G E N E R A L N O T E S L I S T O...

G E N E R A L N O T E S

1.0 GENERAL NOTES

1.1 CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF ONTARIO REGULATION 332/12 (THE BUILDING

CODE), AS AMENDED, AND ANY APPLICABLE ACTS OF AUTHORITY HAVING JURISDICTION.

1.2 READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE SPECIFICATIONS AND ALL OTHER CONTRACT

DOCUMENTS.

1.3 BEFORE PROCEEDING WITH THE WORK THE CONTRACTOR SHALL CHECK ALL DIMENSIONS SHOWN ON THE

STRUCTURAL DRAWINGS WITH THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS, AND

AGAINST EXISTING SITE CONDITIONS. REPORT ANY DISCREPANCIES TO THE CONSULTANT(S). PRIOR TO

PROCEEDING WITH ANY WORK.

1.4 STRUCTURAL DRAWINGS MUST NOT BE SCALED.

1.5 REFER TO THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR THE SIZE AND LOCATION

OF ALL TRENCHES, PITS, SUMPS, SLOPES, EQUIPMENT, DEPRESSIONS, GROOVES AND CHAMFERS NOT

INDICATED ON THE STRUCTURAL DRAWINGS. WHERE SHOWN ON THE STRUCTURAL DRAWINGS ALL ABOVE

LISTED ITEMS ARE ONLY APPROXIMATELY NOTED IN TERMS OF SIZE AND LOCATIONS AND MUST BE

CO-ORDINATED WITH THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

1.6 REFER TO THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR THE SIZE AND LOCATION

OF ALL OPENINGS AND SLEEVES NOT SHOWN ON THE STRUCTURAL DRAWINGS. HOWEVER, OBTAIN

APPROVAL FROM THE STRUCTURAL CONSULTANT PRIOR TO CUTTING/ INSTALLING ANY OPENINGS,

SLEEVES, ETC, WHICH ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS.

1.7 TYPICAL STRUCTURAL DETAILS, NOTES UNDER PLANS, AND SCHEDULES ON THE STRUCTURAL DRAWINGS

GOVERN THE WORK. IF DETAILS, NOTES, ETC. DIFFER ON THE DRAWINGS THE MOST STRINGENT SHALL

GOVERN.

1.8 THE CONTRACTOR SHALL PROVIDE ALL LABOUR, MATERIALS, TOOLS, AND EQUIPMENT REQUIRED TO CARRY

OUT THE WORK.

1.9 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL TEMPORARY WORKS, INCLUDING, BUT

NOT LIMITED TO SHORING AND BRACING, REQUIRED TO COMPLETE THE WORK. IT SHALL ALSO BE THE

RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL NECESSARY BRACING, SHORING, SHEET PILING OR

OTHER TEMPORARY SUPPORTS REQUIRED TO SAFEGUARD WORKERS, THE GENERAL PUBLIC, AND ALL

EXISTING OR ADJACENT STRUCTURES AFFECTED BY THE WORK.

2.0 FOUNDATIONS

2.1 A COPY OF THE SOILS REPORT, PREPARED BY VA WOODS ASSOCIATES LTD. IN THEIR REPORT NUMBER

6130-18-6 AND DATED JULY 2018, IS AVAILABLE FROM THE CONSULTANT(S). READ AND BECOME

THOROUGHLY FAMILIAR WITH THE REPORT AND ITS FINDINGS.

2.3 FOUND ALL FOOTINGS AND UNDERPINNING ON UNDISTURBED SOIL CAPABLE OF SUPPORTING A ULTIMATE

LIMIT STATE /SERVICE LIMIT STATE BEARING VALUE OF (ULS/SLS) OF 225 kPa / 150kPa SOIL AT THE

UNDERSIDE OF FOOTINGS AND UNDERPINNING IS TO BE INSPECTED AND APPROVED BY A REPRESENTATIVE

OF THE GEOTECHNICAL CONSULTANT PRIOR TO CASTING CONCRETE.

2.4 ALL EXTERIOR FOOTINGS AND ANY OTHER FOOTINGS EXPOSED TO FREEZING IN THE FINISHED BUILDING

SHALL BE FOUNDED AT A MINIMUM OF 2000 MM BELOW FINISHED GRADE, UNLESS OTHERWISE NOTED.

FOOTINGS EXPOSED TO FROST ACTION DURING CONSTRUCTION SHALL BE PROTECTED BY A MINIMUM OF

2000 MM OF EARTH OR ITS EQUIVALENT TO PREVENT FREEZING.

2.5 THE LINE OF SLOPE BETWEEN ADJACENT EXCAVATIONS FOR FOOTINGS OR ALONG STEPPED FOOTINGS

SHALL NOT EXCEED A RISE OF 7 IN A RUN OF 10. A MAXIMUM STEP OF 600 MM IS PERMITTED FOR STEPPED

FOOTINGS.

2.6 DO NOT PLACE BACKFILL AGAINST WALLS RETAINING EARTH (OTHER THAN CANTILEVER WALLS) UNTIL THE

FLOOR CONSTRUCTION AT THE TOP AND BOTTOM OF THE WALLS IS POURED AND HAS ATTAINED 70% OF ITS

SPECIFIED 28-DAY STRENGTH.

2.7 CARRY OUT BACKFILLING AGAINST FOUNDATION WALLS WHERE THERE IS GRADE ON BOTH SIDES IN A

MANNER SUCH THAT THE LEVEL OF BACKFILLING ON ONE SIDE OF THE WALL IS NEVER MORE THAN 500 MM

DIFFERENT FROM THE LEVEL ON THE OTHER SIDE OF THE WALL.

2.8 KEEP EXCAVATIONS CONTINUOUSLY DRY BEFORE CONCRETE IS PLACE. IF THE SOIL IS SOFTENED BY

WATER OR FOOT TRAFFIC, THE EXCAVATION SHALL BE EXTENDED BELOW THE SOFTENED MATERIAL AND

THE BOTTOM OF THE FOOTINGS LOWERED TO SUIT.

2.9 PROVIDE FOOTINGS BELOW ALL LOAD BEARING MASONRY WALLS AND ALL NON-LOAD BEARING MASONRY

WALLS THICKER THAN 190 MM AS PER TYPICAL DETAILS. ALL NON-LOAD BEARING MASONRY WALLS 190 MM

THICK OR LESS SHALL BE SUPPORTED ON A THICKENING OF THE SLAB-ON-GRADE AS PER TYPICAL DETAILS.

3.0 UNDERPINNING

3.1 REFER TO DRAWINGS FOR APPLICABLE UNDERPINNING PLANS, SECTIONS AND TYPICAL DETAILS.

3.2 MATERIALS:

3.2.1 CONCRETE: MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS, F'C= 25 MPA.

3.2.2 GROUT: APPROVED NON-SHRINK PRE-MIXED DRY-PACK BAG GROUT WITH A MINIMUM COMPRESSIVE

STRENGTH AT 28 DAYS, F'C= 35 MPA.

3.3 EXECUTION

3.3.1 CONSTRUCT UNDERPINNING IN SEGMENTS WITH A MAXIMUM LENGTH OF 1220 MM (4'-0”).

3.3.2 UNDERPINNING SHALL BE CONSTRUCTED IN A MINIMUM OF FOUR CONSECUTIVE STAGES AS SHOWN

NUMBERED 1, 2, 3 AND 4 ABOVE AND ON PLANS. CONSTRUCT ALL SEGMENTS NUMBERED “1”, THEN ALL

SEGMENTS NUMBERED “2”, ETC.

3.3.3 AT ALL TIMES, ENSURE THAT THERE IS A MINIMUM FOOTING LENGTH OF 2400 MM (8'-0”) FULLY

SUPPORTED ON UNDISTURBED SOIL OR ON NEW UNDERPINNING BETWEEN EXCAVATED SEGMENTS.

3.3.4 INSTALL UNDERPINNING AS FOLLOWS:

3.3.4.1 EXCAVATE TO THE REQUIRED ELEVATION, LEAVING A TEMPORARY BERM SLOPED AT A RISE OF 7

IN A RUN OF 10 AGAINST THE EXISTING FOOTING.

3.3.4.2 FOR EACH SEGMENT IN TURN, EXCAVATE THE BERM AND THE SOIL UNDER THE EXISTING

FOOTING FOR THE WIDTH OF THE SEGMENT.

3.3.4.3 IMMEDIATELY POUR UNDERPINNING THE SAME WIDTH AS THE FOOTING, STOPPING 75 MM (3”)

BELOW THE UNDER SIDE OF THE FOOTING. ENSURE THAT NO VOIDS EXIST BETWEEN THE SOIL

FACE AND THE UNDERPINNING.

3.3.4.4 A MINIMUM OF 48 HOURS AFTER POURING, COMPLETELY FILL THE GAP BETWEEN THE

UNDERPINNING AND THE FOOTING WITH GROUT.

3.3.4.5 AFTER GROUT HAS ATTAINED A MINIMUM OF 50% OF ITS SPECIFIED STRENGTH, PROCEED WITH

THE FOLLOWING SEGMENTS IN A SIMILAR MANNER.

3.3.4.6 ADEQUATELY SHORE THE EXISTING WALL AND UNDERPINNING UNTIL THE NEW STRUCTURE CAN

SAFELY SUPPORT THE LATERAL EARTH PRESSURE.

3.3.5 VERTICAL HEIGHT OF UNDERPINNING SHALL NOT EXCEED 1200 MM (4'-0”) UNLESS IT IS CONSTRUCTED IN

MULTIPLE LIFTS, EACH NOT EXCEEDING 1200 MM (4'-0”).

3.3.6 WHERE UNDERPINNING HAS THE POTENTIAL TO BE BELOW THE WATER TABLE OR WHERE DRAINAGE

MAY BE A PROBLEM, PROVIDE A CONTINUOUS BENTONITE STRIP AT ALL COLD JOINTS BETWEEN NEW

AND EXISTING OR PREVIOUSLY POURED CONCRETE.

3.3.7 REFER TO MECHANICAL AND/OR ARCHITECTURAL DRAWINGS FOR WEEPING TILE REQUIREMENTS.

4.0 SLAB-ON-GRADE

4.1 PLACE SLAB-ON-GRADE ON SUB GRADE MATERIAL CAPABLE OF SUSTAINING A MINIMUM SERVICE LIMIT

STATE (SLS) BEARING CAPACITY OF 25 KPA WITHOUT SETTLEMENT RELATIVE TO THE BUILDING FOOTINGS.

4.2 PRIOR TO PLACING SLAB-ON-GRADE PLACE 200 MM OF 20 MM MAXIMUM SIZE CLEAR CRUSHED STONE OVER

THE SUB-GRADE. THOROUGHLY ROLL AND CONSOLIDATE TO THE LINES AND LEVELS REQUIRED.

5.0 CONCRETE

5.1 MATERIALS

5.1.1 CONCRETE

i) CONFORM TO THE REQUIREMENTS OF CSA STANDARD A23.1 AND THE FOLLOWING FOR

STRENGTH, SLUMP, WATER-TO-CEMENTING MATERIALS CONTENT AND AIR CONTENT.

ii) NOMINAL MAXIMUM SIZE OF AGGREGATE SHALL BE 20 MM (3/4”). USE SMALLER AGGREGATES AS

APPROPRIATE IN AREAS OF CONGESTED REINFORCING STEEL OR TO IMPROVE WORKABILITY.

MODIFY MIX DESIGNS TO SUIT.

TOLERANCE FOR SLUMP SHALL BE +/-20MM FOR SPECIFIED SLUMP LESS THAN 80MM AND +/- 30MM FOR

SPECIFIED SLUMP BETWEEN 80MM AND 170MM

* SPECIAL CONCRETE HANDLING AND PLACING METHODS OR THE USE OF A SUPER PLASTICIZER WILL

BE REQUIRED TO PLACE THIS CONCRETE. FINAL PLASTICIZED SLUMP SHALL BE +/- 125MM.

** WHERE AGGREGATES SMALLER THAN 14MM ARE USED, INCREASE AIR CONTENT BY 1%

*** CONCRETE EXPOSED TO DE-ICING CHEMICALS SHALL HAVE DCI CORROSION INHIBITOR @ 11L/M^3

DOSAGE OR APPROVED EQUIVALENT.

5.1.2 REINFORCEMENT

i) CONFORM TO THE REQUIREMENTS OF CSA G30 SERIES.

ii) REINFORCING BARS SHALL HAVE A MINIMUM YIELD STRENGTH FY = 400 MPA.

iii) WELDED WIRE FABRIC SHALL HAVE A MINIMUM YIELD STRENGTH FY = 386 MPA. SUPPLY IN FLAT

SHEETS.

5.2 EXECUTION

5.2.1 CONCRETE MIXING, TRANSPORTATION, HANDLING AND PLACING SHALL CONFORM TO CSA A23.1.

5.2.2 DOWELS

i) PROVIDE DOWELS TO WALLS AND COLUMNS SIMILAR IN NUMBER, SIZE, AND SPACING TO THE

VERTICAL STEEL IN THE WALL OR COLUMN EXCEPT WHERE NOTED OTHERWISE.

ii) ALL DOWELS SHALL HAVE A MINIMUM EMBEDMENT EQUIVALENT TO THE STRAIGHT TENSION

EMBEDMENT LENGTH CORRESPONDING TO THE SIZE OF BAR. DOWELS FROM WALLS TO SLABS

SHALL HAVE A MINIMUM EMBEDMENT OF 600 MM INTO WALLS AND SLABS UNLESS OTHERWISE

NOTED OR SHOWN.

5.2.3 CONSTRUCTION JOINTS

i) HORIZONTAL CONSTRUCTION JOINTS SHALL NOT BE MADE IN BEAMS OR JOISTS UNLESS SHOWN

OR REVIEWED BY THE CONSULTANT(S).

ii) VERTICAL CONSTRUCTION JOINTS MAY BE MADE ONLY AT MID-SPAN OF BEAMS, JOISTS, AND

SLABS UNLESS OTHERWISE SHOWN OR DIRECTED AND SHALL BE CLEAR OF SUPPORTS AND

POINT LOADS. ALL SUCH JOINTS SHALL BE REVIEWED BY THE CONSULTANT(S) PRIOR TO

CONCRETING.

iii) PROVIDE 38 X 89 KEYS AT CONSTRUCTION JOINTS UNLESS OTHERWISE NOTED.

iv) CONSTRUCTION JOINTS FOR WALLS ARE BASED UPON VERTICAL JOINTS AT A MAXIMUM SPACING

OF 10000MM.

5.2.5 MINIMUM CONCRETE COVER TO REINFORCEMENT: CONFORM TO THE REQUIREMENTS OF CSA

STANDARD A23.1 AND THE FOLLOWING FOR COVER TO REINFORCING. ALL COVER VALUES ARE IN

MM.

i) NOT EXPOSED (N) AND FOR FIRE RATING

ADDITIONAL CONCRETE COVER REQUIREMENTS AS APPLICABLE. THE CONDITION WITH THE

GREATER COVER REQUIREMENT SHALL GOVERN.

ii) ALL CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH OR ROCK:

(1) 35M BARS AND SMALLER = 75MM

(2) 45M BARS AND LARGER = 2X THE NOMINAL BAR DIAMETER

iii) CONCRETE EXPOSED TO CHLORIDES (C-1, C-3):

(1) 30M BARS AND SMALLER = 60MM

(2) 35M BARS AND LARGER = 2X THE NOMINAL BAR DIAMETER

5.2.6 FINISHING

iv) REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR THE REQUIRED FINISH TO

EXPOSED CONCRETE. ALL HONEYCOMBING SHALL BE CUT OUT AND FILLED. FLOOR FINISHES

SHALL BE AS REQUIRED BY THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS AND SHALL

CONFORM TO CSA A23.1 (CLASS A FINISH UNLESS NOTED OTHERWISE).

5.2.7 WHERE ONE-WAY SLABS ARE PARALLEL TO AND INTEGRAL WITH BEAMS OR WALLS, PROVIDE 10M AT

250 MM C/C TOP REINFORCING PERPENDICULAR TO THE SPAN OF THE BEAM OR WALL UNLESS

NOTED OTHERWISE ON PLAN. THIS TOP REINFORCEMENT IS TO PROJECT 0.30 TIMES THE CLEAR

SPAN OF THE ONE-WAY SLAB OR A MINIMUM OF 900 MM BEYOND BOTH SIDES OF THE BEAM OR

WALL. AT A DISCONTINUOUS EDGE OF SLAB, HOOK TOP REINFORCEMENT DOWN INTO OUTER FACE

OF BEAM OR WALL.

5.2.8 IN HOUSEKEEPING PADS AND FLOATING SLABS PROVIDE 10M AT 250 MM C/C MIDDLE EACH WAY

UNLESS OTHERWISE NOTED ON PLAN OR TYPICAL DETAILS. SEE ARCHITECTURAL, MECHANICAL

AND ELECTRICAL DRAWINGS FOR LOCATION AND SIZE OF PADS.

5.2.9 PROVIDE CAMBER TO SLABS AND BEAMS AS NOTED ON PLANS AND/OR DETAILS. CAMBER BOTH

UNDERSIDE AND TOP OF CONCRETE TO MAINTAIN THE SLAB AND BEAM DEPTH SHOWN ON THE

DRAWINGS UNLESS SHOWN AND NOTED OTHERWISE.

5.2.10 PROVIDE INSERTS AND ANCHOR BOLTS IN ELEVATOR PITS AND SHAFTS AS REQUIRED.

6.0 PRECAST CONCRETE DECK

6.1 MATERIALS

6.1.1 CONFORM TO THE ONTARIO BUILDING CODE REGULATION 419, CSA A251M, AND CAN-A23.4M.

6.1.2 CONFORM TO THE OTHER REQUIREMENTS OF THESE GENERAL NOTES, INCLUDING CONCRETE AND

REINFORCING.

6.2 DESIGN AND EXECUTION

6.2.1 DESIGN DECK, INCLUDING REINFORCING, STRAND, OPENINGS, JOINT CONNECTIONS, SUPPORT

CONNECTIONS, CONCRETE, GROUT AND THE LIKE IN ACCORDANCE WITH THE ONTARIO BUILDING

CODE 2006, FOR THE FORCES SHOWN ON THE DRAWINGS.

6.2.2 CONFORM TO THE OTHER REQUIREMENTS OF THESE GENERAL NOTES, INCLUDING CONCRETE AND

REINFORCING.

6.2.3 DESIGN DECK FOR THE NET UPLIFT SHOWN BUT NOT LESS THAN 1.0 KPA.

6.2.4 DESIGN DECK FOR THE DIAPHRAGM SHEAR SHOWN BUT NOT LESS THAN 7.0 KN/M.

6.2.5 INDICATE OPENINGS AND REINFORCEMENT FOR OPENINGS ON THE SHOP DRAWINGS. COOPERATE

WITH OTHER TRADES IN ORDER TO OBTAIN ALL INFORMATION NECESSARY TO LOCATE OPENINGS

EITHER SHOWN OR IMPLIED.

6.2.6 MAINTAIN A SET OF PLANT RECORDS, AND PROVIDE COPIES TO THE CONSULTANT.

6.2.7 PROVIDE MINIMUM 90MM FULL BEARING ON SUPPORTS.

6.2.8 PROVIDE LATERAL SUPPORT TO THE TOPS OF SUPPORTING BEAMS.

6.2.9 PREPARE THE DECK TOP SURFACE AS APPROPRIATE FOR THE INTENDED FINAL FINISH OR

TREATMENT. SEE ARCHITECTURAL DRAWINGS FOR FINISHES.

6.2.10 EXERCISE PARTICULAR CARE WHERE DECK IS EXPOSED TO VIEW IN THE FINISHED BUILDING, SO

THAT THE EXPOSED SURFACE IS LEFT CLEAN WITHOUT DEFECTS.

7.0 STRUCTURAL STEEL

7.1 STRUCTURAL STEEL DESIGN DETAILS AND CONNECTIONS SHALL CONFORM TO CSA S16 AND SHALL BE

DESIGNED BY A LICENSED PROFESSIONAL ENGINEER EXPERIENCED IN THIS TYPE OF WORK.

7.2 WELDING SHALL CONFORM TO CSA W59 AND BE PERFORMED BY A FABRICATOR CERTIFIED TO CSA W47.1.

7.3 MATERIALS

7.3.1 WIDE FLANGE SHAPES - CONFORM TO THE REQUIREMENTS OF CSA G40.21 GRADE 350W

7.3.2 HSS MEMBERS - CONFORM TO THE REQUIREMENTS OF CSA G40.21 GRADE 350W, CLASS C.

7.3.3 BOLTS, NUTS AND WASHERS - ASTM A490.

7.3.4 ANCHOR RODS - CONFORM TO THE REQUIREMENTS OF ASTM A490.

7.3.5 ALL OTHER - CONFORM TO THE REQUIREMENTS OF CSA G40.21 GRADE 300W

7.3.6 STEEL DECK - CONFORM TO THE REQUIREMENTS OF CAN/CSA-S136

7.4 EXECUTION

7.4.1 FABRICATION, HANDLING AND ERECTION SHALL CONFORM TO CSA S16.

7.4.2 CO-ORDINATE WITH MECHANICAL AND ELECTRICAL CONSULTANTS AND SUB-TRADES WHOSE WORK

MAY AFFECT DETAILING, FABRICATION, AND ERECTION OF THE STEEL STRUCTURE.

