoshenko e e Joint Name Color Slip Criterion Joint Material Dependent Normal S ffness (kpa/m) Shear S ffness (kpa/m) Joint 2 Material Dependent e free Bolt Name Color Type Bolt Diameter (mm) Bolt Modulus,E Out of plane Spacing (m) Pre Tensioning Force (kn) Borehole Diameter (mm) Bond Strength (kn/m) Tieback Tieback 0 2e Tieback 2 Tieback 0 2e Bond Length (m) Material Name Color Unit Weight (kn/m) Elas c Type Young's Poisson's Modulus Ra o Material Type Shoreline deposits 9 Isotropic Elas c Piezo Line Concrete 24 Isotropic e Elas c None 60 Shale Bedrock (sound) 26 Isotropic 6e Elas c None Shale (weathered) 24 Isotropic e Elas c Bay Street Section 2 (SH8, 60% DD Subm) - Model Dimensions and Information Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 PHASE SH8 Sec2.fez :200 5/6: Excav 2 w tieback

27 Liner Name Color Type Material Type Beam Element Formula on Spacing (m) Depth (m) Area (m2) Moment Of Iner a (m4) Young's Modulus Poisson's Ra o Compressive Strength Tensile Strength Concrete: Thickness (m) Concrete: Young's Modulus Concrete: Poisson's Ra o Concrete: Compressive Strength Caisson Wall Reinforced Concrete Elas c Timoshenko e e Joint Name Color Slip Criterion Joint Material Dependent Normal S ffness (kpa/m) Shear S ffness (kpa/m) Joint 2 Material Dependent e free Bolt Name Color Type Bolt Diameter (mm) Bolt Modulus,E Out of plane Spacing (m) Pre Tensioning Force (kn) Borehole Diameter (mm) Bond Strength (kn/m) Tieback Tieback 0 2e Tieback 2 Tieback 0 2e Bond Length (m) Material Name Color Unit Weight (kn/m) Elas c Type Young's Poisson's Modulus Ra o Material Type Shoreline deposits 9 Isotropic Elas c Piezo Line Concrete 24 Isotropic e Elas c None 60 Shale Bedrock (sound) 26 Isotropic 6e Elas c None Shale (weathered) 24 Isotropic e Elas c Bay Street Section 2 (SH8, 60% DD Subm) - Model Dimensions and Information Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 PHASE SH8 Sec2.fez :200 6/6: Final Excavation

28 80 Horizontal Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 2/6

29 80 Horizontal Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 /6

30 80 Horizontal Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 4/6

31 80 Horizontal Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 5/6

32 80 Horizontal Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 6/6

33 80 Vertical Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 2/6

34 80 Vertical Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 /6

35 80 Vertical Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 4/6

36 80 85 Vertical Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 5/6

37 80 85 Vertical Displacement m Bay Street Section 2 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, Sh.8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec2.fez :50 6/6

38 APPENDIX E TERRAPROBE INC.

39 Refer to Section 2 for material, joint, and liner properties Bolt Name Color Type Bolt Diameter (mm) Bolt Modulus,E Out of plane Spacing (m) Borehole Diameter (mm) A ached Face Plates Bond Strength (kn/m) Bond Length (m) Tieback Tieback 0 2e Yes Tieback 2 Tieback 0 2e Yes /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Model Dimensions and Information Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 PHASE SH8 Sec4.fez :00 6/6: Final Excav

40 80 Horizontal Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :50 2/6

41 80 Horizontal Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :50 /6

42 80 Horizontal Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :50 4/6

43 80 Horizontal Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :68 5/6

44 80 Horizontal Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Horizontal Displacement (positive right) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :50 6/6

45 80 Vertical Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :50 2/6

46 80 Vertical Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :50 /6

47 80 Vertical Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :50 4/6

48 80 Vertical Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :50 5/6

49 80 Vertical Displacement m /45 Bay Street 45 Bay Street; Section 4 (SH8, 60% DD Subm) - Vertical Displacement (positive up) Terraprobe Inc. "Dwg: Excavation Shoring Section, SH8" 60% DD, Rev dated Oct, 204 INTERPRET SH8 Sec4.fez :50 6/6