home - anacond contracting inc....11.5.1.fabrication: can/csa s16 11.5.2.welding: csa w59...
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1. THESE DRAWINGS MUST BE READ IN CONJUNCTION WITH ALL DRAWINGS AND SPECIFICATIONS IN THE CONTRACT.
BREAKDOWN OF THE WORK BY TRADE IS THE RESPONSIBILITY OF THE CONTRACTOR. EXISTING CONDITIONS ARE
ASSUMED. REPORT ANY INCONSISTENCIES TO THE CONSULTANT BEFORE PROCEEDING WITH THE WORK.
2. THIS IS A METRIC PROJECT. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE NOTED.
3. DO NOT SCALE THESE DRAWINGS.
4. SEE ARCHITECTURAL DRAWINGS FOR FIREPROOFING REQUIREMENTS FOR ALL NEW STEEL INCLUDING BEAMS,
LINTELS AND COLUMNS
5. CODES AND STANDARDS:
5.1. COMPLY WITH THE REQUIREMENTS OF THE LATEST EDITION OF THE ONTARIO BUILDING CODE (OBC) IN FORCE AND
ALL REGULATIONS AND STANDARDS THAT ARE IN EFFECT AT THE TIME OF THE CONSTRUCTION.
6. SHOP DRAWING AND OTHER SUBMITTALS:
6.1. SUBMIT FOR REVIEW BEFORE START OF WORK:
6.1.1. STRUCTURAL STEEL, INCLUDING STEEL JOISTS
6.1.2. TEMPORARY SHORING
6.2. SHOP DRAWINGS FOR STRUCTURAL STEEL, MUST BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER
LICENSED IN ONTARIO WITH CERTIFICATE OF AUTHORIZATION FOR PRACTICE AND REQUIRED LIABILITY INSURANCE.
6.3. REVIEW OF 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 IS A SAFE AND SATISFACTORY MANNER. THE 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 (SUCH AS STRUCTURAL STEEL CONNECTIONS,
STEEL JOISTS, PRECAST ELEMENTS, ETC.).
6.4. SUBMIT CONCRETE MIX DESIGNS BEFORE START OF WORK.
6.5. AFTER REVIEW OF SHOP DRAWINGS, ONLY ERECTION DIAGRAMS WILL BE RETURNED TO THE CONTRACTOR
STAMPED TO SHOW ONE OF THE FOLLOWING:
6.5.1. NOT REVIEWED - IF THE WORK IS NOT IN LEA CONSULTING LTD. SCOPE
6.5.2. REVIEWED - NO COMMENTS NOTED
6.5.3. REVIEWED AS MODIFIED - COMMENTS NOTED ON THE DRAWINGS
6.5.4. RESUBMIT - CORRECTION OF THE NOTED ITEMS MUST BE MADE AND RESUBMITTED FOR REVIEW
7. EXISTING STRUCTURE:
7.1. EXISTING BUILDING STRUCTURAL INFORMATION IS BASED UPON DRAWINGS PREPARED BY READ JONES
CHRISTOFFERSEN CONSULTING ENGINEERS DATED 2005-06-21.
7.2. EXISTING CONDITIONS ARE ASSUMED. REPORT ANY VARIATIONS TO THE CONSULTANT IMMEDIATELY BEFORE
PROCEEDING WITH THE WORK.
7.3. PROTECT EXISTING STRUCTURE EXPOSED TO TEMPORARY CONSTRUCTION LOADING AND ACTIVITIES. WORK
REQUIRED TO CONNECT OR REWORK EXISTING STRUCTURE FOR THE NEW WORK IS WITHIN THIS CONTRACT.
7.4. PROVIDE TEMPORARY SHORING AND BRACING REQUIRED WHERE NEEDED.
7.5. MAKE GOOD ONCE STRUCTURAL WORK IS DONE AND REVIEWED.
8. FOUNDATIONS:
8.1. ALL FOUNDATIONS TO BEAR ON UNDISTURBED SOIL CAPABLE OF SUPPORTING THE BEARING PRESSURE OF:
8.2. 250 kPa AT ULS
8.3. 200 kPa AT SLS
8.4. ALL BEARING SURFACE MUST BE INSPECTED BY A GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE.
GEOTECHNICAL ENGINEER TO BE RETAINED BY THE CONTRACTOR.
8.5. PROTECT SUBGRADE AND CONCRETE FOR FOOTINGS, SLABS ON GRADE AND ADJACENT SOIL AGAINST FREEZING
AT ALL TIMES DURING. DO NOT PLACE CONCRETE IN WATER OR ON FROZEN SOIL.
8.6. THE SAFE ANGLE BETWEEN ADJACENT SHOULD BE ASSUMED AT 7 TO 10 UNLESS OTHERWISE SHOWN ELSEWHERE.
8.7. WALLS THAT ARE DESIGNED TO BE RESTRAINED AT THE TOP MUST BE SHORED PRIOR TO BACKFILL UNTIL
ELEMENTS PROVIDING RESTRAINT, ARE COMPLETED.
