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CONCRETE REINFORCEMENT NOTES1. PERFORM CONCRETE REINFORCING WORK AND FABRICATION IN ACCORDANCE WITH CAN/CSA-A23.1/A23.2
UNLESS SPECIFIED OTHERWISE IN THIS SECTION.
2. REINFORCING STEEL SHALL BE GRADE 400R DEFORMED BILLET - STEEL (EXCEPT REINFORCING TO BE WELDEDSHALL BE 400W) CONFORMING TO CAN/CSA - G30.18 AND FREE OF RUST, OIL OR ANY OTHER DELETERIOUSMATERIAL.
3. ALL REINFORCING TO BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH THE LATEST RSIODETAILING MANUAL. SUBMIT PLACING SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION OF REBAR.
4. PROVIDE ALL NECESSARY BAR SUPPORTS AND TIE IN ACCORDANCE WITH THE LATEST RSIO DETAILING MANUAL.
5. REINFORCING WORK TO BE INSPECTED BY THE ENGINEER. NOTIFY THE ENGINEER 24 HOUR IN ADVANCE.CONTRACTOR MUST ENSURE MINIMUM 95% STEEL ARE IN PLACE FOR THE INSPECTION.
6. SPLICES IN REINFORCEMENT SHALL BE STAGGERED WHERE POSSIBLE. SPLICES SHALL BE IN ACCORDANCE WITHCSA 23.3-04 CLAUSE 12, CLASS B TENSION SPLICE AS SHOWN ON STANDARD DETAIL.
7. WELDED WIRE FABRIC SHALL CONFORM TO CSA STANDARD G30.5 - M - LATEST EDITION.
8. WELDED WIRE FABRIC SPLICES SHALL BE MADE BY OVERLAPPING ONE MESH OR 150mm, WHICHEVER ISGREATER.
9. THE MINIMUM CLEAR COVER FOR REINFORCEMENT SHALL BE IN ACCORDANCE WITH CSA A23.1 AND FORNON-PRESTRESSED CONCRETE SHALL BE:
A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH IS 75mm.
B. EXPOSED TO EARTH NOT EXPOSED TO OR WEATHER EARTH & WEATHER
1) BEAMS, COLUMNS AND WALLS PRINCIPAL REBARS, 35M & SMALLER 50mm (2") 38mm (1 1
2")
2) SLABS, 20M & SMALLER 32mm (1 1 4") 19mm ( 3 4")
10. BEFORE ANY NEW CONCRETE IS ADDED, THE SURFACE OF THE EXISTING CONCRETE SHALL BE ROUGHENED,THOROUGHLY CLEANED WITH ALL LAITANCE REMOVED AND A BONDING AGENT APPLIED. PROVIDEWATERSTOPS IN SUPPLEMENTAL JOINTS IN STRUCTURES DESIGNATED AS "WATERTIGHT".
11. ALL EXISTING REINFORCING SHALL BE CLEANED TO BE FREE OF RUST, OIL OR ANY OTHER DELETERIOUSMATERIAL
ABBREVIATIONSALT. = ALTERNATEB. = BOTTOMCANT. = CANTILEVEREDC.J. = CONSTRUCTION JOINTE.F. = EACH FACEEW. = EACH WAYGALV. = GALVANIZEDH.E.F. = HORIZONTAL EACH
FACEMC = MOMENT
CONNECTIONNON-FACTORED LOAD
N.T.S. = NOT TO SCALE
O.C. = ON CENTERC/C = CENTER TO CENTERO.W.S.J.= OPEN WEB STEEL
JOISTOR = OUTRIGGERS.C. = SAW CUTt = THICKNESSHORZ. = HORIZONTALHSS = HOLLOW STRUCTURAL
SECTIONLJ. = ISOLATION JOINTLG. = LONG
LLV. = LONG LEG VERTICALMIN . = MINIMUMMAX. = MAXIMUMT & B. = TOP AND BOTTOMT.J. = TIE JOISTTYP. = TYPICALU.N.J. = UNLESS NOTED OTHERWISEU/S = UNDERSIDEV.E.F. = VERTICAL EACH FACEVERT. = VERTICAL
GENERAL1. STRUCTURAL DRAWINGS ARE TO BE READ IN CONJUNCTION WITH ALL OTHER DRAWINGS AND DOCUMENTS
INCLUDED IN THIS CONTRACT.
2. CONTRACTOR TO VISIT THE SITE AND EXAMINE ALL CHARACTERISTIC FEATURES AFFECTING THE PROPOSED NEWCONSTRUCTION. COMPARE EXISTING GRADE ELEVATIONS WITH THOSE SHOWN ON THE CONTRACT DRAWINGS.
3. OBTAIN ALL DETAILS AND DIMENSIONS OF EXISTING WORK IN FIELD AND INCORPORATE SAME INTO NEWCONSTRUCTION. CHECK ALL DIMENSIONS, LEVELS AND DETAILS SHOWN ON STRUCTURAL DRAWINGS AGAINSTARCHITECTURAL, MECHANICAL, ELECTRICAL, SITE PLAN, LANDSCAPING AND OTHER RELEVANT DRAWINGS.
4. REPORT ANY DISCREPANCIES TO THE CONSULTANT BEFORE SUBMITTING THE TENDER PRICE. NO ALLOWANCEWILL BE MADE FOR DIFFICULTIES ENCOUNTERED OR EXPENSES INCURRED RESULTING FROM CONDITIONSCONSIDERED KNOWN AT THE TIME THE TENDERS ARE SUBMITTED. McINTOSH PERRY CONSULTING ENGINEERLTD. IS NOT RESPONSIBLE FOR ANY WORKS NOT DESIGNED BY McINTOSH PERRY CONSULTING ENGINEER LTD.
5. CONTRACTOR MUST INFORM McINTOSH PERRY CONSULTING ENGINEER LTD. OF ANY CHANGES AND FUTUREWORKS WHICH ARE NOT DESIGNED AND SHOWN ON DRAWINGS. CONTRACTOR MUST INFORM McINTOSHPERRY CONSULTING ENGINEER LTD. IN WRITING WHEN CONSTRUCTION WORK BEGINS, AND ARRANGE FORPERIODIC SITE REVIEWS IN ACCORDANCE WITH OBC REQUIREMENTS.
6. CONTRACTOR IS RESPONSIBLE TO ARRANGE FOR THE TESTING OF CONCRETE, COMPACTION, INSPECTION OFSTRUCTURAL STEEL FOR ALIGNMENT, BOLTS AND WELDING CONNECTION BY INDEPENDENT INSPECTION AGENTAND SUBMIT PROMPTLY ALL REPORTS TO THE PROJECT ARCHITECT AND ENGINEER.
7. CONTRACTOR IS FULLY RESPONSIBLE FOR THE DESIGN, SUPPLY, INSTALLATION AND MAINTENANCE OFADEQUATE TEMPORARY SHORING, BRACING AND RE-SHORING DURING CONSTRUCTION UNTIL STRUCTURE ISSTABLE. SUBMIT SHORING/RE-SHORING DRAWINGS SEALED BY P. ENG. FOR APPROVAL PRIOR TOCONSTRUCTION OF CONCRETE WORK. SHORING MUST COMPLY WITH OHSA AND REGULATIONS FORCONSTRUCTION PROJECTS.
8. AT THE CONTRACTOR'S EXPENSE, THE CONSULTANT WILL SELECT AN INDEPENDENT TESTING AGENCY TOREVIEW STRUCTURAL STEEL WORK IN THE SHOP AND IN THE FIELD. THE CONTRACTOR WILL NOTIFY THECONSULTANT TWO WEEKS IN ADVANCE OF THE DATE OF THE WORK WILL BE READY FOR INSPECTION.
9. CONTRACTOR MUST INFORM McINTOSH PERRY CONSULTING ENGINEER LTD. IN WRITING WHENCONSTRUCTION WORK BEGINS, AND ARRANGE FOR PERIODIC SITE REVIEWS IN ACCORDANCE WITH OBCREQUIREMENTS.
