LAKE SHORE BOULEVARD WEST

Transcription

1 R x x x ASSUMED OUTLINE OF ABUTMENT FOOTING ASSUMED OUTLINE OF ABUTMENT FOOTING R5125 DIMENSIONS AND ELEVATIONS OF EXISTING BRIDGE FOOTINGS TO BE VERIFIED ON SITE EXISTING T.T.R. BRIDGE 72 EXISTING BRIDGE COLUMN (TYP.) EXISTING BRIDGE ABUTMENT CANADIAN NATIONAL RAILWAY TRACKS 8 8 CANADIAN NATIONAL RAILWAY TRACKS 8 SHOTCRETE 150mm THICK AIR CANADA CENTRE AIR CANADA CENTRE H H B B H B H FH H V N M L K J H G F E D C B A R5122 R5121 R5120 EXISTING L.R.T. R5119 R5117 R511 R5115 R511 R511 BB AA R5112 R ±21 _PWR 2797 TIEBACK ENCROACHMENT = 500± ±219 TIEBACK ENCROACHMENT = 7200± 750Ø CONC. STORM B Ø HOLE FILLER Bell Canada Bell Canada ±211 H H FH c/c = INCOMING HUDRO DUCTBANK INCOMING HUDRO DUCTBANK 5 W200x CORNER BRACE CONTRACTOR TO DAYLIGHT EXISTING BELL CONDUIT PRIOR OF CAISSON INSTALLATION B ALL WORK TO RELOCATE AND/OR PROTECT BELL STRUCTURE AND CABLING MUST BE COMPLETE PRIOR TO EXCAVATION WORK BEGINNING. IF THE PROPOSED EXCAVATION FAL WITHIN THE PREFERRED MCR HORIZONTAL CLEARANCE OF 1.0M FROM EXISTING BELL CABLE/CONDUIT THEN BELL AUTHORIZED DRAWINGS MUST FIRST BE PROVIDED FOR THE CABLE AND CONDUIT TO BE EXPOSED/SUPPORTED/PROTECTED BY A BELL APPROVED CONTRACTOR. A BELL APPROVED INSPECTOR MUST BE ONSITE DURING ANY CONSTRUCTION ACTIVITIES IN THE VICINITY OF BELL INFRASTRUCTURE. ANY DAMAGES TO BELL PLANT AT TIME OF CONSTRUCTION WILL RESULT IN A CLAIM TO HINES CANADA, 200 KING STEET WEST, SUITE 1805,, CANADA M5H T. PLEASE CO-ORDINATE WITH KEN BUTT PRIOR TO WORK COMMENCING. TIEBACK ENCROACHMENT = 8800± W10x11 STUBBED WALER c/c = CONTRACTOR TO DAYLIGHT EXISTING BELL CONDUIT PRIOR OF CAISSON INSTALLATION INCOMING HUDRO DUCTBANK 750Ø CONC. STORM PILES 89 TO 108 ARE STRUCTURALLY INTEGRATED INTO CRASH WALL SYSTEM (PILES ONLY) PILES AND FILLERS TO BE CONSIST OF 0MPa AND 15MPa RESPECTIVELY. ALL WORK TO RELOCATE AND/OR PROTECT BELL STRUCTURE AND CABLING MUST BE COMPLETE PRIOR TO EXCAVATION WORK BEGINNING. IF THE PROPOSED EXCAVATION FAL WITHIN THE PREFERRED MCR HORIZONTAL CLEARANCE OF 1.0M FROM EXISTING BELL CABLE/CONDUIT THEN BELL AUTHORIZED DRAWINGS MUST FIRST BE PROVIDED FOR THE CABLE AND CONDUIT TO BE EXPOSED/SUPPORTED/PROTECTED BY A BELL APPROVED CONTRACTOR. A BELL APPROVED INSPECTOR MUST BE ONSITE DURING ANY CONSTRUCTION ACTIVITIES IN THE VICINITY OF BELL INFRASTRUCTURE. ANY DAMAGES TO BELL PLANT AT TIME OF CONSTRUCTION WILL RESULT IN A CLAIM TO HINES CANADA, 200 KING STEET WEST, SUITE 1805,, CANADA M5H T. PLEASE CO-ORDINATE WITH KEN BUTT PRIOR TO WORK COMMENCING c/c = 000 GARDINER EXPRESSWAY (ABOVE) ± c/c = c/c = GARDINER EXPRESSWAY (ABOVE) LAKE SHORE BOULEVARD WEST TIEBACK ENCROACHMENT = 800± c/c = 500 ±10750 ±2597 EXISTING TIEBACKS GENERAL CONTRACTOR IS NOT TO DISTURB 18 YONGE STREET PERMANENT WEST SHORING WALL. AT ANY POINT DURING THE WORK 18 YONGE CONDOMINIUMS 18 YONGE STREET, TORONTO, ON. GENERAL CONTRACTOR TO SHAVE ENCROACHING PORTION OF 18 YONGE STREET TEMPORARY NORTH SHORING WALL TO TO FACILITATE CONSTRUCTION OF RAMP STRUCTURE. PILES 151 TO 17 ARE STRUCTURALLY INTEGRATED INTO CRASH WALL SYSTEM (PILES AND TIEBACK) PILES AND FILLERS TO BE CONSIST OF 0MPa AND 15MPa RESPECTIVELY. OPENINGS TO BE CREATED AT PERMANENT TIEBACK LOCATIONS TO ALLOW FOR REVIEW AND MAINTENANCE. PILES 17 TO 19 ARE STRUCTURALLY INTEGRATED INTO CRASH WALL SYSTEM (PILES ONLY) PILES TO BE CONSIST OF 0MPa CONCRETE. 18 YONGE CONDOMINIUMS 18 YONGE STREET, TORONTO, ON. CUT PILE AND FILLERS AND REINFORCE WITH SHOTCRETE AND NAI AS NECESSARY. NOTIFY SHORING ENGINEER OF FIELD DIMENSION TO VERIFY DESIGN ASSUMPTIONS. ± YONGE STREET FEB % CD SUBMISSION FOR REVEIW 01-AUG % CD SUBMISSION 1 1-OCT-201 0% DD SUBMISSION EXTENDED FOR 12 HOURS Tel.: Fax: EXCAVATION SHORING KEY PLAN AND NOTES 01-FEB-201 LAKE SHORE BOULEVARD WEST 1:200 SH1

