Post on 10-May-2023
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
S104 TYPICAL DETAILS
S105 TYPICAL DETAILS
S106 TYPICAL DETAILS
S107 TYPICAL DETAILS
S201 PART FOUNDATION PLAN
S202 PART ROOF FRAMING PLAN
S401 SECTIONS AND DETAILS
S402 SECTIONS AND DETAILS
S403 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
lga-ap.com
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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Toronto, Ontario, Canada M5T 2E8
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.
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:
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
416-599-(LINK) 5465
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Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
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:
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
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
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
25 mm (1") COMPRESSIBLE MATERIAL
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
LATERAL SUPPORT FOR TOP OF MASONRY WALL
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.
25 mm (1") COMPRESSIBLE MATERIAL
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
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.
25 mm (1") COMPRESSIBLE MATERIAL
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
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.
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
lga-ap.com
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
S104
GENERAL NOTES AND
TYPICAL DETAILS
AS NOTED
TD-M03
LATERAL SUPPORT FOR TOP OF MASONRY WALL
AT UNDERSIDE OF STEEL ROOF DECK
MASONRY WALL
L102x76x6 x 150 (6") LG (LLV)
25 mm (1") COMPRESSIBLE MATERIAL
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)
25 mm (1") COMPRESSIBLE MATERIAL
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")
9 GAUGE JOINT REINF @ 400 (1'-4")
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
lga-ap.com
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
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
HOLLOWCORE ON STEELTD-HC03
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:
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.
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:
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
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:
1. 75 mm MINIMUM BEARING ON STEEL.
2. DRYPACK GROUT / STEEL SHIM BETWEEN THE SUPPORTING STEEL AND THE UNDERSIDE OF SLAB.
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.
MINIMUM 10 Ø BAR
@ 1800 o.c.
HOLLOWCORE ON STEELTD-HC04
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.
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.
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
2. PLACE REINFORCEMENT IN EACH GROUT JOINT
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
lga-ap.com
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
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
EXISTING 290 CONCRETE BLOCK
WALL ON 460 WIDE CONCRETE
FOUNDATION WALL c/w 660 WIDE
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
EXISTING 190 CONCRETE BLOCK
WALL ON 360 CONCRETE BLOCK
FOUNDATION WALL c/w 560 WIDE
STRIP FOOTING
EXISTING 190 CONCRETE BLOCK
ON 190 CONCRETE BLOCK
FOUNDATION WALL c/w 660 WIDE
STRIP FOOTING, TYP @ EXISTING
INTERIOR WALLS UNLESS NOTED
EXISTING 240 CONCRETE BLOCK
ON 410 CONCRETE BLOCK
FOUNDATION WALL c/w 610 WIDE
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
lga-ap.com
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
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
EX 711 DEEP LSSJ @ 1727 c/c
DO
EX 711 DEEP LSSJ @ 1727 c/c
DO
EX 450 DEEP LSSJ @ 1200 c/c
EX 450 DEEP LSSJ @ 1200 c/c
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
lga-ap.com
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
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
PROVIDE DOWELS TO MATCH
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.
PROVIDE DOWELS TO MATCH
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
PROVIDE DOWELS TO MATCH
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.
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.
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
lga-ap.com
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
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.
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
lga-ap.com
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
S402
SECTIONS AND DETAILS
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
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.
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
lga-ap.com
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
416-599-(LINK) 5465
www.engineeringlink.ca
310 Spadina Ave, Suite 100B
Toronto, Ontario, Canada M5T 2E8
01 19.02.27 ISSUED FOR PERMIT
02 19.03.14 RE-ISSUED FOR PERMIT
Professional Seal
03 20.06.15 ISSUED FOR TENDER
S403
SECTIONS AND DETAILS
1:10