10. SEE THIS DRAWING FOR DESIGN LOADS. DO NOT EXCEED DURING CONSTRUCTION.
11. PROTECT FOOTINGS, WALLS, SLABS-ON-GRADE AND ADJACENT SOIL AGAINST FREEZING AND FROST ACTION ATALL TIMES DURING CONSTRUCTION.
12. CENTRE FOOTINGS AND PIERS UNDER CENTROID OF COLUMNS, UNLESS OTHERWISE NOTED.
13. MAKE GOOD ALL EXISTING FINISHES AND STRUCTURE AFTER WORK IS COMPLETE.
14. BEFORE SUBMITTING THE TENDER PRICE, CONTRACTOR IS RESPONSIBLE FOR MAKING ALL REQUIREDMEASUREMENTS ON SITE FOR QUANTITIES OF MATERIAL REQUIRED TO COMPLETE THE WORK.
CODES AND STANDARDS1. STRUCTURAL DESIGN AND CONSTRUCTION SHALL CONFORM TO:
.1 ONTARIO BUILDING CODE (OBC-2006)
.2 NATIONAL BUILDING CODE OF CANADA, WHERE APPLICABLE.
.3 CONCRETE.1 DESIGN OF CONCRETE STRUCTURES FOR BUILDINGS - CAN/CSA-A23.3-M.2 CONCRETE MATERIALS & METHODS OF CONCRETE CONSTRUCTION/ METHODS OF TEST FOR
CONCRETE.3 CSA-A23.1-04 / A23.2-04.4 A23.3-04, DESIGN OF CONCRETE STRUCTURES.5 PRECAST CONCRETE MATERIALS AND CONSTRUCTION - CAN3-A234-M
.4 STEEL.1 LIMIT STATES DESIGN OF STEEL STRUCTURES - CAN/CSA-S16.1-M.2 COLD FORMED STRUCTURAL STEEL MEMBERS -CSA/CAN3-S136 & GUIDE SPECIFICATION-CSSBI.3 CAN/CSA-S16-01 (INCLUDING SUPPLEMENT CAN/CSA-S16S1-05), LIMIT STATES DESIGN OF STEEL
STRUCTURES..4 CAN/CSA-G30.18 - BILLET STEEL BARS FOR CONCRETE REINFORCEMENT
.5 TIMBER.1 CAN/CSA-O86-01 (INCLUDING SUPPLEMENT CAN/CSA-O86S1-05), ENGINEERING DESIGN IN
WOOD.2 ENGINEERING DESIGN IN WOOD CAN3-086-M.3 ALL CODES SHALL BE CURRENT CODES APPLICABLE AT THE TIME OF SUBMISSION FOR BUILDING
PERMIT APPLICATION, INCLUDING ALL NEW AND REVISED ARTICLES.
COLD WEATHER REQUIREMENTS1. CONFORM TO CAN/CSA-A23.1/A23.2 WHEN CONCRETING DURING COLD WEATHER.
2. IN COLD WEATHER, ALL HEATING EQUIPMENT AND PROTECTIVE ENCLOSURES SHALL BE ON THE JOB READY FORUSE WHEN CONCRETE IS PLACED. SUCH EQUIPMENT SHALL BE ADEQUATE FOR PURPOSE OF HEATING THECONCRETE MATERIALS AND PROTECTING THE CONCRETE IN ACCORDANCE WITH THE FOLLOWINGREQUIREMENTS:
.1 WHENEVER THE TEMPERATURE OF THE SURROUNDING ATMOSPHERE IS 5°C OR LOWER, OR THERE IS PROBABILITY OF IT FALLING BELOW 5°C, ALL AGGREGATES AND WATER SHALL BE PRE-HEATED ANDALL FORMS, FILL AND GROUND WITH WHICH THE CONCRETE IS IN CONTACT OR IS CALCULATED TOCOME IN CONTACT WITH, SHALL BE DEFROSTED. STEEL REINFORCEMENT AND AGGREGATES SHALLBE PROTECTED BY ADEQUATE MEANS TO PREVENT FORMATION OF AN ICE FILM.
.2 ALL CONCRETE WHEN PLACED IN THE FORMS SHALL HAVE A TEMPERATURE BETWEEN 16°C AND 27°CAND ADEQUATE MEANS SHALL BE PROVIDED BY ENCLOSURES AND HEATING EQUIPMENT FORMAINTAINING A TEMPERATURE OF AT LEAST 22°C FOR THE FIRST SEVEN DAYS AND AT LEAST 10°C FORAS MUCH MORE TIME AS MAY BE NECESSARY, AS DETERMINED BY THE ENGINEER, TO ENSURE THEPROPER CURING OF THE CONCRETE.
.3 CANVAS OR OTHER PROTECTIVE COVERING SHALL BE KEPT CLEAR OF ALL CONCRETE IN ORDER TOPERMIT FREE CIRCULATION OF AIR AROUND ALL WALLS, COLUMNS, AND OVER TOPS OF ALL SLABS.
.4 THE CONTRACTOR IS TO PROTECT THE SOIL FROM FREEZING DURING THE CONSTRUCTION PERIOD. THISINCLUDES FOOTINGS THAT HAVE BEEN CAST.
.5 WHENEVER THE TEMPERATURE OF SURROUNDING ATMOSPHERE IS 5°C TO 10°C, NO CONCRETE WORKSHOULD BE DONE UNLESS APPROVED BY THE STRUCTURAL ENGINEER.
CONCRETE NOTES1. CONFORM TO CSA STANDARD A23.1. CONCRETE MATERIALS AND METHODS OF CONCRETE CONSTRUCTION
A23.2. METHODS OF TEST FOR CONCRETE A23.3. DESIGN OF CONCRETE STRUCTURES IN DETAILING BENDS,PLACEMENT, SPACING, SPLICING AND PROTECTION OF REINFORCING.
2. COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS (UNLESS OTHERWISE NOTED):LOCATION 28 DAY STRENGTH SIZE CLASS OF EXPOSURE AIR ENTRAINMENT
FOOTINGS ANDINTERIOR PIERS 25 MPa N NONE
FOUNDATION WALLS& EXTERIOR PIERS 25 Mpa F-2 5%
EXTERIOR SLABSEXPOSED TO CHLORIDES 30 MPa C-4 NONE
INTERIOR SLABS NOTEXPOSED TO CHLORIDES 25 MPa N NONE
- WATER SHALL BE CLEAN AND FREE FROM INJURIOUS MATERIAL- NO ADDITIONAL WATER SHALL BE ADDED AT THE JOB SITE- APPEARANCE OF ALL EXPOSED CONCRETE SHALL BE APPROVED BY THE ARCHITECT- CONCRETE EXPOSED TO WEATHER SHALL HAVE AN AIR-ENTRAINMENT OF 5%- CONCRETE ADJACENT TO PARKING LOTS, SIDEWALKS AND GARAGE BAY DOORS, WHERE 35MPa
(C-1 EXPOSURE) SHALL BE USED.- ALL CONCRETE TO BE PROPERLY CONSOLIDATED WITH POKER VIBRATORS, FINISHED TO THE
PROPER LEVEL.
3. ALL REINFORCING STEEL SHALL BE BILLET STEEL BARS FOR CONCRETE REINFORCEMENT IN ACCORDANCE WITHCAN/CSA G30.18. BILLET STEEL BARS FOR CONCRETE REINFORCEMENT GRADE 400R fy=400 MPa.
4. CONCRETE COVER FOR REINFORCING STEEL BARS AND PLACING TOLERANCES SHALL BE INACCORDANCE WITH CSA STANDARD A23.1.
5. CEMENT:PROVIDE PORTLAND CEMENT OF CANADIAN MANUFACTURE CONFORMING WITH CSA-A3001, NORMAL TYPE.
6. AGGREGATES:PROVIDE CLEAN, UNCOATED SAND AND COARSE AGGREGATES FROM APPROVED SOURCES WHICH CONFORMWITH CSA/CAN-A23.1/A23.2. NOMINAL SIZE OF COARSE AGGREGATES TO BE 19 mm (3/4").
