National Research

Council Canadade recherches Canada

Conseil national

U70

U66

U62

U61

U61B

U100

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MacDONALD-CARTIER

INTERNATIONAL

AIRPORT

TRANSPORT

CANADA

ROYAL

CANADIAN

MOUNTED

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POLICE

MOUNTED

CANADIAN

ROYAL

PARKING

GARAGE

BUDGET

CARGO

NEW

TERMINAL

U66A

U70A

U65

TRANSPORTATION

SAFETY BOARD

OF CANADA

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- Flight Research Laboratory. . . . . . . . . . . . . . . . . . . . . . .

- High Speed Aerodynamics (Wind Tunnel) . . . . . . . . . . .

R.P.P.M. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

- Aeroacoustics Lab . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

- Low Speed Aerodynamics (9m Wind Tunnel) . . . . . . . . .

U-61

U-66

U-61B, U-62

U-70

Vehicle Dynamics Laboratory

LEGEND

BLDG.

- Storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . U-67, U-69

U-66A

- Fan Drive Building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .U-70A

U-91 - Shipping and Receiving . . . . . . . . . . . . . . . . . . . . . . . . .

U-89 - Administration / Railway Dynamics. . . . . . . . . . . . . . . .

U-88 - Low Temperature Climatic Chamber . . . . . . . . . . . . . . .

U-87- Centre for Surface Transportation Technology . . . . . . .

U-86 - Storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

U-84 - Vehicle Compound . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

U-90 - Strength Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

- Cabin Comfort and Environmental Research Center . . . U-72

AUTOMOTIVE AND SURFACE TRANSPORTATION

AEROSPACE

ASPM A1 (841x594)

c

1000 10 20mm 40 60 80 120 140 160 180 200mm

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ASPM A1 (841x594)

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ASPM A1 (841x594)

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1000 10 20mm 40 60 80 120 140 160 180 200mm

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ASPM A1 (841x594)

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1000 10 20mm 40 60 80 120 140 160 180 200mm

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ASPM A1 (841x594)

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1000 10 20mm 40 60 80 120 140 160 180 200mm

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DRAWING NUMBER DRAWING TITLES-100 GENERAL NOTES AND DRAWING LIST

S-200 PARTIAL GROUND FLOOR PLAN, SECTIONS

S-300 STRUCTURAL DETAILS

S-301 STRUCTURAL DETAILS (CONT.)

1

S100

CONCRETE1. CONCRETE IS SPECIFIED PER ALTERNATIVE 1 - PERFORMANCE SPECIFICATION AS OUTLINED IN CAN/CSA A23.1. THE

CONTRACTOR AND THE CONCRETE SUPPLIER TO MEET ALL CERTIFICATION, DOCUMENTATION, AND QUALITYCONTROL REQUIREMENTS.

2. THE CONTRACTOR AND THE CONCRETE SUPPLIER ARE TO ENSURE THAT THE MIX PROPERTIES MEET THE SPECIFIEDPERFORMANCE REQUIREMENTS.

3. THE CONCRETE SUPPLIER MUST BE CERTIFIED BY THE CONCRETE ONTARIO TECHNICAL COMMITTEE. FACILITYSHALL BE CERTIFIED 'ECO GOLD' AS PER CONCRETE ONTARIO REQUIREMENTS.

4. UNLESS NOTED OTHERWISE:

a. CEMENT TO BE PORTLAND CEMENT TYPE GU UNLESS OR REQUIRED BY EXPOSURE CLASS.

b. CONCRETE TO BE NORMAL DENSITY.

c. NOMINAL SIZE OF COURSE AGGREGATE TO BE 20 (3/4”).

5. PERFORMANCE REQUIREMENTS FOR CONCRETE TO BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:

6. PROVIDE A MINIMUM OF 24 HOURS NOTICE TO THE STRUCTURAL ENGINEER PRIOR TO CLOSING FORMS OR CASTINGCONCRETE TO ALLOW FOR REINFORCING STEEL REVIEW.

STRUCTURAL ELEMENTCOMPRESSIVE STRENGTH

(MPa 28 DAYS)EXPOSURE

CLASS

SLAB-ON-GRADE (INTERIOR) 25 N

GENERAL STRUCTURAL NOTES1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE 2015 NATIONAL BUILDING CODE OF CANADA (NBCC)

SUPPLEMENTED BY THE 2010 NATIONAL BUILDING CODE OF CANADA STRUCTURAL COMMENTARY.

2. THIS IS A METRIC PROJECT. UNLESS OTHERWISE NOTED, ALL LENGTHS ARE IN MILLIMETERS.

3. REVIEW STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER CONTRACT DOCUMENTS. REPORTDISCREPANCIES BEFORE PROCEEDING WITH THE WORK.

4. COORDINATE ALL OPENINGS, SLEEVES, AND EMBEDDED ITEMS IN THE STRUCTURE WITH ALL OTHER CONTRACTDOCUMENTS. REPORT ANY ITEMS THAT ARE IN CONFLICT BEFORE PROCEEDING WITH THE WORK.

5. VERIFY EXISTING DIMENSIONS AND CONDITIONS ON SITE PRIOR TO CONSTRUCTION.

6. THE REVISION COLUMN INDICATES THE INTENDED USE OF THESE DRAWINGS. DO NOT CONSTRUCT FROM THESEDRAWINGS UNLESS MARKED “ISSUED FOR CONSTRUCTION”.

7. DO NOT USE INFORMATION ON THESE DRAWINGS FOR ANY OTHER PROJECTS.

8. DO NOT SCALE THESE DRAWINGS.

9. FOLLOW TYPICAL DETAILS SHOWN ON DRAWING(S) S300, UNLESS OTHERWISE NOTED. TYPICAL DETAILS SHOWSTRUCTURAL INTENT RATHER THAN ACTUAL PROJECT CONDITIONS. (NOTE THAT TYPICAL DETAILS ARE NOT ALWAYSREFERENCED ON PLAN.)

10. SECTIONS, DETAILS, AND STATEMENTS NOTED AS “TYPICAL” SHALL CONVEY THAT CONDITIONS ARE LIKE ORSIMILAR IN THE STRUCTURE.

11. STRUCTURAL DESIGN ASSUMES NON-LOAD RESTRICTED ULC FIRE RATED ASSEMBLIES, AND APPROPRIATEMATERIALS MUST BE USED.

12. THESE DRAWINGS SHOW THE COMPLETED STRUCTURE ONLY. TEMPORARY WORKS FOR WHICH THE CONTRACTORIS RESPONSIBLE AND WHICH MAY BE REQUIRED FOR EXECUTION OF THE PROJECT ARE NOT SHOWN.CONSTRUCTION LOADS ON THE PERMANENT STRUCTURE SHALL NOT EXCEED DESIGN LOADS INDICATED ONDRAWINGS.

13. ALL TEMPORARY WORKS SHALL BE DESIGNED AND REVIEWED BY A PROFESSIONAL ENGINEER RETAINED BY THECONTRACTOR, LICENSED IN ONTARIO.