7.4.3 PROVIDE A MINIMUM BEARING OF 200 MM FOR ALL STEEL BEAMS BEARING ON MASONRY AND A

MINIMUM OF 100 MM ON STRUCTURAL STEEL, UNLESS NOTED OTHERWISE.

7.4.4 CENTRE BEARING PLATES UNDER BEAMS, OR AS NOTED.

7.4.5 BEARING PLATE DIMENSION GIVEN FIRST INDICATES SIDE PARALLEL TO BEAM WEB.

7.4.6 WALL PLATE DIMENSION GIVEN FIRST INDICATES THE VERTICAL DIMENSION OF THE PLATE.

7.4.7 NO STRUCTURAL STEEL SHALL BE CUT WITHOUT THE PERMISSION OF THE CONSULTANT.

7.4.8 WHERE MOMENT CONNECTIONS ARE REQUIRED, BUT DESIGN VALUES ARE NOT NOTED, DESIGN

CONNECTIONS FOR THE FULL MOMENT CAPACITY OF THE SMALLEST MEMBER.

7.4.9 SPLICES SHALL BE DESIGNED TO DEVELOP THE FULL CAPACITY OF THE MEMBERS AT THE POINT OF

THE SPLICE. MEMBERS SHALL NOT BE SPLICED AT POINTS OF MAXIMUM STRESS OR IN THE VICINITY

OF POINT LOADS. NO SPLICES SHALL BE MADE UNLESS SHOWN ON THE DRAWINGS OR REVIEWED

AND APPROVED BY THE CONSULTANT(S).

7.4.10 ALL STRUCTURAL STEEL EXPOSED TO THE ELEMENTS SHALL BE FULLY GALVANIZED IN

ACCORDANCE WITH CSA G164 TO A MINIMUM ZINC COATING OF 600G/SQ.M.

7.4.11 WHERE COLUMNS ARE STABILIZED BY WALLS PROVIDE COLUMN ANCHORS AT ABUTTING WALLS.

PROVIDE TEMPORARY BRACING UNTIL WALLS ARE BUILT TIGHT TO COLUMNS.

7.4.12 PROVIDE FRAMING AROUND ALL OPENINGS IN STEEL DECK AS SPECIFIED. REFER TO TYPICAL

DETAIL FOR DETAILS. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR

OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

7.4.13 PROVIDE FULL HEIGHT WEB STIFFENERS AT ALL BEAMS BEARING ON COLUMNS AND ALL BEAMS

SUPPORTING COLUMNS. WEB STIFFENERS SHALL BE OF THE SAME SIZE AND THICKNESS AS THE

COLUMN FLANGES AND SHALL ALIGN WITH THE FLANGES OF THE SUPPORTING COLUMN.

7.4.14 COORDINATE THE SHAPE AND SIZE OF GUSSET PLATES TO ENSURE THAT THEY DO NOT INTERFERE

WITH ARCHITECTURAL FINISHES, MECHANICAL SERVICES, AND THE LIKE.

7.4.15 PROVIDE ANCHOR BOLTS AND CAST-IN-PLATES WITH ANCHORS AND ANCHORS REQUIRED TO

CONNECT STRUCTURAL STEEL TO CAST-IN-PLACE CONCRETE.

7.4.16 LENGTH OF ANCHOR BOLTS AND SIMILAR DEVICES IS GIVEN FOR THE STRAIGHT LENGTH WITHOUT

HOOK. PROVIDE A WELDED 64X64X13 (THICK) PLATE WITH WASHER AND NUT AT BOTTOM OF ALL

ANCHOR BOLTS UNLESS NOTED OTHERWISE.

7.4.17 CONNECT ALL COLUMNS TO THE BASE PLATES FOR THE LARGER OF THE FOLLOWING FORCES IN

ADDITION TO ANY OTHER FORCES SHOWN:

i) AT BRACING FOR THE FACTORED HORIZONTAL COMPONENTS FROM THE BRACE.

ii) FOR 3% OF THE FACTORED VERTICAL COLUMN LOAD APPLIED HORIZONTALLY.

8.0 STEEL DECK

8.1 MATERIALS

8.1.1 ALL STEEL DECK SHALL BE AS PER PLAN AND SHALL CONFORM TO CAN/CSA-S136 AND THE

FOLLOWING;

i) CSSBI 10M FOR ROOF DECKING.

8.1.3 THE ROOF STRUCTURE DESIGN HAS BEEN BASED ON THE FOLLOWING PROPERTIES OF COMPOSITE

STEEL DECK;

i) 38 MM DECK = P-3606 BY CANAM

8.1.4 ALTERNATE TYPES OF STEEL DECK, WITH SIMILAR PROPERTIES, MAY BE ACCEPTABLE, SUBJECT TO

REVIEW BY THE CONSULTANT(S).

8.1.6 MINIMUM ZINC COATING OF Z275 FOR EXTERIOR DECKING AND DECKING EXPOSED TO VIEW.

8.1.8 MINIMUM 1.22MM STEEL CONFORMING TO ABOVE STANDARDS FOR COVER PLATES, CELL CLOSURES,

WEB STIFFENERS, EDGE STRIPS, AND FLASHING.

8.1.9 FORM ROOF DECK WITH INTEGRAL RIBS OF A SHAPE TO MATCH EXISTING DECK WHERE

REPAIR/REPLACEMENT OF EXISTING DECK IS REQUIRED.

8.2 EXECUTION

8.2.1 STEEL DECK DESIGN DETAILS AND CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF

ONTARIO REGULATION 322/12, (THE BUILDING CODE), AS AMENDED, AND SHALL BE DESIGNED BY A

LICENSED PROFESSIONAL ENGINEER EXPERIENCED IN THIS TYPE OF WORK.

8.2.2 REFER TO PLANS FOR DESIGN LOADS ON STEEL DECK.

8.2.3 DESIGN, PROVIDE, AND CONNECT METAL EDGE AND CLOSURE STRIPS, METAL SCREEDS, FLASHINGS

AND THE LIKE.

8.2.4 DESIGN FRAMING FOR 450MM OR SMALLER OPENINGS IN ROOF DECK, AND 300MM OR SMALLER

OPENINGS IN FLOOR DECK. FOR ROOF OPENINGS GREATER THAN 450MM AND FLOOR OPENINGS

GREATER THAN 300MM INSTALL REINFORCING IN ACCORDANCE WITH THE STRUCTURAL FRAMING

DETAILS SHOWN ON PLANS OR TYPICAL DETAILS.

8.2.5 WHENEVER STRUCTURAL FRAMING PERMITS ALL STEEL DECK SHALL BE DESIGNED AND

FABRICATED TO SPAN CONTINUOUSLY OVER AT LEAST 4 SUPPORTS (3 SPANS). PROVIDE AN

ADEQUATE INCREASE IN THICKNESS OF METAL TO COMPENSATE FOR CONTINUITY WHENEVER

FEWER SUPPORTS OCCUR.

8.2.6 LAP ENDS OF NON-COMPOSITE DECK UNITS A MINIMUM OF 50MM AND ONLY OVER SUPPORTING

MEMBERS.

8.2.7 SUPPLY AND INSTALL STEEL PACKING AS REQUIRED TO PRODUCE AN EVEN BEARING PRESSURE AT

SUPPORTS.

8.2.8 MAKE FUSION WELDS TO SUPPORTING MEMBERS WELL WITHIN BEARING WIDTH OF SUPPORT

MEMBERS.

8.2.9 AS A MINIMUM, WELD DECK TO SUPPORTS AND PERIMETER ELEMENTS WITH HILTI X-EDN19 SCREWS

IN A 36/4 PATTERN.

8.2.10 AS A MINIMUM, FASTEN SIDE JOINTS OF DECK UNITS BETWEEN SUPPORTS BY CLINCHING AT 600MM

INTERVALS OR WITH #10 SCREWS T 300MM INTERVALS.

8.2.11 PAINT WELDS AND REPAIR DAMAGED COATING WITH GALVACON COATING.

8.2.12 DO THE FOLLOWING WHERE DECKING IS EXPOSED TO VIEW;

i) LAP ENDS OF DECK UNITS ONLY OVER SUPPORTING MEMBERS. NO SEAMS ARE PERMITTED

WITHIN SPANS.

ii) KEEP DECK FREE OF DIRT, SCALE, FOREIGN MATTER, DENTS OR DEFORMATIONS.

iii) KEEP FUSION WELDS WELL WITHIN THE BEARING WIDTH OF SUPPORTING MEMBERS.

iv) AVOID WELD DAMAGE TO THE DECK OR ITS SUPPORTS.

8.2.13 THE SUSPENSION OF ELEMENTS INCLUDING, BUT NOT LIMITED TO: ARCHITECTURAL FINISHES,

MECHANICAL AND ELECTRICAL PIPING, DUCTWORK, CONDUIT, ETC. FROM ROOF DECK IS NOT

PERMITTED.

L I S T O F S T R U C T U R A L D R A W I N G S

SHEET No. SHEET TITLE

S101 GENERAL NOTES

S102 GENERAL NOTES

S103 TYPICAL DETAILS





S201 PART FOUNDATION PLAN

S202 PART ROOF FRAMING PLAN

S401 SECTIONS AND DETAILS



STRUCTURAL ELEMENT

AND EXPOSURE

EXPOSURE

CLASS PER

CSA A23.1

CONCRETE

STRENGTH

f'c (MPa)

SLUMP

(mm)

MAX W/C

RATIO

AIR

CONTENT

GRADE BEAMS

FOUNDATION WALLS

ADJACENT TO PAVING

FOOTINGS AND CAPS

25 80

35 80C-1 0.40 5%-8%

SLABS-ON-GRADE

NOT EXPOSED TO

CHLORIDES OR FREEZING

25 40* 0.45

FRAMED SLABS AND BEAMS

30 80

FRAMED SLABS AND BEAMS

EXPOSED TO DE-ICING

CHEMICALS

35 80C-1 0.40 5%-8%

INTERIOR WALLS

30 80

TOPPINGS ON CONCRETE

25 40*

EXTERIOR PAVING

32 60C-2 0.45 5%-8%

UNDERPINNING

25 80

LOCATION AND

STRUCTURAL ELEMENT

SLABS

25M AND SMALLER

COLUMNS (VERTICAL

35M AND SMALLER

STIRRUPS AND TIES

FIRE RATING (HOURS)

UP TO 1 1.5 2 3 4

30M

WALLS

25M AND SMALLER

REINFORCING)

30 30 30 35 40

25 25 25 35 40

40 40 50 50 63

25 40 50 50 63

30

30M 30 40 50 50 63

T: 416 203 7600 F: 416 203 3342

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DRAWING NO:

DRAWING TITLE:

PROJECT:

NO.

ISSUE DATE:

DATE DESCRIPTION

PROJECT NO:

SCALE:

DRAWN BY:

REVIEWED BY:

NOTE: This drawing is the property of the architect and may not be reproduced

or used without the expressed consent of the architect. The contractor shall be

responsible for checking and verifying all levels and dimensions and shall

report all discrepancies to the architect and obtain clarification prior to

commencing work.

17417

NAZ

CN/MH

ST BARNABAS CATHOLIC

ELEMENTARY SCHOOL - CHILDCARE ADDITION

30 WASHBURN WAY SCARBOROUGH ON

Project No. 17-1235A

All reproduction & intellectual property rights reserved c 2018

207 Adelaide St. E., Suite 200

Toronto, ON M5A 1M8

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01 19.02.27 ISSUED FOR PERMIT

02 19.03.14 RE-ISSUED FOR PERMIT

Professional Seal

03 20.06.15 ISSUED FOR TENDER

S101

GENERAL NOTES AND

TYPICAL DETAILS

AS NOTED

10.0 MASONRY

10.1 MATERIALS

10.1.1 ALL MASONRY UNITS SHALL COMPLY WITH THE REQUIREMENTS OF CSA STANDARD A371-04,

MINIMUM NET AREA COMPRESSIVE STRENGTH, 15 MPA (ALL OF SECOND FLOOR), 20 MPa (ALL OF

GROUND FLOOR U/N), 25 MPa (ALONG GRID LINE G).

10.1.2 GROUT FILL - MINIMUM 28-DAY COMPRESSIVE STRENGTH, 15 MPA (ALL OF SECOND FLOOR), 20 MPa

(ALL OF GROUND FLOOR U/N), 25 MPa (ALONG GRID LINE G).

10.1.3 MORTAR - CONFORM TO THE REQUIREMENTS OF CSA STANDARD A179-04, TYPE S.

10.2 EXECUTION

10.2.1 COMPLY WITH MORTAR MANUFACTURER'S WRITTEN RECOMMENDATIONS, INCLUDING PRODUCT

TECHNICAL BULLETINS, DATASHEETS, HANDLING, STORAGE, AND INSTALLATION INSTRUCTIONS.

10.2.2 SUPPLY AND INSTALL MASONRY CONNECTORS AND REINFORCEMENT IN ACCORDANCE WITH CSA

A370, CSA A371, CSA A23.1 AND CSA S304.1.

10.2.3 TIE MASONRY VENEER TO BACKING IN ACCORDANCE WITH ONTARIO REGULATION 332/12 (THE

BUILDING CODE) AS AMENDED, CSA A371, CSA A304.1 AND AS INDICATED IN THE ARCHITECTURAL

DRAWINGS AND SPECIFICATIONS.

10.2.4 WHERE REINFORCING BARS, DOWELS, ANCHOR BOLTS, ETC. ARE SHOWN EMBEDDED IN MASONRY,

BUILD THESE TIGHT INTO MASONRY VOIDS WITH GROUT FILL IN ACCORDANCE WITH CSA A371, CSA

A179 AND CSA S304.1. PROVIDE SUPPORT DURING POSITIONING OF REINFORCING BARS.

10.2.5 BENEATH STEEL AND CONCRETE BEAMS AND COLUMNS, PROVIDE A MINIMUM DEPTH OF 400 MM OF

100% SOLID MASONRY UNITS OR HOLLOW MASONRY UNITS FILLED SOLID, PROJECTING A MINIMUM

OF 200 MM BEYOND THE EDGES OF BEARING PLATES, EXCEPT AS NOTED OTHERWISE.

10.2.6 BENEATH SLABS, METAL OR TIMBER DECK, AND STEEL OR TIMBER JOISTS, PROVIDE A MINIMUM

DEPTH OF 200 MM OF 100% SOLID MASONRY UNITS OR HOLLOW MASONRY UNITS FILLED SOLID.

10.2.7 BENEATH STEEL, CONCRETE OR REINFORCED MASONRY LINTELS PROVIDE A MINIMUM LENGTH OF

200 MM AND A MINIMUM DEPTH OF 200 MM OF 100% SOLID MASONRY UNITS OR HOLLOW MASONRY

UNITS FILLED SOLID.

10.2.8 BUILD MASONRY TIGHT INTO WEBS OF ALL WALL BEARING STEEL BEAMS AT THEIR POINTS OF

BEARING.

10.2.9 BUILD MASONRY TIGHT INTO WEBS OF ALL STEEL COLUMNS.

10.2.10 WHERE 100% SOLID MASONRY UNITS ARE NOTED, THE MASONRY SHALL BE SET WITH FULLY FILLED

JOINTS USING TYPE MORTAR AS DEFINED IN CSA STANDARD A179-04.

10.2.11 REINFORCING SHALL NOT BE CONTINUOUS ACROSS MOVEMENT JOINTS UNLESS NOTED

OTHERWISE.

10.2.12 DO NOT FIELD BEND REINFORCEMENT AND CONNECTORS EXCEPT WHERE INDICATED OR

APPROVED BY THE CONSULTANT.

10.2.13 REPLACE ALL REINFORCING BARS AND CONNECTORS THAT DEVELOP CRACKS AND/OR SPLITS.

11.0 LINTELS

11.1 PROVIDE LINTELS OVER ALL OPENINGS OR RECESSES IN MASONRY WALLS, INCLUDING THOSE FOR

MECHANICAL OR ELECTRICAL SERVICE OR EQUIPMENT. SEE ARCHITECTURAL, MECHANICAL AND

ELECTRICAL DRAWINGS FOR OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

11.2 ALL LINTELS SHALL BEAR ON A MINIMUM OF 200MM (8”) DEEP SOLID MASONRY AT EACH END UNLESS

OTHERWISE SHOWN.

11.3 SEE TYPICAL DETAILS FOR LINTEL SIZES AND DETAILS UNLESS NOTED OTHERWISE

12.0 POST-INSTALLED ANCHORS

12.1 MATERIALS:

12.1.1 EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE

FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI (CANADA) CORPORATION. CONTACT HILTI AT

(800) 363-4458 FOR PRODUCT RELATED QUESTIONS.

12.2 EXECUTION

12.2.5 ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI

OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.

SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE

STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS

DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE

VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED FOR COMPLIANCE WITH

THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY,

AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR

EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION

TEMPERATURE.

12.2.6 INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR

PACKAGING.

12.2.7 OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE HILTI PROFI SYSTEM.

12.2.8 THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE

ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE

STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF

THE CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE

COMMENCEMENT OF INSTALLING ANCHORS.

12.2.9 ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY

OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND

EDGE CLEARANCES INDICATED ON THE DRAWINGS.

12.2.10 EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC

ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE

CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO

LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE

ANCHORS, BY HILTI FERROSCAN, HILTI PS 1000, GPR, X-RAY, CHIPPING OR OTHER MEANS.

13.0 ALTERATION AND/OR CONNECTION TO EXISTING STRUCTURE

13.1 ALL DETAILS SHOWN ARE BASED ON INFORMATION AVAILABLE FROM BASE BUILDING DRAWINGS ONLY AND

WERE PREPARED BASED ON THE FOLLOWING ASSUMPTIONS:

13.1.1 THE WORKMANSHIP AND MATERIAL EMPLOYED ON THE EXISTING BUILDING WERE OF GOOD QUALITY

AND THE STRUCTURE HAS NOT EXPERIENCED DETERIORATION OF AN EXTENT THAT WOULD AFFECT

ITS PERFORMANCE.

13.1.2 ALL EXISTING FRAMING, INCLUDING BEARING WALLS, STRUCTURAL STEEL, STRUCTURAL CONCRETE,

TIMBER FRAMING, ETC., IS REASONABLY TRUE AND PLUMB.

13.2 THE PROPOSED SCHEDULE OF WORK TO BE COORDINATED WITH ALL SUB TRADES, THE CONSULTANT(S)

AND OWNER.

13.3 INVESTIGATE THE EXISTING BUILDING TO DETERMINE THE ACTUAL FIELD CONDITIONS. TAKE FIELD

DIMENSIONS AND PERFORM OTHER INSPECTION NECESSARY TO CARRY OUT DESIGN OF SHORING,

BRACING, AND THE LIKE, TO SCHEDULE THE SEQUENCE OF OPERATIONS, AND TO PREPARE SHOP

DRAWINGS AND DETAILS.

13.4 PRIOR TO PROCEEDING WITH THE WORK, DETERMINE THE EXACT FOUNDING ELEVATIONS OF EXISTING

FOOTINGS ADJACENT TO THE NEW WORK. REPORT THESE FINDINGS TO THE CONSULTANT(S).

13.5 PRIOR TO FABRICATION OF STRUCTURAL STEEL, OPEN UP ALL AREAS WHERE CONNECTIONS ARE TO BE

MADE TO EXISTING WORK AND TAKE FIELD MEASUREMENTS. MODIFY METHODS FOR CONNECTING TO SUIT

SITE CONDITIONS FOUND AND TO THE APPROVAL OF THE CONSULTANT(S). CARRY OUT LOCAL REPAIRS TO

THE EXISTING WORK AS NECESSARY AND AS DIRECTED BY THE CONSULTANT(S).

13.6 SHORE EXISTING WORK AS REQUIRED UNTIL ALL NEW WORK HAS BEEN COMPLETED AND REVIEWED BY THE

CONSULTANT(S).

13.7 SHORE FLOORS AS REQUIRED TO SUPPORT CRANES, HOISTS AND OTHER CONSTRUCTION EQUIPMENT.

13.8 DESIGN SHORING, BRACING, NEEDLING, SCAFFOLDING, AND THE LIKE, IN ACCORDANCE WITH THE

REQUIREMENTS OF ONTARIO REGULATION 332/12, THE BUILDING CODE AS AMENDED. DESIGN SUCH

TEMPORARY ELEMENTS SUCH THAT LOADS APPLIED TO THEM WILL BE SAFEY CARRIED. SUPERIMPOSED

LIVE LOADS, CONSTRUCTION LOADS, AND WIND LOADS SHALL BE TAKEN INTO ACCOUNT AND THE LATERAL

STABILITY OF THE ELEMENTS SUPPORTED AND THE SHORING AND NEEDLING SHALL BE INSURED.

13.9 PREPARE AND COORDINATE THE DESIGN OF SHORING AND THE LIKE, IN COOPERATION WITH OTHER

TRADES SUCH THAT NEW WORK MAY BE INSTALLED AS REQUIRED.

13.10 PROVIDE SLOTTED HOLES AND FRICTION TYPE BOLTED CONNECTIONS TO CONNECT NEW STEEL TO

EXISTING WORK.

13.11 DO NOT CUT CONCRETE REINFORCEMENT UNLESS REVIEWED AND APPROVED BY THE CONSULTANT.

13.12 WHERE REQUIRED TO AVOID CUTTING EXISTING REINFORCEMENT, MODIFY THE LAYOUT OF NEW THROUGH

BOLTS, EXPANSION ANCHORS AND OTHER ANCHORING DEVICES.