9. AIR ENTRAINMENT:AS PER ASTM C260
10. UNLESS OFFICIALLY APPROVED OTHERWISE, SLUMPS SHALL AS SPECIFIED IN THE TABLE ABOVE. GREATERSLUMPS ARE NOT ACCEPTABLE AND THE LOADS SHALL BE REJECTED. ADMIXTURES, WHERE PERMITTED, SHALLCONFORM WITH CSA STANDARD CAN 3-A266M.
A) PROVIDE AN APPROVED WATER-REDUCING AGENT IN ALL CONCRETE.B) PROVIDE WHERE SPECIFIED, AN APPROVED AIR ENTRAINING AGENT.C) FLY-ASH AND SLAG.
11. DO NOT INCORPORATE FLY-ASH OR SLAG INTO CONCRETE MIX DESIGNS WITHOUT PRIOR APPROVAL INWRITING.
12. FLY-ASH AND SLAG MAY BE CONSIDERED AS ACCEPTABLE IN NON-SUSPENDED CONCRETE,OR IN SLABS WHICHARE NOT TO BE SUBJECTED TO AN ACCELERATED POURING SEQUENCE. THIS IS DEPENDENT ON PROVENPERFORMANCE AND PREVALENT WEATHER CONDITIONS.
13. MAINTAIN CONCRETE COVER AROUND REINFORCING AS FOLLOWS: COLUMNS 50MM, WALLS EXPOSED TOWEATHER OR BACKFILL 30MM, FOOTING AND CONCRETE FORMED AGAINST EARTH 75MM.
14. PERFORM CAST-IN-PLACE CONCRETE WORK IN ACCORDANCE WITH CSA-A23.1/A23.2 UNLESS SPECIFIEDOTHERWISE IN THIS SECTION.
15. CONFORM TO CAN/CSA-A23.1/A23.2 IN THE USE OF ADMIXTURES.
16. ALL CONCRETE SHALL BE CONSOLIDATED WITH INTERNAL VIBRATOR, AND FINISH TO ARCHITECT'SREQUIREMENTS.
17. ALL CONCRETE SURFACE MUST BE CURED FOR MINIMUM 3 DAY AT MINIMUM 10°C. ADDITIONAL 4 DAY CURINGIS REQUIRED FOR CONCRETE OF F-1, C-1,C-2, S-1 AND S-2 EXPOSURE. CURING AS PER CAN/CSA A-23.1/A23.2.
18. PLACEMENT & CONSOLIDATION SHALL BE IN ACCORDANCE WITH CSA A23.1/A23.2. MAINTAIN RECORDS OFPOURED CONCRETE ITEMS. RECORD DATE, LOCATION OF POUR, QUANTITY, AIR TEMPERATURE, AND TESTSAMPLES TAKEN. POUR CONCRETE CONTINUOUSLY BETWEEN PRE-DETERMINED CONSTRUCTION ANDCONTROL JOINTS.
IMMEDIATELY AFTER PLACEMENT, PROTECT CONCRETE FROM PRE-MATURE DRYING, EXCESSIVE HOT OR COLDTEMPERATURES AND MECHANICAL DAMAGE.
19. CONFORM TO CAN/CSA-A23.1/A23.2 WHEN CONCRETING DURING HOT WEATHER.
20. UNLESS NOTED OTHERWISE CONTRACTOR TO TEST CONCRETE FOR EACH DAY'S CONCRETING AND/OR EVERY 30CUBIC METERS EACH DAY'S CONCRETING. FORWARD TEST RESULTS TO ENGINEER FOR REVIEW. MINIMUMTHREE CYLINDERS PER TEST. ONE ADDITIONAL TEST CYLINDER WILL BE TAKEN DURING COLD WETHERCONCRETING, AND BE CURED ON JOB SITE UNDER SAME CONDITIONS AS CONCRETE IT REPRESENTS. ONESLUMP TEST WILL BE TAKEN FOR EACH SET OF TEST CYLINDERS TAKEN.
21. CONCRETE FINISHING SHALL BE IN ACCORDANCE WITH ARCHITECTURAL REQUIREMENTS.
22. PLACE CONCRETE IN ACCORDANCE WITH CAN/CSA-A23.1/A23.2. MAINTAIN RECORDS OF POURED CONCRETEITEMS. RECORD DATE, LOCATION OF POUR, QUANTITY, AIR TEMPERATURE, AND TEST SAMPLES TAKEN.PROVIDE ALL RECORDS AND TEST DATA TO THE CONSULTANT. PREPARE PREVIOUSLY PLACED CONCRETE BYCLEANING WITH STEEL BRUSH AND APPLYING BONDING AGENT. APPLY BONDING AGENT IN ACCORDANCE WITHMANUFACTURER'S RECOMMENDATIONS. POUR CONCRETE CONTINUOUSLY BETWEEN PRE-DETERMINEDCONSTRUCTION AND CONTROL JOINTS.
23. ALL CONCRETE TO BE PROPERLY CONSOLIDATED WITH POKER VIBRATORS.
SLAB ON GRADE1. PLACE SLAB ON GRADE ON 200 MIN COMPACTED GRANULAR MATERIAL IN ACCORDANCE WITH THE
GEOTECHNICAL SOIL REPORT.COMPACTION TEST SHALL BE CARRRIED OUT PRIOR TO SLAB ON GRADEPACEMENT.
2. PROVIDE APPROVED PRE-FORMED KEYED CONTROL JOINTS OR SAW CUT (WITHIN 24 HOURS) AT MAXIMUMSPACING 4m. CUT 1/4 DEPTH OF SLAB AND FILL WITH APPROVED MASTIC JOINT FILLER.
3. BREAK BOND AT SURFACES OF CONTACT WITH OTHER CONCRETE WHERE INDICATED ON PLAN (USE ASPHALTWATERPROOFING, HEAVY DUTY POLYETHYLENE OR SAND LAYER).
FORMWORK1. PROVIDE FORMWORK FOR ALL CONCRETE WORK WHEN REQUIRED. CONTRACTOR IS RESPONSIBLE FOR THE
DESIGN, FABRICATION AND ERECTION OF FORMWORK TO CAN/CSA-A23.1/A23.2 AND CSA S269.3REQUIREMENTS.
2. CLEAN FORMS AS ERECTION PROCEEDS, TO REMOVE FOREIGN MATTER,
3. DURING COLD WEATHER, REMOVE ICE AND SNOW FROM WITHIN FORMS.
4. DO NOT REMOVE FORMS AND BRACING UNTIL CONCRETE HAS GAINED SUFFICIENT STRENGTH TO SUPPORTITS OWN WEIGHT, AND CONSTRUCTION AND DESIGN LOADS WHICH ARE LIABLE TO BE IMPOSED UPON IT.
5. FORM TIES WILL BE REMOVABLE. THE FORM RELEASE AGENT WILL BE COLOURLESS MINERAL OIL THAT WILLNOT STAIN OR IMPAIR NATURAL BONDING OF CONCRETE COATINGS.
FORMWORK ERECTION1. CONSTRUCT FORMWORK, SHORING AND BRACING TO MEET DESIGN AND CODE REQUIREMENTS.
2. ALIGN JOINTS AND MAKE WATERTIGHT. KEEP FORM JOINTS TO A MINIMUM.
3. WHEN USING EARTH FORMS, HAND TRIM SIDES AND BOTTOMS, AND REMOVE LOOSE DIRT PRIOR TOPLACING CONCRETE.
4. PROVIDE BRACING TO ENSURE STABILITY OF FORMWORK. SHORE OR STRENGTHEN PREVIOUSLYCONSTRUCTED FORMWORK LIABLE TO BE OVER STRESSED BY CONSTRUCTION LOADS.