2 18 YONGE CONDOMINIUMS 18 YONGE STREET, TORONTO, ON. ±2597 ±10750 TIEBACK ENCROACHMENT = 800± c/c = FEB % CD SUBMISSION FOR REVEIW 01-AUG % CD SUBMISSION 1 1-OCT-201 0% DD SUBMISSION GARDINER EXPRESSWAY (ABOVE) EXTENDED FOR 12 HOURS LAKE SHORE BOULEVARD WEST Tel.: Fax: EXCAVATION SHORING PARTIAL PLAN AND NOTES 01-FEB-201 1:100 SH2

3 G R5119 ± c/c = 8850 FH F CONTRACTOR TO DAYLIGHT EXISTING BELL CONDUIT PRIOR OF CAISSON INSTALLATION R5117 AIR CANADA CENTRE E 9700 R511 D C FEB % CD SUBMISSION FOR REVEIW 585 R AUG % CD SUBMISSION B TIEBACK ENCROACHMENT = 7200± 1 1-OCT-201 0% DD SUBMISSION R511 Bell Canada B 00 ALL WORK TO RELOCATE AND/OR PROTECT BELL STRUCTURE AND CABLING MUST BE COMPLETE PRIOR TO EXCAVATION WORK BEGINNING. IF THE PROPOSED EXCAVATION FAL WITHIN THE PREFERRED MCR HORIZONTAL CLEARANCE OF 1.0M FROM EXISTING BELL CABLE/CONDUIT THEN BELL AUTHORIZED DRAWINGS MUST FIRST BE PROVIDED FOR THE CABLE AND CONDUIT TO BE EXPOSED/SUPPORTED/PROTECTED BY A BELL APPROVED CONTRACTOR. A BELL APPROVED INSPECTOR MUST BE ONSITE DURING ANY CONSTRUCTION ACTIVITIES IN THE VICINITY OF BELL INFRASTRUCTURE. ANY DAMAGES TO BELL PLANT AT TIME OF CONSTRUCTION WILL RESULT IN A CLAIM TO HINES CANADA, 200 KING STEET WEST, SUITE 1805,, CANADA M5H T. PLEASE CO-ORDINATE WITH KEN BUTT PRIOR TO WORK COMMENCING. EXTENDED FOR 12 HOURS A Ø CONC. STORM INCOMING HUDRO DUCTBANK 1000Ø HOLE FILLER ± c/c = B B R511 BB Ø CONC. STORM TIEBACK ENCROACHMENT = 8800± ±15781 Tel.: Fax: AA ±21 H R5112 EXCAVATION SHORING PARTIAL PLAN H H B GARDINER EXPRESSWAY (ABOVE) 01-FEB-201 LAKE SHORE BOULEVARD WEST 1:100 SH

4 R x x x ASSUMED OUTLINE OF ABUTMENT FOOTING R5125 DIMENSIONS AND ELEVATIONS OF EXISTING BRIDGE FOOTINGS TO BE VERIFIED ON SITE EXISTING T.T.R. BRIDGE 72 EXISTING BRIDGE ABUTMENT CANADIAN NATIONAL RAILWAY TRACKS EXISTING BRIDGE COLUMN (TYP.) H B V N M L R INCOMING HUDRO DUCTBANK INCOMING HUDRO DUCTBANK W200x CORNER BRACE W10x11 STUBBED WALER c/c = PILES 89 TO 108 ARE STRUCTURALLY INTEGRATED INTO CRASH WALL SYSTEM (PILES ONLY) PILES AND FILLERS TO BE CONSIST OF 0MPa AND 15MPa RESPECTIVELY c/c = FEB % CD SUBMISSION FOR REVEIW R5122 Bell Canada 01-AUG % CD SUBMISSION 1 1-OCT-201 0% DD SUBMISSION FH K _PWR 00 H EXTENDED FOR 12 HOURS H J R CONTRACTOR TO DAYLIGHT EXISTING BELL CONDUIT PRIOR OF CAISSON INSTALLATION TIEBACK ENCROACHMENT = 500± AIR CANADA CENTRE H H R5120 EXISTING L.R.T. ALL WORK TO RELOCATE AND/OR PROTECT BELL STRUCTURE AND CABLING MUST BE COMPLETE PRIOR TO EXCAVATION WORK BEGINNING. IF THE PROPOSED EXCAVATION FAL WITHIN THE PREFERRED MCR HORIZONTAL CLEARANCE OF 1.0M FROM EXISTING BELL CABLE/CONDUIT THEN BELL AUTHORIZED DRAWINGS MUST FIRST BE PROVIDED FOR THE CABLE AND CONDUIT TO BE EXPOSED/SUPPORTED/PROTECTED BY A BELL APPROVED CONTRACTOR. A BELL APPROVED INSPECTOR MUST BE ONSITE DURING ANY CONSTRUCTION ACTIVITIES IN THE VICINITY OF BELL INFRASTRUCTURE. ANY DAMAGES TO BELL PLANT AT TIME OF CONSTRUCTION WILL RESULT IN A CLAIM TO HINES CANADA, 200 KING STEET WEST, SUITE 1805,, CANADA M5H T. PLEASE CO-ORDINATE WITH KEN BUTT PRIOR TO WORK COMMENCING. Tel.: Fax: EXCAVATION SHORING PARTIAL PLAN G R5119 ± c/c = FEB-201 1:100 SH

5 10 10x ASSUMED OUTLINE OF ABUTMENT FOOTING CANADIAN NATIONAL RAILWAY TRACKS SHOTCRETE 150mm THICK c/c = c/c = ± CUT PILE AND FILLERS AND REINFORCE WITH SHOTCRETE AND NAI AS NECESSARY. NOTIFY SHORING ENGINEER OF FIELD DIMENSION TO VERIFY DESIGN ASSUMPTIONS. 172 EXISTING TIEBACKS 2850 GENERAL CONTRACTOR TO SHAVE ENCROACHING PORTION OF 18 YONGE STREET TEMPORARY NORTH SHORING WALL TO TO FACILITATE CONSTRUCTION OF RAMP STRUCTURE FEB % CD SUBMISSION FOR REVEIW 01-AUG % CD SUBMISSION PILES 151 TO 17 ARE STRUCTURALLY INTEGRATED INTO CRASH WALL SYSTEM (PILES AND TIEBACK) PILES AND FILLERS TO BE CONSIST OF 0MPa AND 15MPa RESPECTIVELY. OPENINGS TO BE CREATED AT PERMANENT TIEBACK LOCATIONS TO ALLOW FOR REVIEW AND MAINTENANCE. PILES 17 TO 19 ARE STRUCTURALLY INTEGRATED INTO CRASH WALL SYSTEM (PILES ONLY) PILES TO BE CONSIST OF 0MPa CONCRETE. 1 1-OCT-201 0% DD SUBMISSION EXTENDED FOR 12 HOURS 18 YONGE CONDOMINIUMS 18 YONGE STREET, TORONTO, ON. GENERAL CONTRACTOR IS NOT TO DISTURB 18 YONGE STREET PERMANENT WEST SHORING WALL. AT ANY POINT DURING THE WORK Tel.: Fax: EXCAVATION SHORING PARTIAL PLAN 01-FEB-201 1: YONGE SH5