8.8. BACKFILL SIMULTANEOUSLY ON BOTH SIDES OF WALLS BELOW GRADE.
9. CONCRETE:
9.1. CONFORM TO CSA A23.1 “CONCRETE MATERIALS AND METHODS OF CONCRETE CONSTRUCTION”.
9.2. CONCRETE MIX DESIGN - INTERIOR APPLICATIONS:
9.2.1. CLASS OF EXPOSURE: N
9.2.2. CEMENT: TYPE GU
9.2.3. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: 25 MPa.
9.2.4. MAXIMUM WATER/CEMENTING MATERIAL RATIO: 0.45
9.2.5. NOMINAL SIZE OF COARSE AGGREGATE: 20mm (3/4”).
9.2.6. SLUMP AT TIME AND POINT OF DISCHARGE: 50mm (2”) TO 110mm (4 1/2”).
9.3. CONCRETE MIX DESIGN - EXTERIOR APPLICATIONS:
9.3.1. CLASS OF EXPOSURE: C-1
9.3.2. CEMENT: TYPE GU
9.3.3. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: 35MPa
9.3.4. MAXIMUM WATER/CEMENTING MATERIAL RATIO: 0.40
9.3.5. NOMINAL MAXIMUM SIZE OF COARSE AGGREGATE: 20mm (3/4”).
9.3.6. SLUMP AT TIME AND POINT OF DISCHARGE: 50mm (2”) TO 110mm (4 1/2”).
9.3.7. AIR CONTENT: 5 TO 8%
9.4. FOR DRILLED ANCHORS, LOCATE REINFORCING STEEL AND OTHER EMBEDS PRIOR TO DRILLING AND FABRICATION
TO ADJUST LOCATIONS OF ANCHORS TO SUIT. DO NOT CUT REINFORCING STEEL WITHOUT A WRITTEN APPROVAL.
9.5. REFERENCES:
9.5.1. FORMWORK: CAN/CSA O121
9.5.2. REINFORCEMENT: CAN/CSA G30.18 GRADE 400R OR 400W
9.5.3. WELDED WIRE FABRIC: ASTM A185(FLAT SHEETS ONLY)
9.5.4. EPOXY-COATED BARS: ASTM D3963
9.5.5. BAR SUPPORTS, AND TIES: RISC MANUAL OF STANDARD PRACTICE
9.6. PROVIDE EPOXY-COATED CHAIR-BARS AND PLASTIC-COATED TIE WIRES FOR EPOXY-COATED REINFORCING.
9.7. WHERE CONCRETE IS CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH, THE MINIMUM CONCRETE COVER TO
REINFORCING BARS CLOSEST TO THE CONCRETE SURFACE SHALL BE 75mm (3”).
9.8. FOR CLASS N CONCRETE, THE MINIMUM CONCRETE COVER TO REINFORCING BARS CLOSEST TO THE CONCRETE
SURFACE SHALL BE 30mm (1 1/4”) FOR BEAMS AND COLUMNS, AND 20mm (3/4”) FOR SLABS AND WALLS. FOR CLASS
F-1 AND F-2 CONCRETE, THE MINIMUM COVER SHALL BE 40mm (1 1/2”).
9.9. FOR CLASS C-1 CONCRETE, THE MINIMUM COVER SHALL BE 60mm (2 1/2”) EXCEPT IN PARKING GARAGE SLABS
WHERE THE COVER SHALL BE 40mm (1 ½”) TO THE TOP BARS AND 30mm (1 ¼”) TO THE BOTTOM BARS.
9.10. INCREASE COVER WHERE REQUIRED TO MAINTAIN MINIMUM RATIO OF COVER TO NOMINAL BAR DIAMETER OF 1
FOR CLASS N, 1.5 FOR CLASSES FA AND F2, AND 2 FOR CLASSES C1 AND C3.
9.11. HEAT CONCRETE AND DELIVER AT A TEMPERATURE BETWEEN +15°C AND +27°C, WHENEVER OUTDOOR
TEMPERATURE IS LESS THAN +5°C.
9.12. CONVEY CONCRETE FROM TRUCK TO FINAL LOCATION BY METHODS WHICH WILL PREVENT SEPARATION OR LOSS
OF MATERIAL. MAXIMUM FREE FALL 1.5m (5'-0"). CONSOLIDATE CONCRETE WITH ELECTRICAL VIBRATORS.
9.13. PROVIDE CONSTRUCTION JOINTS AT 30m (100 FT) CENTRES MAXIMUM. SAW CUT SLABS-ON-GRADE AT 30 TIMES
SLAB THICKNESS, BUT NOT MORE THAN 5m (17 FT) MAXIMUM ON CENTRE EACH WAY BEFORE SHRINKAGE CRACKS
CAN FORM. FILL SAWCUTS WITH “LOADFLEX” BY SIKA CANADA AFTER SLAB IS 90 DAYS OLD. FILL OTHER SAWCUTS
WITH SAND-CEMENT PASTE.
9.14. POWER STEEL-TROWEL FINISH EXPOSED FLOORS AND FLOORS WHICH RECEIVE RESILIENT FLOORING OR CARPET.
WOOD FLOAT AND BROOM FINISH EXTERIOR SLABS. FLOAT FINISH OTHER SLABS.