13.13 MAKE GOOD THE EXISTING WORK.

15.0 SUBMITTALS

15.1 SUBMIT FOR REVIEW BY THE VARIOUS CONSULTANTS, DETAILED SHOP DRAWINGS FOR ALL TEMPORARY

AND PERMANENT STRUCTURAL WORK. THIS INCLUDES BUT IS NOT LIMTED TO:

15.1.2 CONCRETE AND REINFORCEMENT

i) SUBMIT CONCRETE MIX DESIGNS ALONG WITH A BRIEF DESCRIPTION OF WHERE EACH MIX WILL

BE USED FOR REVIEW BY THE CONSULTANT(S).

ii) SUBMIT REINFORCING PLACING DRAWINGS AND BAR LISTS FOR REVIEW BY THE CONSULTANT(S).

iii) PROVIDE TEST CYLINDERS IN ACCORDANCE WITH CAN3-A23.1 BUT A MINIMUM OF 3 CYLINDERS

FROM EACH LOAD OF CONCRETE, TO BE TESTED; 1 AT 7 DAYS AND 2 AT 28 DAYS.

15.1.3 PRECAST CONCRETE DECK

i) DESIGN DETAILS, CONNECTIONS, AND THE LIKE IN ACCORDANCE WITH THE ONTARIO BUILDING

CODE FOR THE FORCES SHOWN ON THE DRAWINGS.

ii) SUBMIT SKETCHES AND DESIGN CALCULATIONS STAMPED AND SIGNED BY A QUALIFIED

PROFESSIONAL ENGINEER LICENSED IN PROVINCE OF ONTARIO FOR NON STANDARD

CONNECTIONS.

iii) SUBMIT SHOP, ERECTION, AND SETTING DRAWINGS FOR REVIEW BY THE CONSULTANT(S).

iv) ENSURE FABRICATOR DRAWINGS SHOWING DESIGNED ASSEMBLIES, COMPONENTS AND

CONNECTIONS ARE STAMPED AND SIGNED BY QUALIFIED PROFESSIONAL ENGINEER LICENSED IN

THE PROVINCE OF ONTARIO.

v) AT THE REQUEST OF THE CONSULTANT SUBMIT CALCULATIONS BEARING THE SIGNATURE AND

SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THE PROVINCE OF ONTARIO.

15.1.4 STRUCTURAL STEEL

i) DESIGN DETAILS, CONNECTIONS, AND THE LIKE IN ACCORDANCE WITH THE ONTARIO BUILDING

CODE FOR THE FORCES SHOWN ON THE DRAWINGS.

ii) SUBMIT SKETCHES AND DESIGN CALCULATIONS STAMPED AND SIGNED BY A QUALIFIED

PROFESSIONAL ENGINEER LICENSED IN PROVINCE OF ONTARIO FOR NON STANDARD

CONNECTIONS.

iii) SUBMIT SHOP, ERECTION, AND SETTING DRAWINGS FOR REVIEW BY THE CONSULTANT(S).

iv) ENSURE FABRICATOR DRAWINGS SHOWING DESIGNED ASSEMBLIES, COMPONENTS AND

CONNECTIONS ARE STAMPED AND SIGNED BY QUALIFIED PROFESSIONAL ENGINEER LICENSED IN

THE PROVINCE OF ONTARIO.

15.1.5 METAL DECK

i) DESIGN DECK, INCLUDING CONNECTIONS TO SUPPORTING MEMBERS, IN CONFORMANCE WITH

THE REQUIREMENTS OF CAN/CSA-S136, FOR THE FORCES SHOWN ON THE DRAWINGS.

ii) SUBMIT SHOP DRAWINGS STAMPED AND SIGNED BY A QUALIFIED PROFESSIONAL ENGINEER

LICENSED IN THE PROVINCE OF ONTARIO.

15.2 THE CONTRACTOR SHALL ALLOW FOR A OF 5 WORKING DAYS TURNAROUND TIME FOR THE SHOP

DRAWINGS BY THE STRUCTURAL CONSULTANT.

15.3 OUR REVIEW OF THE SHOP DRAWINGS IS ONLY FOR GENERAL CONFORMITY WITH STRUCTURAL CONTRACT

DOCUMENTS AND SPECIFICATIONS. COMMENTS MADE ON THE SHOP DRAWINGS DURING THIS REVIEW DO

NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE STRUCTURAL

CONTRACT DOCUMENTS AND SPECIFICATIONS, NOR DO THEY AUTHORIZE ANY CHANGES TO THE

CONTRACT. REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE REVIEW OF AN ASSEMBLY OF WHICH THE

ITEM IS A COMPONENT. THE CONTRACTOR'S RESPONSIBILITIES INCLUDE ALL QUANTITIES, DETAIL

DIMENSIONS, FIELD MEASUREMENTS, FABRICATION PROCESS, MEANS, METHODS, SEQUENCES AND

PROCEDURES OF CONSTRUCTION, COORDINATION OF WORK WITH ALL TRADES AND PERFORMING ALL

WORK IN A SAFE AND SATISFACTORY MANNER. THE REVIEW OF SHOP DRAWINGS DOES NOT IMPLY ANY

CHANGE IN ANY OTHER CONSULTANTS' OR PROFESSIONALS' RESPONSIBILITY RELATED TO DESIGN OF

SPECIFIC ITEMS AS OUTLINED BY THE SPECIFICATIONS (SUCH AS STRUCTURAL STEEL CONNECTIONS,

STEEL JOISTS, PRECAST ELEMENTS, ETC.). AFTER REVIEW, THE DRAWINGS WILL BE STAMPED AND

RETURNED TO SHOW ONE OF THE FOLLOWING:

NOT REVIEWED SHOWS WORK WHICH IS NOT WITHIN THE SCOPE OF STRUCTURAL CONSULTING SERVICES.

REVIEWED NO DEVIATIONS FROM THE CONTRACT DOCUMENTS NOTED.

NOTED WE HAVE MADE COMMENTS, TO BE REVIEWED/INCORPORATED. SUBMIT RECORD PRINT.

RESUBMIT REVISE AND RESUBMIT FOR REVIEW.

16.0 QUALITY CONTROL

16.1 GENERAL

16.1.1 PROVIDE A SYSTEM OF QUALITY CONTROL TO ENSURE THAT THE MINIMUM STANDARDS SPECIFIED

HEREIN ARE ATTAINED.

16.1.2 BRING TO THE ATTENTION OF THE CONSULTANT(S) ANY DEFECTS IN THE WORK OR DEPARTURES

FROM THE CONTRACT DOCUMENTS, WHICH MAY OCCUR DURING CONSTRUCTION. THE

CONSULTANT(S) WILL DECIDE UPON CORRECTIVE ACTION AND GIVE RECOMMENDATIONS IN

WRITING.

16.1.3 THE CONSULTANT'S GENERAL REVIEW DURING CONSTRUCTION AND INSPECTION AND TESTING BY

INDEPENDENT INSPECTION AND TESTING AGENCIES REPORTING TO THE CONSULTANT(S) ARE BOTH

UNDERTAKEN TO INFORM THE OWNER/CLIENT OF THE CONTRACTOR'S PERFORMANCE AND SHALL IN

NO WAY AUGMENT THE CONTRACTOR'S QUALITY CONTROL OR RELIEVE THE CONTRACTOR OF

CONTRACTUAL RESPONSIBILITY.

16.2 NOTIFICATION

16.2.1 PRIOR TO COMMENCING SIGNIFICANT SEGMENTS OF THE WORK, GIVE THE CONSULTANT(S) AND

INDEPENDENT INSPECTION AND TESTING COMPANIES APPROPRIATE NOTIFICATION (MINIMUM 24

HOURS) SO AS TO AFFORD THEM REASONABLE OPPORTUNITY TO REVIEW THE WORK. FAILURE TO

MEET THIS REQUIREMENT MAY BE CAUSE FOR THE CONSULTANT(S) TO CLASSIFY THE WORK AS

DEFECTIVE.

16.3 INSPECTION AND TESTING

16.3.1 THE CONSULTANT(S) WILL APPOINT AN INDEPENDENT INSPECTION AND TESTING COMPANY TO MAKE

INSPECTIONS OR PERFORM TESTS AS THE CONSULTANT(S) DIRECTS. THE INDEPENDENT

INSPECTION AND TESTING COMPANIES SHALL BE RESPONSIBLE ONLY TO THE CONSULTANT(S) AND

SHALL MAKE ONLY SUCH INSPECTIONS OR TESTS AS THE CONSULTANT(S) MAY DIRECT.

16.4 DEFECTIVE MATERIALS AND WORK

16.4.1 WHERE EVIDENCE EXISTS THAT DEFECTIVE WORK HAS OCCURRED OR THAT WORK HAS BEEN

CARRIED OUT INCORPORATING DEFECTIVE MATERIALS, THE CONSULTANT(S) MAY HAVE TESTS,

INSPECTIONS OR SURVEYS PERFORMED, ANALYTICAL CALCULATIONS OF STRUCTURAL STRENGTH

MADE, AND THE LIKE, IN ORDER TO HELP DETERMINE WHETHER THE WORK MUST BE CORRECTED

OR REPLACED. TESTS, INSPECTIONS OR SURVEYS OR CALCULATIONS CARRIED OUT UNDER THESE

CIRCUMSTANCES WILL BE MADE AT THE CONTRACTOR'S EXPENSE, REGARDLESS OF THEIR

RESULTS, WHICH MAY BE SUCH THAT, IN THE CONSULTANT'S OPINION, THE WORK MAY BE

ACCEPTABLE.

16.4.2 ALL TESTING SHALL BE CONDUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF ONTARIO

REGULATION 332/12 (THE BUILDING CODE) AS AMENDED, EXCEPT WHERE THIS WOULD, IN THE

CONSULTANT'S OPINION, CAUSE UNDUE DELAY OR GIVE RESULTS NOT REPRESENTATIVE OF THE

REJECTED MATERIAL IN PLACE. IN THIS CASE, THE TESTS SHALL BE CONDUCTED IN ACCORDANCE

WITH THE STANDARDS GIVEN BY THE CONSULTANT(S).

16.4.3 MATERIALS OR WORK, WHICH FAILS TO MEET SPECIFIED REQUIREMENTS, MAY BE REJECTED BY THE

CONSULTANT(S) WHENEVER FOUND AT ANY TIME PRIOR TO FINAL ACCEPTANCE OF THE WORK

REGARDLESS OF PREVIOUS INSPECTION. IF REJECTED, DEFECTIVE MATERIALS OR WORK SHALL BE

PROMPTLY REMOVED AND REPLACED OR REPAIRED TO THE SATISFACTION OF THE CONSULTANT(S),

AT NO EXPENSE TO THE OWNER.

DESIGN NOTES:

1.0 GENERAL

1.1 THE STRUCTURE HAS BEEN STRUCTURAL ALTERATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE

REQUIREMENTS OF ONTARIO REGULATION 332/12 (THE BUILDING CODE) AS AMENDED.

1.2 STRUCTURAL STEEL ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CAN/CSA S16, LIMITS STATES

DESIGN OF STRUCTURAL STEEL.

1.3 REINFORCING CONCRETE ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CSA A23.3, DESIGN OF

CONCRETE STRUCTURES.

1.4 LOAD BEARING MASONRY ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CSA STANDARD

CAN3-S304.1, DESIGN FOR MASONRY STRUCTURES.

1.5 COLD FORMED STRUCTURAL STEEL ELEMENTS ARE DESIGNED IN ACCORDANCE WITH S136, COLD FORMED

STEEL STRUCTURAL MEMBERS.

1.6 ALL CODES, MANUALS, STANDARDS, AND SPECIFICATIONS REFERRED TO SHALL BE THE LATEST EDITIONS

INCLUDING ALL REVISIONS AND ADDENDA.

2.0 IMPORTANCE FACTOR

2.1 THE BUILDING HAS BEEN DESIGNED BASED ON A HIGH IMPORTANCE FACTOR.

2.2 LOAD IMPOSED ON BUILDING HAVE BEEN BASED ON THE FOLLOWING IMPORTANCE FACTORS:

SNOW: IULS = 1.15 ISLS = 0.9

WIND: IULS = 1.15 ISLS = 0.75

SEISMIC: IULS = 1.3 ISLS = 1.0

3.0 LIVE LOADS ON ROOFS

3.1 ALL ROOF AREAS HAVE BEEN DESIGNED TO RESIST THE WORST CASE LOADING DUE TO SNOW, RAIN, AND

WIND AS PER REQUIREMENTS OF THE ONTARIO BUILDING CODE. THE DESIGN PARAMETERS FOR THESE

LOADS ARE AS FOLLOWS:

3.1.1 SNOW LOADS

i) THE 1-IN-50 YEAR GROUND SNOW LOAD, SS, OF 1.2, AND THE ASSOCIATED 1-IN-50 YEAR RAIN

LOAD, SR, OF 0.4, HAVE BEEN CONSIDERED IN THE DESIGN OF THE ROOF STRUCTURE,

RESULTING IN A BASIC ROOF SNOW LOAD OF 1.57 KPA.

ii) ADDITIONAL SNOW ACCUMULATION ADJACENT TO HIGHER WALLS, ROOFS, MECHANICAL UNITS,

AND OTHER OBSTRUCTIONS HAVE BEEN CONSIDERED AND ARE INDICATED ON PLANS WHERE

APPLICABLE.

3.1.2 RAIN LOADS

i) DESIGN OF THE ROOF STRUCTURE IS BASED ON THE ASSUMPTION THAT CONTROL FLOW ROOF

DRAINS SATISFY ALL REQUIREMENTS OF THE NATIONAL PLUMBING CODE OF CANADA.

ii) THE TOTAL LOAD ASSOCIATED WITH THE 24 HOUR RAINFALL IS EQUIVALENT TO 92 MM OF WATER

OVER THE ENTIRE ROOF AREA.

iii) THE DISTRIBUTION OF THE RAIN LOAD HAS BEEN MODIFIED TO ACCOUNT FOR THE ACTUAL ROOF

SLOPES AND PROFILE.

3.1.3 WIND UPLIFT LOADS

i) ROOF ELEMENTS SUCH AS ROOF DECKING AND THEIR CONNECTIONS ARE DESIGNED FOR UPLIFT

PRESSURE DUE TO WIND AS PER THE KEY PLAN SHOWN ON DRAWING TYPICAL DETAIL TD-G02.

4.0 LATERAL LOADS ON FOUNDATION WALLS

4.1 WALLS RETAINING EARTH ARE DESIGNED TO SAFELY WITHSTAND A HORIZONTAL PRESSURE P IN KPA (PSF)

AT ANY DEPTH H IN M (FT) GIVEN BY THE EXPRESSION:

P = K (GH + Q)

WHERE:

SOIL PRESSURE COEFFICIENT (K) = 0.31

UNIT WEIGHT OF SOIL (G) = 21 KN/M3

SURCHARGE (Q) = 4.8 KPA

4.2 THE WALLS HAVE BEEN DESIGNED ASSUMING FREE DRAINING BACKFILL WHICH DOES NOT PERMIT THE

BUILD-UP OF HYDROSTATIC PRESSURE.

4.3 THE WALLS HAVE BEEN DESIGNED TO RESIST LATERAL PRESSURES ASSOCIATED WITH DYNAMIC BEHAVIOR

DURING A SEISMIC EVENT BASED ON THE REQUIREMENTS OF CLAUSE 4.1.8.16 (4) OF THE ONTARIO BUILDING

CODE.

5.0 LATERAL LOADS ON STRUCTURAL FRAME

5.1 THE STRUCTURE HAS BEEN DESIGNED TO RESIST THE WORST CASE LOADING DUE TO WIND AND SEISMIC

ACTIVITY AS PER REQUIREMENTS OF THE ONTARIO BUILDING CODE. THE DESIGN PARAMETERS FOR THESE

LOADS ARE AS FOLLOWS:

5.1.1 WIND LOADS

ii) THE 1-IN-50 YEAR WIND LOADING FOR TORONTO(SCARBOROUGH) IS Q 1/50 = 0.47 KPA.

iii) EXPOSURE FACTOR: CE BASED ON OPEN TERRAIN CONDITION

iv) CP AND CG BASED ON FIGURE I-7 OF THE USER'S GUIDE - NBC 2005 STRUCTURAL

COMMENTARIES.

v) DESIGN BASE SHEAR DUE TO WIND (V):

NORTH-SOUTH DIRECTION = 60 KN.

EAST-WEST DIRECTION = 72 KN.

5.1.2 SEISMIC LOADS

i) SEISMIC FORCES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE EQUIVALENT STATIC

FORCE PROCEDURE AS DETAILED UNDER CLAUSE 4.1.8.11 OF THE 2012 ONTARIO BUILDING

CODE.

ii) DESIGN GROUND MOTION VALUES FOR TORONTO(SCARBOROUGH) ARE:

SA(0.2) = 0.190

SA(0.5) = 0.110

SA(1.0) = 0.068

SA(2.0) = 0.022

PGA = 0.076

iii) SITE CLASSIFICATION FOR SEISMIC RESPONSE = C

iv) ACCELERATION AND VELOCITY COEFFICIENTS:

FA = 1.0

FV = 1.0

v) THE SEISMIC FORCE RESISTING SYSTEM (SFRS): CONVENTIONAL CONSTRUCTION MASONRY

SHEAR WALLS

RD = 1.5 RO = 1.5

vi) DESIGN BASE SHEAR DUE TO SEISMIC LOADS (V):

NORTH-SOUTH DIRECTION = 283 KN.

EAST-WEST DIRECTION = 283 KN.

vii) SEISMIC HAZARD INDEX: IeFaSa(0.2) = 1.3 * 1.0 * 0.190 = 0.247

6.0 FUTURE EXTENSIONS

6.1 THE STRUCTURE HAS NOT BEEN DESIGNED FOR FUTURE EXTENSION.

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S102

GENERAL NOTES AND

TYPICAL DETAILS

AS NOTED

TD-G01 STRUCTURAL ABBREVIATIONS

A BOLT ANCHOR BOLT

ADJ ADJUSTABLE

AESS ARCHITECTURAL EXPOSED

STRUCTURAL STEEL

AFF ABOVE FINISHED FLOOR

AIFB ASPHALT IMPREGNATED

FIBREBOARD

ALT ALTERNATE

ARCH ARCHITECTURAL

ASL ADDITIONAL ACCUMULATED

SNOW LOAD

@ AT

B, BOTT BOTTOM

B/B BACK TO BACK

BEW BOTTOM EACH WAY

BH BOREHOLE

BLL BOTTOM LOWER LAYER

BLDG BUILDING

BM BEAM

BPL BEARING/BASE PLATE

BRDG BRIDGING

BUL BOTTOM UPPER LAYER

c CAMBER

C EPOXY COATED

c/c, o/c CENTRE TO CENTRE

CA, CB COLUMN ABOVE,

COLUMN BELOW

CANT CANTILEVER

Cf COMPRESSIVE FORCE (FACTORED)

CJ CONTROL JOINT

CL CLEAR

CL, CENTRELINE

COL COLUMN

COMP COMPOSITE

CONC CONCRETE

CONT CONTINUOUS

C/W COMPLETE WITH

DEMO DEMOLITION

DET DETAIL

DIA, Ø DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DP DEEP

DWG(S) DRAWING(S)

DWL(S) DOWEL(S)

DN DOWN

EA EACH

EE EACH END

EF EACH FACE

ELEC ELECTRICAL

EL ELEVATION

ELEV ELEVATOR

EMBED EMBEDMENT

EQ EQUAL

ES EACH SIDE

EX, EXIST EXISTING

EJ, EXP JT EXPANSION JOINT

E-W EAST WEST

EW EACH WAY

EXT EXTERIOR

f'c 28 DAYS CONCRETE

COMPRESSIVE STRENGTH

FDN FOUNDATION

FF FAR FACE

FIN FINISHED

FL FLOOR

ft FOOT, FEET

FTG FOOTING

Fy YIELD STRENGTH

GA GAUGE

GALV GALVANIZED

GEN GENERAL

HEF HORIZONTAL EACH FACE

Hf HORIZONTAL FORCE (FACTORED)

HH HOOK EACH END

HIF HORIZONTAL INSIDE FACE

HOF HORIZONTAL OUTSIDE FACE

H, HORZ HORIZONTAL

HSC HORIZONTALLY SLOTTED CONNECTION

HSS HOLLOW STEEL SECTION

IF INSIDE FACE

IN INCH(ES)

INT INTERIOR

JT JOINT

K KIP, 1000 LBS

K-ft KIP FEET

kg KILOGRAM(S)

KLF KIPS PER LINEAR FOOT

kN KILONEWTON

kN-m KILONEWTON METRE

kN/m KILONEWTON PER METRE

kPa KILOPASCAL

KSF KIPS PER SQUARED FOOT

KSI KIPS PER SQUARED INCH

L SINGLE ANGLE

LE LEFT END

LG LONG

LL LIVE LOAD, LOWER LAYER

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

m METRE

MC MOMENT CONNECTION

(FULL MOMENT UNLESS NOTED)

MECH MECHANICAL

Mf MOMENT (FACTORED)

ML MIDDLE LAYER

mm MILLIMETRE

MPa MEGAPASCAL

Mxf BENDING MOMENT

ABOUT x-x AXIS (FACTORED)

Myf BENDING MOMENT

ABOUT y-y AXIS (FACTORED)

NF NEAR FACE

NIC NOT IN CONTRACT

N-S NORTH-SOUTH

NTS NOT TO SCALE

OF OUTSIDE FACE

OPEN OPENING

OWSJ OPEN WEB STEEL JOIST

Pf AXIAL FORCE (FACTORED)

PC PRECAST

PL PLATE

PLF POUNDS PER LINEAR FOOT

PROJ PROJECTION

PSF POUNDS PER SQUARE FOOT

PT PRESSURE TREATED

RD ROOF DRAIN

Rf REACTION (FACTORED)

RAD RADIUS

REINF REINFORCED, REINFORCEMENT

REF REFERENCE

RE RIGHT END

REQ'D REQUIRED

REV REVISION, REVISED

R/W REINFORCED WITH

SDF STEP DOWN FOOTING

SECT SECTION

SIM SIMILAR

SL SLAB

SOG SLAB ON GRADE

SPDD STANDARD PROCTOR DRY DENSITY

ST STRAIGHT

STIFF STIFFENER

STIR STIRRUP

STRUCT STRUCTURAL

STD STANDARD

SQ SQUARE

T TOP

Tf TENSILE FORCE (FACTORED)

TEMP TEMPORARY, TEMPERATURE

TEW TOP EACH WAY

TJ TIE JOIST

TLL TOP LOWER LAYER

TMf TORSIONAL MOMENT (FACTORED)

TOD TOP OF DECK

TOS TOP OF STEEL/SLAB

TRANS TRANSVERSE

TUL TOP UPPER LAYER

TYP TYPICAL

UL UPPER LAYER

U/N UNLESS NOTED OTHERWISE

U/S UNDERSIDE

V, VERT VERTICAL

Vf VERTICAL SHEAR FORCE (FACTORED)

VBF VERTICAL BRACED FRAME

VEF VERTICAL EACH FACE

VIF VERTICAL INSIDE FACE

VOF VERTICAL OUTSIDE FACE

VSC VERTICALLY SLOTTED CONNECTION

W WIDE FLANGE BEAM

WT WEIGHT, STRUCTURAL TEE

WWF WELDED WIRE FABRIC OR WELDED WIDE FLANGE

W.P. WORKING POINT

C

L

TD-G02ROOF UPLIFT DIAGRAM

UPLIFT DESIGN REQUIREMENTS

ZONE

STEEL DECK

-

HOLLOWCORE

ELEMENTS

1

2

3

1

TD-C01 WALL FOOTINGS

TYPICAL STEPPING DETAIL

FOR STRIP FOOTINGS

(MARKED SDF ON PLAN)

SLAB THICKENING UNDER

190 mm (8") NON LOAD BEARING WALLS

1

1

1

1

400 mm

25

0m

m

SE

E P

LA

N

SLAB ON GRADE

2-15 CONT LAP AT

CORNERS AND

JUNCTIONS

NON LOAD BEARING

CONC BLOCK WALL

NOTE:

PROVIDE STRIP FOOTING AS PER LOAD BEARING

WALL IF ANY OF THE FOLLOWING CONDITIONS ARE PRESENT.