5. PROVIDE CHAMFER STRIPS ON EXTERNAL CORNERS OF BEAMS, JOISTS, AND COLUMNS, AS NEEDED.
6. APPLY FORM RELEASE AGENT PRIOR TO PLACING REINFORCING STEEL, ANCHORING DEVICES, ANDEMBEDDED ITEMS.
7. PROVIDE FORMED OPENINGS WHERE REQUIRED FOR PIPES, CONDUITS, SLEEVES, AND OTHER WORK TO BEEMBEDDED IN AND PASSING THROUGH CONCRETE MEMBERS.
8. PLACE ITEMS WHICH WILL BE CAST DIRECTLY INTO CONCRETE.
9. COORDINATE WORK OF OTHER SECTIONS INVOLVED IN FORMING AND SETTING OPENINGS, SLOTS, CHASES,SLEEVES, BOLTS, ANCHORS, AND OTHER INSERTS.
10. INSTALL WATERSTOPS CONTINUOUS WITHOUT DISPLACING REINFORCEMENT. HEAT SEAL JOINTSWATERTIGHT.
11. PLACE FORMED CONSTRUCTION JOINTS IN FLOOR SLAB PATTERN POURING SEQUENCE. SET TOP SCREED TOREQUIRED ELEVATIONS.
TD05 TYPICAL CONSTRUCTION JOINT IN WALL-
TD01 TYPICAL CONCRETE WALL DETAILS-
4" P.V.C. WATERSTOPAT ALL RETAININGAND BASEMENT WALLS,AND 1 1/2" x 3" KEY
HORIZONTAL REINFORCINGCONT. THROUGH JOINT
REGLET FOR CAULKINGON EXPOSED FACE(S)
TD02 SLAB ON GRADE ELEVATION CHANGESCALE : NTS-
8"
24" M
AX.
x x x x
x x
xx
1-15M CONT.
1-15M CONT.
12
REINFORCING ASSHOWN ON PLAN
OR SCHEDULE
SCALE : NTS
SCALE : NTS
21
PROTECT LATERAL STABILITY OF BEARING STRATA.DO NOT EXCAVATE BELOW A LINE EXTENDINGDOWNWARD FROM ANY BEARING STRATA AT ASLOPE OF 1 VERTICAL TO 2 HORIZONTAL.
LINE OFEXCAVATION
FINISHED FLOORDATUM SEE PLAN
EXISTINGFOUNDATION
NEWEXCAVATION
2'-0"(600)MAX
2'-0"(600)MAX
2'-0"(600)MAX
2'-0"(600)MAX
2'-0"(600)MAX
2'-0"(600)MAX
4'-0
" (12
00)
MAX
4'-0
" (12
00) M
AX
7'-10" (2400) MIN.
1'-0
" (30
0)M
AX T
YP.
T
T
12
12
1'-0
" (30
0)M
AX T
YP.
NOTE: T = THICKNESS OF FOOTING
T
T
TD03 STEP FOOTING DETAILSCALE : NTS-
TD06 TYPICAL SLOPE BETWEEN ADJACENTFOOTINGS SCALE : NTS-
LAPPING AT CORNER OF WALL
24"
24"
12"
MIN
.
CLASS 'B'LAP SPLICE
DOWELS NOT REQUIRED IFWALLS CAST TOGETHER ANDHORIZONTAL REINFORCINGHOOKED AS SHOWN
DOWELLING OF INTERSECTING WALLS
SITE INSPECTION AND REPORT TESTING1. THE O.B.C. BUILDING CODE 2006 SPECIFIES THAT FIELD REVIEWS OF THE BUILDING BE CARRIED OUT DURING THE
COURSE OF CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF THE START OF CONSTRUCTIONTO FACILITATE SUCH REVIEWS BY THE STRUCTURAL ENGINEER.
2. THE CONTRACTOR SHALL FURNISH TO THE STRUCTURAL ENGINEER, ON SEPIA AND TWO PRINTS STAMPED NY APROFESSIONAL ENGINEER PRIOR TO POURING OF CONCRETE OR ERECTION OF STRUCTURAL ELEMENTS:
a) SOIL BEARING TEST REPORTSb) REINFORCING STEEL PLACING DRAWINGS AND BARS LISTSc) ROOF AND FLOOR JOIST DESIGN AND FABRICATION.
THE CONTRACTOR SHALL ALSO FURNISH THE ENGINEER WITH CONCRETE CYLINDER TEST REPORTS FOR ALLSTRUCTURAL CONCRETE USED IN THE BUILDING.
3. AT THE CONTRACTOR'S EXPENSE, THE CONSULTANT WILL SELECT AN INDEPENDENT TESTING AGENCY TO REVIEWSTRUCTURAL STEEL WORK IN THE SHOP AND IN THE FIELD. THE CONTRACTOR WILL NOTIFY THE CONSULTANT TWOWEEKS IN ADVANCE OF THE DATE OF THE WORK WILL BE READY FOR INSPECTION.
DESIGN DATA1. SOIL DESIGN BEARING PRESSURES (REF. SOILS REPORT):
ULS: 1500 kPa
2. EARTHQUAKE PARAMETERS:SITE CLASSIFICATION: BFa = 0.864Fv = 0.630TYPE OF SEISMIC FORCE RESISTING SYSTEM (SFRS): MASONRY SHEAR WALL/STEEL
BRACED FRAME COMBINATIONRd = 1.5Ro = 1.3Ta = 0.19 (N-S DIRECTION)Ta = 0.19 (E-W DIRECTION)5% DAMPED SPECTRAL RESPONSE ACCELERATION VALUES (OTTAWA, ON) THE DESIGN SPECTRAL RESPONSE ACCELERATION:Sa(0.2) = 0.66 Sa(0.2) = 0.570Sa(0.5) = 0.32 Sa(0.5) = 0.202Sa(1.0) = 0.13 Sa(1.0) = 0.082Sa(2.0) = 0.044 Sa(2.0) = 0.028S(Ta) = 0.57 (N-S DIRECTION) Sa(4.0) = 0.014S(Ta) = 0.57 (E-W DIRECTION)IE = 1Mv = 1
TYPES OF IRREGULARITIES:1 - No2 - No3 - No4 - No5 - No6 - No7 - No8 - No
THE STATIC BASE SHEAR AND OVERTURNING MOMENT IN TWO PRINCIPAL DIRECTIONS:
BASE SHEAR / MOMENTS:GOVERNING CONDITION: STATICW = WEIGHT OF STRUCTURE (2225kN)VDESIGN = VMAX = 2 3 S (0.2) MV IE W/(RdRo)
THE BASE SHEAR AND OVERTURNING MOMENT IN TWO PRINCIPAL DIRECTIONS USED FOR THE DESIGN OF THE STRUCTURE:
BASE SHEAR:Vd=0.195 W = 434kN IN E-W DIRECTIONVd=0.195 W = 434kN IN N-S DIRECTION
OVERTURNING MOMENT:Md=2187kN.M ABOUT N-S DIRECTIONMd=2187kN.M ABOUT E-W DIRECTION
4. THE SEISMIC FORCE RESISTING SYSTEM AND DIAPHRAGMS OF FLOORS AND THEIR CONNECTIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE 2006ONTARIO BUILDING CODE, ARTICLE 4.1.8.15 AND ARTICLE 9.5.3 IN CAN/CSA-080-01.
5. THE SEISMIC FORCE RESISTING SYSTEM FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE 2006 ONTARIO BUILDING CODE, ARTICLE4.1.8.16 AND ARTICLE 21.11 IN CAN/CSA A23.3.
6. THE SIPS AND ROOF TRUSSES ARE DESIGNED BY THE MANUFACTURER. THE FACTORED SHEAR FORCES ON EACH SIDE OF ROOF DIAPHRAGMS IS NOTED ONPLAN.