6 YONGE CONDOMINIUMS 18 YONGE STREET, TORONTO, ON MATCH LINE - SEE BELOW ±9.50 TOP OF WEATHERED BEDROCK ±8.50 TOP OF SOUND BEDROCK SOUTH ELEVATION TIEBACK ENCROACHMENT = 1200± CANADIAN NATIONAL RAILWAY TRACKS SHOTCRETE MIN. 150mm THICK 800 BOND LENGTH P = 120kN 900 FREE LENGTH Ø.8 YONGE STREET.5.52 MATCH LINE - SEE ABOVE 7.20 EXISTING L.R.T. TUNNEL SOIL NAI SEE SCHEDULE 150 Ø 5200 BOND LENGTH ±70.0 TOP OF WEATHERED BEDROCK P = 10kN 7000 FREE LENGTH EXISTING T.T.R. BRIDGE ABUTMENT DETAI ASSUMED 75.0 (TO BE CONFIRMED FEB % CD SUBMISSION FOR REVEIW ±9.0 TOP OF WEATHERED BEDROCK ±8.0 TOP OF SOUND BEDROCK ±9.0 TOP OF SOUND BEDROCK 01-AUG % CD SUBMISSION (TO BE CONFIRMED OCT-201 0% DD SUBMISSION SOUTH ELEVATION EAST ELEVATION/ - YONGE STREET RAMP EXTENDED FOR 12 HOURS ±70.0 TOP OF WEATHERED BEDROCK ±9.0 TOP OF WEATHERED BEDROCK ±70.0 TOP OF WEATHERED BEDROCK ±9.0 TOP OF WEATHERED BEDROCK SOUTH ELEVATION - YONGE STREET RAMP Tel.: Fax: ±70.20 TOP OF WEATHERED BEDROCK EXCAVATION SHORING ELEVATIONS ±9.20 TOP OF WEATHERED BEDROCK ±9.50 TOP OF WEATHERED BEDROCK ±8.50 TOP OF WEATHERED BEDROCK EAST ELEVATION 01-FEB-201 ±70.20 TOP OF WEATHERED BEDROCK 1500 (TYP.) ±9.20 TOP OF WEATHERED BEDROCK ±9.50 TOP OF WEATHERED BEDROCK ±8.50 TOP OF WEATHERED BEDROCK ROCK PINS (TYP.) EAST ELEVATION 000 (TYP.) (ASSUMED) AS INDICATED SH

7 EXISTING L.R.T. TUNNEL W200x CORNER BRACE (TYP.) ±70.0 TOP OF WEATHERED BEDROCK.1550 ±9.0 TOP OF WEATHERED BEDROCK ±9.0 TOP OF SOUND BEDROCK ±8.0 TOP OF SOUND BEDROCK (TO BE CONFIRMED.25 (TO BE CONFIRMED 5.20 WEST ELEVATION. 5 TEMPORARY PLATFORM FOR PILE INSTALLATION. GENERAL CONTRACTOR TO CONFIRM EXISTING T.T.R. BRIDGE PIERS AND ABUTMENT DETAI ASSUMED SEE BELOW W10x11 STUBBED WALER W200x CORNER BRACE (TYP.) ±70.0 TOP OF WEATHERED BEDROCK ±9.0 TOP OF SOUND BEDROCK FEB % CD SUBMISSION FOR REVEIW 10 0-DEC-2015 RE-ISSUED FOR PERMIT 9 12-NOV-2015 RE-ISSUED FOR PERMIT 8 15-SEPT-2015 RE-ISSUED FOR PERMIT 7 18-AUG-2015 ISSUED FOR PERMIT 01-AUG % CD SUBMISSION 5 09-JUNE-2015 ISSUED FOR TENDER 02-JUNE-2015 ISSUED FOR TENDER 10-APRIL-2015 ISSUED FOR TENDER 2 27-FEB % DD SUBMISSION 1 1-OCT-201 0% DD SUBMISSION NO.25 (TO BE CONFIRMED REMARKS DATE.20 EXTENDED FOR 12 HOURS NORTH ELEVATION CRASH WALL PILES TO BE INTEGRATED ABOVE-GRADE. SEE PROJECT STRUCTURAL DRAWINGS EXISTING T.T.R. BRIDGE ABUTMENT DETAI ASSUMED SHOTCRETE 150mm THICK Tel.: Fax: CUT PILE AND FILLERS AND REINFORCE WITH SHOTCRETE AND NAI AS NECESSARY. NOTIFY SHORING ENGINEER OF FIELD DIMENSION TO VERIFY DESIGN ASSUMPTIONS..5 SEE ABOVE A EXCAVATION SHORING ELEVATIONS ±70.0 TOP OF WEATHERED BEDROCK ±9.0 TOP OF SOUND BEDROCK FEB-201 RAMP SLOPE ASSUMED POTENTIAL LOCATION OF BRIDGE WING WALL TO BE CONFIRM VIA TEST PIT INVESTIGATION TO VERITY SHORING DESIGN ASSUMPTION..20 NORTH ELEVATION AS INDICATED SH7

8 GARDINER EXPRESSWAY T.H.E.S. LAKE SHORE BOULEVARD WEST ± mm Water Main 2100mm Filtered Water Tunnel 1200mm R.C.P. Stm. Sewer Rogers Cable 00mm V.P. San. Sewer ±9.29 TOP OF WEATHERED BEDROCK ±8.29 TOP OF SOUND BEDROCK 525mm V.P. Stm. Sewer Aband'd 9.9 TIEBACK ENCROACHMENT = 8500± 100mm PVC Rescu Transp. ±2199 P = 800kN 500mm H.P. Gas Transmission Line Bell Canada FREE LENGTH ± Ø (TO BE CONFIRMED 5.20 ±9.0 TOP OF WEATHERED BEDROCK ±8.0 TOP OF SOUND BEDROCK EXISTING MANHOLE BEYOND DETAI ASSUMED P = 800kN TIEBACK ENCROACHMENT = 8800± ±180 Bell Canada 750Ø CONC. STORM FREE LENGTH P = 550kN ± Ø (TO BE CONFIRMED T.H.E.S. Bell Canada Cable T.H.E.S. 00mm Water Main ±9.7 TOP OF WEATHERED