(a) WALL EXCEEDS 4.0 m IN HEIGHT

(b) SLAB ON GRADE IS EXPOSED TO FROST.

T-D

EP

TH

O

F

ST

RIP

F

OO

TIN

G

600 mm (2'-0") MIN

(2'-0")

MIN

(2

'-0

")

MA

X

D

T

M

I

N

IF TOTAL HEIGHT OF STEPPING

'D' EXCEEDS 1800 mm (6'-0"),

PROVIDE INTERMEDIATE HORIZONTAL

SECTIONS WITH A MINIMUM HORIZONTAL

LENGTH OF 1200 mm (4'-0") BETWEEN

STEPPED FOOTINGS

STRIP FOOTING FOR ALL LOAD BEARING

WALLS AND THOSE NON LOAD BEARING

GREATER THAN 190 mm (8") THICK

STRIP FOOTINGS

FOR CONCRETE WALLS

100100

20

0

45

0 (1

'-6

") F

OR

1

0M

&

1

5M

60

0 (2

'-0

") F

OR

2

0M

A

ND

L

AR

GE

R

100100

20

0

MASONRY WALL

2-15 CONT LAP

AT CORNERS AND

JUNCTIONS OF

FOOTINGS

PROVIDE INSIDE FACE

VERTICAL DOWELS

SAME SIZE AND SPACING

AS VERTICAL WALL

REINFORCING

2-15 CONT

PROVIDE 38x89 KEY AT

WALLS 200 mm (8") THICK

AND OVER

PIPES CROSSING BENEATH

CONT WALL FOOTINGS

RELATION TO ADJACENT

FOOTINGS AND EXCAVATIONS

7

10

7

10

ADJUST FOOTING ELEVATIONS SHOWN ON DRAWINGS

IF NECESSARY TO MAINTAIN THE MAX 7 T0 10 SLOPE

BETWEEN FOOTINGS AND ADJACENT EXCAVATIONS

FOR DRAINS OR OTHER ITEMS.

LINE OF

EXCAVATION

t

B

t

MIN

50 mm (2") GROUT

IF EXCAVATION

IS DONE AFTER

FOOTING IS POURED

UNDISTURBED SOIL

PROVIDE 10 MPa CONCRETE

BACKFILL WHERE

EXCAVATION RUNS ACROSS

AND UNDER THE LINE OF

FOOTING

50 mm (2")

OF APPROVED

HIGHLY COMPRESSIVE

MATERIAL AROUND PIPE

RUNS

WHEN 'B' EXCEEDS 2000 mm (6'-7") FOOTING

SHALL BE STEPPED DOWN FROM BOTH SIDES

TO MAINTAIN 2000 mm (6'-7") SPAN

10

7

60

0 m

m

600

(1

0")

(1'-4")

(8

")

(4") (4") (4")

(4")

(8

")

600 mm (2'-0")

MIN

38x89 KEY

60

0 m

m (2

'-0

")

MIN

1-15

CONT

15@400 DOWELS

TO FLOOR SLAB

UNLESS NOTED

OTHERWISE ON

DRAWINGS

10

7 MAX

10

00

m

m (3

'-4

") M

IN

18

0 m

m

200 mm (8")

300 mm (1'-0")

PIT AND TRENCH DETAILS

10@400 EW

(3 BARS BOT MIN)

WITH 75 (3") COVER

10@400 EW OR

SLAB REINFORCING

IF SPECIFIED

1-15 ALL AROUND

SLOPE TO

SUIT SOIL

25

00

m

m (8

'-2

") M

AX

18

0

200 (8")

500 mm (1'-8")

10@250 EW

50

0 m

m

1-15 ALL AROUND

10@250 EW

WITH 75 mm (3") COVER

TO BOTTOM

PROVIDE SHORING

IN TRENCHES OVER

1200 mm (4'-0") IN DEPTH

DURING BACKFILLING

REINFORCING AT CORNERS OF WALLS

60

0 m

m (2

'-0

")

MIN

PROVIDE

VERT WALL

REINF

CORNER BARS

SAME SIZE &

SPACING AS

HORIZONTAL

WALL REINF

ANCHORAGE "A"

500 (1'-8") FOR 10 & 15 BARS

600 (2'-0") FOR 20 & LARGER

TYPICAL

REINFORCING AT INTERSECTIONS OF WALLS

A

DOWELS SAME

SIZE & SPACING

AS HORIZONTAL

WALL REINFORCING

PROVIDE VERT WALL

REINFORCING

PLAN

PLAN

A

38x89

KEY AT

CONSTRUCTION

JOINTS

2000 (6'-7") MAX WIDTH

(1

'-8

")

(7

")

(7

")

CONCRETE WALLS, PITS AND TRENCHESTD-C02

DETAIL OF TOP OF WALL/GRADE BEAM

TD-C03UNDERPINNING

UNDERPINNING NOTES:

1. UNDERPINNING SHALL BE CONSTRUCTED USING CONCRETE WITH A MINIMUM

28 DAY STRENGTH (F'c) OF 25 MPa.

2. UNDERPINNING SHALL BE COMPLETED IN SECTIONS NOT EXCEEDING A MAXIMUM OF 1,200 mm (4'-0") IN LENGTH.

3. UNDERPINNING SHALL BE COMPLETED AS PER SEQUENCE SHOWN ON PLAN, WITH ALL SECTIONS DENOTED "1" BEING

COMPLETED PRIOR TO STARTING SECTION "2" AND SO FORTH. ENSURE CONCRETE HAS REACHED 70% STRENGTH PRIOR

TO COMMENCING WITH AN ADJACENT SECTION. INSTALL RAM PACK GROUT PRIOR TO COMMENCING AN ADJACENT SECTION

(REFER TO NOTE 4).

4. MAINTAIN A 75 mm (3") GAP BETWEEN THE UNDERSIDE OF THE EXISTING FOOTING AND THE TOP OF THE UNDERPINNING.

RAM PACK GAP TIGHT WITH NON-SHRINK GROUT. INSTALLATION OF GROUT SHALL COMMENCE NO SOONER THAN 24 HOURS

AFTER PLACING OF UNDERPINNING.

5. AT LOCATIONS WHERE UNDERPINNING FOUNDING ELEVATIONS VARY ADJUST THE SEQUENCE OF INSTALLATION SUCH THAT

ALL SECTIONS FOUNDED AT LOWEST ELEVATION ARE COMPLETED PRIOR TO PROCEEDING WITH THE ADJACENT SECTION.

6. UNDERPINNING IS TO BE PLACED DIRECTLY AGAINST EXISTING UNDISTURBED SOIL, EMPLOY MEASURES TO PREVENT LOSS

OF MATERIAL FROM BENEATH THE EXISTING BUILDING, ADJACENT PROPERTY, ETC.

7. EMPLOY MEASURES TO ENSURE AGAINST VOIDS IN CONCRETE, NON-SHRINK GROUT, ETC.

8. PROVIDE ALL NECESSARY SHORING TO SAFELY CARRY OUT THIS WORK AND TO PREVENT DISTRESS IN THE EXISTING

BUILDING.

4 1 2 3 4 1 2

PLAN

SEQUENCE OF UNDERPINNING

SEE NOTE # 3

EXISTING WALL

4 1 2 3 4

1 2

ELEVATION

EXISTING WALL

SECTION

75

m

m (3

")

(2

4") M

AX

ST

EP

U

/N

B

Y

GE

OT

EC

HN

IC

AL

SE

E N

OT

E #

5

EXISTING

FOUNDATION AND

FOOTING

RAM PACK GROUT

SEE NOTE # 4

UNDERPINNING

60

0 m

m

TD-C05 FOOTINGS AND BASES FOR STEEL COLUMNS

C

L

COLUMN, CAP AND FOOTING

COLUMN BASE PLATE

A

FINISHED FLOOR

SEE COLUMN SCHEDULE OR PLAN

50 mm (2") NON SHRINK GROUT

AS SPECIFIED UNLESS

OTHERWISE NOTED.

10M TIES (2 TIES MINIMUM) SPACED

@ THE LESSER OF 500 (1'-8") OR

AT LEAST CAP DIMENSION.

PROVIDE 50 mm (2") CLEAR COVER

TO TIES (TYP)

4-20 DOWELS WITH STANDARD HOOKS

SUPPORTED ON BOTTOM

REINFORCING

A

75 mm (3") OF CONCRETE PROJECTION

AROUND ALL BASE PLATES.

PROVIDE STANDARD HOOK ON

BOTTOM BARS WHEN NOTED

TO BE HOOKED ON FOOTING

SCHEDULE OR PLAN

FOOTING. SEE FDN PLAN OR

FOOTING SCHEDULE

NOTES:

1. WHERE RATIO OF CAP HEIGHT TO CAP WIDTH (H/W) EXCEEDS 3, PROVIDE 0.5% VERTICAL STEEL

WITH 10M TIES @ THE LESSER OF 500 mm (1'-8") OR THE LEAST CAP DIMENSION (2 TIES MINIMUM).

2. HEIGHT (H) OF CAP SHALL BE MINIMUM OF 2 x PROJECTION (A) BUT NOT LESS THAN 200 mm (8").

3. SEE COLUMN SCHEDULE FOR ADDITIONAL REQUIREMENTS.

4. MINIMUM FOUR (4) ANCHOR ROD SPECIFIED IN ACCORDANCE WITH CSA S16 CLAUSE 25.2.

ERECTOR TO PROVIDE SPECIAL PRECAUTIONS IF LESS THAN FOUR ANCHORS INSTALLED.

75

m

m (3

")

CO

VE

R

75 mm (3")

COVER

75 mm

POUR SLAB ON GRADE DOWN

TO TOP OF CAP

REFER TO PLAN OR

COLUMN SCHEDULE AS MIN.

PROVIDE 4-20 mm BY 475 mm (1'-6")

LONG (INCLUDING 75 mm (3")

HOOK) ANCHOR RODS

5

0

CA

P

HE

IG

HT

(H

)

FOOTING DEPTH

SEE SCHEDULE

(3") HOOK

(2

")

30

0

(1

2")

10

0 (4

")

PR

OJE

CT

IO

N

FU

LL

Y T

HR

EA

DE

D

TD-C07

20

0 m

m (8

") C

LE

AR

'T'

(MIN)

'T

'

(M

IN

)

REFER TO TD-C22 RECTANGULAR WALL

OPENING FOR ADDITIONAL WALL

REINFORCING. NOTE DIAGONAL BARS AT

OPENING CORNERS ARE NOT REQUIRED.

STEP DOWN FTG

CONT WALL FTG

PROVIDE 50 mm (2") OF APPROVED

COMPRESSIBLE MATERIAL AROUND

SERVICE RUNS. TYPICAL

'T

'

TYPICAL DETAIL OF SERVICES THRU FOUNDATION WALL TD-C10 SLAB ON GRADE, JOINTS, STEPS, SAWCUTS AND STAIRS

CONCRETE STAIRS

SUPPORTED ON GRADE

1

1

1

1

300

25

0 m

m

10

" M

IN

300

300 300

DOWELS 15@300x1500 LG

STEEL STAIRS

SUPPORTED ON GRADE

1

1

1

1

700 mm

25

0 m

m

10

" M

IN

10@250

STEEL STAIR BY OTHERS

300

300

10@250

CONT 4-10

CONT 4-10

REINF

SEE PLAN

REINF

SEE PLAN

TYPICAL SAWCUT ISOLATION JOINT AROUND COLUMN

CONSTRUCTION JOINT

STEPS UP TO 750 mm (2'-6")

1

1

t

REINF

SEE PLAN

300

75

0 m

m (2

'-6

")

MA

X

40

m

m (1

1

/2

")

CL

EA

R

D

D/4

REINF SEE PLAN

(DO NOT CUT)

SAWCUT

@ 30xD c/c MAX

NOTES:

1. SAWCUT CONTROL JOINTS AS SOON AS CONCRETE

HAS SET SUFFICIENTLY TO AVOID RAVELLING EDGES,

BUT IN NO CASE MORE THAN 18 HRS AFTER PLACING

SLAB.

2. WHEN SLAB IS NOT LESS THAN 21 DAYS OLD, REMOVE

RESIDUE IN JOINT BY FLUSHING AND FILL JOINT

WITH MORTAR CONTAINING CEMENT, SAND, AND

LATEX BONDING AGENT.

SAWCUTS

PROVIDE DIAMOND SHAPED SAWCUT

AROUND COLUMN

OR POUR CONCRETE

AROUND COLUMN AS SEPARATE

POUR MIN 7 DAYS AFTER POURING

SURROUNDING SLAB

COLUMN

8

0

m

m

±

(

3

1

/

8

"

)

(1'-0")

(1'-0") (1'-0")

(1'-0")(1'-0")

(1'-0")

(1'-0")

(2'-4")

FIRST POURSECOND POUR

1.72 kPa4

5

STEEL DECK & HOLLOWCORE

2.23 kPa

-

-

0.25 kPa

-

-

-

-

-

0.23 kPa

0.25 kPa

0.21 kPa

0.17 kPa

DOWNWARD FORCE

ELEMENTS

23

4

4

5

5

4

5

5

4

5

5

2

2

2

3

3

3

5 5

1.75m, TYP

1.75m

1.75m, TYP

T: 416 203 7600 F: 416 203 3342

lga-ap.com

DRAWING NO:

DRAWING TITLE:

PROJECT:

NO.

ISSUE DATE:

DATE DESCRIPTION

PROJECT NO:

SCALE:

DRAWN BY:

REVIEWED BY:





commencing work.

17417

NAZ

CN/MH







Toronto, ON M5A 1M8

416-599-(LINK) 5465






Professional Seal


S103

GENERAL NOTES AND

TYPICAL DETAILS

AS NOTED

TD-C22

TYPICAL DETAIL OF ADDITIONAL REINFORCEMENT

12

00

m

m

1200 mm

O

P

E

N

I

N

G

PROVIDE VERTICAL & HORIZONTAL

REINFORCING FLANKING THE SIDES

OF THE OPENING EQUIVALENT TO

THE AREA OF REINFORCEMENT

CUT BY THE OPENING BUT AT

LEAST 1-20 EACH FACE

1-15x1500 LG

FOR WALLS

UP TO 200 & 1-15 x 1500 LG EA

FACE FOR WALLS OVER 200

(8"). HOOK AS NECESSARY

HOOK ALL BARS CUT

AT OPENING

600 mm (2'-0") MIN OR HOOK

AT CONCRETE WALL OPENINGS

RECTANGULAR WALL OPENING

ld

ld

TENSION DEVELOPMENT LENGTH, ld

ld

DETAIL OF REINFORCING AT OPENINGS IN CONCRETE WALLS

D1, D2 = DIAMETER OF OPENING

(TYPICAL UNLESS OTHERWISE NOTED ON DWGS)

60

0 m

m

(2

'-0

") M

IN

600 mm

(2'-0") MIN

TYPICAL

TY

PIC

AL

MIN GREATER OF

2D1 AND 2D2

D1 D2

REFER TO

RECTANGULAR

WALL OPENING

FOR ADDITIONAL

REINFORCING.

NOTE DIAGONAL BARS AT

OPENING CORNERS ARE

NOT REQUIRED.

AT LOCATIONS WHERE OPENING IS BELOW GRADE.

PROVIDE 50 mm (2") OF APPROVED COMPRESSIBLE

MATERIAL AROUND SERVICE RUNS. TYPICAL.

(4'-0") MAX

(4'-0") M

AX

TD-C27 CONSTRUCTION JOINTS

SLAB

REINFORCEMENT

SL

AB

"D

"

ADD 3 STIRRUPS AT ONE HALF THE

STIRRUP SPACING EACH SIDE OF JOINT'

REFER TO BEAM SCHEDULE FOR SPACING

ADD 15@200 x 2000 LG

(ADD 15@8" x 6'-8"LG)

EACH FACE WHERE NO

REINFORCEMENT IS SHOWN

IN BEAM SCHEDULE

38x89 KEY FOR D < 400mm

(1

1

2

x 3

1

2

FOR D < 1'-4")

38x140 KEY FOR D > 400mm

(1

1

2

x 5

1

2

FOR D > 1'-4")

AT MAX VERTICAL SPACING OF 400mm

(1'-4") c/c. STOP KEY 75mm (3") FROM

ARCHITECTURALLY EXPOSED FACES.

EXTEND BEAM REINFORCEMENT

THROUGH JOINT FOR FULL LENGTH

STIPULATED IN BEAM SCHEDULE

AND/OR TYPICAL DETAILS

BEAM

ADD 10@400 (10@16") TOP

x 1000 (3'-4") LONG WHEN

NOTED ON PLAN

SHEAR KEY

SEE BELOW

EXTEND SLAB REINFORCEMENT THROUGH

JOINT FOR FULL LENGTH STIPULATED ON

PLAN AND/OR TYPICAL DETAILS

CLASS "B"

TENSION

LAP SPLICE

SHEAR KEY

SEE BELOW

ADD 10@400 (10@16")

SMOOTH/NON-DEFORMED BAR IN MIDDLE LAYER x 1000 (3'-4")

LONG WHEN NO REINFORCEMENT IS NOTED ON PLAN.

SLAB ON GRADESTRUCTURAL SLAB

SHEAR KEYS AT SLAB JOINTS

SLAB ON COMPOSITE STEEL DECK

NOTES:

1. LOCATION OF CONSTRUCTION JOINTS IN BEAMS AND SUSPENDED SLABS

SHALL BE AT MID SPAN ONLY.

2. ALL CONSTRUCTION JOINT LOCATIONS MUST BE APPROVED BY THE

ENGINEER.

WELDED WIRE FABRIC

REFER TO PLAN

38x38 (1

1

2

"x1

1

2

") KEY IN SLABS t ≤

150 (6")

38x89 (1

1

2

"x3

1

2

") KEY IN SLABS t > 150 (6") & ≤

250 (10")

38x140 (1

1

2

"x5

1

2

") KEY IN SLABS t > 250 (10") & ≤

350 (14")

38x184 (1

1

2

"x7

1

2

") KEY IN SLABS t > 350 (14")

t

TD-C28 SAW CUTS IN SLAB ON GRADE

NOTES:

1. SAW CUTTING SHALL BE WITHIN 4 TO 12 HOURS OF PLACING CONCRETE.

2. FOR SLABS REINFORCED WITH STEEL FIBERS INCREASE SAWCUT DEPTH TO t/3.

3. AFTER THE SLAB IS A MINIMUM 60 DAYS, REMOVE ALL DEBRIS FROM THE SAW CUTS AND FILL WITH MORTAR

CONTAINING CEMENT, SAND, AND LATEX BONDING AGENT, OR AS NOTED IN SPECIFICATIONS. THE CONTRACTOR IS

RESPONSIBLE TO ENSURE THAT CONSTRUCTION ACTIVITIES WILL NOT REDUCE QUALITY OR DURABILITY OF FILLED

JOINTS.