14. EMBEDDED ITEMS, INCLUDING ANCHOR BOLTS, HAVE BEEN DESIGNED FOR LOADS OF THE COMPLETED STRUCTUREONLY. THE USE OF THESE ELEMENTS FOR TEMPORARY SUPPORT DURING CONSTRUCTION MUST BE APPROVED BYTHE CONTRACTOR'S ENGINEER.

15. PROVIDE REASONABLE NOTICE (NOT LESS THAN 24 HOURS) PRIOR TO CONCEALING ANY WORK THAT REQUIRESINSPECTION, REVIEW, OR TESTING. SCHEDULE THIS WORK TO OCCUR DURING NORMAL BUSINESS HOURS.

16. PERIODIC FIELD REVIEW OF A REPRESENTATIVE SAMPLE OF THE STRUCTURAL WORK DESIGNED BY JP2G WILL BEUNDERTAKEN TO AS CERTAIN GENERAL CONFORMANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS.THESE REVIEWS DO NOT REPLACE THE CONTRACTOR'S RESPONSIBILITY FOR QUALITY CONTROL AND QUALITYASSURANCE.

17. ALL STRUCTURAL WORK DESIGNED BY PROFESSIONAL ENGINEERS RETAINED BY THE CONTRACTOR SHALL BEREVIEWED BY THE ENGINEERS RESPONSIBLE FOR THE DESIGN OR THEIR REPRESENTATIVE. SUBMIT CONSTRUCTIONREVIEW REPORTS TO JP2G FOR REVIEW.

18. ALL TEMPORARY SHORING REQUIRED IS NOT SHOWN ON STRUCTURAL DRAWINGS, CONTRACTOR AND THEIRENGINEER SHALL DETERMINE THE TEMPORARY SHORING REQUIREMENTS.

19. DESIGNING TEMPORARY WORKS SUCH AS SHORING, EXCAVATION SHORING, FALSE WORK, ELEVATED OR ACCESSPLATFORMS, VERIFICATION OF THE ABILITY OF STRUCTURES TO SUPPORT CONSTRUCTION EQUIPMENT SUPPORTAND SHORING OF STRUCTURES BELOW SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND THEIR ENGINEER.DETAILS AND METHODOLOGY FOR ALL OF THESE WORKS SHALL BE SIGNED AND STAMPED BY A PROFESSIONALENGINEER AND SUBMITTED FOR OUR RECORDS.

20. UNLESS INDICATED OTHERWISE ON THESE DRAWINGS, ALL ELECTRICAL AND MECHANICAL EQUIPMENT INCLUDINGPIPES, DUCTS, CONDUITS, AND MECHANICAL UNITS TO BE CHECKED FOR SEISMIC BRACING REQUIREMENTS AS PERCSA-S832: SEISMIC RISK REDUCTION OF OPERATIONAL AND FUNCTIONAL COMPONENTS (OFCs) OF BUILDINGS.SEISMIC BRACING IS TO BE PROVIDED, AS INDICATED IN THE STANDARD, DESIGNED IN ACCORDANCE WITH NBCC4.1.8.18

SHOP DRAWINGS1. SUBMIT FOR REVIEW ALL SHOP DRAWINGS REQUIRED BY THESE DRAWINGS AND SPECIFICATIONS.

2. REVIEW OF SHOP DRAWINGS IS ON A SAMPLING BASIS, FOR GENERAL CONFORMITY WITH STRUCTURAL CONTRACTDOCUMENTS. IT IS NOT A DETAILED CHECK AND MUST NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR OFRESPONSIBILITY FOR MAKING THE WORK ACCURATE AND IN CONFORMITY WITH THE CONTRACT DOCUMENTS.

3. REVIEW OF SHOP DRAWINGS DOES NOT IMPLY ANY CHANGE IN ANY OTHER CONSULTANTS' OR PROFESSIONALS'RESPONSIBILITIES RELATED TO DESIGN OF SPECIFIC ITEMS AS OUTLINED BY THE SPECIFICATIONS.

4. REVIEW OF A SPECIFIC COMPONENT ON NON-STRUCTURAL SHOP DRAWINGS (COMPONENTS ENGINEERED BYOTHERS) DOES NOT INCLUDE REVIEW OF THE ASSEMBLY OF WHICH THE ITEM MAY BE A COMPONENT.

5. IF REQUIRED, CAD FILES OF THE FULL SET OF STRUCTURAL DRAWINGS ARE AVAILABLE “AS-IS” FOR USE IN THEPREPARATION OF SHOP DRAWINGS, PROVIDED THAT THE OWNER AND THE OWNER'S CONSULTANTS ARE NOT HELDRESPONSIBLE FOR ANY ERRORS OR OMISSIONS ON THE DRAWINGS. THESE CAD DRAWINGS ARE NOT TO BE SCALED.TO RECEIVE THE CAD FILES, THE CONTRACTOR MUST BE WILLING TO SIGN A DRAWING RELEASE WAIVER.

6. ALLOW A MINIMUM OF 4 WORKING DAYS FOR REVIEW OF EACH SUBMISSION OF SHOP DRAWINGS. ALLOW MORE TIMEWHEN LARGE QUANTITIES OF SHOP DRAWINGS ARE SUBMITTED. SUBMIT IN GENERAL CONFORMITY WITH THESEQUENCE OF CONSTRUCTION INTENDED.

7. MAKE CORRECTIONS REQUIRED BY PREVIOUS REVIEW BEFORE RESUBMITTING DRAWINGS. CLEARLY INDICATE ALLCHANGES AND ADDITIONS TO PREVIOUS SUBMISSION. DO NOT ADD NEW DETAILS TO DRAWINGS WHICH HAVE BEENSTAMPED AS REVIEWED OR NOTED.

8. 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 CONTRACTOR APPEARS TO HAVE INTERPRETED THE CONTRACT DOCUMENTS CORRECTLY AND THE CONSULTANT HAS NO SPECIFIC COMMENT OR NOTES.

NOTED THE CONTRACTOR SHALL ADDRESS THE NOTES FROM THE CONSULTANT PRIOR TO CONSTRUCTION. SUBMIT FINAL RECORD PRINT.

REVISE & RESUBMIT ADDRESS COMMENTS AND RESUBMIT FOR REVIEW PRIOR TO FABRICATION.

9. SUBMIT ENGINEER SEALED SHOP DRAWINGS WHEN REQUIRED BY SPECIFICATIONS. SHOP DRAWINGS NOTSTAMPED, SIGNED, AND DATED WILL BE MARKED “RESUBMIT” AND RETURNED WITHOUT BEING REVIEWED.