BEDROCK ±8.7 TOP OF SOUND BEDROCK 00mm R.C.P. Stm. Sewer EXISTING L.R.T. TUNNEL ±7.99 TIEBACKS TO BE GRAVITY GROUTED 100mm Gas Main ±7. ±195 TIEBACK ENCROACHMENT = 00± 00mm V.P. San. Sewer P = 800kN T.H.E.S. 150mm Gas Main Aband'd ± Ø CONC. STORM 7500 FREE LENGTH ±.9 Bell Canada (TO BE CONFIRMED 5.20 ±.80 TIEBACK ENCROACHMENT = 900± TIEBACK ENCROACHMENT = 500± ±.78 TIEBACK ENCROACHMENT = 900± EXISTING T.T.R. BRIDGE DETAI ASSUMED ±.9 Bell Canada T.H.E.S. Cable T.H.E.S. 00mm Water Main 00mm R.C.P. Stm. Sewer ±9.99 TOP OF WEATHERED BEDROCK ±8.99 TOP OF SOUND BEDROCK EXISTING L.R.T. TUNNEL ±8. TIEBACKS TO BE GRAVITY GROUTED ± mm Gas Main 750Ø CONC. STORM T.H.E.S. 150mm Gas Main Aband'd ±7. P = 800kN Bell Canada 500 FREE LENGTH (TO BE CONFIRMED 5.20 T.H.E.S. Bell Canada 00mm R.C.P. Stm. Sewer ±70.0 TOP OF WEATHERED BEDROCK ±9.0 TOP OF SOUND BEDROCK EXISTING L.R.T. TUNNEL TIEBACKS TO BE GRAVITY GROUTED ± mm Water Main ±128 T.H.E.S. 750mm R.C.P. Stm. Sewer P = 800kN Bell Canada 000 FREE LENGTH (TO BE CONFIRMED 5.20 ±70.0 TOP OF WEATHERED BEDROCK ±9.0 TOP OF SOUND BEDROCK 000 BOND LENGTH P = 50kN P = 550kN 000 BOND LENGTH P = 500kN 8500 FREE LENGTH 000 FREE LENGTH (TO BE CONFIRMED FEB % CD SUBMISSION FOR REVEIW 01-AUG % CD SUBMISSION 1 1-OCT-201 0% DD SUBMISSION EXTENDED FOR 12 HOURS YONGE STREET ± x2550 STORM CULVERT 7.0 TIEBACK ENCROACHMENT = 1500± CANADIAN NATIONAL RAILWAY TRACKS ± TIEBACK ENCROACHMENT = 17200± CANADIAN NATIONAL RAILWAY TRACKS ± BOND LENGTH P = 50kN 7500 FREE LENGTH 1500 UNDER SIDE OF FILLER ±70.27 TOP OF WEATHERED BEDROCK ±9.27 TOP OF SOUND BEDROCK Tel.: Fax: ±9.5 TOP OF WEATHERED BEDROCK ±8.5 TOP OF SOUND BEDROCK P = 850kN 5500 BOND LENGTH P = 1150kN P = 950kN 500 BOND LENGTH FREE LENGTH 1000 FREE LENGTH P = 850kN 9500 FREE LENGTH 5500 FREE LENGTH (TO BE CONFIRMED ±70.27 TOP OF WEATHERED BEDROCK ±9.27 TOP OF SOUND BEDROCK P = 1100kN 1000 FREE LENGTH 500 BOND LENGTH P = 850kN 500 FREE LENGTH 8500 BOND LENGTH P = 2kN 5500 BOND LENGTH P = 100kN 500 BOND LENGTH FREE LENGTH 8500 FREE LENGTH (TO BE CONFIRMED EXISTING TIEBACK 18 YONGE CONDOMINIUMS 18 YONGE STREET, TORONTO, ON EXISTING SHORING 18 YONGE CONDOMINIUMS 18 YONGE STREET, TORONTO, ON. ±9.92 TOP OF WEATHERED BEDROCK ±8.92 TOP OF SOUND BEDROCK EXISTING SHORING EXISTING TIEBACK #8 THREADBAR 9.25 (TO BE CONFIRMED 7.00 SELF SUPPORTING NATURE OF VERTICAL ROCK FACE TO BE ASSESSED BY PROJECT GEOTECHNICAL ENGINEER. INSTALL ROCK FACE PROTECTION AS DEEMED NECESSARY (ASSUMED) EXCAVATION SHORING S 01-FEB-201 AS INDICATED SH8

9 TIEBACK SCHEDULE ROCK PIN SCHEDULE PILE SCHEDULE SOIL NAIL SCHEDULE FEB % CD SUBMISSION FOR REVEIW 01-AUG % CD SUBMISSION 1 1-OCT-201 0% DD SUBMISSION EXTENDED FOR 12 HOURS Tel.: Fax: EXCAVATION SHORING SCHEDULE AND 01-FEB-201 AS INDICATED SH9

10 NOTES A.1. REFERENCES CODES AND STANDARDS 1. Architectural drawings parking level P1 received by on Oct. 07, 201 and parking level P dated prepared by Adamson Associates Architects. 2. Survey drawings: a. Drawing no dated Nov. 01, 2010 prepared by Delph & Jenkins Limited. b. Topographic Sketch reference no A dated August 20, 201 and reference no B dated September 2, 201 prepared by J. D. Barnes Limited.. Existing Structures: a. 18 Yonge Condominiums - 18 Yonge Street, Toronto, Ontario A. Shoring drawings SH1, SH2 and SH (issued for tender dated 0.0.0) prepared by Isherwood Associated B. Structural drawing S-101 dated August 2, 200. b. Gardener Expressway: Drawing nos. S-2-, S-2-, S-2- and S-2-11 (issue, as constructed, Dec. 19) prepared by A. D. Margison and Associates, Limited. c. Harbour Light Rail Transit: Drawing nos. R1-1-S-117/2 dated , R1-1-S-11/2 dated , R1-1-S-115/2 dated , R1-1-S-118/2 dated , R1-1-S-120/1 dated and R1-1-S-2/ dated prepared by Toronto Transit Commission.. PUCC drawing in dwg. format file name Bay_Yonge.dwg. 5. Geotechnical Invertigation project (Revision 0) dated August 29, 201 prepared by.. Toronto As-Built drawings: a. Yonge Lakeshore Developments Limited Storm Sewer on Bay Street drawing no. U-292-O0 (issue, April 20, 200, revised as per City's comments) prepared by Riaboy Engineering Ltd. b. Yonge Street to Fleet Street drawing no. 1 of 2 dated April190 prepared by City of Toronto Department of Works Sewer Section. 