7. WIND DATA:P = Iw q1/50 Ce Cg Cp
WHEREq1/50 = 0.41 kPaIw = 1.00 (ULS)Iw = 0.75 (SLS)Ce = 1.00Cg Cp = 2.7
NORTH-SOUTH (ULS) EAST-WEST (ULS) VBASE = 131kN VBASE = 70kN MBASE = 280kN-m MBASE = 160kN-m
SNOW DATA:S = IS [ SS ( Cb Cw Cs Ca ) + Sr ]
WHEREIS = IMPORTANCE FACTOR (1.00 ULS, 0.90 SLS)Cb Cw Cs Ca = FACTORS (VARIES)SS = 2.4 kPaSr = REFERENCE RAIN LOAD (0.4kPa)
MASONRY1. ALL MASONRY TO BE IN ACCORDANCE WITH THE ONTARIO BUILDING CODE AND CAN/CSA-A370 AND CAN/CSA-A371.
2. MINIMUM CONCRETE BLOCK UNIT STRENGTH (NET AREA) 15.0 MPaMORTAR TYPE 'S' f'c = 12.4 MPaGROUT STRENGTH f'c = 20.0 MPa
3. PROVIDE ENGINEERED LATERAL BRACING FOR TEMPORARY SUPPORT OF ALL LOAD BEARING MASONRY WALLSUNTIL ROOF/FLOOR STEEL FRAMING IS WELDED IN PLACE.
4. VERTICAL BARS SHALL BE CONTINUOUS, LAPPED ONLY AT FLOORS OR HIGH-LIFT CLEANOUT PORTS, DOWELEDINTO SUPPORTS AND GROUTED INTO CLEAR VERTICAL BLOCK CORES SEALED ALL AROUND WITH MORTAR.PROVIDE CLEANOUT PORT AT BOTTOM OF EACH GROUTED CORE.
5. DO NOT CLOSE PORT OR PLACE GROUT UNTIL CORE AND STEEL HAVE BEEN INSPECTED.
6. PROVIDE 2-10M (MIN.) GROUTED LOW WEB BOND BEAM AT TOP OF REINFORCED WALLS. EXTEND VERTICALBARS TO TOP OF BOND BEAM. PROVIDE METAL LATH STRIP UNDER BOND BEAMS BETWEEN GROUTED CORESTO RETAIN BOND BEAM GROUT.
7. PROVIDE VERTICAL REINFORCEMENT BARS (2-10M DOWELS WITH 90O HOOK, LENGTH TO BE DETERMINED ON SITE) INGROUTED CORES AT SIDES OF ALL OPENINGS AND ENDS OF WALLS/CONSTRUCTION JOINTS.
SHOP DRAWING AND SUBMITTALSCONCRETE:
.1 SUBMIT PLACING DRAWINGS PREPARED IN ACCORDANCE WITH PLANS TO CLEARLY SHOW SIZE, SHAPE,LOCATION AND NECESSARY DETAILS OF REINFORCING.
.3 SUBMIT DRAWINGS STAMPED AND SIGNED BY PROFESSIONAL ENGINEER REGISTERED OR LICENSED IN THE PROVINCE OF ONTARIO, CANADA.
.4 AT LEAST 4 WEEKS PRIOR TO BEGINNING WORK, SUBMIT TO CONSULTANT SAMPLES OF FOLLOWING MATERIALS PROPOSED FOR USE: CURING COMPOUND, JOINT FILLER, WATERSTOPS.
.5 CONCRETE HAULING TIME: PROVIDE FOR REVIEW BY CONSULTANT DEVIATIONS EXCEEDING MAXIMUMALLOWABLE TIME OF 120 MINUTES FOR CONCRETE TO BE DELIVERED TO SITE OF WORK AND DISCHARGEDAFTER BATCHING.
MASONRY:.1 SUBMIT EVIDENCE OF MORTAR AND GROUT STRENGTH.
.2 SUBMIT SAMPLES OF MASONRY ACCESSORIES.
LUMBER:.1 PREFABRICATED TRUSSES:
SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS, SIGNED AND STAMPED BY A PROFESSIONAL ENGINEER,INCLUDING: SPECIES, SIZES AND STRESS GRADES OF LUMBER, PITCH, SPAN, CAMBER, CONFIGURATIONDETAILS, BEARING DETAILS, LIFTING POINTS, BRACING AND BRIDGING, DESIGN LOADS AND DEFLECTIONS.
FOUNDATION NOTES1. ALL FOOTINGS TO REST ON COMPETENT BEDROCK. ALLOWABLE BEARING PRESSURE IS 1500 kPa (31 328 psf).
REFER TO GEOTECHNICAL REPORT No. 50104.015 PREPARED BY AME, DATED SEPT. 29, 2011.
2. CONTRACTOR MUST HAVE THE ALLOWABLE BEARING VERIFIED BY AN INDEPENDENT TESTING AGENCY AT THECONTRACTORS EXPENSE PRIOR TO CASTING OF CONCRETE.
3. FOOTING ELEVATIONS AND WALL DEPTHS ARE SUGGESTED ONLY. THESE MUST BE CONFIRMED ON SITE BYCOMPETENT GEOTECHNICAL CONSULTANT SO AS TO ACHIEVE THE SOIL BEARING CAPACITY NOTED ABOVE.WHERE NEW FOOTING ABUTS OR IN CLOSE PROXIMITY TO EXISTING UNDERGROUND STRUCTURE, THE FOOTINGSHALL BE STEPPED TO MATCH EXISTING FOOTING LEVEL, AND MUST BE BELOW THE LINE OF REPOSE FROM THEEXISTING FOOTING LEVEL AS DETERMINED BY GEOTECHNICAL ENGINEER ON SITE.
4. UNLESS SHOWN OTHERWISE, FOUNDATION WALLS ARE NOT DESIGNED TO CARRY CANTILEVER LOADS. THESEWALLS CAN BE BACKFILLED IN 150 mm (6") LIFTS ON EITHER SIDE AND SHALL NOT BE MORE THAN 150 mm (6")OUT OF BALANCE AT ANY POINT ALONG THE WALL.
5. TEMPORARY BRACING AND SHORING TO BE PROVIDED DURING CONSTRUCTION. BRACING AND SHORINGDESIGN IS THE CONTRACTORS RESPONSIBILITY.
6. PROVIDE ADEQUATE FROST PROTECTION TO NEWLY CAST FOOTINGS AND BOTTOM OF EXCAVATIONTHROUGHOUT THE ENTIRE CONSTRUCTION PERIOD.
D/4
D
FILLER3/16"
SCALE : NTS-TYPICAL SAWCUT CONTROL JOINTIN SLAB ON GRADE
TD07
EQEQ
EQ
4"
EQEQ
TD04
12"12"
1 1/2"
FORMED KEY
TYPICAL CONSTRUCTION JOINTIN SLAB ON GRADE-
ADD 2-10MCONTINUOUSEACH SIDE
SLAB REINFORCING ASCALLED FOR ON PLANS
SCALE : NTS
2-15M TOP 15M CORNERBARS
DOWEL,TYPICAL
STRUCTURAL STEEL NOTES1. ALL STRUCTURAL STEEL SHAPES AND PLATES TO BE NEW AND CONFORM TO CSA/CAN-G.40.21. W-BEAMS,
WWF BEAMS AND HSS TO BE GRADE 350 W (50 ksi YIELD). ALL HSS SECTIONS CLASS C, UNLESS OTHERWISENOTED, AND TO BE CAPPED & SEALED TO CLOSE ENDS. OTHER STEEL OF MINIMUM GRADE 300 W (44 ksi YIELD).
2. ALL STEEL TO HAVE A MINIMUM OF 1 COAT OF RED OXIDE PRIMER TO CISC/CPMA 1 -73a. DO NOT PRIMESURFACES THAT WILL BE HIGH STRENGTH BOLTED OR FIREPROOFED.
3. ALL BOLTS,NUTS, AND WASHERS SHALL CONFORM TO ASTM A-325M.ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A-307.WELDING FILLER METAL AND FLUX SHALL CONFORM TO CSA W48 STANDARDS, ANY WELD CONNECTIONSSHALL CONFORM TO CSA W59.ELECTRODE CLASSIFICATION IS E49XX.GROUT: NON-SHRINK TYPE,PRE-MIXED COMPOUND CONSISTING OF NON-METALLIC AGGREGATE, CEMENT,WATER REDUCING AND PLASTICISING ADDITIVES, CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVESTRENGTH OF 48 MPA IN 28 DAYS.