10. DO NOT COMMENCE FABRICATION UNTIL RETURNED SHOP DRAWINGS HAVE BEEN EXAMINED.

11. PROVIDE FINAL RECORD DRAWINGS AFTER ALL CORRECTIONS ARE MADE.

CUTTING AND CORING1. CONTRACTOR SHALL CARRY THE PRICE TO RETAIN AN INDEPENDENT TESTING COMPANY TO LOCATE CONDUIT IN

THE AREAS OF PROPOSED OPENINGS AND TO MARK LOCATIONS ON THE SURFACES OF SLABS AND WALLS ON WHICHTHE CORES AND CUTS ARE TO BE STARTED.

2. USE GROUND PENETRATING RADAR OR EQUIVALENT INDUSTRY ACCEPTED METHOD CAPABLE OF ACCURATELYLOCATING EMBEDDED ELEMENTS WITHIN 50 mm FROM CENTRE LINE OF ELEMENT. AVOID CUTTING CABLES ORCONDUITS.

3. CORING: DO NOT CUT EXISTING REINFORCEMENT AND CONDUIT WHEN CORING UNLESS APPROVED BY CONSULTANT.

4. CUTTING: DO NOT CUT EXISTING CONDUIT WHEN CUTTING UNLESS APPROVED BY THE CONSULTANT. DO NOTOVERCUT OPENINGS. CORE CORNERS AND ENDS OF INTERMEDIATE SAWCUT LINES OF ALL OPENINGS PRIOR TOCUTTING. SAWCUT SIDES AND INTERMEDIATE LINES. CHIP CORNERS SQUARE IF NECESSARY. IF NEWREINFORCEMENT IS REQUIRED AT AN OPENING, INSTALL REINFORCEMENT BEFORE CUTTING OPENING OR SHORESTRUCTURE UNTIL NEW REINFORCEMENT IS INSTALLED.

CONCRETE REINFORCEMENT1. REINFORCEMENT TO CONFORM TO THE FOLLOWING STANDARDS:

1. DEFORMED BARS - CAN/CSA G30.18, GRADE 400R, -. WHERE REBAR IS SHOWN TO BE WELDED USE GRADE 400W.

2. WELDED WIRE FABRIC - ASTM A185/A185M.

2. BARS MARKED CONTINUOUS TO BE TERMINATED IN STANDARD HOOKS AT ENDS WHICH EXTEND TO FAR FACE OFELEMENT AND SPLICED USING CLASS B LAPS.

3. ALL REBAR HOOKS TO BE STANDARD LENGTH 90° OR 180° HOOKS. REBAR LENGTHS LISTED ON DRAWINGS DO NOTINCLUDE THE HOOK LENGTH. REFER TO RISC MANUAL OF STANDARD PRACTICE FOR STANDARD HOOKS.

4. WHERE TWO BARS OF DIFFERENT SIZE ARE LAPPED -, THE SPLICE LENGTH SHALL BE EQUAL TO THE SMALLER BAR'SCLASS BLAP SPLICE UNLESS NOTED OTHERWISE.

5. PROVIDE ADDITIONAL SUPPORT BARS AS REQUIRED TO PREVENT MOVEMENT OF REINFORCEMENT DURINGCONSTRUCTION AND WHEN PLACING CONCRETE.

6. PROVIDE SUFFICIENT SUPPORT TO MAINTAIN SPECIFIED CONCRETE COVER.

7. ALL REINFORCING TO BE CLEAN, FREE OF LOOSE SCALE, OIL, DIRT, RUST, AND ANY OTHER SUBSTANCE THAT MAYAFFECT BONDING CAPACITY.

8. MINIMUM CLEAR CONCRETE COVER TO REINFORCEMENT CLOSEST TO THE SURFACE TO BE AS TABULATED BELOWUNLESS NOTED OTHERWISE ON THE DRAWINGS:

STRUCTURAL ELEMENTINTERIOR (UP TO 2H FIRE

RATING)

BOTTOM OF INTERIOR SLAB 50MM OR 75MM IF CASTAGAINST EARTH

TOP OF INTERIOR SLAB 25 (1")

NOTES:1. LARGEST COVER REQUIRED GOVERNS

POST-INSTALLED ANCHORS AND DOWELS1. UNLESS OTHERWISE NOTED, ANCHORAGE TO CONCRETE TO BE:

1.1. WHERE MECHANICAL CONCRETE ANCHORS (DCA) ARE NOTED ON DRAWINGS, PROVIDE HILTI KWIK BOLT - TZEXPANSION ANCHORS.

1.2. WHERE ADHESIVE ANCHORS ARE NOTED ON DRAWINGS, PROVIDE HILTI HIT-HY 200 ADHESIVE ANCHORINGSYSTEM WITH HILTI HIT-Z OR HAS ANCHOR RODS.

1.3. WHERE REBAR DOWELS ARE NOTED ON DRAWINGS, PROVIDE HILTI HIT-HY 200 ADHESIVE ANCHORING SYSTEMINSTALLED USING HILTI SAFESET HOLLOW DRILL BIT TECHNOLOGY.

2. UNLESS OTHERWISE NOTED ON DRAWINGS, ANCHORAGE TO MASONRY TO BE:

2.1. FOR SOLID OR GROUTED MASONRY, WHERE DRILLED MASONRY ANCHORS (DMA) ARE NOTED ON DRAWINGS,PROVIDE HILTI KB-3 EXPANSION ANCHORS.

2.2. FOR SOLID OR GROUTED MASONRY, WHERE ADHESIVE ANCHORS ARE NOTED ON DRAWINGS, PROVIDE HILTIHIT-HY 270 ADHESIVE ANCHORING SYSTEM WITH HAS-E THREADED RODS.

2.3. FOR HOLLOW MASONRY, PROVIDE HILTI HIT-HY 270 ADHESIVE ANCHORING SYSTEM WITH HIT-SC MESH SLEEVEAND HAS-E THREADED RODS.

3. WHERE GALVANIZED ANCHORS ARE SPECIFIED, PROVIDE HOT DIPPED GALVANIZED (RATHER THAN ZINC PLATED)ANCHORS.

4. CONCRETE TO BE MINIMUM 28 DAYS OLD AT THE TIME OF ANCHOR INSTALLATION.

5. USE DRILLING AND INSTALLATION TOOLS AND PROCEDURES PER MANUFACTURERS' RECOMMENDATIONS. HOLEDIAMETERS NOT TO EXCEED THOSE REQUIRED BY MANUFACTURER.

6. DO NOT CUT REINFORCEMENT TO ACCOMMODATE DRILLED ANCHORS AND DOWELS. SCAN THE STRUCTURE TOLOCATE REINFORCEMENT PRIOR TO INSTALLED DRILLED ANCHORS.

7. WHEN OBSTRUCTIONS PREVENT DRILLING HOLES IN SPECIFIED LOCATIONS TO THE REQUIRED DEPTH, RELOCATE ATNO EXTRA COST TO THE CONTRACT. OBTAIN CONSULTANT'S APPROVAL OF NEW LOCATIONS BEFORE DRILLINGHOLES. FILL ALL ABANDONED HOLES WITH MIN. 30MPA GROUT. DO NOT TIGHTEN ANCHORS UNTIL GROUT INADJACENT ABANDONED HOLES REACHES 75% f'c.