4. MAXIMUM SPACING OF SAW CUTS IN SLAB SHALL NOT EXCEED THE FOLLOWING, UNLESS NOTED OTHERWISE'

SLAB THICKNESS MAX. SPACING U/N

100 (4") - 150 (6") 3600 (12'-0")

150 (6") OR GREATER 4500 (15'-0")

5. COORDINATE EXACT LOCATIONS OF SAW CUTS WITH ARCHITECTURAL FLOOR FINISHES.

6. SAWCUT SLAB ON GRADE AT LOCATIONS SHOWN ON PLAN BELOW. ALTERNATE DETAILS SHALL BE SUBMITTED TO

ENGINEER FOR REVIEW WELL IN ADVANCE OF POURING ON GRADE.

7. PRIOR TO SUBSTANTIAL COMPLETION OF THE PROJECT, ROUT ALL CRACKS IN SLAB IN SLAB ON GRADE AND FILL WITH

MORTAR CONTAINING CEMENT, SAND, AND LATEX BONDING AGENT OR AS NOTED IN SPECIFICATIONS.

8. IF SLAB REINFORCEMENT IS SHOWN ON PLAN, ENSURE THAT REINFORCEMENT IS PLACED AT MID DEPTH OF SLAB ON

GRADE AND IS NOT SAWCUT.

5mm

(

3

16

")

t/4

O

R

35

(1

1

2

") M

IN

t

SE

E P

LA

N

GRID

GRID

GRIDGRID

GRID

GRID

SEE BELOW FOR TYPICAL SAWCUT

PATTERN AT COLUMNS

TYPICAL SAWCUT PATTERN IN SLAB ON GRADE

(WHERE TIE REINFORCEMENT IS NOT REQUIRED)

4

0

0

1

6

"

)

PROVIDE "DIAMOND CUT"

OR CREATE DIAMOND

WITH FORMWORK

CONCRETE COLUMN

(OR HOLLOW STEEL COLUMN)

STEEL COLUMN

SLAB REINFORCING

SEE PLAN

C

O

L

C

O

L

C

O

L

C

O

L

C

O

L

C

O

L

C

O

L

C

O

L

C

O

L

SEE NOTE #3

FOR SPACING

REQUIREMENTS

FINISH SAWCUT TO

25mm(1") USING SMALL

DIAMETER SAW BLADE

(TYP)

TD-C31ARRANGEMENT OF REINFORCING IN COLUMNS

4 BARS 6 BARS

X X X X

8 BARS 10 BARS

XX

12 BARS 14 BARS 16 BARS

X

X

X

ALL BARS IN TWO

OPPOSITE FACES

X

NARROW COLUMNS

X X

NARROW CORNER COLUMNS

X X

ROUND COLUMNS

SEE NOTE

NO.1

SEE NOTE

NO.1

SEE NOTE

NO.1

SEE NOTE

NO.1

SEE NOTE

NO.1

135° HOOK, TYP

(ALTERNATIVELY LAP

WELD TIE)

NOTES

1. TIE VERTICALS WITH TIES SHOWN DASHED WHEN "X" IS OVER 150 mm.

2. MINIMUM CLEAR DISTANCE BETWEEN VERTICAL BARS:

a. 1.4 TIMES VERTICAL BAR DIAMETER.

b. 1.4 TIMES THE MAX SIZE OF COURSE AGGREGATE.

c. 30 mm

3. SEE DRAWINGS FOR OTHER TIE ARRANGEMENTS.

4. WHEN SEISMIC HAZARD INDEX, IeFaSa(0.2), IS LESS THAN 0.35 SINGLE TIES WITH ONE 90° AND ONE 135° HOOK

MAY BE USED PROVIDED THE 90° HOOK IS MIN 100 mm LONG AND SUCCESSIVE TIES ENGAGING THE SAME BARS

ARE ALTERNATED END FOR END.

TD-M01

LATERAL SUPPORT FOR TOP OF MASONRY WALL

AT PARTITION PERPENDICULAR TO JOIST OR BEAM

25 mm (1") COMPRESSIBLE MATERIAL


STEEL BEAM OR OWSJ

MASONRY WALL

CONC SLAB OR ROOF DECK

2 102x76x6 x 150 (6") LG (LLV)

WELDED TO U/S STEEL BEAM OR OWSJ.

AT PARTITION BELOW BEAM OR OWSJ AND PARALLEL TO BEAM

OR OWSJ SPAN


STEEL BEAM OR OWSJ

MASONRY WALL

CONC SLAB OR ROOF DECK

L102x102x6 x 150 mm (6") LG

EACH SIDE WELDED TO U/S STEEL FRAMING.

STAGGERED CLIPS

BY 150 mm (6")

L65x65x6 @ 2000 mm

(6'-6") MAX FROM BEAM

BOTTOM FLANGE/BOTTOM

CHORD OF JOIST TO

TOP FLANGE/TOP CHORD

OF ADJACENT BEAM/JOIST

AT UNDERSIDE OF STEEL FRAMING

NOTE:

IF BEAM/JOIST SPACING EXCEEDS

1500 mm (5'-0") c/c, PROVIDE

ADDITIONAL LATERAL SUPPORT AS PER

TD-M02 FOR CONCRETE SLAB OR

TD-M03 FOR STEEL DECK

NOTE:

1. SPACING OF LATERAL SUPPORT

TO BE 1500 mm (5'-0") AND

600 mm (2'-0") FROM WALL ENDS

2. REFER ALSO TO TYPICAL DETAIL

TD-M03 FOR REQUIREMENTS IN

HIGH SEISMIC ZONES.

TD-M02


MASONRY WALL

L102x102x6 x 150 (6") LG

@ 1500 mm (5'-0") c/c MAX

AND 600 mm (2'-0") FROM

WALL ENDS. FASTEN TO

U/S SLAB WITH 2-12Ø (1/2") HILTI

KWIK 3 EXPANSION BOLTS

@ 100 mm (4") c/c. PROVIDE

89 mm (3 1/2") EMBEDMENT.


115 mm (4 1/2") MIN

50 mm (2") TYP

CONCRETE SLAB

DETAIL 1

MASONRY WALL

L102x102x6 x 150 (6") LG

@ 1500 mm (5'-0") c/c MAX

AND 600 mm (2'-0") FROM







115 mm (4 1/2") MIN

50 mm (2")

TYPCONCRETE SLAB

DETAIL 2NOTES:

1. SPACING OF LATERAL SUPPORT TO BE 1500 mm (5'-0") c/c MAX AND 600 mm (2'-0") FROM WALL ENDS.

2. WHERE SEISMIC HAZARD INDEX [IeFaSa(0.2)] < 0.35 PROVIDE LATERAL SUPPORT AT TOP OF WALL AS INDICATED

ABOVE WHERE SPACING BETWEEN RETURN WALLS EXCEEDS 20 TIMES NOMINAL WALL THICKNESSES (t)

FOR EXTERIOR WALLS AND 36t FOR INTERIOR PARTITION WALLS, OR WHERE LENGTH OF RETURN WALL

IS LESS THAN 10t.

3. WHERE SEISMIC HAZARD INDEX IS > 0.35 PROVIDE LATERAL SUPPORT AT TOP OF ALL WALLS AS INDICATED ABOVE.

4. REFER TO GENERAL NOTES FOR SEISMIC HAZARD INDEX VALUE.

5. SCAN OR X-RAY EXISTING SLAB PRIOR TO DRILLING TO LOCATE REINFORCING AND EMBEDDED CONDUIT

95 mm (3 3/4") MIN

L152x102x6 x 150 (6") LG

@ 1500 mm (5'-0") c/c MAX AND

600 mm (2'-0") FROM






AT UNDERSIDE OF CONCRETE FRAMING

TD-C11REINFORCEMENT DEVELOPMENT LENGTHS

BAR

SIZE

10

400R OR 500R

180

90° HOOK

(mm)

180° HOOK

(mm)

TABLE 6 STANDARD HOOK DIMENSION

FOR BLACK REINFORCING

140

400W OR 500W

180 130

15 260 180 250 170

20 310 220 300 200

90° HOOK

(mm)

180° HOOK

(mm)

REFER TO REINFORCING STEEL MANUAL OF STANDARD

PRCTICE FOR MORE INFORMATION.

25400 280 400 280

30 510 400 490 350

35 610 480 590 430

45 790 680 770 620

551030 900 1010 830

BAR

SIZE

10

f'c

420

TABLE 2 TENSION LAP SPLICE (CLASS B)

LENGTH (mm)

15 630

20 840

25 1315

30 1575

35 1840

45

LAP SPLICES NOT PERMITTED

55

20 MPa

380

560

755

1315

1575

1840

25 MPa

340

510

690

1315

1575

1840

30 MPa

315

485

840

1315

1575

1840

35 MPa

300

445

840

1315

1575

1840

40 MPa

BAR

SIZE

10

f'c

320

TABLE 1 TENSION DEVELOPMENT

LENGTH (mm)

15 480

20 640

25 1010

30 1210

35 1410

45

55

20 MPa

300

430

580

900

1080

1260

25 MPa

300

390

530

820

990

1150

30 MPa

300

370

490

760

910

1060

35 MPa

300

340

460

710

850

1000

40 MPa

1820

2220

1620

1980

1480

1810

1370

1680

1290

1570

BAR

SIZE

10 210

TABLE 4 COMPRESSION DEVELOPMENT

LENGTH (mm)

15 320

20 430

25 540

30 640

35 750

45

55

f'c= 20 MPa

BAR

SIZE

10

f'c

155

TABLE 3 DEVELOPMENT LENGTH (mm)

FOR STANDARD HOOKS

15 240

20 315

25 390

30 470

35 550

45

55

20 MPa

150

210

280

350

420

430

25 MPa

150

190

260

320

385

450

30 MPa

150

175

240

295

360

415

35 MPa

150

170

225

280

330

385

40 MPa

977

1261

874

1128

798

1030

739

953

691

892

970

1180

200

290

380

480

580

670

f'c= 25 MPa

860

1060

200

260

350

440

530

620

f'c > 30 MPa

790

970

BAR

SIZE

10

USUAL CONFINEMENT

TABLE 5 COMPRESSION LAP SPLICE

LENGTH (mm)

15

20

25

30

300

440

580

730

880

NOTE: 45M AND 55M BARS SHALL BE SPLICED WITH

MECHANICAL CONNECTORS.

35 1020

T: 416 203 7600 F: 416 203 3342

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commencing work.

17417

NAZ

CN/MH







Toronto, ON M5A 1M8

416-599-(LINK) 5465






Professional Seal


S104

GENERAL NOTES AND

TYPICAL DETAILS

AS NOTED

TD-M03


AT UNDERSIDE OF STEEL ROOF DECK

MASONRY WALL

L102x76x6 x 150 (6") LG (LLV)


38 mm (1 1/2") STEEL DECK

PARTITION PERPENDICULAR TO FLUTES OF ROOF DECK

NOTES:

1. SPACING OF LATERAL SUPPORT TO BE 1500 mm (5'-0") c/c MAX AND 600 mm (2'-0") FROM WALL ENDS.

2. WHERE SEISMIC HAZARD INDEX [IeFaSa(0.2)] < 0.35 PROVIDE LATERAL SUPPORT AT TOP OF WALL AS INDICATED

ABOVE WHERE SPACING BETWEEN RETURN WALLS EXCEEDS 20 TIMES NOMINAL WALL THICKNESSES (t)

FOR EXTERIOR WALLS AND 36t FOR INTERIOR PARTITION WALLS, OR WHERE LENGTH OF RETURN WALL

IS LESS THAN 10t.

3. WHERE SEISMIC HAZARD INDEX IS > 0.35 PROVIDE LATERAL SUPPORT AT TOP OF ALL WALL AS INDICATED ABOVE.

4. REFER TO THE GENERAL NOTES FOR SEISMIC HAZARD INDEX VALUE.

460 mm (18")

500x5x350 PL FASTENED TO U/S DECK

WITH 2 ROWS OF 3-#12 TEK SCREWS

@ 150 mm (6") c/c PREDRILL PLATE

AS REQUIRED.

MASONRY WALL

L102x76x6 x 150 (6") LG (LLV)


38 mm (1 1/2") STEEL DECK

PARTITION PARALLEL TO FLUTES OF ROOF DECK

460 mm (18")

500x5x350 PL FASTENED TO U/S DECK

WITH 2 ROWS OF 3-#12 TEK SCREWS

@ 150 mm (6") c/c PREDRILL PLATE

AS REQUIRED.

5 (3/16")

5 (3/16")

TD-M05REINFORCED MASONRY WALLS

BAR SIZE MINIMUM LAP

10 450mm (1'-6")

600mm (2'-0")15

20 900mm (3'-0")

TABLE 1 - MINIMUM LAP LENGTH

WALL

VERTICAL REINF HORIZONTAL REINF

15 @ 1200 (4'-0") 9 GAUGE JOINT REINF @ 400 (1'-4")

TABLE 2 - MINIMUM REINFORCEMENT FOR REINFORCED WALLS

2-15 @ 1000 (3'-4")

(ONE EACH FACE)

(ONE EACH FACE)

2-15 @ 1000 (3'-4") STANDARD 9 GAUGE (3.6mm) JOINT REINF @ 400

140

190

240

290

290

(5-1/2")

(7-1/2")

(9-1/2")

(11-1/2")

(11-1/2")

THICKNESS

20 @ 1000 (3'-4")

15 @ 800 (2'-8")

(7-1/2")

190

(9-1/2")

240

(5-1/2")

140

@ 200 (8")

HEAVY DUTY (4.76mm SIDE WIRE) LADDER TYPE

HEAVY DUTY (4.76mm SIDE WIRE) LADDER TYPE

STANDARD 9 GAUGE (3.6mm) JOINT REINF

15 @ 1200 (4'-0")

20 @ 1200 (4'-0")

15 @ 800 (2'-8")

JOINT REINF @ 200 (8")

JOINT REINF @ 200 (8") AND 10@1200 (4'-0")

VERTICAL WALL REINF LAYOUTHORIZONTAL JOINT REINF LAYOUT

3-15V

AT CORNER

2-15V

AT TEE

INTERSECTION

2-15V AT END OF

WALL & OPENING

MORE THAN

1000 mm (3'-4") WIDE

BEND JOINT

REINF AT LAP

CROSSWIRE

HOOK END OF

JOINT REINF

100 (4")

300

(12")

MIN LAP FROM

CROSS WIRE U/N

CROSSWIRE

HOOK END

OF JOINT REINF WITH

WELDED CROSSWIRE

NOTES:

1. PROVIDE MINIMUM REINF AS NOTED IN TABLE 2, UNLESS SHOWN OTHERWISE ON DRAWINGS.

2. FULL FILL ALL REINFORCED BLOCK CELLS WITH FLOWABLE MASONRY GROUT IN ACCORDANCE WITH CSA STANDARD

REQUIREMENTS.

3. REINFORCEMENT TO BE SUPPORTED TO PREVENT DISPLACEMENT DURING PLACEMENT OF GROUT OR MORTAR. AS A MINIMUM

PROVIDE WIRE POSITIONERS OR SIMILAR DEVICE AT THE TOP AND BOTTOM, ENDS AND AT INTERVALS NOT EXCEEDING 200 (8")

BAR DIAMETERS.

4. AT INTERSECTION, BOND WALLS TOGETHER BY INTERLOCKING ALTERNATE COURSES

(RUNNING BOND), UNLESS NOTED OTHERWISE.

5. REFER TO GENERAL NOTES FOR SEISMIC HAZARD INDEX VALUE.

6. FOR REINFORCEMENT AT OPENINGS, REFER TO TYPICAL DETAIL TD-M06.

7. REFER TO TYPICAL DETAIL TD-M11 FOR REINFORCING OF NON LOAD BEARING WALLS.

(16") & 2-15 IN BOND BEAM @ 2400 (8'-0")

9 GAUGE JOINT REINF @ 400 (1'-4")



(SINGLE LAYER)

SEISMIC HAZARD INDEX, IeFaSa(0.2) < 0.35

SEISMIC HAZARD INDEX, IeFaSa(0.2) > 0.35

TD-M06 OPENINGS THROUGH LOAD BEARING WALLS

AT CONTROL JOINT LOCATION

THE GREATER OF DEPTH OF

LINTEL OR LENGTH OF LINTEL

BEARING

REFER TO TYPICAL DETAILS

TD-M04 AND TD-S01 FOR

LINTEL SIZES AND BEARING

REQUIREMENTS UNLESS NOTED

OTHERWISE ON PLAN.

ADD 2-15V EACH SIDE OF

OPENINGS GREATER THAN

1000 mm (3'-4") WIDE,

UNLESS NOTED OTHERWISE

ON PLAN. FULLY GROUT

REINF BLOCK CELL

CONTROL JOINT AS PER DRAWINGS.

LINE ONE FACE OF JOINT WITH

BUILDING PAPER BEFORE FILLING

JOINT WITH GROUT.

NOTES:

1. FULLY GROUT ALL PIERS 800 mm (2'-8") OR LESS IN WIDTH.

OFFSET WALL REINF

BY 300 (1'-0") AT JAMB TO

AVOID LINTEL BEARING

SURFACE

TD-M07ANCHORAGE OF MASONRY ABUTTING STEEL COLUMN

C

L

MASONRY STRAP

ANCHOR BY OTHERS

C

L

WALL

TIES STRAP

NOTES:

1. REFER TO ARCHITECTURAL DRAWINGS AND

SPECIFICATIONS FOR MINIMUM SLEEVE

SPACING. MAXIMUM SLEEVE SPACING

SHALL BE 4 x WALL THICKNESS.

2. REFER TO ARCHITECTURAL DRAWINGS FOR

LOCATION AND EXTENT OF MASONRY.

10

(3

/8

")

51

(2")

C

L

5 (3/16) BENT PL

SLEEVE

TIE STRAP

BY OTHERS

C

L

MASONRY STRAP

ANCHOR BY OTHERS

5 (3/16)

BENT PL SLEEVE

x 64 (2 1/2") LG

SHOP WELD TO COL

6 mm 75-300

(1/4") 3-12

6 mm 75-300

(1/4") 3-12

5 (3/16)

BENT PL SLEEVE

x 64 (2 1/2") LG

SHOP WELD TO COL

10

(3

/8

")

51

(2")

ELEVATION @ COLPLAN @ COL

TD-MO8BEARING OF BEAM ON END OF MASONRY WALL

NOTES:

1. REFER TO GENERAL NOTES FOR EXTENT OF MASONRY GROUT.

2. REFER TO PLANS FOR SIZE OF BEARING PLATE AND SIZE/NUMBER OF ANCHOR BOLTS.

BEARING PLATE

(SEE PLAN)

ANCHOR BOLTS

(SEE PLAN)

25

(1

") N

ON

-S

HR

IN

K

GR

OU

T

38

(1 1/2")

FILL VOIDS WITH

MASONRY GROUT

5

(3/16")

25

(1

") N

ON

-S

HR

IN

K

GR

OU

T

BEARING PL

ANCHOR BOLTS

(SEE PLAN)

FILL VOIDS WITH

MASONRY GROUT

5

(3/16")

25 mm (1")

15 mm (9/16") MIN U/N

BUILD MASONRY TIGHT

INTO WEB OF BEAM

38

(1 1/2")

38 mm MIN

(1 1/2")

A

B

TD-M10 CONTROL JOINTS IN WALLS

HORIZONTAL REINFORCEMENT AT

CONTROL JOINT

INTERSECTION OF LOAD BEARING AND NON

LOADBEARING WALLS

JOINT REINFORCEMENT

AT CONTROL JOINT

DOWELLED CONTROL JOINT AT BOND

BEAM

INTERSECTION OF LOAD BEARING AND NON

LOADBEARING WALLS

HORZ REINFORCING IN

BOND BEAM BELOW

STOP HORZ REINF AT

CONTROL JOINT REFER

TO NOTE 3

CONTROL JOINT VERTICAL REINF REFER

TO NOTE 2

HORZ REINFORCING IN

BOND BEAM BELOW

CONTROL

JOINT

LOAD BEARING WALL

NON LOAD BEARING

PARTITION

CONTROL JOINT VERTICAL REINF REFER

TO NOTE 2

STOP JOINT

REINFORCEMENT AT

CONTROL JOINT

DOWELLED

CONNECTION

REFER TO NOTE 4

CONTROL JOINT

VERTICAL REINF REFER

TO NOTE 2

HORIZONTAL REINFORCING TO BE

CONTINUOUS

FOR BOND BEAMS

AT FLOOR LEVELS.