7. CSA A2.2 - M Methods of Test for Concrete 8. CSA A2.1 - M Concrete Materials and Methods of Construction 9. Segments of the Canadian National Building Code (CNBC) 10. Segments of the Canadian Highway Bridge Design Code CAN/CSA - S/S.1-00 (CHBDC). 11. Segments of the Ontario Building Code (OBC). 12. Design conforms to OPSS 59 performance level 2 maximum displacement requirements. A.2. DESIGN ASSUMPTIONS 1. The current design scheme illustrates a temporary shoring system capable of supporting between 7m and 1.2m of overburden. 2. The current design is based upon the assumption that the assumed existing structure foundation configurations, elevations and loads indicated on the shoring drawings are correct. Should any or all of these assumptions change, redesign of the shoring may be required. See General Notes Ø DRILLED SHAFT 1000 Ø FILLER CAISSON SCALE 1: c/c U.N.O - SEE PLAN FOUNDATION WALL (BY OTHERS) DRAINAGE CAVITY (BY OTHERS) TYPICAL CAISSON WALL DETAIL - SOUTH WALL PLATE & WEDGES BY TENDON SUPPLIER SEE TABLE 250 INTERLOCK 75 MAX. TRIM ANGLE TO FIT AS NECESSARY (LOADS GREATER THAN 800kN) 0mm INTERNAL STIFFENER PLATE. IN LINE WITH PILE WEB, WELD TO PILE AND ANGLE. DRILLED SHAFT FILLER CAISSON SCALE 1: c/c U.N.O - SEE PLAN FOUNDATION WALL (BY OTHERS) 279 INTERLOCK DRAINAGE CAVITY (BY OTHERS) TYPICAL CAISSON WALL DETAIL - WEST/NORTH WALL PLATE & WEDGES BY TENDON SUPPLIER SEE TABLE (LOADS GREATER THAN 800kN) 0mm INTERNAL STIFFENER PLATE. IN LINE WITH PILE WEB, WELD TO PILE AND ANGLE. 75 MAX. (TYP.) B. DESIGN PARAMETERS 1. K = 0.5 (north and west walls) K = 0.28 (east and south walls) 2. g = 21 kn/m³ - No hydrostatic pressure. q = 1. kn/m² (west wall) q = 12 kn/m² (elsewhere). Cooper E-90 track loading 5. Strand tieback design based upon: a. Tieback sound bedrock bond = 00kPa b. Anchor alternatives are subject to review by the Shoring Engineer. Anchor capacity to be confirmed by extended performance and performance test tiebacks as noted on drawing elevations. Shoring Engineer to witness all tieback testing. Provide 5 working days notice to the Shoring Engineer prior to tieback testing. c. Shoring Contractor to provide strand anchors of adequate capacity for all 200% performance test. d. Shoring Contractor to provide calibrated hydraulic test jacks and all assistance requiered by the Shoring Engineer to carry out all tieback testing.. Permanent tiebacks to be upsized for sacrificial steel or double corrosion protection. Contractor proposals to be reviewed to the Shoring Engineer's satisfaction. 7. Supernormal loads applied to the shoring, other than indicated on these drawings, are subject to review by the Shoring Engineer. 8. Design complies with the requirements of the OBC. C. MATERIA 1. Structural steel to be new or sound used material conforming to CAN/CSA G0.21-M92, grade 50W. 2. See pile table for pile sizes.. Alternative grades or sections of equivalent strength may be substituted subject to the Shoring Engineer s approval.. Concrete a. caisson wall - 0 MPa full depth for piles, MPa full depth for fillers. b. Crash wall integrated caisson wall - 0MPa full depth for piles, 15MPa full depth for fillers. c. West, south and east caisson wall - MPa full depth, piles and fillers. d. Strand tieback grout - Strength selection at the discretion of the Shoring Contractor (minimum grout strength 25 MPa). Use of high early strength grout is not permitted. 