8. STANDARD EMBEDMENT LENGTHS FOR POST-INSTALLED ANCHORS:

9. DO NOT BEND POST INSTALLED DOWELS AND RODS AFTER INSTALLATION.

ANCHOR SIZE

EXPANSIONANCHORS

(HILTI KB-TZAND KB-3)

ADHESIVEANCHORS(HILTI HITHY-200)

ADHESIVE ANCHORS INTOHOLLOW CONCRETE

MASONRY(HILTI HIT HY-270)

ADHESIVE ANCHORSINTO HOLLOW BRICK

MASONRY (HILTI HIT HY-270)

12 (1/2”) 83 (3-1/4”) 114 (4-1/2”)

50 (2”) 80 (3-1/8”)16 (5/8”) 102 (4”) 143 (5-5/8”)

19 (3/4”) 121 (4-3/4”) 171 (6-3/4”)

NOTES:1. ALL EMBEDMENT LENGTHS SHOWN ARE EFFECTIVE EMBEDMENT LENGTHS.2. SEE DRAWINGS FOR EMBEDMENT LENGTHS OF REBAR DOWELS.

STRUCTURAL STEEL1. CONFORM TO CSA S16.

2. MATERIALS: TO CSA G40.21 UNLESS OTHERWISE NOTED, WITH THE FOLLOWING GRADES:

ANGLES (C AND L SHAPES): 300WPLATES: 300WBOLTS: ASTM A325M, UNLESS NOTEDANCHOR RODS: 300W

3. STRUCTURAL DRAWINGS SHOW DESIGN INTENT. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN, DETAILING,FABRICATION, AND ERECTION REQUIREMENTS.

4. DO NOT MODIFY STRUCTURAL MEMBERS ON SITE.

5. PROVIDE ERECTION BRACING REQUIRED TO KEEP THE STRUCTURE STABLE DURING CONSTRUCTION.

6. FOR ALL SUSPENDED LOADS, INCLUDING SEISMIC RESTRAINTS FOR NON-STRUCTURAL ELEMENTS, APPLY LOADS INTHE PLANE OF PRIMARY STRUCTURAL ELEMENTS, AND DO NOT EXCEED 1.3KN.

7. SHOP-APPLIED PRIMER TO BE APPLIED ON ALL STEEL STRUCTURAL MEMBERS. APPLICATION TO BE COMPLIANT WITHTHE (CISC/CMPA) STANDARD 1-73A. PREPARATION AND APPLICATION IN ACCORDANCE WITH THERECOMMENDATIONS OF THE MANUFACTURER (WITH RETOUCHING ON SITE).

8. UNLESS OTHERWISE INDICATED ON DRAWINGS, ALL WORKSHOP ASSEMBLIES ARE WELDED AND THOSE PERFORMEDON SITE ARE BOLTED.

MASONRY1. CONFORM TO CSA A371 AND CSA S304.1.

2. UNLESS OTHERWISE NOTED ON PLANS, MATERIALS TO BE:

HOLLOW BLOCK: CSA A165.1 - H/15/A/MSOLID BLOCK: CSA A165.1 - SF/15/A/MMORTAR: CSA A179 - TYPE SMASONRY GROUT: CSA A179M - COARSE GROUT, 1:3:2 - CEMENT: SAND: PEA-STONE BY VOLUME,

WITH 200 MM SLUMP, OR APPROVED PRE-BAGGED MATERIAL

3. UNLESS NOTED OTHERWISE, LAY UNITS IN RUNNING BOND. ALL FACE SHELLS TO BE FULLY BEDDED.

4. DO NOT USE MORTAR WHERE GROUT IS SPECIFIED.

5. UNLESS OTHERWISE NOTED, PROVIDE LADDER TYPE HORIZONTAL JOINT REINFORCING (TO SUIT THE WALLTHICKNESS) PER ARCHITECTURAL SPECIFICATIONS. PROVIDE GALVANIZED JOINT REINFORCING IN ALL EXTERIORWALLS OR WALLS SEPARATING TWO DIFFERENT USE AND OCCUPANCIES.

6. USE CORNER TYPE LADDER REINFORCING AT ALL MASONRY WALL CORNERS AND INTERSECTIONS.

7. PROVIDE STEEL LATERAL SUPPORT AT TOPS OF ALL WALLS AS PER TYPICAL DETAILS.

8. UNLESS OTHERWISE NOTED, PROVIDE DEFLECTION GAP AT TOP OF ALL NON LOAD BEARING MASONRY WALLS, ASPER TYPICAL DETAILS.

9. WHERE MASONRY WALLS ABUT COLUMNS OR CONCRETE WALLS, PROVIDE 13 MM (1/2") WIDE MOVEMENT JOINTSBETWEEN THEM AND FILL WITH COMPRESSIBLE MATERIAL.

10. PROVIDE VERTICAL MOVEMENT JOINTS (MJ) IN NON-LOAD BEARING WALLS AS INDICATED ON STRUCTURALDRAWINGS.

11. PROVIDE STANDARD LINTELS OVER ALL OPENINGS IN NON-LOAD BEARING MASONRY WALLS AS SHOWN ON TYPICALDETAILS. THE OPENINGS ARE NOT NECESSARILY SHOWN ON STRUCTURAL DRAWINGS, REFER TO ARCHITECTURAL,MECHANICAL AND ELECTRICAL DRAWINGS.

12. PROVIDE MIN. 190 MM (7-1/2”) DEEP BOND BEAMS AT TOP OF WALLS. REINFORCE WITH MIN. 1-15 TOP AND BOTTOMCONTINUOUS AND GROUT SOLID. CARRY ALL VERTICAL REINFORCING BARS CONTINUOUSLY THROUGH BOND BEAM.

13. REINFORCED MASONRY:13.1. REINFORCE ALL NON-LOAD BEARING MASONRY AS FOLLOWS:

13.2. DO NOT PLACE CONDUITS NOR ALLOW OVER-HANGING MORTAR OR DEBRIS INSIDE MASONRY CELLS TO BEREINFORCED.

13.3. SPLICES FOR MASONRY WALL REINFORCING TO BE:

WIRE REINFORCING 200 MM (8”)10M BARS 450 MM (18”)15M BARS 650 MM (26”)20M BARS 900 MM (36”)

25M BARS 1300 MM (51”)

13.4. LOCATE VERTICAL BARS ACCURATELY WITHIN CELLS AS INDICATED ON DRAWINGS. HOLD IN POSITION TOP. USEREBAR POSITIONNERS AS REQUIRED.

13.5. PROVIDE VERTICAL DOWELS AT BASE OF WALLS TO MATCH VERTICAL REINFORCING. EMBED INTO SLAB WITHSTANDARD HOOKS OR PROVIDE CLASS B LAP INTO FOUNDATION WALLS BELOW (AS APPLICABLE).