CONTROL JOINTLOAD BEARING WALL

HORZ REINFORCING

IN BOND BEAM BELOW

NON LOAD BEARING

PARTITION

NOTES:

1. REFER TO ARCHITECTURAL DRAWINGS FOR CONTROL JOINT LOCATIONS.

2. FOR REINFORCED WALLS PROVIDE 1-15V EACH SIDE OF ALL CONTROL JOINTS UNLESS NOTED OTHERWISE.

3. TERMINATE ALL REINFORCEMENT 50 mm (2") FROM CONTROL JOINTS, UNLESS SHOWN OTHERWISE.

4. FOR DOWELED CONTROL JOINTS PROVIDE 1200 mm (4'-0") LONG SMOOTH DOWELS ACROSS THE JOINT.

PREVENT BOND BETWEEN BAR AND GROUT WITH GREASE OR A PLASTIC SLEEVE. CAP ALL DOWELS TO

ALLOW 25 mm (1") OF MOVEMENT.

TD-M11 REINFORCING IN NON LOAD BEARING MASONRY WALLS

NOTES:

1. FULLY FILL ALL BLOCK CELLS CONTAINING BARS AND ALL BED JOINTS WITH FLOWABLE MASONRY GROUT IN

ACCORDANCE WITH CSA STANDARD REQUIREMENTS.

2. REFER TO GENERAL NOTES (DESIGN NOTES) FOR SEISMIC INDEX HAZARD.

CORNER OR

END OF WALL

CONTROL JOINT

JAMB STEEL

@ FULL HEIGHT

OPENING

INTERSECTION

800 TYP

60

0

VERTICAL BARS AS

SPECIFIED

LADDER TIES AS

SPECIFIED

PROVIDE LADDER TIE

AT GRADE

MINIMUM SEISMIC REINFORCING

NON-LOAD BEARING WALL WHERE SEISMIC HAZARD INDEX, IeFaSa(0.2)>0.75

WALL THICKNESS VERTICAL HORIZONTAL(LADDER-TYPE JOINT REINFORCING)

140 10M@800 c/c 2-3.66Ø @ 400 c/c

190 10M@800 c/c 2-4.76Ø @ 400 c/c

240 15M@800 c/c 2-4.76Ø @ 400 c/c

290 15M@800 c/c 3-4.76Ø @ 400 c/c

NON-LOAD BEARING WALL WHERE SEISMIC HAZARD INDEX 0.35<IeFaSa(0.2)<0.75

WALL THICKNESS VERTICAL HORIZONTAL(LADDER-TYPE JOINT REINFORCING)

140 10M@800 c/c 2-3.66Ø @ 400 c/c

190 10M@800 c/c 2-3.66Ø @ 400 c/c

240 10M@800 c/c 2-3.66Ø @ 400 c/c

290 10M@800 c/c 3-4.76Ø @ 400 c/c

(2'-6")

SECTION: LAPPING OF VERTICAL

REINFORCEMENT

AT DOOR/WINDOW OPENINGS,

OFFSET VERT REINF AT JAMB

TO AVOID LINTEL BEARING

ABOVE. REFER TO TYPICAL

DETAIL TD-M06.

OF

FS

ET

@

DO

OR

/W

IN

DO

W

OP

EN

IN

GS

(2'-0")

LA

P T

YP

TD-M13 MASONRY WALL REINFORCING

KEY PLAN OF WALL REINFORCING REQUIREMENTS

END OF WALL EACH

CORNER

EACH SIDE OF

CONTROL JOINT

2 END SIDE OF

ANY OPENING > 1200

4 BARS IN PIER BETWEEN OPENINGS

> 1200

PROVIDE REINFORCING IN ALL LOAD BEARING WALLS AS FOLLOWS:

(UNLESS NOTED OTHERWISE ON THE PLANS) UNLESS SHOWN OTHERWISE REINF SHOW ON

ANY PLAN SHALL EXTEND FROM FOUNDATION TO ROOF.

1. REINFORCE ADJACENT TO EACH OPENING GREATER THAN 1200 IN WIDTH WITH 2-20V IN THE FIRST TWO BLOCK CORES

ADJACENT TO THE OPENING.

2. IN ADDITION PROVIDE 1-15 AT EACH CORNER OR END OF ANY WALL, AT EACH SIDE OF EACH CONTROL JOINT AND AS

SHOWN ON PLAN.

3. LOCATE REINFORCING AT THE CENTRE LINE OF THE WALL OR IN CENTRE OF SPECIAL CORE FOR REBAR IN ACOUSTIC

BLOCK.

4. GROUT REINFORCING TIGHT INTO THE BLOCK CORES FOR THE FULL HEIGHT.

DO NOT GROUT MORE THAN 3 COURSES AT A TIME.

5. PROVIDE FOLLOWING WALL REINFORCING, UNLESS OTHERWISE NOTED ON PLAN.

190 EXTERIOR LOAD BEARING WALLS - 15@1200 c/c V

240 INTERIOR LOAD BEARING WALLS - 20@1400 c/c V AT GROUND FLOOR.

240 INTERIOR LOAD BEARING WALLS - 20@2000 c/c V AT SECOND FLOOR.

290 EXTERIOR LOAD BEARING WALLS - 2-20@2000 c/c V

(2 EACH GROUTED CELL,

ONE EACH FACE @ 180 c/c)

T: 416 203 7600 F: 416 203 3342

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ISSUE DATE:

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SCALE:

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REVIEWED BY:





commencing work.

17417

NAZ

CN/MH







Toronto, ON M5A 1M8

416-599-(LINK) 5465






Professional Seal


S105

GENERAL NOTES AND

TYPICAL DETAILS

AS NOTED

TD-S01

STEEL LINTELS FOR NON-LOAD BEARING

MASONRY WALLS

CLEAR SPAN

NOTES:

1. CONNECT BACK TO BACK DOUBLE ANGLE LINTELS USING 16 mm (5/8") Ø BOLTS AT 450 mm (18") c/c MAX OR BY

WELDING AT TOP AND BOTTOM USING 6 mm (1/4") WELDS x 50 mm (2") LONG AT 450 mm (18") c/c MAX. FIRST BOLT OR

WELD TO BE A MAX OF 75 mm (3") FROM END OF LINTEL

2. FULLY PACK LINTEL ENDS WITH STEEL SHIMS TO ENSURE EVEN BEARING.

3. LINTELS AS COVERED UNDER THIS DETAIL ARE NOT NECESSARILY SHOWN ON THE STRUCTURAL DRAWINGS. REFER

TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENING LOCATIONS AND SIZES.

WALL THICKNESS

UP TO

1200 (4'-0")

1200 (4'-0") TO

1800 (6'-0")

1800 (6'-0") TO

2400 (8'-0")

2400 (8'-0") TO

3000 (10'-0")

DETAIL

25 (1")

MAX

25 (1") MAX

STEEL

COLUMN

CONNECTION OF

ANGLE TO COLUMN

SHALL BE CAPABLE

OF SUPPORTING

A VERTICAL

SHEAR FORCE

Vf=20 kN (4.5 kips)

LINTEL SUPPORTED BY STEEL COLUMN

LINTEL SUPPORTED BY

POURED CONCRETE ELEMENT

L178x102x9.5 (LLV)

LENGTH LESS THAN

WIDTH OF MASONRY WALL

STEEL LINTEL

STEEL

LINTEL

L178x102x9.5 (LLV) + 2-19Ø

(3/4") HILTI KWIK BOLT

3 ANCHORS PROVIDE MIN

100 mm (4") EMBED.

LENGTH LESS THAN

MASONRY WALL

THICKNESS

STEEL LINTEL

PROVIDE FULLY GROUTED

OR SOLID MASONRY

FULL HEIGHT WHERE PIER

IS LESS THAN 600 mm (2'-0")

WIDE

SPAN

200 (8")

BEARING MIN

20

0

(8

")

PIER

WHERE WALL THICKNESS IS REDUCED

BY RECESSES INCLUDE WIDTH IN SPAN

REINFORCING IS SHOWN ON

PLAN OR DETAILS. WHERE

AT SIDES OF OPENINGS

PLACE TO CLEAR TO CLEAR

LINTEL BEARING.

+>150

(6")

STANDARD ELEVATION

L127x89x6.4 (LLV)

90 (3 1/2")

VENEER

140 (5 1/2")

L89x89x6.4

190 (7 1/2") 240 (9 1/2") 290 (11 1/2")

L127x89x6.4 (LLV)

L127x89x9.5 (LLV)

2-L89x64x6.4 (LLV)

2-L64x64x6.4

2-L89x64x7.9 (LLV)

2-L89x89x6.4

2-L76x89x6.4

(LLH)

2-L102x89x7.9

(LLV)

2-L152x89x7.9

(LLV)

L102x102x6.4 +

L76x127x6.4 (LLH)

L76x102x6.4 +

L76x127x6.4 (LLH)

L102x102x9.5 +

L89x127x7.9 (LLH)

L152x102x7.9 (LLV)

+ L127x127x7.9

3-L89x89x6.4

3-L76x89x6.4

(LLH)

3-L102x89x6.4

(LLV)

3-L127x89x6.4

(LLV)

FULLY GROUTED

2-L89x64x9.5 (LLV)

TD-S02 FRAMING AT OPENINGS IN STEEL ROOF DECK

NOTES:

1. REINFORCING IS NOT REQUIRED AT OPENING LESS THAN 150 mm (6") SQUARE OR IN DIAMETER.

2. TOP OF OPENING TRIMMING STEEL TO BE TIGHT TO U/S OF STEEL DECK.

3. STANDARD OPENING TRIMMING STEEL IS NOT NECESSARILY SHOWN ON STRUCTURAL DRAWINGS. REFER TO

ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENING SIZES AND LOCATIONS, AS WELL AS

EXACT NUMBER OF OPENINGS.

4. IF OPENING DIMENSIONS "L" EXCEEDS 1200 mm (4'-0") SEE PLAN FOR TRIMMER FRAMING.

L

12

00

m

m (4

'-0

") M

AX

3000 mm (10'-0") MAX

STEEL DECK

a

O

P

E

N

I

N

G

a

b b

C150x12

EXISTING

ROOF DECK

NEW

ROOF DECK

SPAN L

150 mm (6") < L < 450 mm (18")

450 mm (18") < L < 1200 mm (4'-0")

a

C150x12

C150x12

b

L65x65x6

C100x8

150 mm (6") < L < 450 mm (18")

450 mm (18") < L < 1200 mm (4'-0")

BY DECK SUPPLIER

C150x12 C100x8

BY DECK SUPPLIER

TD-S15 STEEL BEAM BEARING ON STEEL COLUMN

NOTES:

1. DETAILS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY. THE STRUCTURAL STEEL CONTRACTOR IS

RESPONSIBLE FOR DESIGN OF THE FINAL CONFIGURATION.

2. IF ANY ALTERATIONS TO THE BASIC CONFIGURATION ARE PROPOSED DETAILED DESIGN CALCULATIONS ARE TO

BE SUBMITTED IN ADVANCE OF THE DETAILED SHOP DRAWING.

100 mm (4")

MIN

FULL HEIGHT STIFFENER

PLATE TYPICAL EACH SIDE BEAM WEB. PL

THICKNESS

MIN 12 mm (1/2") BUT NOT LESS THAN COL

FLANGE THICKNESS

BOLTED CONNECTION TYPICAL

BEAM

TYP

CAP PLATE WIDTH EQUAL

TO BEAM FLANGE OF

50 mm (2") GREATER THAN COL WIDTH

WHICHEVER IS GREATER

COL

COLUMN WEB PARALLEL TO BEAM WEB

FULL HEIGHT STIFFENER

PLATE TYPICAL EACH SIDE BEAM WEB. PL

THICKNESS

MIN 12 mm (1/2") BUT NOT LESS THAN COL

FLANGE THICKNESS

BOLTED

CONNECTION

TYPICAL

BEAM

TYPICAL WELD

FOR CAPACITY

OF PLATE

CAP PLATE WIDTH EQUAL

TO BEAM FLANGE OF

50 mm (2") GREATER THAN COL WIDTH

WHICHEVER IS GREATER

COL

CO

L D

EP

TH

x 2

SIDE PLATE AREA

MIN 1/2 TOTAL

COL AREA

TD-S18MOMENT CONNECTION AT GIRDER SUPPORT

CANTILEVER END

SLIP CRITICAL BOLTS TO

DEVELOP FULL MOMENT

CAPACITY OF CANT.

BEAM

NET AREA OF BOTTOM PLATE

SHALL BE EQUAL TO HE NET AREA

OF THE CANTILEVER BEAM

FLANGE. WHERE THE BEAM AND

GIRDER ARE THE SAME DEPTH USE

A SINGLE, CONTINUOUS PLATE.

PROVIDE DECK SUPPORT IN

AREA OF MOMENT PLATE

AS REQUIRED

TOP PLATE

TYP

BEAM SEE PLAN

GIRDER SEE PLAN

NOTE:

DETAIL IS FOR ILLUSTRATED PURPOSE ONLY. THE STRUCTURAL STEEL CONTRACTOR IS RESPONSIBLE

FOR THE FINAL CONNECTION CONFIGURATION AND DESIGN. THE CONTRACTOR SHALL SUBMIT DETAILED

DESIGN CALCULATIONS WELL IN ADVANCE OF THE DETAILED SHOP DRAWINGS.

TD-S28

FRAMING FOR ROOF TOP UNITS AND

NOTES:

1. UNLESS SHOWN OTHERWISE ON PLAN, PROVIDE C150x12 SPANNING BETWEEN BEAMS OR JOISTS EACH SIDE OF

ROOF TOP UNIT, AS WELL AS AT EACH END, IN THE MANNER INDICATED ABOVE. CHANNELS TO BE LOCATED

DIRECTLY UNDER CURBS SUPPORTING UNIT. OMIT CHANNEL IF CURB IS DIRECTLY OVER A BEAM OR JOIST.

2. PROVIDE C100x8 TO SUPPORT EDGES OF DECK AT OPENINGS IN THE MANNER INDICATED ABOVE. IF THE DECK

UNDER THE ENTIRE UNIT IS TO BE OMITTED, THE C100x8 FRAMING CAN BE DELETED.

3. CONNECT C150x12 TO SUPPORTING BEAMS OR JOISTS FOR A MINIMUM WORKING LOAD OF 9 kN OR 1/4 OF THE

WEIGHT OF THE UNIT PLUS 5 kN, WHICHEVER IS MORE. CONNECT WITHOUT DAMAGING THE SUPPORTING STEEL.

4. CONNECT C100x8 TO SUPPORTS FOR A MINIMUM WORKING LOAD OF 5 kN.

5. COORDINATE LOCATION AND SIZE OF UNIT AND OPENINGS, AND LOCATION OF STEEL FRAMING WITH THE

MECHANICAL CONSULTANT AND/OR MECHANICAL CONTRACTOR AND THE STRUCTURAL CONSULTANT.

6. THIS DETAIL APPLIES TO NEW CONSTRUCTION ONLY.

OPENINGS IN STEEL ROOF DECK

STEEL DECK

C150x12

OUTLINE OF ROOF TOP

UNIT

C150x12

C150x12C150x12

O

P

E

N

O

P

E

N

C1

50

x1

2

C1

50

x1

2

C1

00

x8

C1

00

x8

C100x8

BE

AM

O

R JO

IS

T

FRAMING FOR ROOF TOP MECHANICAL UNITS

HOLLOWCORE SLABS SUPPORTED ON STEELTD-HC01

WELDABLE REINF.

STEEL IN EA.

GROUT JOINT

CONT. MASONITE

BEARING PAD

TYP. U/N

25x6x100 PL.

AT 1200 c/c

WELDABLE REINF.

STEEL IN EA. GROUT JOINT

WELDABLE REINF.

STEEL AT 1800 c/c MIN.

GROUT CORE SOLID

AFTER REINF. STEEL

INSTALLATION

NOTES:

1. REINFORCING STEEL SHALL DE DESIGNED BY

PRECAST SUPPLIER, REFER TO SHEAR FORCE

DIAGRAM FOR DESIGN LOADS.

2. MINIMUM BEARING ON STEEL IS 75mm

L152x152x13

NOTCH HOLLOWCORE

SLABS AT EA. COLUMN

GROUT SOLID AROUND

EA. COLUMN

ADDITIONAL REINF.

AS REQUIRED

BREAK OUT CORE

BUILDING COLUMN

BELOW SLAB BELOW TOP OF SLAB

165 MIN.

12 12

25 25

2525

1212

100 100

50

50 M

IN

.50 M

IN

FLUSH WITH TOP OF SLAB

FLUSH WITH U/S SLAB

ALTERNATE: WELD

EACH SIDE

50x6.4 x100 LONG

@ 1200 c/c BAR

CENTER ON FLANGE

FLANGE WIDTH

PROVIDE POUR STOP

L152x102x9.5 CONT. FOR LATERAL

ELEMENTS WELD

EACH SIDE IN LIEU

OF IN-SLAB REINF.

ALTERNATE:

WELD EACH SIDE

L152x102x9.5 CONT.

50Ø HOLE IN WEB FOR

REINF.

PROVIDE POUR

STOP

PL 9.5 CONT.

NOTES:

1. 75 mm MINIMUM BEARING ON STEEL.

2. PLACE REINFORCEMENT IN EACH GROUT JOINT.

3. USE WELDABLE REINFORCEMENT WHERE CONNECTED TO STEEL.

4. THE SLAB SUPPLIER DESIGNS, PROVIDES AND INSTALLS ALL

REINFORCEMENT EMBEDDED IN SLAB, INCLUDING WELDING TO STEEL.

5. DESIGN THE DIAPHRAGM, INCLUDING REINFORCING. REFER TO PLAN

FOR DESIGN LOADS.

6. CONNECT REINFORCING DIRECTLY TO EACH SIDE OF THE STEEL BEAM

IF IT IS A DIAPHRAGM/LATERAL ELEMENT.

12 mm STIFFENER

PLATES @ 800 o.c.

12 mm STIFFENER

PLATES @ 800 o.c.

ALTERNATE:

WELD EACH SIDE

HOLLOWCORE ON STEELTD-HC02


FLUSH WITH TOP OF SLABBEAM BELOW SLAB

12

25

100

25

75 MIN.

FLUSH WITH U/S SLAB

L152x102x9.5 CONT.

PL 9.5 CONT.

25 M

AX

.

NOTES:


2. PLACE REINFORCEMENT IN EACH GROUT JOINT.


4. THE SLAB SUPPLIER DESIGNS, PROVIDES AND INSTALLS ALL

REINFORCEMENT EMBEDDED IN SLAB, INCLUDING WELDING TO STEEL.

5. DESIGN THE DIAPHRAGM, INCLUDING REINFORCING. REFER TO PLAN FOR

DESIGN LOADS.

T: 416 203 7600 F: 416 203 3342

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S106

GENERAL NOTES AND

TYPICAL DETAILS

AS NOTED

BELOW T/O SLABBELOW SLAB

50Ø HOLE IN WEB

FOR REINF.

FLUSH WITH TOP OF SLAB

FLUSH WITH U/S SLAB

25

1212

50 M

IN

100 100

PL 9.5 CONT.

25

50

MIN

.

MINIMUM 10 Ø BAR @

1800 o.c.

L102x102x9.5 CONT.

ALTERNATE:

WELD EACH SIDE

PROVIDE POUR STOP

MINIMUM 10 Ø BAR

@ 1800 o.c.

PROVIDE POUR STOP

L102x102x9.5 CONT.

MINIMUM 10 Ø BAR

@ 1800 o.c.

ALTERNATE:

WELD EACH SIDE

ALTERNATE:

WELD EACH SIDE

12 mm STIFFENER

PLATES @ 1200 o.c.

12 mm STIFFENER

PLATES @ 1200 o.c.

NOTES:


2. DRYPACK GROUT / STEEL SHIM BETWEEN THE SUPPORTING STEEL AND THE UNDERSIDE OF SLAB.


4. THE SLAB SUPPLIER DESIGNS, PROVIDES AND INSTALLS ALL REINFORCEMENT EMBEDDED IN SLAB,

INCLUDING WELDING TO STEEL.

5. DESIGN THE DIAPHRAGM, INCLUDING REINFORCING. REFER TO PLAN FOR DESIGN LOADS.

6. CONNECT REINFORCING DIRECTLY TO EACH SIDE OF THE STEEL BEAM IF IT IS A

DIAPHRAGM/LATERAL ELEMENT.

MINIMUM 10 Ø BAR

@ 1800 o.c.


HOLLOWCORE ON MASONRY/ CONCRETE WALLSTD-HC05

NOTES:

1. BEAR PANELS MIN. 90mm AT EACH END OR AS PER PRE-CAST SUPPLIER.

2. PLACE REINFORCEMENT IN EACH GROUT JOINT

3. THE PRE-CAST SUPPLIER SHALL DESIGN, PROVIDE AND INSTALL ALL

REINFORCEMENT EMBEDDED IN SLAB.

4. DESIGN THE DIAPHRAGM, INCLUDING REINFORCING. REFER TO THE PLANS

FOR DESIGN LOADS.

90 MIN.

MIN. 10M DOWEL IN

EACH GROUT JOINT

AS PER PRE-CAST

SUPPLIER

VERTICAL WALL

REINF. CONT.

PAST FLOOR

2-15M CONT.

BOND BEAM

DRYPACK WITH GROUT

PRIOR TO POURING

WALL ABOVE

90 MIN.

BEARING PAD AS PER

PRECAST SUPPLIER

10M DOWELS

AT 1200 o/c AS PER

PRE-CAST SUPPLIER

1-15M CONT.

BOND BEAM

DRYPACK WITH GROUT

PRIOR TO BUILDING

WALL ABOVE

GROUT ALL CORES

CONTAINING REINF.