4. STRUCTURAL STEEL SUPPLIER IS RESPONSIBLE FOR THE DESIGN OF ALL STEEL TO STEEL CONNECTIONS. U.N.O.,DESIGN CONNECTIONS TO SUPPORT MAXIMUM UNIFORMLY DISTRIBUTED FACTORED LOADS.
5. SUBMIT MINIMUM THREE (3) COPIES SHOP DRAWINGS AND ERECTION DRAWINGS TO THE ARCHITECT FORREVIEW. SHOP DRAWINGS MUST BE CHECKED, SIGNED AND SEALED BY A QUALIFIED PROFESSIONAL ENGINEERBEFORE FABRICATION.
6. MISCELLANEOUS STEEL CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF MISCELLANEOUS STEEL MEMBERS,INCLUDING STAIR/RAILING/GUARD TO OBC PART 4. LIVE LOAD ON STAIR= 4.8 kPa. LOADS ON GUARDS TO OBC4.1.5.15 REQUIREMENTS. LOADS ON HANDRAILS TO OBC 3.4.6.4(9). ACCESS LADDER TO SG-4. SUBMIT SHOPDRAWINGS SIGNED AND SEALED BY QUALIFIED PROFESSIONAL ENGINEER TO ARCHITECT FOR APPROVAL.
7. PROVIDE 38x4.8 STRAP ANCHOR WITH BENT AT 400mm o/c TO FACES OF COLUMNS ABUTTING MASONRY.PROVIDE 12Øx300 DOWEL AT 1800 o/c TOP OF STEEL BEAM SUPPORTING MASONRY WALL.
8. INSTALL BRACE IN TIGHT CONDITION. TACK WELD HORIZ. BRACE TO JOIST TOP CHORD. BRACE CONNECTIONSMUST BE SLIP RESISTANT.
9. ALL STEEL FABRICATORS & ERECTORS INCLUDING STEEL DECK INSTALLERS MUST BE CERTIFIED BY CANADIANWELDING BUREAU. ALL WELDING TO BE DONE BY ELECTRIC ARC METHOD AND IN ACCORDANCE WITH CSAW47.1 OR W55.3 AND W59. ALL FIELD WELDING TO BE CARRIED OUT BY WELDERS QUALIFIED BY C.W.B. TO THEREQUIREMENTS OF CSA W47.1, W55.3, AND W59.
10. THE CONTRACTOR IS RESPONSIBLE FOR THE SUPPLY AND DESIGN OF ALL BRACING AND SHORING REQUIREDDURING CONSTRUCTION.
11. FABRICATE STRUCTURAL STEEL MEMBERS IN ACCORDANCE WITH CAN/CSA-S16.1. FABRICATOR MUST HAVE AMINIMUM OF 3 YEARS EXPERIENCE.
STRUCTURAL STEEL ERECTION1. ALLOW FOR ERECTION LOADS, AND FOR SUFFICIENT TEMPORARY BRACING TO MAINTAIN STRUCTURE SAFE,
PLUMB, AND IN TRUE ALIGNMENT UNTIL COMPLETION OF ERECTION AND INSTALLATION OF PERMANENTBRACING.
2. AFTER ERECTION, PRIME WELDS, ABRASIONS, AND SURFACES EXCEPT SURFACES TO BE IN CONTACT WITHCONCRETE.
3. GROUT (UNDER BASE PLATES) IN ACCORDANCE WITH SECTION STRUCTURAL STEEL NOTES.
4. MAXIMUM VARIATION FROM PLUMB 6 MM PER STOREY, NON-CUMULATIVE.
5. MAXIMUM OFFSET FROM TRUE ALIGNMENT 6 MM.
6. CLEAN AND PREPARE STRUCTURAL STEEL MEMBERS FOR FINISHING TOUCH-UPS AND PAINT ALL STEELMEMBERS.
WELDING OF PLATES AND HARDWARE1. WELDING PROCEDURES, MATERIALS AND QUALITY STANDARDS SHALL CONFORM TO THE REQUIREMENTS OF
CSA W59 "WELDED STEEL CONSTRUCTION".
2. FIRMS UNDERTAKING WELDING OF PLATES, ANGLES AND OTHER STRUCTURAL MEMBERS SHALL BE CURRENTLYCERTIFIED BY THE CANADIAN WELDING BUREAU TO CSA W47.1 (DIVISON 1 OR 2.1) "CERTIFICATION OFCOMPANIES FOR FUSION WELDING OF STEEL STRUCTURES".
ANCHOR BOLTS / EMBEDDED MATERIALS1. ALL EMBEDDED ITEMS EXCEPT ANCHOR BOLTS TO BE PRIME PAINTED.
2. HOLES, EMBEDDED MATERIALS ETC - BEFORE PLACEMENT OF CONCRETE, CONTRACTOR SHALL VERIFY THEERQUIREMENTS OF ALL RELATED MECHANICAL, ELECTRICAL AND INSTRUMENTATION DRAWINGS FOR THELOCATION OF OPENINGS, DRAINS, CONDUITS, GROUNDING, WATERSTOPS, EMBEDDED PLATES ETC.
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S1.0
1 2 3 4 5 6 7 8 9 10 11
I
G
E
C
A
FOOTING SCHEDULE
5'-6" x 5'-6"x 18"dp9-15M E.W. BOTTOM (5'-2" LONG)
1. PROVIDE DOWELS IN FOOTINGS FOR PIERS, MATCHQUANTITY AND SIZE OF VERTICAL REINFORCING INPIER/WALL ABOVE c/w TENSION LAP AND STANDARD HOOK.
2. ALL FOOTINGS TO BEAR ON BEDROCK.
FOUNDATION & GROUND FLOOR PLANSCALE: 3 32"=1'-0"
TYPE 'A'
TYPE 'C'
TYPE 'C'
w/ ROCK ANCHORS
TYPE 'D'
w/ ROCK ANCHORS
TYPE 'D'
w/ ROCK ANCHORS
TYPE 'C'
TYPE 'D'
w/ ROCK ANCHORS
TYPE 'D'
w/ ROCK ANCHORS
(SIM) TYPE 'E
'
w/ ROCK ANCHORS
TYPE 'C' TYPE 'A'
TYPE 'B'
TYPE 'B'
TYPE 'B'
TYPE 'A'
TYPE 'C'
TYPE 'C'w/ ROCK ANCHORS
TYPE 'D'
w/ ROCK ANCHORS
(SIM)
TYPE 'E'w/ ROCK ANCHORS
TYPE 'C' TYPE 'A'
TYPE 'B'
TYPE 'D'w/ ROCK ANCHORS
(SIM)
TYPE 'D'
w/ ROCK ANCHORS
(SIM)
A2 A3 A4 A4 A5 A5 A4 A3 A6 A6 A7 A7 A7 A2 A2
A2 A3 A4 A4 A5 A5 A4 A3 A1 A5 A5 A5 A7 A2 A2
A2P1F2
A2P1F2
A2P1F2
A2P1F2
A1P1F2
A1P1F2
A1P3F4
A1P1F1
A1P1F2
A1P1F2
A1P1F3
A1P1F3
A1P1F3
A1P1F3
A1P1F2
A1P1F2
A1P2F4
A1P3F4
A2P1F2
6" CONCRETE SLAB ON GRADE (4" IN UTILITY AREA AND OFFICES -SEE ARCH'L FOR LOCATION) WITH 6"x6"6/6 WELDED WIRE FABRICPLACED AT SLAB MID-DEPTH ON APPROVED FILL COMPACTED TO95% STANDARD PROCTOR DENSITY IN 8" MAX. LIFTS
5'-0" x 5'-0"x 16"dp7-15M E.W. BOTTOM (4'-8" LONG)4'-6" x 4'-6"x 12"dp5-15M E.W. BOTTOM (4'-2" LONG)4'-0" x 4'-0"x 16"dp7-15M E.W. BOTTOM (3'-8" LONG w/STANDARD HOOK )
ANCHOR BOLT SCHEDULE
6 - 3 4"Ø A.B.24" LONG + 4" HOOK
4 - 3 4"Ø A.B.24" LONG + 4" HOOK4 - 1"Ø A.B.24" LONG + 4" HOOK4 - 1"Ø A.B.36" LONG + 4"x4"x 3
8" WELDEDBOTTOM PLATE
6 - 1"Ø A.B.36" LONG + 4"x4"x 3
8" WELDEDBOTTOM PLATE
6 - 1"Ø A.B.24" LONG + 4" HOOK
6 - 3 4"Ø A.B.36" LONG + 4"x4"x 3
8" WELDEDBOTTOM PLATE
20" x 8"dp WALL FOOTING3-15M CONT. (TYP u/n OTHERWISE)+2-15M SHORT DIRECTION AT PIERS30" LONG DOWELS WITH STANDARDHOOK @24"c/c (TYP u/n OTHERWISE)