13.6. REINFORCE SIDES OF ALL WALL OPENINGS EXCEEDING 1000 MM (3'-6”) IN WIDTH OR HEIGHT WITHADDITIONAL 1-15 HORIZONTAL AND VERTICAL AS APPROPRIATE. EXTEND 600 MM (2'-0”) BEYONDOPENING. PLACE HORIZONTAL BARS IN BLOCKS WITH PREFORMED CELLS WHICH ALLOW PASSING OF VERTICALBARS. WHERE STEEL LINTELS ARE USED, OFFSET VERTICALS TO CLEAR LINTEL BEARING.

13.7. PROVIDE 1-15M VERTICAL AT WALL ENDS, AND AT EACH SIDE OF MOVEMENT JOINTS.

14. GROUTING MASONRY:

14.1. UNLESS MASONRY WALLS ARE NOTED AS “GROUTED SOLID” ON PLAN, GROUT ONLY CELLS CONTAININGVERTICAL OR HORIZONTAL REINFORCEMENT.

14.2. USE LOW LIFT GROUTING PROCEDURE UNLESS OTHERWISE APPROVED IN WRITING BY THE ENGINEER. PLACEGROUT IN LIFTS NOT EXCEEDING 1500 (5'-0") HEIGHT. TERMINATE EACH LIFT 40 (1 ½”) BELOW TOP OF MASONRYUNIT.

14.3. UNLESS OTHERWISE NOTED, PREFILL VOIDS IN MASONRY UNITS BELOW BEAM AND JOIST SUPPORTS WITHGROUT FOR A MINIMUM VERTICAL DEPTH OF 600 MM (2'-0”) AND A LENGTH EXTENDINGMINIMUM 200 MM (8”) BEYOND THE EDGES OF BEARING PLATES. SEE TYPICAL DETAILS FOR ADDITIONALREINFORCING AND GROUTING UNDER ROOF BEAMS AND JOISTS.

14.4. FULLY GROUT ALL WALL POCKETS AFTER INSTALLATION OF STEEL BEAMS OR JOISTS.

WALL THICKNESS VERTICAL REINFORCEMENT HORIZONTAL JOINTREINFORCEMENT

90 MM (4") 1-10M @ 1200 MM (4') NOT REQUIRED

140 MM (6") 1-10M @ 1200 MM (4') NOT REQUIRED

190 MM (8") 1-15M @ 1200 MM (4') NOT REQUIRED

DEMOLITION/DECONSTRUCTION OF STRUCTURES1. PRIOR TO START OF DEMOLITION/DECONSTRUCTION WORK SUBMIT:

a. A SURVEY OF ADJACENT BUILDING ELEMENTS DESIGNATED TO REMAIN WHICH DOCUMENTS PRE-EXISTINGDEFECTS.

b. DEMOLITION/DECONSTRUCTION PLAN IDENTIFYING MEANS AND METHODS OF DECONSTRUCTION WORK ANDSPECIFICALLY ADDRESSING THE STRUCTURAL INTEGRITY AND STABILITY OF THE BUILDING COMPONENTS TOREMAIN. THIS PLAN MUST BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN ONTARIO.

2. DEMOLITION/DECONSTRUCTION OF STRUCTURAL ELEMENTS TO BE UNDERTAKEN BY A QUALIFIED CONTRACTOR INACCORDANCE WITH ALL PREVAILING LEGISLATION, CODES AND STANDARDS.

3. IF MATERIALS RESEMBLING HAZORDOUS SUBSTANCES ARE ENCOUNTERED, STOP WORK, TAKE PREVENTATIVEMEASURES AND NOTIFY THE CONSULTANT AND THE CLIENT. DO NOT PROCEED UNTIL WRITTEN INSTRUCTIONS HAVEBEEN RECEIVED.

4. PROVIDE TEMPORARY WORKS REQUIRED IN ORDER TO MAINTAIN THE STABILITY OF THE BUILDING ELEMENTS ANDSTRUCTURES DESIGNATED TO REMAIN.

5. PREVENT DEBRIS AND MATER FROM BLOCKING MEANS OF EGRESS.

6. STOCKPILING OF THE MATERIAL ON SITE IS NOT PERMITTED.

7. DISPOSE OF MATERIAL IN ACCORDANCE WITH PREVAILING CODES AT LICENSED FACILITIES.

8. DEMOLITION MAY UTILIZE ANY LEGAL MEANS OR METHODS PERMITTED INCLUDING HYDRAULIC OR MECHANICALTECHNIQUES, HOWEVER IMPLOSION USING EXPLOSIVES IS NOT PERMITTED.

9. UPON COMPLETION OF THE PROJECT LEAVE THE WORK SITE CLEAN AND FREE OF DEBRIS.

10. MAKE GOOD ALL EXISTING WORK DISTURBED BY DEMOLITION OR DECONSTRUCTION PROCEDURES.

DESIGN LOADS1. THE VALUES FOR CLIMATIC DATA USED IN THE DETERMINATION OF DESIGN LOADS HAVE BEEN OBTAINED FROM

THE 2012 ONTARIO BUILDING CODE (OBC) FOR THE SPECIFIC LOCATION OF M-C INT'L AIRPORT IN OTTAWA, ON

2. SUPERIMPOSED DEAD LOADS (SDL) ARE NON-STRUCTURAL DEAD LOADS DUE TO NON-STRUCTURAL TOPPINGS,FINISHES, PARTITIONS, ROOFING MATERIALS, SUSPENDED EQUIPMENT, PAVERS, SOIL, ETC.

3. DEAD LOAD (DL) IS THE SELF WEIGHT OF THE STRUCTURE PLUS THE SUPERIMPOSED DEAD LOAD.

4. GRAVITY LOADS ARE SHOWN ON PLANS. LIVE LOAD REDUCTION HAS NOT BEEN USED.

5. UNLESS OTHERWISE NOTED, DESIGN LOADS SHOWN ARE SPECIFIED (UNFACTORED) LOADS, TO BE USED FOR ULSDESIGN.

6. FOR POINT LOADS, IF ONLY ONE LOAD IS GIVEN, CONSIDER IT LIVE LOAD.

7. LIVE:

LIVE LOADS DUE TO USE AND OCCUPANCY AS FOLLOWS, ON NEW SLAB ON GRADE:HALLWAYS, CORRIDORS: 4.8 KPaWASHROOMS: 2.4 KPa

7. DEAD:

DEAD LOADS USED FOR DESIGN:DENSITY OF GRANULAR BASE MATERIAL: 19 KN/m³DENSITY OF CONCRETE: 23.5 KN/m³SELF-WEIGHT OF NEW CMU PARTITION (90MM): 1.9 KPaSELF-WEIGHT OF NEW CMU PARTITION (140MM): 2.2 KPaSELF-WEIGHT OF NEW CMU PARTITION (190MM): 2.7 KPa

8. SEISMIC:

SEISMIC SITE CLASS: UNKNOWN (SOIL SHEAR WAVE VELOCITY DATA NOT AVAILABLE) , ASSUME CLASS D FORDESIGN.