9.15. CURE CONCRETE SURFACES NOT IN CONTACT WITH FORMS BY THE APPLICATION OF A CURING-SEALING
COMPOUND CONFORMING TO ASTM C309-97, IMMEDIATELY AFTER DISAPPEARANCE OF SURFACE WATER SHEEN.
9.16. COLD WEATHER: PROTECT CONCRETE ACCORDING TO CSA-A23.1.
9.17. PREMIXED GROUT: MINIMUM STRENGTH 40 MPa AT 28 DAYS. INSTALL IN ACCORDANCE WITH MANUFACTURER'S
DIRECTIONS.
9.18. ENSURE THAT SLEEVES AND OPENINGS DO NOT IMPAIR THE REQUIRED STRENGTH OF THE MEMBER, AND UNLESS
SHOWN ON THE STRUCTURAL DRAWINGS, ARE ACCEPTED BY THE CONSULTANT FOR SIZE, LOCATION, AND
REINFORCEMENT BEFORE CONCRETE IS CAST. NO TRADE SHALL CUT HOLES THROUGH EXISTING CONCRETE
UNLESS ACCEPTABLE TO THE CONSULTANT.
10. STRUCTURAL MASONRY:
10.1. CONFORM TO CSA-A371 “MASONRY CONSTRUCTION FOR BUILDINGS”.
10.2. MATERIALS:
10.2.1. HOLLOW BLOCK: CSA A165.1-H/15/X/X
10.2.2. SOLID BLOCK: CSA A165.1-S/15/X/X
10.2.3. CONCRETE BRICK: CSA A165.2 - TYPE I-25
10.2.4. CLAY BRICK: CAN/CSA A82.1M - GRADE SW
10.2.5. BELOW-GRADE MORTAR: CSA A179M - TYPE S
10.2.6. ABOVE-GRADE MORTAR: CSA A179M - TYPE N
10.2.7. GROUT FOR BLOCK CORES: CSA A179M - COARSE GROUT 1:3:2
10.2.8. CEMENT:SAND:PEA STONE BY VOLUME WITH 200mm (8”) SLUMP
10.3. DRILLED MASONRY ANCHORS (DMA) TO BE HILTI HLC SLEEVE ANCHORS OR EQUIVALENT. PULL TEST ANCHORS TO
RATED CAPACITY AND REPORT RESULTS.
10.4. LAY UNITS IN RUNNING BOND. ALL FACE SHELLS SHALL BE FULLY BEDDED. GROUT USING LOW LIFT GROUTING
METHODS AND MAXIMUM 1500mm (5'-0") LIFTS. DO NOT USE MORTAR INSTEAD OF GROUT.
10.5. REINFORCED MASONRY: NO OVER-HANGING MORTAR OR DEBRIS SHALL BE ALLOWED INSIDE THE REINFORCED
CELLS. REINFORCING SHALL BE PROVIDED FULL-LENGTH WITHOUT SPLICING, BUT MAY BE INSTALLED AFTER THE
FIRST 1500mm (5'-0") OF MASONRY IS ERECTED. LOCATE RODS ACCURATELY IN THE CELLS AS SHOWN ON THE
DRAWINGS. HOLD IN POSITION TOP AND BOTTOM. FILL CELLS CONTAINING REINFORCEMENT SOLIDLY WITH COARSE
GROUT (DO NOT USE MORTAR). CONSOLIDATE BY PUDDLING WHEN PLACING AND AGAIN RECONSOLIDATE BEFORE
PLASTICITY IS LOST. PLACE GROUT IN LIFTS NOT EXCEEDING 1500mm (5'-0"). STOP EACH LIFT 40mm (1 1/ 2") BELOW
THE TOP OF A MASONRY UNIT.
10.6. PROVIDE CONTROL JOINTS AT 6m (20'-0") CENTRES MAXIMUM.
10.7. UNLESS OTHERWISE NOTED ON THE DRAWINGS, PROVIDE 3.66mm (9 GAUGE) GALVANIZED STEEL LADDER-TYPE
JOINT REINFORCING EVERY SECOND BLOCK COURSE. PROVIDE JOINT REINFORCING IN THE FIRST TWO COURSES
ABOVE AND BELOW WALL OPENINGS, AND EXTEND 600mm (2'-0”) BEYOND EACH SIDE OF OPENING. USE HOT-DIPPED
GALVANIZED MATERIAL FOR METAL TIES, GALVANIZED AFTER FABRICATION. USE PREFABRICATED CORNERS AND
SPLICE LENGTHS OF 300mm (12”) MINIMUM.
10.8. PROVIDE STANDARD LINTELS OVER ALL OPENINGS IN MASONRY WALLS AND PARTITIONS AS SHOWN ON TYPICAL
DETAILS. CHECK ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENINGS REQUIRING
STANDARD LINTELS WHICH ARE NOT NECESSARILY SHOWN ON THE STRUCTURAL DRAWINGS.