ENSURE END OF CORE

IS FILLED SOLID WITH

CONCRETE AT WALL

LOCATION

TD-HC06

NOTES:

1. BEAR PANELS MIN. 80mm OR AS PER PRE-CAST SUPPLIER.


3. THE PRE-CAST SUPPLIER SHALL DESIGN, PROVIDE AND INSTALL ALL

REINFORCEMENT EMBEDDED IN SLAB.

4. DESIGN THE DIAPHRAGM, INCLUDING REINFORCING. REFER TO THE PLANS FOR

DESIGN LOADS.

80 MIN.

80 MIN.

MIN. 10M x1200 LG.

IN EACH GROUT JOINT

ENSURE ENDS OF CORES

FILLED SOLID WITH CONCRETE

AT WALL LOCATIONS

BEARING PAD AS PER

PRECAST SUPPLIER

MIN. 10M x1200 LG.

IN EACH GROUT JOINT

BEARING PAD AS PER

PRECAST SUPPLIER

2-15M CONT. BOND

BEAM

DETAIL WHERE GROUT

JOINTS DO NOT ALIGN

GROUT SOLID

MIN. 10M DOWEL IN

EACH GROUT JOINT

AS PER PRE-CAST

SUPPLIER

GROUT ALL CORES

CONTAINING REINF.

HOLLOWCORE ON MASONRY/ CONCRETE WALLS HOLLOWCORE ON CMUTD-HC07

NOTES:

1. 90mm MINIMUM BEARING


3. THE SLAB SUPPLIER DESIGNS, PROVIDES AND INSTALLS ALL REINFORCEMENT

EMBEDDED IN SLAB.

4. DESIGN THE DIAPHRAGM, INCLUDING REINFORCING. REFER TO PLAN FOR

DESIGN LOADS.

15mm DOWELS

250 M

IN

DR

IL

L A

ND

E

PO

XY

15@400 DOWELS

DRY PACK GAP

NON-SHRINK GROUT

MIN. 50x100 EA. DOWEL

4-15 CONT.

2 COURSE

BOND BEAM

4-15 CONT. 2 COURSE

BOND BEAM

MASONITE BEARING

PADS

DR

IL

L A

ND

E

PO

XY

250 M

IN

HOLLOWCORE SLAB DETAILSTD-HC08

HOLLOWCORE

HOLLOWCORE

350

150

PROVIDE ANTI-ROTATION

BARS AS PER HOLLOWCORE

SUPPLIER, BUT A MINIMUM

OF 10M@1200 o/c

GROUT AT ANTI-ROTATION

BAR LOCATION.

GUARD CONNECTION TO HOLLOWCORETD-HC09

NOTES:

1. PROVIDE CONNECTION AT LOCATION OF GUARD VERTICALS.

2. GROUT LOCALLY 300 mm EACH SIDE OF ASSEMBLY.

3. MAX ALLOWABLE GUARD HEIGHT IS 1.5 m.

75

125

Mf = 3 kNm

Vf = 1.5 kNm

2 BENT PLATES 10X25 @ 75 O.C.

CENTRE ON ASSEMBLY.

50

150

100

PLATE 10X150 LONG

16

6

T: 416 203 7600 F: 416 203 3342

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PROJECT NO:

SCALE:

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Toronto, ON M5A 1M8

416-599-(LINK) 5465






Professional Seal


S107

GENERAL NOTES AND

TYPICAL DETAILS

AS NOTED

NTS

KEY PLAN

S201

A

A202

A

1:100

PART FOUNDATION PLAN

S201

B

GFEDBA

1

2

4

5

3

C

6

7

8

9

AX

FOUNDATION PLAN NOTES:

1. TOP OF CONCRETE SLAB ON GRADE TO BE 0.0 BELOW GROUND

FLOOR ELEVATION +162.618 EXCEPT AS CROSSED AND NOTED. AREAS

CROSSED AND NOTED TO BE READ FROM GROUND FLOOR ELEVATION

+162.618.

2. UNDERSIDE OF CONCRETE FOOTINGS TO BE AT ELEVATION +161.02

UNLESS OTHERWISE NOTED.

3. UNDERSIDE OF COLUMN BASEPLATES TO BE AT ELEVATION -0.20

BELOW GROUND FLOOR ELEVATION +162.618 UNLESS OTHERWISE

NOTED. TOP OF COLUMN PIERS TO BE -0.25 BELOW GROUND FLOOR

ELEVATION +162.618.

4. UNLESS NOTED OTHERWISE, ALL WALL FOOTINGS TO BE 300 THICK

WITH 200 WIDE PROJECTIONS ON EACH SIDE REINFORCED WITH 3-15M

BOTTOM CONT.

5. CENTER LINES OF COLUMNS, CAPS AND FOOTINGS ARE COINCIDENT

UNLESS OTHERWISE NOTED.

6. ALL STRUCTURAL STEEL COLUMNS TO HAVE 8MM CAP PLATES.

7. SEE ARCHITECTURAL DRAWINGS FOR SLOPES, ETC. MAINTAIN SLAB

THICKNESSES SHOWN.

8. PROVIDE SLAB DEPRESSIONS AND SLOPES OTHER THAN THOSE

SHOWN ON THE STRUCTURAL DRAWINGS, AS REQUIRED BY THE

ARCHITECTURAL AND MECHANICAL DRAWINGS AND SPECIFICATIONS.

9. REFER TO ARCHITECTURAL DRAWINGS FOR FROST SLAB DETAILS

AND EXTENTS.

10. REFER TO GENERAL NOTES FOR REQURIED SOIL BEARING CAPACITY.

DN

DN

+

6

2

0

+

1

1

2

0

EXIST FROST

SLAB (ASSUMED)

EXISTING 240 CONCRETE BLOCK

ON 240 CONCRETE BLOCK

FOUNDATION WALL c/w 450 WIDE

STRIP FOOTING


WALL ON 460 WIDE CONCRETE


STRIP FOOTING

FS1

NEW 200 THICK CONCRETE FROST SLAB R/W 15M

@ 150 BEW ON 5MPA LEAN MIX CONCRETE. FORM

SIDES OF LEAN MIX CONCRETE. U/S OF LEAN MIX

CONCRETE TO MATCH U/S OF ADJACENT

FOOTINGS. TYP @ ALL FROST SLABS UNLESS

OTHERWISE NOTED.

F

S

1

C2

NEW HSS127Ø x6.4 STEEL COLUMN

C/W 280x280x19 OFFSET BASEPLATE

CONNECTED TO PIER W/4-19Ø x400

LG ANCHOR RODS. U/S BPL -200.

C

2

C

2

P

3

F

3

C

2

C

2

C

2

C

2

FDN390

NEW 390 THICK CONCRETE FOUNDATION WALL r/w

15M @ 400 c/c HORIZONTAL AND VERTICAL EACH

FACE c/w 600 WIDE x 300 DEEP CONCRETE STRIP

FOOTING R/W 3-15M HORIZ CONT, TYP U/N. PROVIDE

VERTICAL DOWELS INTO FOUNDATION WALL FROM

STRIP FOOTING TO MATCH VERTICAL FOUNDATION

WALL REINFORCEMENT.

CB190A

190 CONCRETE BLOCK WALL R/W 1-15M @ 800 C/C

VERT & 190 TALL BOND BEAMS @ 1200 C/C

VERTICALLY R/W 1-15M HORIZ. CONT & 9 GAUGE

LADDER TIES @ 600 C/C VERTICALLY, TYP U/N.

PROVIDE ADDITIONAL 1-15M VERTICALLY AT EACH

DOOR JAMB, CORNER AND END OF WALLS. REFER

TO TD-M05 FOR ADDITIONAL INFORMATION. TYP U/N

F

S

1

F

S

1

DN

+

6

2

0

S

1

+

3

1

0S

1

P

1

F

3

C

3

P

1

F

3

C1

NEW HSS152x152x7.9 STEEL

COLUMN C/W 300x300x19

BASEPLATE FASTENED TO

CONCRETE PIER W/4-19Ø

x400 LG ANCHOR RODS. U/S

BPL -200.

S1

100 SLAB ON GRADE R/W 1 LAYER 152x152

MW18.7xMW18.7. SAWCUT @ 2400 c/c

MAX IN EACH DIRECTION, TYP.

FDN190A

190 WIDE CONCRETE BLOCK FOUNDATION

WALL R/W 1-15M VERT @ 600 C/C & 9 GAUGE

HORIZONTAL JOINT REINFORCEMENT @ 600

C/C HORIZ. 700 WIDE x 300 DEEP CONCRETE

STRIP FOOTING R/W 4-15M HORIZ CONT,

DN

DN

FD

N2

00

C

2

FS

2

FS2

NEW 200 THICK CONCRETE FROST SLAB R/W 15M @

150 BEW, 15M @ 400 TEW ON 150 VOID FORM.

U

/

S

F

T

G

1

6

1

.

4

1

U

/

S

F

T

G

1

6

1

.

4

1

AT FOUNDATION WALLS, PROVIDE

15M x 700 LG @300 C/C HOOKED

DOWELS, TOP, SHOWN THUS TYP.

400

30

0

A201

B

N

INFILL WITH BLOCK WALL TO

MATCH EXISTING WHERE SHOWN

THUS, TYP.

FDN200

CB190B

MASONRY SHEAR WALL, 15M @ 600 c/c VERT, 2-15M AT

EACH END, 1-15M @ 1200 HORIZ. BOND BEAM & 3.66Ø

LADDER TYPE @ 400 C/C HORIZ. JOINT REINF. NO

MECHANICAL OR ELECTRICAL OPENINGS ALLOWED

CB190B

CB

19

0B

S401

5

FDN190B

ALONG EX BUILDING, NEW CONCRETE FOOTING c/w

400 WIDE x 300 DEEP CONCRETE STRIP FOOTING

R/W 2-15M HORIZ CONT. NEW FOOTING WILL NEED

TO WRAP AROUND EX, REFER TO SECTION. TYP

U/N.

S401

6

F2

1350x800x300 FOOTING R/W

4-15M N-S, 5-15M E-W BOTTOM.

P2

850x350 PIER R/W 12-15M VERT &

10M @300 C/C STIRRUPS.

P2, F2

P2, F2

C

2

CB190B

CB

19

0B

S401

8

C

1

P

1

F

1

C

1

P

1

F

1

C

1

P

1

F

1

F1

NEW 1600x1600x400 THICK

FOOTING R/W 7-15M BOTTOM

EACH WAY

P1

500x500 CONCRETE PIER R/W 8-20M

VERT & 10M @ 300 C/C STIRRUPS.

S401

2

S401

1

P2, F2

S401

10

C3

HSS102x102x7.9 STEEL COLUMN C/W

250x250x19 BASEPLATE, FASTENED

TO CONCRETE PIER W/(4)-19Ø x400

LG ANCHOR RODS. U/S BPL -200.

S401

9

S401

7

S401

4


WALL ON 360 CONCRETE BLOCK


STRIP FOOTING




STRIP FOOTING, TYP @ EXISTING

INTERIOR WALLS UNLESS NOTED




STRIP FOOTING, TYP @ EXISTING

EXTERIOR WALLS UNLESS NOTED

FDN200

FDN200 FDN390

S401

3

REMOVE EXISTING SLAB

ON GRADE ON INSULATION

+

6

2

0

+

6

2

0

+

6

2

0

E

X

I

S

T

S

L

A

B

O

N

G

R

A

D

E

E

W

C

1

EWC1

EXISTING W200x52

WIND COLUMN

REFER TO TYPICAL DETAIL

FOR BENCHING AT SLAB

STEPS, TYP.

C

2

C

2

P2, F2

F3

800x800x300 FOOTING

R/W 4-15M BEW.

P3

350x350 CONC PIER R/W 8-15M

VERT & 10M @ 300 C/C HORIZ.

P2, F2

C

2

C

2

CUT DOWN TOP OF EXISTING

FOUNDATION WALL TO -200

PRIOR TO POURING NEW

SLAB ON GRADE.

FDN300

FDN200

FDN200

FDN300

C

2

C

2

FDN200

200 THICK CONCRETE FOUNDATION WALL, r/w 15M @ 400 c/c. H&V EACH

FACE, c/w 400 WIDE x 200 DEEP. PROVIDE DOWELS TO MATCH

VERTICAL REINFORCEMENT. REFER TO ARCH FOR PROJECTION

ABOVE TOP OF GRADE, AND EXTENT OF PROJECTION.

AT EDGE OF GLAZING, PROVIDE L152x102x7.9 CONT. STEEL ANGLE

FULLY WELDED TO FACE OF NEW COLUMN FOR GLAZING SHOE

SUPPORT. COORDINATE WITH GLAZING SUPPLIER MINIMUM SIZE OF

ANGLE. FINAL DESIGN OF GLAZING CONNECTION TO STRUCTURAL

STEEL BY GLAZING SUPPLIER. NOT BY ENGINEERING LINK.

C

2

P

3

F

3

P3, F3

C

2

OVER FOUNDATION WALLS, PROVIDE

ADDITIONAL 15Mx800 LG @ 400 C/C TOP, TYP.

E

X

S

L

A

B

O

N

I

N

S

U

L

A

T

I

O

N

FDN390

NEW SUMP PIT, REFER

TO MECHANICAL FOR

SIZE AND DEPTH.

PATCH AND MAKE GOOD SLAB

AND STAIRS AS REQUIRED.

U

/

S

F

T

G

1

6

1

.

0

2

U/S FTG

160.98

U

/

S

F

T

G

1

6

1

.

2

6

U

/

S

F

T

G

1

6

1

.

0

2

U

/

S

F

T

G

1

6

1

.

2

6

U/S FTG

161.63

U/S UNDERPINNING

161.63

U

/

S

F

T

G

1

6

1

.

6

1

U

/

S

F

T

G

1

6

1

.

6

1

U

/

S

F

T

G

1

6

1

.

4

3

U

/

S

F

T

G

1

6

1

.

4

3

U

/

S

F

T

G

1

6

1

.

5

3

FD

N2

00

FDN300

300 THICK CONCRETE FOUNDATION WALL, TYP AT BENCH

LOCATIONS, r/w 15M @ 400 c/c. H&V EACH FACE, c/w 500 WIDE x 200

DEEP. PROVIDE DOWELS TO MATCH VERTICAL REINFORCEMENT.

REFER TO ARCH FOR PROJECTION ABOVE TOP OF GRADE.

U

/

S

F

T

G

1

6

1

.

0

2

U

/

S

F

T

G

1

6

1

.

0

2

FD

N2

00

AT RETAINING WALL, NEW 1400 WIDE x 300 DEEP

CONCRETE WALL FOOTING r/w:

9-15M E-W TUL

6-15M N-S TLL

6-15M N-S BUL

9-15M E-W BLL

S401

11

U

/

S

F

T

G

1

6

1

.

5

3

U

/

S

F

T

G

1

6

1

.

5

3

SD

F

U

/

S

F

T

G

1

6

1

.

5

3

U

/

S

F

T

G

1

6

1

.

2

1

U

/

S

F

T

G

1

6

1

.

2

1

U

/

S

F

T

G

1

6

1

.

2

1

U

/

S

F

T

G

1

6

1

.

2

1

U

/

S

F

T

G

1

6

1

.

2

1

U

/

S

F

T

G

1

6

1

.

2

1

U

/

S

F

T

G

1

6

1

.

2

1

1

2

U/S UNDERPINNING

161.75

91

4

TY

P.

MAXIMUM WIDTH OF UNDERPINNING TO BE 914.

REFER TO TYPICAL DETAILS FOR UNDERPINNING

REQUIREMENTS AND ADDITIONAL DETAILS.

REFER TO GEOTECHNICAL REPORT FOR

ADDITIONAL INFORMATION.

SDF

SDF

LOCALLY STEP DOWN FOOTING FOR

PIPE THROUGH FOUNDATION WALL

S202

B

E

X

S

L

A

BS

1

S1

+620

DOWEL INTO EX SLAB ON

GRADE w/10Mx300 LG @ 400 c/c

CONTRACTOR TO INCLUDE IN PRICE PARTIAL

DEMOLITION OF EXISTING FOUNDATION WALL

ALONG GRID E BETWEEN GRIDS 5 AND 9

E

W

C

1

E

W

C

1

E

W

C

1

SDF

SDF

SD

F

AT EDGE OF GLAZING AT MASONRY WALL ENDS, PROVIDE L152x102x7.9

CONT. STEEL ANGLE, FASTENED TO MASONRY WALL w/(1) - 19Ø HILTI HAS-E

ROD, EMBEDDED 4" w/ HITLI HY270 EPOXY ADHESIVE. FOR GLAZING SHOE

SUPPORT. COORDINATE WITH GLAZING SUPPLIER MINIMUM SIZE OF

ANGLE. FINAL DESIGN OF GLAZING CONNECTION TO MASONRY BY

GLAZING SUPPLIER. NOT BY ENGINEERING LINK. AT 2 CELLS DIRECLTY

ADJACENT TO OPENING, REINFORCE w/ (1)-15M VERT, EACH CELL, TYP.

SDF

GLAZING CONNECTIONS FOR INTENT ONLY. GLAZING

SUPPLIER TO COMPLETE FINAL DESIGN OF CONNECTIONS TO

MASONRY/STRUCTURAL STEEL AND FORWARD DETAILS TO

ENGINEERING LINK FOR OUR REVIEW AND RECORD. DESIGN

OF GLAZING CONNECTION NOT BY ENGINEERING LINK.

T: 416 203 7600 F: 416 203 3342

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ISSUE DATE:

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PROJECT NO:

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REVIEWED BY:





commencing work.

17417

NAZ

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Toronto, ON M5A 1M8

416-599-(LINK) 5465






Professional Seal


S201

PART FOUNDATION PLAN

1:100

GFEDBA

1

2

4

5

3

C

6

7

8

9

AX

1:100

PART ROOF FRAMING PLAN

S202

A

ROOF FRAMING PLAN NOTES:

1. TOP OF HOLLOWCORE SLAB TO BE +0 BELOW FINISHED ROOF ELEVATION +4500,

EXCEPT AS CROSSED AND NOTED. AREAS CROSSED AND NOTED TO BE READ FROM

ROOF ELEVATION +4500.

2. TOP OF STEEL BEAMS TO BE -250 BELOW ROOF ELEVATION +4500, UNLESS

OTHERWISE NOTED. BEAM ELEVATIONS NOTED ON PLAN ARE TO BE READ FROM

ROOF ELEVATION +4500.

3. LIVE LOADS ARE AS FOLLOWS, UNLESS NOTED OTHERWISE ON PLAN:

SNOW (IS = 1.15) 1.57 kPa + ASL

4. SUPERIMPOSED DEAD LOADS AT THE SECOND FLOOR ARE AS FOLLOWS, UNLESS

OTHERWISE NOTED ON PLAN:

PARTITION ALLOWANCE 1.00 kPa

SUPERIMPOSED DEAD 1.30 kPa

5. SUPERIMPOSED DEAD LOADS AT THE NEW ROOF ARE AS FOLLOWS, UNLESS NOTED

OTHERWISE ON PLAN:

ROOFING 0.30 kPa

INSULATION 0.20 kPa

MECH & ELEC 0.30 kPa

CEILING FINISHES 0.20 kPa

ROOFTOP PAVERS 1.20 kPa (WHERE SHOWN THUS, TYP.)

6. SUPERIMPOSED DEAD LOADS AT THE EXISTING SECOND FLOOR ARE AS FOLLOWS,

UNLESS OTHERWISE NOTED ON PLAN:

PARTITION ALLOWANCE 1.00 kPa

SUPERIMPOSED DEAD 1.30 kPa

7. SUPERIMPOSED DEAD LOADS AT THE CANOPY ARE AS FOLLOWS, UNLESS

OTHERWISE NOTED ON PLAN:

ROOFING 0.30 kPa

INSULATION 0.15 kPa

CANOPY FINISH 0.25 kPa

M&E 0.15 kPa

8. CONNECT HOLLOWCORE SLAB TO CONNECTING ELEMENTS FOR AN UNFACTORED

DIAPHRAGM MINIMUM SHEAR FORCE OF 15 kN/m. CONNECT WALLS ALONG GRID A

FOR 30 kN/m. CONNECT WALLS ALONG GRID C FOR 45 kN/m. CONNECT WALLS ALONG

GRID 1 FOR 20 kN/m. CONNECT WALLS ALONG GRID 2 FOR 20KN/M. CONNECT WALLS

ALONG GRID 6 FOR 20 kN/m.

9. STEEL BEAM CONNECTIONS ARE TO BE DESIGNED FOR THE FACTORED FORCES

INDICATED ON PLAN. WHERE NO SHEAR FORCE IS INDICATED, DESIGN STEEL

CONNECTIONS FOR A FACTORED VERTICAL SHEAR FORCE OF 80KN. PROVIDE

MINIMUM 2 BOLTS AT ALL CONNECTIONS.

10. SEE ARCHITECTURAL DRAWINGS FOR SLOPES, ETC. MAINTAIN SLAB THICKNESSES

SHOWN.

11. THE CONTRACTOR IS TO PROVIDE ALL TEMPORARY SHORING SHOWN AND NOT

SHOWN.

12. ALL BEAMS WITH CONCRETE MASONRY BLOCK ABOVE TO HAVE 15M x 600 LG @ 400

C/C REBAR FULLY WELDED TO THE TOP FLANGE CENTRED IN CONCRETE BLOCK

MASONRY CELLS ABOVE.