RESTRAINT OF NON-STRUCTURAL COMPONENTS (CL 4.1.8.18)CATEGORY: 1 (INTERIOR WALLS), Cp = 1.0, Ar = 1.0, Rp = 2.5Ax = 2.0Wp = AS PER DEAD LOADSFa = F(1.0) = 1.05Vp = 0.3FaSa(0.2)IeSpWp = 0.93 KN/m

EXCAVATION1. BEFORE EXCAVATION, CONTRACTOR IS TO VERIFY THE EXISTENCE OF PUBLIC SERVICES. FOR CONDUITS OR

SERVICES WHICH INTERFERE WITH THE EXECUTION OF WORK, THE CONTRACTOR IS RESPONSIBLE TO PROTECT ANDTEMPORARILY SUPPORT FOUND UTILITIES.

2. CARRY OUT EXCAVATION WORK FOLLOWING RECTILINEAR CONTOURS

3. IF APPLICABLE, THE CONTRACTOR SHALL COMPLY WITH ALL LAWS CONCERNING THE MANAGEMENT OF EXCAVATEDMATERIALS. THE CONTRACTOR SHOULD ALSO INCLUDE THE COSTS RELATED TO THE APPLICATION OF THESE LAWS.

BACKFILL1. MATERIALS

1.1. THE GRANULAR BACKFILL TO BE INSTALLED MUST MEET ONTARIO PROVINCIAL STANDARD SPECIFICATIONS.BACKFILL MUST BE FREE OF SHALE OR ANY OTHER MATERIAL POTENTIALLY CAUSING SWELLING.

1.2. UNLESS OTHERWISE SPECIFIED ON PLANS, GRANULAR FOUNDATION MUST CONSIST OF A MINIMUM OF 300MM(12") GRANULAR A CRUSHED STONE

2. BACKFILL OPERATIONS AND COMPACTION

2.1. BACKFILL LIFTS 300MM (12") THICK AFTER COMPACTION, UNLESS OTHERWISE SPECIFIED

2.2. DEGREE OF COMPACTION: 98% SPMDD REQUIRED FOR GRANULAR B. MAINTAIN OPTIMUM MOISTURE CONTENTIN BACKFILL MATERIAL TO ACHIEVE THE COMPACTION DENSITY REQUIRED.

STRUCTURAL

GENERAL NOTES

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4851

1384

4782

6642918435

EXISTING NON-LOADBEARING WALLS TOBE DEMOLISHED

EXISTING SLAB TO BESAWCUT AND REMOVED

1384

3892

265

1200

3615

SAWCUT SLABAROUND COLUMN

1306

PROVIDE HOLE ANDSLEEVE IN SLAB

660

FOR DEMOLITION ANDRECONSTRUCTION OF DOORFRAME, SEE DETAIL 2/S301

4851

1384

4782

6642918435

7772

210

1765

229

2083

810

14001070390

1402

1270

265

250

940 845 1270

1854

1020

1201

S3013

S3013

EXISTING OPENINGTO REMAIN

EXISTINGOPENING TOREMAIN

1070

FOR DEMOLITION ANDRECONSTRUCTION OF DOORFRAME, SEE DETAIL 2/S301

240

EXISTING CMU WALLS

NEW 140MMCMU WALL (TYP.)

NEW 190MMCMU WALL (TYP.)

NEW 90MM CMUWALL (TYP.)

NEW 140MMCMU WALL (TYP.)

NEW 190MMCMU WALL (TYP.)

EXISTINGCOLUMN S301

3EXISTINGMECHANICALOPENING TO REMAIN

2172

2680

1902

2100

2295

940 1025 865

1200

6010

2039

010

20

15652970

265

120

130

180

690

1010

NEW 90MM CMUWALL (TYP.)

NEW 190MMCMU WALL (TYP.)

NEW 190MMCMU WALL (TYP.)

710

VERTICALJOINT ASPER DETAIL

FOR SERVICECONDUITS,DUCTWORK ANDPLUMBING PASSAGETHROUGHMASONRY, SEEARCH. NOTES 37, 38,39, 39A ON SHEETA02/A02F

BS200

A S200

CS200

2S301

EXISTING FOOTINGS

EXISTING PIERS

STEEL MEZZANINECOLUMN

COLUMN EMBEDDEDIN SLAB

EXISTING CONCRETECOLUMN BEYOND

EXISTING CONCRETECOLUMN BEYOND

NEW SLAB ON GRADE

EXISTING CMU WALL,TO REMAIN

NEW CMU WALL

EXISTING SLAB,TO REMAIN

NEW CMU WALL

EXISTING CONCRETEBEAM

S3006

S3001

S3003

S3002

S3004

S3007

S3001

8S3

00

NEW CMU WALL

TERMINATE WALLS BELOWMECHANICAL PIPES

PARTIAL HEIGHT COURSETO MATCH ARCH.REQUIREMENT

EXISTING PIPES TO REMAIN

4851

1384

4782

6642918435

EXISTING SLAB

NEW SLAB

LOCATIONS OF NEW CMU WALLS ABOVE

EXISTINGWALLS ABOVE

1S3

00

EXTENT OF PIERBELOW (TYP.)

EXTENT OF FOOTINGBELOW (TYP.)

SLAB THICKENING, ASPER DETAIL (TYP.)

7S300

1S300

7S300

7S3

00

7S3

00

10 S300

JOINT BETWEEN EXISTING ANDNEW SLAB, AS PER DETAIL (TYP.)

JOINT AS PERDETAIL (TYP.)

1S3

00

1S3

00

6S3

00

10 S300

1S300

EXTEND JOINTAROUND COLUMN

COLUMN BEYOND

NEW SLAB

NEW CMU WALLNEW CMU WALL

S3001

S3001

S3003

S3003

8S3

00

EXISTING GIRDEREXISTING GIRDER

NEW CMU WALL

NEW CMU WALL

S3005

S3005

S3007

LINTEL AS PERDETAIL 1/S301

LINTEL ABOVEDOORWAY AS PERDETAIL 1/S301

2

S200

SCALE:PARTIAL GROUND FLOOR PLAN - DEMOLITION

1:501

S200 SCALE:PARTIAL GROUND FLOOR PLAN - NEW WORK (WALLS)

1:503

S200

SCALE:SECTION

1:30A

S200 SCALE:SECTION

1:30B

S200 SCALE:SECTION

1:30C

S200

SCALE:NEW SLAB PLAN

1:502

S200

CMU WALL REINFORCEMENT SCHEDULE

WALL THICKNESS VERTICAL REINFORCEMENT

90 MM 1- 10M @ 1200MM

140 MM 1- 10M @ 1200MM

190 MM 1- 10M @ 1000MM

STRUCTURAL PLANS

AND SECTIONS

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LEGEND FOR DETAIL 3/S200

HATCHWALL TYPE

WALL DOORWAY

FIRE RATED WALL

NON FIRE RATED WALL

300

150

4-15M CONT.