1. ANCHOR BOLT TYPE AND DIAMETER BY OTHERS.
2. VERIFY ANCHOR SIZE AND NUMBER WITH ROBERTSONBUILDING SYSTEM DRAWINGS.
24"Ø8-15M VERT10M@10" TIES, +2-TIES@3" TOP
PIER SCHEDULE
24" x 18"8-15M VERT10M@10" TIES, +2-TIES@3" TOP
22" x 28"8-15M VERT10M@10" TIES, +2-TIES@3" TOP
20"Ø4-15M VERT10M@12" TIES
20" x 18"4-15M VERT10M@10" TIES, +2-TIES@3" TOP
12" x 16"4-15M VERT10M@10" TIES
RECESS CONCRETE FORDOORS WHERE HATCHED.REFER TO ARCH'L FOR EXACTLOCATIONS. TYPICAL
TOP OF INTERIOR PIERS TO BE12" BELOW TO OF EXTERIORFOUNDATION WALLS. (TYPICALWHERE HATCHED)
C4P4F5
GRID
GRID
1'-8"
2'-10"
2'-0
"3'
-2"
1'-2"
1'-1
"
2-10M CONT.TOP BARS
2-CORNER BARS 15Mx24" (EACH LEG)
FOUNDATION TYPE 'A'SCALE: 1 2"=1'-0"
PAD: 34" x 38" x 8"PIER: 24" x 20"6-15M VERT10M TIES @10", +2 TIES @3" TOP
PROVIDE DOWELS INTO FOOTINGTO MATCH PIER REINFORCING +STANDARD HOOK. TYPICAL
32"
GRID
GRID
8" 6"6"
2'-0"3'-2"
8" 6"6"
1'-4
"2'
-8"
8"8"
8"
1'-2"
FOUNDATION TYPE 'B'
PAD: 38" x 32" x 8"PIER: 24" x 16"6-15M VERT10M TIES @10", +2 TIES @3" TOP
PROVIDE DOWELS INTO FOOTINGTO MATCH PIER REINFORCING +STANDARD HOOK. TYPICAL
32"
2-10M CONT.TOP BARS
GRID
GRID
2'-2
"3'
-4"
8"
8"6"
6"
8" 1'-6" 8"
2-10M CONT.TOP BARS
2'-10"
PAD: 40" x 34" x 8"PIER: 26" x 18"6-15M VERT10M TIES @10", +2 TIES @3" TOP
PROVIDE DOWELS INTO FOOTINGTO MATCH PIER REINFORCING +STANDARD HOOK. TYPICAL
32"
FOUNDATION TYPE 'C'
GRID
GRID
2'-2
"3'
-4"
8"
8"6"
6"
8" 3'-0" 8"4'-4"
6'-0"
PAD: 52" x 40" x 8"PIER: 36" x 26"6-20M VERT2-10M TIES @10", +2 TIES @3" TOP
PROVIDE DOWELS INTO FOOTINGTO MATCH PIER REINFORCING +STANDARD HOOK. TYPICAL
32"
15M HAIR PINS AT MID-HEIGHTOF SLAB ON GRADE (WHERESHOWN ON PLAN)
8"
8"
FOUNDATION TYPE 'D'
GRID
GRID
2'-4
"3'
-6"
8"
8"6"
6"
8" 1'-6" 8"6'-0"
2'-10"
PAD: 42" x 34" x 8"PIER: 28" x 18"8-15M VERT2-10M TIES @10", +2 TIES @3" TOP
PROVIDE DOWELS INTO FOOTINGTO MATCH PIER REINFORCING +STANDARD HOOK. TYPICAL
32"
FOUNDATION TYPE 'E'
30°30°30°
6'-0"
SCALE: 1 2"=1'-0" SCALE: 1 2"=1'-0" SCALE: 12"=1'-0" SCALE: 1 2"=1'-0"
2-10M CONT.TOP BARS
2-10M CONT.TOP BARS
15M HAIR PINS AT MID-HEIGHTOF SLAB ON GRADE (WHERESHOWN ON PLAN)
15M HAIR PINS AT MID-HEIGHTOF SLAB ON GRADE (WHERESHOWN ON PLAN)
WHERE INDICATED ON PLAN,PROVIDE 2 - 25M ROCK ANCHORSLAPPED 30" WITH ANCHOR BOLTSAND EMBEDDED 6'-0" INTO ROCK
WHERE INDICATED ON PLAN,PROVIDE 3 - 25M ROCK ANCHORSLAPPED 30" WITH ANCHOR BOLTSAND EMBEDDED 6'-0" INTO ROCK
WHERE INDICATED ON PLAN,PROVIDE 3 - 25M ROCK ANCHORSLAPPED 30" WITH ANCHOR BOLTSAND EMBEDDED 6'-0" INTO ROCK
C1P5
C1P6
C1P6
C1P5
011.3
011.3
021.3
021.3
011.3
011.3
021.3
021.3
031.3
TYP. AT PIER
031.3
TYP. AT PIER
031.3
TYP. AT PIER
TYP. AT PIER
031.3
041.3
041.3
C1 C2 C2
TYPE 'C'
COLUMN SCHEDULE
HSS 4" x 4" x 1 4"BASE PLATE 10" x 6" x 5
8"2 - 3 4"Ø x16"lg A307 ANCHOR BOLTS
ANCHOR BOLTS SHALL BE 8" LONGWHERE COLUMNS SUPPORTED ON 10"FOOTINGHSS 4" x 4" x 516"BASE PLATE 10" x 6 x 5
8"2 - 3 4"Ø x16"lg A307 ANCHOR BOLTS
HSS 5" x 5" x 1 4"BASE PLATE 10" x 10" x 5
8"2 - 3 4"Ø x16"lg A307 ANCHOR BOLTS
NOMINAL 6" x 6" TIMBER POST
10"
2'-8" x 2'-8"x 10"dp4-10M E.W. BOTTOM (2'-2" LONG)
C2
C4P4F5
C2P5
C1F5
TOP OF F5 12" BELOW TOP OFSLAB ON GRADE. ALTERNATIVELYFOOTING CAN BE SLABTHICKENING WITHIN SLAB ONGRADE (REINFORCED PER F5).
9'-1
0"
P5
9"2'-4"
2'-0
"
1'-8
"
PROVIDE 15M DOWELS, 44"LONG (20" IN, 24" OUT) TOMATCH WALL REINFORCEMENT
A2
A2
A2
A2
TYPE 'B'
A2
TYPE 'B'
A2
TYPE 'B'
A2
A1P1F1
A1P1F1
TYPE 'D'w/ ROCK ANCHORS
(SIM)
4-10M VERT10M TIES @16"+ 2-TIES @3" TOP
TYPE 'D' FOUNDATIONEXCEPT WHERE MODIFIED
FOUNDATION WALL:8" THICK CONCRETE FOUNDATION WALL c/w2-15M CONT. TOP AND 1 15M CONT. AT TOP
OF DOWEL LOCATION. LAP BARS WITH 20"LAP. BARS CONTINUOUS THROUGH PIERS.
DO NOT LAP BARS AT PIER LOCATION.