5. Lagging to be hardwood of full thickness shown u.n.o. Use no Poplar.. All welding to comply with CSA W59 and to be carried out by C.W.B. certified welders. 7. All welds shown or implied to be 10mm fillet, all around and both sides u.n.o. D. GENERAL NOTES 1. Verify the configuration and elevation of all existing and adjacent structure foundations and slabs during the demolition phase of the work. Report same prior to start of shoring construction to the Shoring Engineer. 2. Secure encroachment agreements and municipal permits where shoring components will be installed outside of project property limits.. Reduce grade to top of shoring. Provide and maintain a level stable working platform for shoring construction equipment.. Excavate in advance to remove any underground obstructions, backfill and compact with on site materials or controlled engineered backfill. 5. Locate and identify all existing underground and/or overhead services and structures near shoring, protect and relocate as necessary. Do not drill or excavate before all services and structures have been located.. Advise shoring Engineer of any potential interference with any elements of the excavation shoring system and of any discrepancies from information presented on the shoring drawings before shoring construction begins. 7. Layout pile locations and check all dimensions. Report any discrepancies to the Shoring Engineer. Do not use shoring drawings for setting out. Refer to project legal survey and architectural drawings for setting out. 8. Dewater in advance as necessary to at least 1.0m below the lowest excavation elevation. All dewatering systems to be designed by a Professional Engineer. Installed dewatering systems must assure that the stability and security of the excavation shoring and structures in proximity to the shoring are maintained and not compromised. L200x200x25 BY 25 LONG, TRIM TO FIT TEE CUT FROM W10x97 x 00 LONG ALL WELDS SHOWN OR IMPLIED TO BE 12mm FILLET UNLESS NOTED OTHERWISE. TYPICAL TIEBACK CONNECTION DETAIL FOR CAISSON WALL 2x25mm PLATE STIFFENER BOTH SIDES AT EACH ANCHOR LEVEL, WELD TO OUTSIDE WEB PLATE & WEDGES BY TENDON SUPPLIER SEE TABLE L200x200x25 BY 00 LONG, TRIM TO FIT 00x00x25 PLATE ALL WELDS SHOWN OR IMPLIED TO BE 10mm FILLET UNLESS NOTED OTHERWISE. 217 ELEVATION STITCH WELD 500mm SPACING (LOADS GREATER THAN 800kN) 25mm INTERNAL STIFFENER PLATE. IN LINE WITH PILE WEB, WELD TO PILE AND ANGLE. STITCH WELD 500mm SPACING L200x200x25 BY 550 LONG, TRIM TO FIT TEE CUT FROM W10x97 x 00 LONG ALL WELDS SHOWN OR IMPLIED TO BE 12mm FILLET UNLESS NOTED OTHERWISE. TYPICAL DOUBLE TIEBACK CONNECTION DETAIL FOR CAISSON WALL SEE SCHEDULE 500 MPa THREADBAR. SEE SCHEDULE 00x00x20mm PLATE. SHIM AND GROUT BEHIND PLATES TO ASSURE TIGHT FIT TO BEDROCK 75 MAX. ELEVATION TRIM ANGLE TO FIT AS NECESSARY FEB % CD SUBMISSION FOR REVEIW 01-AUG % CD SUBMISSION 1 1-OCT-201 0% DD SUBMISSION EXTENDED FOR 12 HOURS E. PROCEDURE 1. Drill holes for piles, utilizing temporary liners, mud drilling and/or other methods as necessary to prevent groundwater inflow or loss of soil into the pile holes. 2. Provide pile holes large enough that piles may be set plumb despite misalignment of holes.. Set piles, wedge and fill holes with concrete specified. Withdraw liners if used.. Excavate in stages to suit shoring work. 5. Excavate to neat faces for lagging installation. Excavation contractor to shave / trim caisson wall to front face of soldier piles, or as directed by the Owner / General Contractor / Project Manager.. Install lagging in maximum 1500 lifts. Should caving or raveling occur, reduce lift height. Fill all voids behind lagging with granular on site material or imported granular fill rammed in place. Leave no excavation without lagging overnight. 7. In wet ground provide spacers to create 10mm gaps between individual lagging boards, place filter material behind lagging to allow passage of water without loss of soil fines. 