100

WIRE MESH AS PERSLAB DETAIL

220

145

211

10M @400

NEW SLAB-ON-GRADE

150

115

10M BAR TO MATCH WALLREINFORCEMENT, 450MM LAP WITHWALL REINFORCEMENT, 150MM HOOK,75MM BOTTOM COVER

CONCRETE SEALER BY FLOORINGMANUFACTURER, SEE ACHT'L

ETHAFOAM

EXISTING SLAB

100

EXISTING SLABNEW SLAB

NEW WALL REINFORCEMENT

FILL MATERIAL AS PER SLABDETAIL, MAINTAIN THICKNESSAROUND THICKENED SLAB

EXISTING FILL,TO REMAIN

100

15M BARS @ 1200MM, 800MM LG., 200MMEMBEDMENT IN EXISTING SLAB, CENTEREDVERTICALLY, SECURED WITH HY-200 EPOXY

NOTES:

1. THIS DETAIL IS APPLICABLE FOR ALL MASONRYPARTITIONS 190MM (8") THICK AND OVER, AND FOROTHER PARTITIONS WHERE INDICATED ON PLAN

MIN. 38MMDEFLECTION GAP

ENSURE 25MM+ OVERLAPWITH CMU, PROVIDEPARTIAL HEIGHT COURSEIF NEEDED

2x 1/2" HAS ROD PER SIDE, WITH100MM EMBEDMENT, SECURED WITHEPOXY, FOR CONTINUOUS PLATESPROVIDE ANCHORS @ 550MM O/C

L127X76X6.4, 150LG. ON EACH SIDE @ 550O/C, FLUSH WITH CMU, NOT FASTENED,(FOR FIRE RATED WALLS, AS PER 3/S200,PROVIDE CONTINUOUS ANGLES)

CONTINUOUS 5MMFILLET WELD (TYP.)

PL, 150MM WIDE x 6.4MM THK. @550 O/C, (FOR FIRE RATEDWALLS, AS PER 3/S200 PROVIDECONTINUOUS PLATE)

ROCKWOOL FIREPROOFINGINSULATION AS PER ARCH. ATFIRE RATED WALLS (SEE 3/S200)

PLATE LENGTH TOSUIT DECK PROFILE

ASSUMED BASE MATERIAL

ASSUMED REINFORCEMENT

10M 550 LG. DOWELS LAPPED WITHVERTICAL WALL REINFORCEMENT,PROVIDE 100MM EMBEDMENT IN EXISTINGSLAB SECURED WITH HY-200 EPOXYEXISTING

SLAB-ON-GRADETO REMAIN

WALL REINFORCEMENT ASPER SCHEDULE

CONFIRM MIN. 150MM COMPACTED GRANULARBASE, OTHERWISE, REMOVE AND REPLACE WITH150MM GRANULAR B, COMPACTED TO 98% SPMDD

150

150

NEW SLAB-ON-GRADE

REINFORCEMENT:152x152 M W47.6x M W47.6,CENTERED VERTICALLY

NEW SLAB-ON-GRADE,DO NOT THICKEN SLABNEAR COLUMN

EXISTING COLUMN

EXISTING PIER

10MMETHAFOAM

COVING DETAIL ANDFLOORING EXPANSIONJOINT, SEE ARCHT'L

100

200

POLYETHYLENEBACKER RODS

1/8" METAL COVE STRIP

TO BECONFIRMED

BOND BREAKER(DUCT TAPE, ETC.)

CONTINUOUS PL300x6.4, MAYCONSIST OF MULTIPLE SECTIONS

1/2"Ø HAS ROD, 100MM EMBEDMENT, ANCHORWITH EPOXY ADHESIVE, 1 ANCHOR PER ANGLE

L127x76x6.4, 150LG. @ 550

ROCKWOOL FIREPROOFINGINSULATION AS PER ARCH.

ENSURE 25MM+ OVERLAPWITH CMU, PROVIDE PARTIALHEIGHT COURSE IF NEEDED

L76x76x6.4,150LG. @ 550

THESE THREE SECTIONS NOT TO BEATTACHED TO THE EXISTINGCONCRETE DECK, TO BE SUPPORTEDONLY ON NEW HAS RODS IN CONCRETEBEAM AND ADDED TOGETHER

MODIFY CMU BLOCKS AROUND GIRDER(CUT BLOCKS OR PROVIDE NARROWERBLOCK), ENSURE 13MM GAP BETWEEN CMUAND GIRDER, FILL GAP WITH SEALANT

EXISTING CONCRETE BEAM

MIN. 38MMDEFLECTION GAP

L127X76X6.4, 150LG. ON EACH SIDE @550 O/C, FLUSH WITH CMU, NOTFASTENED, (FOR FIRE RATED WALLS,AS PER 3/S200, PROVIDE CONTINUOUSANGLES)

2x 1/2" HAS ROD PER ANGLE, WITH100MM EMBEDMENT, SECURED WITHEPOXY, FOR CONTINUOUS ANGLESPROVIDE ANCHORS @ 550MM O/C

ROCKWOOL FIREPROOFINGINSULATION AS PER ARCH. ATFIRE RATED WALLS (SEE 3/S200)

ENSURE 25MM+ OVERLAPWITH CMU, PROVIDEPARTIAL HEIGHT COURSEIF NEEDED

MIN. 38MMDEFLECTION GAP

ENSURE 25MM+ OVERLAPWITH CMU, PROVIDEPARTIAL HEIGHT COURSEIF NEEDED

2x 1/2" HAS ROD PER ANGLE, WITH100MM EMBEDMENT, SECURED WITHEPOXY, FOR CONTINUOUS ANGLESPROVIDE ANCHORS @ 600MM O/C

L127X76X6.4, MIN. LENGTH TOCOVER TWO DECK FLUTES, ONEACH SIDE @ 550 O/C, FLUSH WITHCMU, NOT FASTENED, (FOR FIRERATED WALLS, AS PER 3/S200,PROVIDE CONTINUOUS ANGLES)

ROCKWOOL FIREPROOFINGINSULATION AS PER ARCH. ATFIRE RATED WALLS (SEE 3/S200)

WALL REINFORCEMENT ASPER SCHEDULE

150

ADD 15M @400 X2000LG., CENTEREDUNDER WALL, CENTERED VERTICALLY

REINFORCEMENT AS PERSLAB DETAIL

10M DOWELS TO MATCH WALLREINFORCEMENT, PROVIDE 450MM LAP,200MM HOOK, 75MM BOTTOM COVER

NEWSLAB-ON-GRADE

300 30015M @ 400BENT BARS

3- 10M CONTINUOUSLONGITUDINAL BARS

2

1

300 600 300

EXISTING MECHANICAL PIPE AT AN UNKNOWNLOCATION (AT ANY OF THE 4 LOCATIONS SHOWN),CONTRACTOR TO BUILD AS SUGGESTED

IF THE PIPE IS AT THIS LOCATION, EMBED THE PIPE INGRANULAR B, COORDINATE ON SITE WITH EXISTING PIPING

IF PIPE IS HERE, ADJUST THEPOSITION OF REINFORCEMENT,FORM AROUND PIPE, PROVIDEGEOTEXITLE AND SAND ABOVE PIPE

BASE MATERIAL AS PER DETAIL

NEW SLAB-ON-GRADE

REINFORCEMENTAS PER DETAIL 25MM DEEP SAWCUT, 6.4MM (1/4")

WIDE, FILL WITH STONFLEX MP7

3

S300

SCALE:WALL SUPPORT AT NEW SLAB EDGE

1:51

S300

SCALE:WALL SUPPORT ON NEW SLAB

1:56

S300

SCALE:WALL SUPPORT ON EXISTING SLAB

1:57

S300

SCALE:LATERAL SUPPORT FOR WALL AT EDGE OF MEZZANINE

1:52

S300

SCALE:NEW SLAB ON GRADE (TYP.)