11. STRUCTURAL STEEL:
11.1. CONFORM TO CAN/CSA S16 “LIMIT STATES DESIGN OF STEEL STRUCTURES”.
11.2. FABRICATOR SHALL BE CERTIFIED BY CANADIAN WELDING BUREAU UNDER REQUIREMENTS OF CSA W47.1, DIVISION
1 OR 2.
11.3. PROTECT COMBUSTIBLE MATERIALS AND FINISHES DURING WELDING OPERATIONS.
11.4. MATERIALS:
11.4.1. WIDE FLANGE SECTIONS: CAN/CSA G40.21, GRADE 350W
11.4.2. CHANNEL, ANGLES: CAN/CSA G40.21, GRADE 350W
11.4.3. PLATES AND BARS: CAN/CSA G40.21, GRADE 300W
11.4.4. HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE C (345 MPa FOR SQUARE / RECTANGULAR AND 317 MPa
FOR ROUND), OR CAN/CSA G40.21, GR. 350W, CLASS C OR H (HSS MEMBERS REQUIRED TO BE GALVANIZED SHALL
BE CLASS H, OR STRESS RELIEVED PRIOR TO GALVANIZING)
11.4.5. MACHINE BOLTS: ASTM A307
11.4.6. HIGH-STRENGTH BOLTS: ASTM A325M
11.4.7. ANCHOR RODS: CAN/CSA G40.21, GRADE 300W
11.5. REFERENCES:
11.5.1. FABRICATION: CAN/CSA S16
11.5.2. WELDING: CSA W59
11.5.3. PRIMER PAINT: CISC/CPMA 2-75
11.5.4. ZINC-RICH PRIMER: CGSB 1-GP-171M
11.5.5. GALVANIZING: CAN/CSA G164
11.6. DRILLED ANCHORS: SEE DRAWINGS
11.7. ALL STRUCTURAL STEEL CONNECTIONS MUST BE DESIGNED BY A PROFESSIONAL ENGINEER RETAINED BY THE
CONTRACTOR TO CONFORM TO CAN/CSA S16-01. USE HEADER ANGLES AND HIGH-STRENGTH BOLTS. DESIGN BEAM
CONNECTIONS FOR AN END REACTION DUE TO THE UNIFORMLY DISTRIBUTED LOAD CAPACITY OF THE MEMBER
UNLESS A GREATER REACTION IS NOTED ON THE DRAWINGS.
11.8. DO NOT SPLICE SECTIONS WITHOUT THE PRIOR ACCEPTANCE OF THE CONSULTANT AND THE SUBMISSION OF
PERTINENT SHOP DRAWINGS. ACCEPTED SPLICES WILL BE REQUIRED TO DEVELOP THE SECTION. EACH SPLICE
SHALL BE GIVEN A NON-DESTRUCTIVE TEST BY AN INDEPENDENT INSPECTION COMPANY ACCEPTABLE TO THE
CONSULTANT. TESTING SHALL BE AT THE CONTRACTOR'S EXPENSE. EVALUATE RESULTS IN ACCORDANCE WITH
CSA W59 AND REPORT TO THE CONSULTANT.
11.9. APPLY PRIMER PAINT TO ALL STEELWORK, EXCEPT WHERE ZINC-RICH PAINT IS CALLED FOR ON THE DRAWINGS.
TOUCH-UP PAINT AFTER ERECTION. SURFACES RECEIVING ZINC-RICH PAINT SHALL FIRST RECEIVE COMMERCIAL
BLAST CLEANING.
11.10. ALL STEEL LOCATED OUTSIDE THE VAPOUR BARRIER TO BE HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM
123/A123M, minimum zinc coating of 610 g/m2. FOR ALL OTHER STEEL, CLEAN STEEL TO SSPC SP1 AND APPLY ONE
COAT OF SHOP PAINT CISC/CPMA 1-73A.
11.11. WELD OR BOLT TOGETHER MULTIPLE ANGLE LINTELS. PROVIDE A MINIMUM OF 150mm (6") BEARING.
11.12. PROVIDE ALL ERECTION BRACING REQUIRED TO KEEP THE STRUCTURE STABLE AND IN ALIGNMENT DURING
CONSTRUCTION.
12. INSPECTION AND TESTING:
12.1. THE CONTRACTOR MUST PROVIDE INSPECTION REPORTS FOR STRUCTURAL STEEL, MASONRY STRENGTH TESTS
AND TEST REPORTS FOR CONCRETE. ALL REPORTS MUST BE PREPARED BY AN INDEPENDENT INSPECTION AND
TESTING AGENCY.
12.2. MAKE ONE STANDARD TEST FOR EACH 50 CUBIC METRES OF CONCRETE, BUT NOT LESS THAN ONE TEST FOR
CONCRETE CAST EACH DAY. PROVIDE A GROUP OF THREE CONCRETE CYLINDERS FOR EACH STANDARD
CONCRETE TEST. BREAK ONE CYLINDER AT 7 DAYS.
12.3. AT LEAST 6 MORTAR CUBES ARE TO BE TESTED FOR EACH 500 SQUARE METRES OF WALL, OR PORTION THEREOF.
AT LEAST 2 CYLINDER TESTS SHALL BE MADE FOR EACH 20 CUBIC METRES OF GROUT OR LESS. TEST METHODS
AND RESULTS SHALL CONFORM TO CSA A179.