CB

COLUMN BELOW

C

B

C

B

C

B

C

B

C

B

N

C

B

O

P

E

N

W200x36

EX LINTEL

EX LINTEL

EX LINTEL

W2

00

x3

6

W2

00

x3

6

EXIST 130 SLAB

2-W

20

0x3

1

W2

00

x3

6

EX LINTEL

EX LINTEL

E

X

S

T

A

I

R

S

EX LINTEL EX LINTEL

W200x36

W200x36

W2

00

x3

6

W4

10

x5

4W

41

0x5

4

W

410x60

W

410x60

W410x54

ASL: 4.81 kPa

7100

ASL, TYP.

250 HOLLOWCORE SLAB

ASL : 0 kPa

250 HOLLOWCORE SLAB

W200x36

W4

10

x5

4W

20

0x3

6W

41

0x5

4W

41

0x5

4

W410x54

W410x54CANT.

CANT.

C

B

C

B

V

S

C

C

B

C

B

CA

NT

.C

AN

T.

CA

NT

.

C

B

V

S

C

C

B

C

B

C

B

V

S

C

W200x36, CONT.

W200x36, CONT.

W200x36, CONT.

C

B

V

S

C

C

B

C

B

V

S

C

C

B

S402

5

S402

4

B

P

L

1

B

P

L

1

BPL1

190x190x12 BEARING PLATE C/W 1-12 Ø

x 250 LG HOOKED ANCHOR ROD FULLY

WELDED TO UNDERSIDE OF BEARING

PLATE. CENTRE ANCHOR ROD ON

BEARING PLATE.

S403

4

CBP1

NEW 800 LONG x 190 WIDE x 400 DEEP

CONCRETE BEARING PAD UNDER

STEEL BEAM.

B

P

L

1

B

P

L

1

C200x17 @ +/-1100 C/C, FULLY MOMENT

CONNECT THROUGH STEEL BEAM.

TYP AT LOW CANOPY.

38 STEEL DECK MIN ,

TYP @ LOW CANOPY.

B

P

L

1

C

B

P

1

S402

6

B

P

L

1

C

B

P

1

B

P

L

1

C

B

P

1

B

P

L

1

B

P

L

1

S402

9

B

P

L

1

B

P

L

1

B

P

L

1

B

P

L

2

BPL2

300x190x12 BEARING PLATE

C/W 2-12 Ø X 250 LG HOOKED

ANCHOR RODS

S403

1

S402

1

S402

2

B

P

L

2

16

0 kN

16

0 kN

280 kN

280 kN

280 kN

280 kN

B

P

L

1

C

B

P

1

16

0 kN

S403

3

W200x46

W200x46

S403

2

90 kN

B

P

L

1

B

P

L

1

B

P

L

1

C

B

P

1

B

P

L

1

C

B

P

1

S402

3

EX

C

18

0x1

5

EX

C

18

0x1

5

EX

W

20

0x1

7

EX

W

20

0x2

1

EX

6

00

O

WS

J @

1

20

0 c/c

EX

6

00

O

WS

J @

1

20

0 c/c

DO

DO

DO

DO

DO

L

O

W

C

A

N

O

P

Y

A

S

L

=

3

.

3

7

k

P

a

L

O

W

C

A

N

O

P

Y

A

S

L

=

3

.3

7

k

P

a

L

O

W

C

A

N

O

P

Y

A

S

L

=

3

.

3

7

k

P

a

L

O

W

C

A

N

O

P

Y

A

S

L

=

3

.

3

7

k

P

a

S402

8

S402

7

CA

NT

.

CANT.

B

P

L

1

B

P

L

1

B

P

L

1

B

P

L

1

C

B

V

S

C

C

B

V

S

C

C

B

R

D

ASL: 1.65 kPa

ASL : 0 kPa

3760

ASL @ RT-ERV-1

RT-ERV-1

WT: 960 kg

R

D

ExC

ExD

Ex4 Ex5

EX C150x12

EX W310x31

E

X

W

2

0

0

x

2

1

EX 450 DEEP OWSJ @ 1200 c/c

EX 450 DEEP OWSJ @ 1200 c/c

EX 711 DEEP LSSJ @ 1727 c/c


DO


DO



DO

DO

EX C150x12

DO

DO

DO

DO

DO

EX 450 DEEP LSSJ

@ 1200 c/c

EX 450 DEEP LSSJ

@ 1200 c/c

DO

DO

DO

DO

DO

EX

W

41

0x7

4

EX

C

20

0x1

7

EX C100x8

NEW VRV UNIT ON

MECHANICAL STAND

WT= 300 kg.

SEE MECHANICAL AND ARCHITECTURAL

DRAWINGS FOR STAND SUPPORTS.

ALIGN SUPPORT LOCATIONS WITH

EXISTING STEEL CHANNELS BELOW,

TYP.

1:100

PART ROOF FRAMING PLAN

S202

B

NOTES:

1. TOP OF EXISTING STEEL ROOF DECK IS +0 BELOW HIGH POINT

ELEVATION +6738, REFER TO ARCHITECTURAL DRAWINGS FOR

TOP OF STEEL DECK.

2. TOP OF EXIST STEEL BEAMS -38 BELOW TOP OF EXIST ROOF

DECK HIGH POINT ELEVATION +6738. SITE VERIFY PRIOR TO

CONSTRUCTION.

3. THE EXISTING STRUCTURE CAN SAFELY SUPPORT THE

ADDITIONAL LOAD APPLIED BY THE NEW MECHANICAL UNIT AND

STAND WITHOUT ADDITIONAL REINFORCING.

CONTRACTOR TO PROVIDE CONCRETE

TOPPING TO MAKE LEVEL FOR SLOPED

RIGID INSULATION

R

D

R

D

R

D

CANT.

150Ø MECHANICAL ROOF PENETRATION,

REFER TO MECHANICAL DRAWINGS FOR

EXACT OPENING LOCATIONS, TYP.

ROOF HATCH

B

P

L

1

R

D

R

D

R

D

T: 416 203 7600 F: 416 203 3342

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commencing work.

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Professional Seal


S202

PART ROOF FRAMING

PLAN

1:100

T/O GROUND FLOOR

EL. +0.0

T/O EXIST GYM

EL. +620

PROVIDE VERTICAL DOWELS TO MATCH

VERTICAL REINFORCEMENT. EMBED 100

MIN W/ HILTI HY200 EPOXY ADHESIVE.

DOWEL HORIZONTALLY INTO EXIST.

FDN WALL W/ 15M DOWELS x 300LG @

400 c/c HORIZ & VERTICALLY W/ HILTI

HY 200 EPOXY ADHESIVE. EMBED 100

MIN , TYP.

150

150

DOWEL INTO EXIST FTG W/ 15M DOWELS

x 200 LG @ 400 c/c HORIZ. EMBED 100 MIN

W/ HILTI HY200 EPOXY ADHESIVE, TYP.

INFILL W/ NON-SHRINK GROUT

@ BASE OF WALL

PROVIDE DOWELS TO MATCH

VERT. REINF.

1:20

S401

1

1:20

S401

2

DOWEL HORIZONTALLY INTO EXIST. FDN

WALL W/ 15M DOWELS x 300LG @ 400 c/c

HORIZ & VERTICALLY W/ HILTI HY 200

EPOXY ADHESIVE. EMBED 100 MIN , TYP.

300

150

DOWEL VERTICAL BARS INTO EXIST

FOUNDATION WALL MIN 100 EMBED.

W/ HILTI HY200 EPOXY ADHESIVE

320

PROVIDE 2 -15M CONT @ NEW

GYM STORAGE

15M VERT @ 400 c/c @ INSIDE

FACE

1:20

S401

3

T/O SLAB

EL. +320

FULLY WELD REINF TO

BOTTOM PLATE

115

1:20

S401

4

T/O SLAB

EL. +320

150

DOWEL HORIZONTALLY INTO EXIST. FDN

WALL W/ 15M DOWELS x 350LG @ 400 c/c

HORIZ & VERTICALLY W/ HILTI HY70

EPOXY ADHESIVE. EMBED 100 MIN , TYP.

200

150

LOCALLY REMOVE EXTERIOR WYTHE OR

EXIST MASONRY FDN WALL TO MIN 1

COURSE BELOW NEW SLAB ELEVATION.

TYP. WHERE TOP OF FDN WALL IS ABOVE

TOP OF NEW SLAB ON GRADE.

PROVIDE VERT DOWELS TO MATCH VERT

WALL REINF. BEND DOWELS @ STEP IN

OF FND WALL.

PROVIDE VERT DOWELS TO MATCH FND

WALL REINF. EMBED 100 MIN W/ HILTI

HY70 EPOXY ADHESIVE.

190

CONT 190x19 BOT PLATE , FASTEN TO

EXIST FDN WALL W/

1

2

" Ø HILTI HAS-E

ROD EMBEDDED MIN 150 W/ HILTI

HY200 EPOXY ADHESIVE @ 400 c/c

DOWEL HORIZ INTO EXIST FDN WALL

W/ 15M DOWELS x300 LG @ 400 c/c

HORIZ & VERT W/ HILTI HY 70 EPOXY

ADHESIVE, EMBED 100, TYP.

350

150

AT LOCATION WHERE WALL

THICKENS, DOWEL HORIZ INTO EXIST

FDN WALL W/ 15M DOWELS x500 LG @

400 c/c HORIZ & VERT. EMBED 100 W/

HILTI HY 70 EPOXY ADHESIVE

1:20

S401

5

T/O GROUND FLOOR

EL. +0.0

T/O SLAB

EL. +320

1

1

THICKEN SLAB ON GRADE

OVER CONCRETE FDN WALL

AT DOOR LOCATIONS, EXTEND SLAB ON

GRADE OVER DOOR AND PROVIDE 15M

DOWELS x 1000 LG @ 400 c/c

600

400

AT DOOR LOCATIONS PROVIDE 1-15M

CONT HORIZ.

1:20

S401

6

1

1

200

TYP

RE

FE

R T

O P

LA

N F

OR

S

PA

CIN

G

OF

B

ON

D B

EA

MS

PROVIDE BOND BEAM @

BOTTOM OF MASONRY SHEAR

WALL, R/W 1-15M CONT, TYP

LOCALLY THICKEN SLAB ON GRADE

@ INTERIOR FDN WALL, TYP

1:20

S401

7

T/O GRADE

EL. ( VARIES)

REFER TO TYP. DETAILS FOR

DEVELOPMENT LENGTH, TYP. FOR

ALL MASONRY WALLS

(1)-15M CONT. AT TOP OF

FOUNDATION WALL

PROVIDE DOWELS TO MATCH VERT

REINF, TYP.

105

TYP


VERTICAL WALL REINFORCEMENT.

1:20

S401

8

1

1

50 NON-SHRINK GROUT

BENEATH BPL, TYP

3-10M STIRRUPS @ TOP @ 50

c/c, TYP @ ALL PIERS

PROVIDE NUT TOP & BOT OF

75x75x12 BOTTOM PLATE, TYP

150 PROJECTION ABOVE TOP OF PIER

FOR ALL ANCHOR RODS ASSUMED. IF

ADDITIONAL PROJECTION REQUIRED

ADD TO LENGTH OF ANCHOR ROD.


PIER. REINF, TYP.

T/O GRADE

EL. ( VARIES)

1:20

S401

9

1200

MIN

EXTERIOR STEEL EXPOSED TO

WEATHER TO BE GALVANIZED, TYP.T/O GROUND FLOOR

EL. +0.0

9

1:20

S401

10

1200

MIN

CAST SLAB ON FDN WALL

@ DOOR LOCATION

REFER TO ARCH FOR SLOPE

ON SLAB @ ENTRANCE

FULLY GROUT BLOCK

WALLS @ FRAMED

FROST SLAB, TYP

VO

ID F

OR

M

V

O

ID

F

O

R

M


VERTICAL REINFORCEMENT

PROVIDE DOWELS TO MATCH VERTICAL

MASONRY WALL REINFORCEMENT, TYP.

SIDEWALK BY OTHERS, TYP.

THICKEN SLAB AT

FOUNDATION WALL, TYP.

1:20

S401

11

T/O PAVERS

EL. REFER TO ARCH

400 800

1400

200

RE

FE

R T

O A

RC

H

CLA

SS

'B

'

TE

NS

IO

N S

PLIC

E, T

YP

.

T/O PAVERS

EL. REFER TO ARCH

EXTENT OF DETAILS 1/S401, 2/S401 AND

3/S401 TO BE VERIFIED ON SITE PRIOR TO

CONSTRUCTION. COMBINATION BETWEEN

DETAILS MAY BE REQUIRED. TOP OF

CONCRETE LEDGE TO BE SITE VERIFIED.











130

200

PROVIDE NOTCH @ TOP OF

FOUNDATION WALL, TYP.

T: 416 203 7600 F: 416 203 3342

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Toronto, ON M5A 1M8

416-599-(LINK) 5465






Professional Seal


S401

SECTIONS AND DETAILS

1:20

T/O ROOF

ELEV +4450

1:10

S402

1

U/S LINTEL

REFER TO ARCH

10Mx1075 LONG DOWEL IN EACH GROUT JOINT @

+/-1800 c/c, REFER TO PRE-CAST SHOP DRAWINGS

FOR FURTHER DETAILS. DRILL AND EPOXY INTO T/O

BOND BEAM W/HILTI HY70 EPOXY ADHESIVE, EMBED

MIN 150, TYP. WHERE PRE-CAST IS PARALLEL WITH

MASONRY WALL.

15Mx400 LG VERTICAL DOWEL, DRILL

AND EPOXY INTO GROUTED END OF

PRE-CAST WITH HILTI HY200 EPOXY

ADHESIVE, EMBED MIN 100, @ 400 c/c.

95

L

C

MASONRY

BELOW

WALL REINFORCING MUST

NOT INTERFERE W/ SLAB

BEARING, TYP

64x3 CONT MASONITE

BEARING PADS, TYP

BEAR PRE-CAST 83mm ,

TYP

PROVIDE CONT. BOND BEAM R/W

1-15M HORIZ. CONT. AT UNDERSIDE

OF PRE-CAST SLAB, TYP.

EXIST 290 LOAD-BEARING

CONCRETE BLOCK WALL

DISCRETE ANGLES TO BE PROVIDED AT APPROX.

900 ABOVE EXISTING FINISHED ROOF BY THE

CONTRACTOR TO TEMPORARILY SHORE MASONRY

VENEER WALL ABOVE AND TO ALLOW FOR NEW

MASONRY CURB AND ROOFING WORK. DETAIL AND

SIZING TO BE DESIGNED BY TEMPORARY WORKS

ENGINEER, NOT DESIGNED BY ENGINEERING LINK.

NEW MASONRY CURB

EXIST 90 BRICK VENEER WALL.

E

REFER TO TYPICAL DETAIL FOR

REQUIRED LAP SPLICE LENGTH IN

MASONRY WALLS.

1:10

S402

2

E

L

C

MASONRY

BELOW

L

C

EX. 290 BLK

PROVIDE WELDABLE VERTICAL

REINF. TO MATCH VERTICAL REINF.

WELD TO TOP OF STEEL BEAM

1:10

S402

3

E

L

C

LINTEL

EX. BLK WALL

T/O EX. SECOND FLOOR

ELEV +5020

1:10

S402

4

D

95

L

C

BEAM

EXTEND VERTICAL WALL

REINFORCEMENT INTO

PARAPET, TYP.

VERTICAL REINFORCEMENT TO

MATCH WALL REINFORCEMENT.

WELD VERTICAL TO TOP OF

STEEL BEAM.

10 THICK STIFFENER PLATE @

600 c/c TYP AT BRICK VENEER

ABOVE DOORS OR WINDOWS.

MINIMUM 2 STIFFENER PLATES.

L102x89x7.9 (LLV) (GALV), TYP

AT BRICK VENEER ABOVE

DOORS OR WINDOWS.

1:10

S402

5

1

95

DRY PACK BETWEEN SLAB

AND WALL PRIOR TO

BUILDING ABOVE, TYP

INFILL CELL AT STEEL REINFORCEMENT

LOCATIONS, REFER TO PRE-CAST SHOP

DRAWINGS FOR ADDITIONAL INFORMATION.

10M x1075 LONG IN EACH GROUT JOINT.

DRILL AND EPOXY INTO T/O BOND BEAM

W/HILTI HY200 EPOXY ADHESIVE, EMBED

MIN 150, TYP. WHERE PRE-CAST IS

PARALLEL WITH MASONRY WALL.

T/O ROOF

ELEV +4450

1:10

S402

6

A

95

T/O CANOPY

REFER TO ARCH

1:10

S402

7

A

95

L

C

BEAM, COL

25 NON-SHRINK GROUT

BENEATH BEARING PL, TYP.

POCKET CANOPY BEAM INTO

MASONRY WALL. INFILL

POCKET SOLID.

FULLY GROUT BENEATH

BEARING PL, TYP.

STEEL COL BEYOND

C200x17@ PERIMETER

OF CANOPY, TYP

L51x51x6.4 TYP.

AROUND PERIMETER

OF CANOPY

1:10

S402

8

A

95

L102x89x7.9 (LLV), TYP

WHERE BRICK ABOVE

WINDOW AND DOOR

L51x51x6.4 @ STIFF PL

LOCATIONS, CONNECT TO

STIFF PL FOR Tf =Cf =10

kN, TYP. @ CANOPY

WHERE BRICK ABOVE

DOORS AND WINDOWS.

L

C

BEAM, COL

A

95

1:10

S402

9

@ BEARING PL LOCATIONS,

PROVIDE 10 STIFF PL IN BEAM

WEB, TYP.

FULLY GROUT SOLID BENEATH CONC

BEARING PAD. CONTINUE VERT REINF.

THROUGH BEARING PAD

BRICK MASONRY

12 THICK STIFFENER

PLATE @ 600 c/c TYP AT

BRICK VENEER ABOVE

DOORS OR WINDOWS.

MINIMUM 2 STIFFENER

PLATES.

AT TOP OF OPENINGS IN EXTERIOR MASONRY WALLS, INFILL BETWEEN

STEEL LINTEL FOR 90 VENEER AND STEEL BEAM FOR 190 BLOCK

w/±100x9.5 CONT. STEEL PLATE (FULL LENGTH OF OPENING). PROVIDE

WELD ALL AROUND AT STIFFENER PLATE LOCATIONS. STITCH WELD TO

STEEL LINTELS. AT BOTTOM OF OPENINGS IN EXTERIOR MASONRY

WALLS, PROVIDE CONT. 375x7.9 STEEL PLATE, FASTENED TO TOP OF

FULLY GROUTED MASONRY WALL w/ 12Ø COUNTERSUNK HILTI HAS-E

RODS, EMBEDDED 4" MIN w/ HILTI HY200 EPOXY ADHESIVE. FINAL

DESIGN TO BE COMPLETED BY GLAZING SUPPLIER. PLATE INCLUDED

FOR PRICING ONLY.

PROVIDE DRAIN HOLES IN TOP

CONT. STEEL PLATE TO ALLOW

DRAINAGE OF CAVITY, TYP.

AT CANOPY BEAMS, PROVIDE ±200x9.5 CONT. STEEL PLATE (FULL LENGTH OF

OPENING) FOR GLAZING SUPPORT. PROVIDE CONT. FILLET WELD TO STEEL BEAM

TO BOTTOM FLANGE AT TOP AND BOTTOM OF PLATE. ALTERNATIVE: PROVIDE CONT.

L51x51x6.4 STEEL ANGLE TO SUPPORT GLAZING. FINAL DESIGN OF SUPPORT TO BE

COMPLETED BY GLAZING SUPPLIER. PLATE/ANGLE INCLUDED FOR PRICING ONLY.

DESIGN OF CONNECTION TO STRUCTURAL STEEL FRAMING

NOT BY ENGINEERING LINK. FINAL DESIGN TO BE COMPLETED

BY GLAZING SUPPLIER/FABRICATOR. STRUCTURAL STEEL

FRAMING NOTED/SHOWN FOR PRICING ONLY.





T: 416 203 7600 F: 416 203 3342

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PROJECT NO:

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commencing work.

17417

NAZ

CN/MH







Toronto, ON M5A 1M8

416-599-(LINK) 5465






Professional Seal


S402


1:10

1:10

S403

2

T/O ROOF

ELEV +4450

T/O CANOPY

REFER TO ARCH

9

95

L

C

BEAM, COL

BEAR MINIMUM 75mm, EACH

SIDE OF STEEL BEAM, TYP.

PROVIDE ADDITIONAL REINFORCEMENT

AS REQUIRED, REFER TO PRE-CAST

SHOP DRAWINGS FOR ADDITIONAL

INFORMATION.

C

BEAM

L

10M x1075 LONG WELDABLE DOWEL IN EACH GROUT

JOINT @ +/-1800 c/c, REFER TO PRE-CAST SHOP

DRAWINGS FOR FURTHER DETAILS. WELD TO

UNDERSIDE OF STEEL FLANGE, TYP WHERE

PRE-CAST BEARING ON PERPENDICULAR STEEL BEAM

25 x6 x100 LOOSE PLATE

WELDED TO CENTER OF BEAM

@ 1200 c/c TYP.

12

TYP

1:10

S403

3

1:10

S403

1

9

U/S LINTEL

REFER TO ARCH

1:10

S403

4

C

BEAM

L









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commencing work.

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NAZ

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Toronto, ON M5A 1M8

416-599-(LINK) 5465






Professional Seal


S403


1:10

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