1:58

S300

SCALE:SLAB AROUND BASE OF COLUMN (TYP.)

1:510

S300

SCALE:LATERAL SUPPORT FOR WALL AT SLAB CEILING

1:53

S300

SCALE:LATERAL SUPPORT FOR WALL AT DECK PARALLEL TO WALL

1:54

S300

SCALE:LATERAL SUPPORT FOR WALL AT DECK PERPENDICULAR TO WALL

1:55

S300

SCALE:SAWCUT CONTROL JOINT (TYP.)

1:59

S300 STRUCTURAL DETAILS

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AS NOTED

"h" H

EIG

HT

O

F

SU

PP

OR

TE

D M

AS

ON

RY

194

MIN

200

(8")

49

DE

PT

H

061

MIN

100

(4")

4

DE

PT

H

3

NOTES:

1. THIS DETAIL APPLIES FOR HOLLOW MASONRY WALLS AND FOR MASONRY WALLS WITH

GROUTED CORES SPACED NOT CLOSER THAN 800 (2'-8").

2. STANDARD LINTELS ARE NOT NECESSARILY SHOWN ON STRUCTURAL DRAWINGS, REFER

TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENING LOCATIONS.

3. SEE PLANS FOR SPECIAL LINTELS.

4. LINTEL BLOCKS TO HAVE SOLID BOTTOM.

5. FILL LINTEL BLOCKS WITH COARSE GROUT. IT IS NOT ACCEPTABLE

TO FILL LINTELS WITH MORTAR.

6. SUPPORT LINTELS UNTIL GROUT REACHES SUFFICIENT STRENGTH,

BUT NOT LESS THAN 7 DAYS.

7. USE MASONRY OR CONCRETE LINTELS ONLY WHERE WALLS ARE

EXPOSED, REFER TO ARCHITECTURAL DRAWINGS. FOR ALL OTHER

WALLS USE STEEL LINTELS.

UNDERSIDE OF STRUCTURE ABOVE, TOP OF

MASONRY WALL (IF IN FRONT OF STRUCTURE).

REINFORCEMENT AT SIDES OF

OPENINGS (IF SHOWN ON PLANS OR

DETAILS). OFFSET BESIDE MOVEMENT

JOINT (WHERE APPLICABLE);

OTHERWISE CARRY THROUGH LINTEL

BEARING

MOVEMENT JOINT IN PARTITIONS

(WHERE APPLICABLE)

WALL

THICKNESS

WALL

0251

THICKNESS

MASONRY LINTEL

L178x102x13 (LLV)

+ 2-16 (5/8")Ø DCA

(AT CONC WALL CENTERLINE);

LENGTH TO MATCH MASONRY

WALL THICKNESS. NOT

APPLICABLE FOR LINTELS

SHOWN SHADED IN SCHEDULE

10@200 (8") " " STIRRUPS

WHERE INDICATED IN

SCHEDULE

GROUT

STANDARD BLOCK LINTEL

200 (8")

3201

PROVIDE BONDBREAKER

AT MOVEMENT JOINT

SOLID OR FULLY GROUTED

SPAN

SPAN

178

WHERE WALL THICKNESS

MIN 600 (2'-0") U/N

863

MOVEMENT JOINT IN

PERIMETER BACKUP WALL

(WHERE APPLICABLE) DO NOT

LOCATE AT FACE OF OPENING

178

IS REDUCED BY RECESSES,

INCLUDE IN LINTEL SPAN

PIER

17

FULLY GROUTED OR

SOLID MASONRY (TO FLOOR)

IF LESS THAN 600 (2'-0") WIDE

WALL

THICKNESS

h≤1200 (4'-0")

SPAN

140 (6")

190 (8")

UP TO 1200 (4'-0")

UP TO 1200 (4'-0")

BLOCK

LINTEL

DEPTH

190 (7 1/2")

190 (7 1/2")

REINF:

T&B

1-10

1-10

END OF WALL

OR MOVEMENT

JOINT

MIN. 200 (8")

CAST-IN PLACE

CONCRETE WALL

OR COLUMN

HIGHT OF SUPPORTED MASONRY "h"

1200 (4'-0") < h ≤ 2600 (8'-4")

BLOCK

LINTEL

DEPTH

190 (7 1/2")

190 (7 1/2")

REINF:

T&B

1-10

1-10

BLOCK

LINTEL

DEPTH

REINF:

T&B

390 (15 1/2")

390 (15 1/2") 1-15+STIRRUPS

1-10

25 (1") MAX

MASONRY

1

MOVEMENT

JOINT

O

P

E

N

2600 (8'-4") ≤ h ≤ 4800 (16'-0")

CMU TO BE REMOVEDAND REPLACED WITHCUT CORNER BLOCKS

FINALOPENINGWIDTH

1070

EXISTING 290MM THK. WALL,CMU BLOCKS TO REMAIN

EXISTING FLOOR SLAB

EXISTING CMUBLOCKS

MODIFIED CORNER BLOCK

EXISTING BEAMTO REMAIN

15M DOWEL @ 400

REQUIRED OPENINGHEIGHT AS PER ARCH.

15M DOWEL, 600MM LG.

SECURED WITH HY-70 EPOXY

GROUTED CELLS

CONCRETESHEAR WALL INBAY TO REMAIN

SEE ARCHITECTUREFOR FRAMING DETAIL

CORNER BLOCKADJACENT TO JOINT

CORNER BLOCKADJACENT TO JOINTSTRETCHER

BLOCKS BEYOND

STRETCHERBLOCKS BEYOND

SEALANT

15M VERTICAL BAR INGROUTED END-CELL

15M VERTICAL BAR INGROUTED END-CELL

SEALANT

BACKER ROD

BACKER ROD

COMPRESSIBLE FILLER

4

S301

SCALE:STANDARD MASONRY LINTELS IN NON-LOAD BEARING MASONRY WALLS

NTS1

S301

SCALE:DOORWAY OPENING ELEVATION

1:202

S301

SCALE:VERTICAL EXPANSION JOINT (TYP.)

1:53

S301

STRUCTURAL DETAILS

(CONT.)

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