13. CUTTING AND CORING:
13.1. CONTRACTOR SHALL CARRY THE PRICE TO RETAIN AN INDEPENDENT TESTING COMPANY TO LOCATE EXISTING
REINFORCEMENT AND CONDUIT IN THE AREAS OF PROPOSED OPENINGS AND TO MARK LOCATIONS ON THE
SURFACES OF SLABS AND WALLS ON WHICH THE CORES AND CUTS ARE TO BE STARTED. X-RAY CONCRETE
UNLESS OTHER METHODS CAN BE SHOWN BY CONTRACTOR TO ACCURATELY LOCATE REINFORCEMENT AND
CONDUIT. IF LOCATIONS ARE NOT ACCEPTABLE TO CONSULTANT, RELOCATE PROPOSED OPENINGS AND REPEAT
PROCESS AT NO EXTRA COST TO THE CONTRACT.
13.2. CORING: DO NOT CUT EXISTING REINFORCEMENT AND CONDUIT WHEN CORING EXISTING CONCRETE UNLESS
APPROVED IN ADVANCE BY THE CONSULTANT. SAVE THE COMPLETE LENGTH OF ALL CORES. LABEL EACH CORE
WITH LOCATION TAKEN. MAKE ALL CORES AVAILABLE FOR REVIEW BY CONSULTANT. DISPOSE OF CORES ONLY
WITH APPROVAL OF CONSULTANT.
13.3. CUTTING: DO NOT CUT EXISTING REINFORCEMENT AND CONDUIT WHEN CUTTING EXISTING CONCRETE UNLESS
APPROVED IN ADVANCE BY THE CONSULTANT. DO NOT OVER CUT OPENINGS.CORE FOUR CORNERS AND ENDS OF
INTERMEDIATE SAWCUTS OF ALL OPENINGS PRIOR TO CUTTING SIDES AND INTERMEDIATE LINES. SAWCUT SIDES
AND INTERMEDIATE LINES.CHIP CORNERS SQUARE IF NECESSARY. IF NEW REINFORCEMENT IS REQUIRED AT AN
OPENING, INSTALL REINFORCEMENT BEFORE CUTTING OPENING OR SHORE UP STRUCTURE UNTIL NEW
REINFORCEMENT IS INSTALLED.
14. CONSTRUCTION REVIEW:
14.1. NOTIFY THE CONSULTANT 48 HOURS PRIOR TO CONCRETE POURS, BACKFILLING, AND COVERING UP THE
STRUCTURE WITH FINISHES.
15. TEMPORARY BRACING AND SHORING
15.1. MAKE ADEQUATE PROVISIONS FOR ALL LOADS ACTING ON THE STRUCTURE DURING ERECTION. PROVIDE
TEMPORARY SHORING AND BRACING TO KEEP THE STRUCTURE PLUMB AND IN TRUE ALIGNMENT DURING
CONSTRUCTION. MEMBERS SHOWN ON THE PLANS ARE THOSE REQUIRED FOR THE COMPLETED STRUCTURE AND
MAY NOT BE SUFFICIENT DURING CONSTRUCTION.
15.2. TEMPORARY BRACING AND SHORING ARE THE RESPONSIBILITY OF THE CONTRACTOR. ALL SHORING SHALL BE
DESIGNED BY A PROFESSIONAL ENGINEER RETAINED BY THE CONTRACTOR. PREPARE SHORING DRAWINGS
SIGNED AND SEALED BY THE ENGINEER.
16. REJECTED WORK:
16.1. DO NOT DELIVER TO THE SITE MATERIALS, WHICH ARE KNOWN NOT TO MEET THE REQUIREMENTS OF THE
SPECIFICATIONS. IF REJECTED AFTER DELIVERY, REMOVE IMMEDIATELY FROM SITE.
GENERAL NOTES
Scale:Date:
Project:Drawn By:
Drawing:
Project:
Title:
DATE PLOTTED: 2018-11-13
19181.01
7185 Rosehurst Drive
Mississauga, Ontario L5N 7G6
St Albert of Jerusalem
Childcare Renovation:
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
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ELEMENTARY SCHOOL
425 University Avenue, Suite 400
Toronto, Ontario, Canada. L3R 9R9
Phone: 905-470-0015 Fax: 905-470-0030
LEA Consulting Ltd.
Consulting Engineers
and Planners
www.LEA.ca
J.H.
1 ISSUED FOR COSTING 2018-09-13
2 ISSUED FOR PERMIT 2018-09-14
3 ISSUED FOR TENDER 2018-11-15
S100
Scale:Date:
Project:Drawn By:
Drawing:
Project:
Title:
DATE PLOTTED: 2018-11-13
19181.01
7185 Rosehurst Drive
Mississauga, Ontario L5N 7G6
St Albert of Jerusalem
Childcare Renovation:
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1
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A
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24
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6" S
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EA
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7" S
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E. R
EA
D D
RA
WIN
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CC
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DIN
GL
Y.
ELEMENTARY SCHOOL
425 University Avenue, Suite 400
Toronto, Ontario, Canada. L3R 9R9
Phone: 905-470-0015 Fax: 905-470-0030
LEA Consulting Ltd.