8. Do not excavate more than 500 below brace elevations until bracing is installed and stressed. 9. Tieback performance tests are to be carried out. See Design Parameters. Performance test installations and stressing are to be witnessed by the Shoring Engineer. Do not proceed with production anchor procurement or installation until performance test results are reviewed by the Shoring Engineer. 10. All working tiebacks are to be proof tested to 150 % of their design load, held at this load for ten minutes and if no appreciable creep is observed, reduced to design load and lock in at 110%. Halt tieback testing if movement out of site exceeds 12 mm. Notify Shoring Engineer immediately. 11. Tiebacks, braces and/or rakers are to be installed without delay to minimize ground movements. All tieback free lengths are to be completely filled with bentonite-cement fill. F. FIELD REVIEW AND MONITORING BY OWNER 1. Field review and monitoring, as noted below, are integral to the shoring design process. They are required elements of the shoring design presented within these drawings and are necessary to ensure that the shoring system is performing in accordance with shoring design assumptions. 2. In accordance with the Ontario Building Code, TERRAPROBE is to provide (at owner's cost) field review to verify that the shoring works are constructed and are performing in general conformance with the design drawings.. Carry out pre-construction condition survey of all structures within the influence of shored excavations.. Precision level surveying of adjacent structures and ground surface is to be carried out on a weekly basis until new construction reaches street elevation. Increase monitoring as directed by the Shoring Engineer. 5. Monitor all piles for horizontal and vertical movements at their tops and at all anchor points at least weekly. Increase monitoring as directed by the Shoring Engineer. Monitoring of CN Railway Tracks and adjacent shoring walls shall follow CN guidelines.. Vibration monitoring at the shoring wall adjacent to Gardiner Expressway is to be carried out until new construction reaches grade elevation. 7. Inclinometers and multi-point extensometers are to be installed at key locations as shown on the drawings for high-precision pile deflection measurements. 8. TERRAPROBE staff can provide the required monitoring and testing. If monitoring by others, all monitoring reports to be distributed within working days of completion to the Shoring Engineer. All tieback test results are to be provided within working days of completion to the Shoring Engineer. DYWIDAG #8 (25mmØ) THREADBAR 517 MPa CONFORMING TO CSA G0.18/ASTM A15 TYPICAL DOUBLE PILE TIEBACK CONNECTION DETAIL SPHERICAL NUT OR WASHERS AND NUT 00x00x19mm PLATE. TYPICAL THREADBAR ROCK PIN CONNECTION DETAIL AT BEDROCK COMPRESSIBLE MATERIAL TO ALLOW FOR PROOF TESTING OF ALL ANCHORS STEEL NAIL (SEE SCHDULE) ANCHOR GROUT 150 MIN TO 8 MAX. 100x100x 11mm / mm Ø WWM MAIN WIRE MESH 200x200x1 PLATE SET ON SHOTCRETE FACE ADDITIONAL MESH MAT 00x00 (HAVING PROPERTIES OF MAIN MESH) INSTALLED AS INDICATED SHOTCRETE TYPICAL SOIL NAIL DETAIL AS SHOWN THREADBAR CONNECTION DETAIL AT BEDROCK Tel.: Fax: G. SHORING AND CN RAILWAY TRACK MONITORING BY OWNER 1. The monitoring shall include both tracks and the shoring wall. 2. Monitoring reading interval shall be daily from the first day of shoring wall installation, during shoring wall installation, during structure excavation, and at all times when the excavation is in an open condition and the shoring wall is under load during all stages of the work and until all the shoring wall is removed.. Daily visual monitoring of the ground behind the shoring wall shall be performed. If any movement of the soil is observed, it shall be immediately reported to CN.. Daily visual monitoring of the track(s) behind the shoring wall shall be performed. If any movement of track is observed, it shall be immediately reported to CN. 5. It is required that monitoring targets to be placed: 5.1. At top of each pile 5.2. At all tieback levels on each pile. 5.. At a mid-point between two consecutive level of tiebacks. 