Consulting Engineers
and Planners
www.LEA.ca
J.H.
1 ISSUED FOR COSTING 2018-09-13
2 ISSUED FOR PERMIT 2018-09-14
3 ISSUED FOR TENDER 2018-11-15
S101
TYPICAL MASONRY LINTELS IN NON-LOAD BEARING WALLS MD-300
WALL THICKNESS SPAN REINFORCEMENT
TOP & BOTTOM
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")
140 (6")
190 (8")
240 (10")
290 (12")
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")
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")
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")
NOTES:
1. DO NOT USE MASONRY LINTELS FOR OPENINGS WHERE
MOVEMENT JOINT OR WALL END OR CORNER IS LOCATED LESS
THAN 0.5 OF THE LINTEL SPAN AWAY FROM THE FACE OF THE
OPENING.
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. FILL LINTEL BLOCKS WITH 20MPa GROUT.
IT IS NOT ACCEPTABLE TO FILL LINTELS WITH MORTAR.
WHERE WALL THICKNESS IS REDUCED BY RECESSES
INCLUDE IN LINTEL SPAN
SOLID OR
FULLY
GROUTED
BEARING
200 (8")
STANDARD BLOCK LINTEL
MIN. 200 (8")
CAST-IN PLACE
CONCRETE WALL
OR COLUMN
L203x102x13(LLV)
+ 2-16 (5/8")Ø DCA @115
(AT WALL CENTERLINE)
SEE SD-312 FOR STANDARD STEEL LINTELS
SPAN
MIN. 0.5 SPAN
(8")
200
REINFORCEMENT AT SIDES
OF OPENINGS (IF SHOWN
ON PLANS OR DETAILS)
MOVEMENT JOINT OR
END/CORNER OF WALL
O
P
E
N
MAX.
25 (1")
(1 1/2")
38
MAX. 3000 HIGH WALL
(UNGROUTED ABOVE LINTEL)
BLOCK NOT TO EXCEED
CONCRETE WALL WIDTH.
STANDARD
BLOCK LINTEL
BLOCK
LINTEL
DEPT
1-10190
1-10
+1-10@200 (8") "J"
190
390
N/AN/A
1-15190
1-15190
1-10
+1-10@200 (8") "J"
390
390
1-10
+1-10@200 (8") "J"
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")
90 (6")
1-10190
N/AN/A
N/AN/A
N/AN/A
1-10
1-15190
1-15190
390
1-10
+1-10@200 (8") "J"
390
1-10
+1-10@200 (8") "J"
1-15190
1-15190
390
1-10
+1-10@200 (8") "J"
390
1-10
+1-10@200 (8") "J"
DE
PT
H
THICKNESS
WALL
DE
PT
H
THICKNESS
WALL
GROUT
GROUT
MASONRY LINTEL
TYPICAL STEEL LINTELS IN NON LOAD BEARING MASONRY WALLS ED-312
64
UP TO 1200 (4'-0") 2- L64x64x6.4
64
8989
102102
1200 (4'-0") TO 1800 (6'-0") 2 - L89x64x6.4
1800 (6'-0") TO 2400 (8'-0") 2 - L89x64x7.9 W/ 100x10 PLATE
2400 (8'-0") TO 3000 (10'-0") - - -
2 - L76x89x6.4
2 - L89x89x6.4
2 - L102x89x7.9
2 - L152x89x7.9
2 - L76x102x6.4
2 - L102x102x6.4
2 - L102x102x9.5
2 - L152x102x7.9
3 - L79x89x6.4
3 - L89x89x6.4
3 - L102x89x7.9
3 - L127x89x7.9
140 (6")
190 (8")
240 (10")
290 (12")
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")
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")
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")
NOTES:
1. CONNECT BACK TO BACK DOUBLE ANGLES USING MIN. 16 (5/8")Ø BOLTS @ 450 (1'-6") MAX ,
OR BY WELDING @ TOP & BOTTOM USING 6mm (1/4") WELDS x 50 (2") LG. @ 450 (1'-6") MAX.
LOCATE FIRST CONNECTION MAX. 75 (3") FROM END OF LINTEL.
2. PROVIDE STEEL PACKING AS REQUIRED TO ENSURE EVEN BEARING OF STEEL LINTELS.
3. STANDARD LINTELS ARE NOT NECESSARILY SHOWN ON STRUCTURAL DRAWINGS, REFER TO
ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENING LOCATIONS.
4. SEE PLANS FOR SPECIAL LINTELS.
WHERE WALL THICKNESS IS REDUCED BY RECESSES
INCLUDE IN LINTEL SPAN
SOLID OR FULLY
GROUTED
BEARING
200 (8")
STANDARD STEEL
LINTEL
LINTEL SUPPORTED BY POURED CONCRETE WALL
MIN. 200 (8") CAST-IN PLACE
CONCRETE WALL OR
CONCRETE COLUMN
L203x102x13(LLV)
+ 2-16 (5/8")Ø DCA
WALL THICKNESS SPAN ANGLE SIZE DETAIL
UP TO 1200 (4'-0") L89x89x6.4
1200 (4'-0") TO 1800 (6'-0") L127x89x6.4
1800 (6'-0") TO 2400 (8'-0") L127x89x6.4
2400 (8'-0") TO 3000 (10'-0")
90 (4")
VENEER
89
L152x89x9.5
100x10 (4"x3/8")
STEEL PLATE
8989 89
(8")
200
SPAN
PIER
FULLY GROUTED OR SOLID
MASONRY (TO FLOOR) IF
PIER IS LESS THAN
600 (2'-0") WIDE
REINFORCEMENT AT SIDES
OF OPENINGS (IF SHOWN
ON PLANS OR DETAILS) TO
CLEAR LINTEL BEARING
MAX.
25 (1")
(1 1/2")
38
MIN. 200 (8") CAST-IN PLACE
CONCRETE WALL OR
CONCRETE COLUMN
8 (3/8")PLATE +2-16(5/8")Ø DCA
(@ WALL CENTERLINE) TYP.
MAX 3000 HIGH WALL
(UNGROUTED). BLOCK
THICKNESS NOT TO EXCEED
CONCRETE WALL WIDTH
OR
O
P
E
N
O
P
E
N
MIN
.
76 (3")
(4 1/2")
115
SEE MD-300 FOR STANDARD MASONRY LINTELS
115
800
M
IN
EDCA
1
3
4
L2
L2
L1
L1
MIN 800. PIERS UNDER 1200 LONG
MUST BE NEW MASONRY
REINFORCED WITH 1-15 V AT 200.
WALLS GREATER THAN 1200 USE
190 UNREINFORCED BLOCK
L3
L1
L2
TYP.
1
--
SAW CUT AND REMOVE EXISTING
SLAB 300 BEYOND WALL AT NEW
OPENING, MAKE GOOD TO MATCH
EXISTING.
150 CONC. SLAB
REINF. W/
15@300 T&B EW
2
--
REMOVE PART OF SLAB
AND MAKE GOOD IN
AREAS WHERE NEW
OPENING IS CREATED
300
15
0
100
EX. WALL AT NEW
OPENING TO BE
REMOVED
2
--
SCALE 1:25
GD FL.
DOWELS 15@300 x300 LG.
+ HILTI HY200 ADHESIVE.
150 EMBED. ALL AROUND
EXISTING FOOTING
12
00
M
IN
100 200 100
15
@3
00
H
&V
E
F
20
0
EX. FOOTING
50
VOID FORM OR
LOOSELY
COMPACTED
GRANULAR
BACKFILL
DOWELS TO
MATCH VERT.
1
--
SCALE 1:25
SLOPE
Scale:Date:
Project:Drawn By:
Drawing:
Project:
Title:
DATE PLOTTED: 2018-11-13
19181.01
7185 Rosehurst Drive
Mississauga, Ontario L5N 7G6
St Albert of Jerusalem
Childcare Renovation:
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1
:1
A
T
24
"x3
6" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GL
Y.
● P
LO
T S
CA
LE
: 1
:2
A
T
11
"x1
7" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GL
Y.
ELEMENTARY SCHOOL
425 University Avenue, Suite 400
Toronto, Ontario, Canada. L3R 9R9
Phone: 905-470-0015 Fax: 905-470-0030
LEA Consulting Ltd.
Consulting Engineers
and Planners
www.LEA.ca
J.H.
1 ISSUED FOR COSTING 2018-09-13
2 ISSUED FOR PERMIT 2018-09-14
3 ISSUED FOR TENDER 2018-11-15
S200PART FIRST FLOOR PLAN
1
S200
SCALE: 1:75
SECOND FLOOR PLAN NOTES:
1. DESIGN LIVE LIVE LOAD IS 2.4kN/m2. SUPERIMPOSED DEADLOAD
INCLUDES 1 kN/m
2
PARTIITIN ALLOWANCE
2. LINTEL SCHEDULE: (LINTEL ABOVE OPENINGS)
L1 - 190 x 390 DP LINTEL 1- 15 T & B
L2 - 190 x 590 DP LINTEL 1-15 T & B (SEE TYPICAL DETAILS FOR TIES)
L3 - 190 x 790 DP LINTEL 1-15 T & B (SEE TYPICAL DETAILS FOR TIES)
3. ALL LINTELS MUST HAVE 200 BEARING
4. PIERS MUST BE MINIMUM 800 LONG REINFORCED WITH 1 -15 VERT
AT 200 o/C FULL HEIGHT
EDCA
1
3
2
4
EX. W410x39
EX. 650 DP OWSJ
EX
. W
410x39
EX
. W
410x39
EX. 650 DP OWSJ
DO
DO
DO
DO
NEW RTU
W= kN
JOISTS TO BE REINFORCED
SEE DETAIL TYPE "R1"
C150x12
C150x12
C150x12
300 DP P/C SLAB
NEW OPENINGS
SEE ARCH.
EX. W530x82
C150x12
C150x12
DO
DO
EX. RTU
1.47 kP
a
3000
SN
OW
P
ILIN
G
3.0 kP
a
200 DP P/C SLAB
1
--
NOTE:
1. EXISTING JOIST ELEVATION IS SCHEMATIC TO SHOW DESIGN INTENT ONLY, DOES NOT NECESSARY
REFLECT ACTUAL JOIST CONFIGURATION, TO BE VERIFIED ON SITE.