5.. If there is only one row of tieback on the selected pile, it is required to have two targets on the pile, one at the tieback level and the second one at mid-point between the dredge line and the tieback.. It is required to monitor the track(s) as well as shoring wall piles. The maximum spacing between the targets on each rail of each track shall be meters. 7. No open excavation shall be left without visual inspection during long period of time. 8. For filler caisson monitoring, it is required to install a series of inclinometers, to be placed on at least at one fourth of bays between king piles. 9. Inclinometers shall be installed in filler caissons. 10. All inclinometers to be protected by steel casing at least 00 mm above the ground and 1000 mm below the ground. 11. All inclinometers shall be installed such that initial readings could be obtained prior to first day of excavation. 12. Inclinometer reading interval shall be daily from the first day of shoring wall installation, during shoring wall installation, structure excavation, and at all times when the excavation is in an open condition and the shoring wall is under load during all stages of the work. H. PROTECTION BY GENERAL CONTRACTOR 1. Protect all excavations and shoring from the actions of all weather. EXCAVATION SHORING NOTES AND DETAI 01-FEB-201 AS INDICATED I. HEALTH AND SAFETY 1. All work to be carried out in accordance with the Occupational Health and Safety Act latest revision. SH10

11 _SWR Se Te Ue Ve D H B H B FH 01-FEB % CD SUBMISSION FOR REVEIW 2 18-DEC-2015 FOR COORDINATION 1 1-OCT-2015 FOR COORDINATION STRUCTURAL CAISSON REFER TO STRUCTURAL DRAWINGS FOR DETAI 0 22-SEPT-2015 FOR COORDINATION _TTC _PWR NP-1 B12 B1 NP- NP-2 NP-1 NP-2 NP- B1 B B B H:1V OPEN CUT STRUCTURALLY INTEGRATED PILES (TYP.) 200 W0x52 STUB OUT WALER c/c = H:1V OPEN CUT EXTENDED FOR 12 HOURS H D Tel.: Fax: NORTH PORTAL EXCAVATION SHORING PLAN 01-FEB-201 1:100 A. L. R. P. M. P. SH11

12 W0x52 STUB OUT WALER ±72.80 TOP OF WEATHERED BEDROCK ±71.80 TOP OF SOUND BEDROCK 100 UNDER SIDE OF FILLER ±72.80 TOP OF WEATHERED BEDROCK ±71.80 TOP OF SOUND BEDROCK 100 UNDER SIDE OF FILLER (ASSUMED) 0.00 (ASSUMED) 0.00 (ASSUMED) SOUTH ELEVATION NORTH ELEVATION FREE LENGTH W0x52 STUB OUT WALER 000 FREE LENGTH 000 BOND LENGTH P = 250kN SEE SCHEDULE U/S OF PILE AND FILLER (ASSUMED) 100 UNDER SIDE OF FILLER ±72.80 ASSUMED TOP OF WEATHERED BEDROCK ±71.80 ASSUMED TOP OF SOUND BEDROCK 000 BOND LENGTH P = 250kN ±72.80 ASSUMED TOP OF WEATHERED BEDROCK ±71.80 ASSUMED TOP OF SOUND BEDROCK 01-FEB % CD SUBMISSION FOR REVEIW P = 150kN 2 18-DEC-2015 FOR COORDINATION 1 1-OCT-2015 FOR COORDINATION 0 22-SEPT-2015 FOR COORDINATION 11 BAY FUTURE PHASE 2 ROCK PINS (TYP.) FUTURE FUTURE 11 BAY STREET CONSTRUCTION EXTENDED FOR 12 HOURS BAY FUTURE PHASE 2 ROCK PINS (TYP.) (ASSUMED) 0.00 (ASSUMED) DRILLED SHAFT FILLER CAISSON 1950 c/c U.N.O - SEE PLAN PILE SCHEDULE TIEBACK SCHEDULE Tel.: Fax: FOUNDATION WALL (BY OTHERS) SCALE 1:20 DRAINAGE CAVITY (BY OTHERS) TYPICAL CAISSON WALL DETAIL 81 - NORTH PORTAL EXCAVATION SHORING ELEVATIONS AND SCHEDULES 75 MAX. PLATE & WEDGES BY TENDON SUPPLIER TRIM ANGLE TO FIT AS NECESSARY SEE TABLE (LOADS GREATER THAN 800kN) 0mm INTERNAL STIFFENER PLATE. IN LINE WITH PILE WEB, WELD TO PILE AND ANGLE. 01-FEB-201 L200x200x25 BY 75 LONG, TRIM TO FIT TEE CUT FROM W10x97 x 00 LONG TYPICAL TIEBACK CONNECTION DETAIL FOR CAISSON WALL ALL WELDS SHOWN OR IMPLIED TO BE 12mm FILLET UNLESS NOTED OTHERWISE. AS INDICATED R. P. A. L. M. P. SH12