2. SAME SIZE OF TOP AND BOTTOM CHORDS ARE ASSUMED TO BE USED THROUGHOUT ENTIRE SPAN,
REPORT ANY VARIATIONS TO STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE WORK.
3. SAME SIZE OF WEB MEMBERS ARE ASSUMED TO BE USED THROUGHOUT ENTIRE SPAN, REPORT ANY
VARIATIONS TO STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE WORK.
L
JOIST REINFORCE - TYPE "R1"
WEB
REINFORCEMENT
GD GD
EX
IS
T. 650 JO
IS
T
(C
ON
FIG
UR
AT
IO
N
UN
KN
OW
)
1/3 L
0.25L
WEB MEMBER TO BE REINFORCED
0.25L
WEB MEMBER TO BE REINFORCED
REINFORCE TOP & BOTTOM
CHORD (2/3 L)
JOIST CENTER
LINE
1/3 L
L25x5, Tf=38 kN,Cf=24 kN
WELD TO JOIST TOP
AND BOTTOM CHORS
EXISTING JOIST
1
--
SCALE 1:10
150 WELD
LENGTH
EACH ENC
TYPICAL JOIST REINFORCEMENT
CONFIGURATION WHERE SHOWN
"R1" ON PLAN
Scale:Date:
Project:Drawn By:
Drawing:
Project:
Title:
DATE PLOTTED: 2018-11-13
19181.01
7185 Rosehurst Drive
Mississauga, Ontario L5N 7G6
St Albert of Jerusalem
Childcare Renovation:
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1
:1
A
T
24
"x3
6" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GL
Y.
● P
LO
T S
CA
LE
: 1
:2
A
T
11
"x1
7" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GL
Y.
ELEMENTARY SCHOOL
425 University Avenue, Suite 400
Toronto, Ontario, Canada. L3R 9R9
Phone: 905-470-0015 Fax: 905-470-0030
LEA Consulting Ltd.
Consulting Engineers
and Planners
www.LEA.ca
J.H.
1 ISSUED FOR COSTING 2018-09-13
2 ISSUED FOR PERMIT 2018-09-14
3 ISSUED FOR TENDER 2018-11-15
S201
PART SECOND FLOOR FRAMING PLAN1
S201
SCALE: 1:75
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
1
E501
St Albert of Jerusalem
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● P
LO
T S
CA
LE
: 1:1 A
T
24"x36" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
● P
LO
T S
CA
LE
: 1:2 A
T
11"x17" S
HE
ET
S
IZ
E. R
EA
D D
RA
WIN
G A
CC
OR
DIN
GLY
.
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● ●
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
SCALE: 1:100FIRST FLOOR PROPOSED PLAN - PLUMBING
SCALE: 1:100FIRST FLOOR DEMOLITION PLAN - PLUMBING
T
T
T
T
T
HVAC LEGEND
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● ●
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
DEMOLITION FLOOR PLAN - HVAC LAYOUTSCALE: 1:75
DEMOLITION FLOOR PLAN - HVAC
M201
VVT-1
VVT-2
VVT-3
VVT-4
VVT-5
EF-1
EF-2
EF-3
EF-4
HUM-1
EF-6
EF-5
T
T
T
T
EF-7
T
BP-1
T T
T
T
T
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● ●
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
PROPOSED FLOOR PLAN - HVAC LAYOUTSCALE: 1:75
PROPOSED FLOOR PLAN - HVAC
M202
T
T
T
CU-1
FCU-1
CU-2
CU-3
FCU-2
FCU-3
CU-4
CU-5
FCU-4 FCU-5
G
GG
G
EF-8
RTU-1
A/C-1 (EXIST)
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● ●
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
DETAILS AND SCHEDULES
M203
PROPOSED SECOND FLOOR PLAN - HVAC LAYOUTSCALE: 1:100
ROOF PLAN - HVAC LAYOUTSCALE: 1:100
ROOFTOP UNIT SCHEDULE
EXHAUST FAN SCHEDULE
BY-PASS DAMPER SCHEDULE (RECTANGULAR)
SCHEDULE OF VVT UNITS (RECTANGULAR)
FAN COIL UNIT SCHEDULE
HUMIDIFIER SCHEDULE
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● ●
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
DETAILS AND SCHEDULES
M204
MECHANICAL EQUIPMENT STARTER AND ELECTRICAL DATA SCHEDULE
STARTER SCHEDULE NOTES: ABBREVIATION:
CONDENSING UNIT SCHEDULE
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● ●
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
SCHEDULES
M205
THE DUFFERIN - PEEL
SCHOOL BOARDCATHOLIC DISTRICT
● ●
Mississauga, Ontario, L5N 6P8Tel: 905 285 9900, Fax: 905 567 5246
Email : [email protected]
7405 East Danbro Crescent, 2nd Floor
St Albert of Jerusalem
SCALE: 1:100FIRST FLOOR PROPOSED PLAN - SPRINKLERS
SCALE: 1:100FIRST FLOOR DEMOLITION PLAN - SPRINKLERS