FOUNDATION FOOTING:WALL FOUNDATION - WF1, TYPICAL
6"
10'-2" 10'-6" 10'-2"
RECESS CONCRETEWHERE SHADED
1'-8
"
1'-8
"
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2012
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Tel: 613-267-3788 Fax: 613-267-7992
PP12-9539
S1.1
PART GROUND FLOOR PLANSCALE: 3 32"=1'-0"
5 6 7
I
G
E
C
A
8" CONCRETE BLOCK REINFORCED WITH15M VERTICALS @48"c/c AND EACH SIDEOF ALL DOORS. ADD HEAVY DUTYMASONRY REINFORCING (LADDER TYPE)EVERY 2nd COURSE. PROVIDE BOND BEAMAT TOP OF WALL WITH 2-25M CONTINUOUSREBAR (TYPICAL WHERE HATCHED) FULLYGROUT ALL CORES CONTAININGREINFORCING STEEL.
C1 C1 C1
C4 C4
C1
C1 C2
C1
C2
C3
MEZZANINE FLOOR PLANSCALE: 3 32"=1'-0"
5 6 7
I
G
E
C
A
B4 B4 B4
B3 B3
BRACED FRAMEBELOW, TYPICAL
20" O
WSJ
@4'
-0" M
AX.
16" OWSJ @4'-0" MAX. 16" OWSJT.J.
B4 B4
B3
20" OWSJ @4'-0" MAX.
B1B2
24" OWSJ @4'-0" MAX.24" OWSJ @4'-0" MAX.
22" O
WSJ
@4'
-0" M
AX.
STEEL BEAM SCHEDULE
W460 x 60
W410 x 39
W310 x 28
1. PROVIDE L4"X4"X14" DECK SUPPORT ALL AROUND STEEL DECK UNLESS OTHERWISE NOTED.
2. PROVIDE 2-15M VERTICAL IN BLOCK WALLS IN 2 GROUTED CORES AT STEEL BEAM BEARINGLOCATIONS.
3. DECK REQUIREMENTS:- BUTTON PUNCH SIDE LAP @18"c/c- 3 4"Ø PUDDLE WELDS @12"c/c ALONG TRANSVERSE SUPPORTS- 3 4"Ø PUDDLE WELDS @24"c/c ALONG LONGITUDINAL SUPPORTS
4. WHERE DECK DIAPHRAGM SPANS ONTO A BEAM OR OTHER SUPPORT DEPRESSED FOR JOIST SHOES, PROVIDE HSS 4"x4"x 1
4" SUPPORTS CENTERED BETWEEN JOISTS, WELDED TO BEAM/PLATE.
5. DESIGN JOIST SHOES FOR ROLL OVER FORCE OF 3kN (FACTORED).
6. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL FOR LOCATION AND WEIGHTSOF ALL EQUIPMENT.
PROVIDE L4"x4"x14" AROUND
PRE-ENGINEERED BUILDING COLUMN.LEAVE 1" GAP ALL AROUND. TYPICAL
212" (4" OVERALL DEPTH) CONCRETE ON
112" x0.03" GALVANIZED COMPOSITE STEEL
DECK c/w 6"x6" 66 W.W.F. PLACED AT SLAB
MID-DEPTH. TYPICAL
22" OWSJ @4'-0" MAX.
212" (4" OVERALL DEPTH) CONCRETE ON
112" x0.03" GALVANIZED COMPOSITE STEEL
DECK c/w 6"x6" 66 W.W.F. PLACED AT SLAB
MID-DEPTH. TYPICAL
MEZZANINE FLOOR DESIGN LOADSDEAD LOAD - 2.9kPa (60psf)LIVE LOAD - 4.8kPa (100psf)
W360 x 33
3 - 2x8 S.P.F.No.2 OR BETTER
B5 B5
2x10 @ 16" MAX.
MEZZANINE PART ROOF PLANSCALE: 3 32"=1'-0"
5 6 7
I
B4 B4 B4
B3 B3
16" O
WSJ
@4'
-0" M
AX.
112" x0.03" GALVANIZED
COMPOSITE STEEL DECK
B4
B4
16" OWSJ @4'-0" MAX.
8'-0
"
3.8k
Pa2.
32kP
a
SNO
W D
RIFT
ING
9'-1
0"
C1
10'-2" 10'-6" 10'-2"
13'-1034"
BF1
BF3
B3
BF1
BF3
BF2
STAIR, BYOTHERS
L2L2
L1L3
L2
B⅊1
B⅊1
B⅊1
T.J.
T.J.
T.J.
T.J.T.J.
BF2
B4 T.J.
T.J.
B4
BF2
B3
BF1
B4
B4
BF3
MASONRY LINTEL SCHEDULE
3 COURSE BLOCK LINTEL WITH 2-15M BOTTOM &1-10M TOP c/w 1-10M @8" STIRRUPS3 COURSE BLOCK LINTEL WITH 2-15M BOTTOM &1-10M TOP c/w 3-10M @8" STIRRUPS EACH END
2 COURSE BLOCK LINTEL WITH 2-15M BOTTOM
1. LINTELS TO EXTEND 8" MIN. BEYOND OPENING, EACH END.
BEAM BEARING PLATE ON MASONRY WALL SCHEDULE
6" x 8" x 12" c/w 2- 5 8"Ø x10" A307 ANCHORBOLTS ON 1" NON-SHRINK GROUT
1. PROVIDE 2-15M IN GROUTED CORES AT EACH BEARINGPLATE LOCATION.
PROVIDE DECK CLOSURE ANGLEALL AROUND AS REQUIRED
1. DECK REQUIREMENTS:- BUTTON PUNCH SIDE LAP @18"c/c- 3 4"Ø PUDDLE WELDS @12"c/c ALONG TRANSVERSE SUPPORTS- 3 4"Ø PUDDLE WELDS @24"c/c ALONG LONGITUDINAL SUPPORTS
2. WHERE DECK DIAPHRAGM SPANS ONTO A BEAM OR OTHER SUPPORT DEPRESSED FOR JOIST SHOES, PROVIDE HSS 4"x4"x1
4" SUPPORTS CENTERED BETWEEN JOISTS, WELDED TO BEAM/PLATE.
3. DESIGN JOIST SHOES FOR ROLL OVER FORCE OF 3kN (FACTORED).
4. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL FOR LOCATION AND WEIGHTSOF ALL EQUIPMENT.
MEZZANINE ROOF DESIGN LOADSDEAD LOAD - 1.2kPa (25psf)LIVE LOAD - 2.32kPa (48psf) PLUS SNOW DRIFTING
AS SHOWN ON PLAN
T.O. SLAB
T.O. MEZZANINE FLOOR
T.O. MEZZANINE ROOF
5 6 I I
BF1: BRACE FRAME BF2: BRACE FRAME BF3: BRACE FRAMEALONG GRIDLINE I ALONG GRIDLINE 5 ALONG GRIDLINE 7
HSS 3
.5"x
3.5"
x0.2
5"
HSS 3.5"x3.5"x0.25"C f=T f=
150k
N
Cf =T
f =150kN
HSS
3.5"
x3.5
"x0.
25" HSS 3.5"x3.5"x0.25"C f=
T f=15
0kN
Cf =T
f =150kN
HSS 3
.5"x
3.5"
x0.2
5"
HSS 3.5"x3.5"x0.25"C f=T f=
100k
N Cf =T
f =100kN
HSS 3
.5"x
3.5"
x0.2
5"
HSS 3.5"x3.5"x0.25"C f=T f=
100k
N
Cf =T
f =100kN
HSS 3.
5"x3
.5"x0
.25" HSS 3.5"x3.5"x0.25"C f=
T f=75
kN
Cf =T
f =75kN
HSS 3
.5"x
3.5"
x0.2
5"
HSS 3.5"x3.5"x0.25"C f=T f=
75kN
Cf =T
f =75kN
50kN
50kN
50kN
50kN
50kN
50kN
50kN
50kN
100kN100kN
100kN100kN
1. WHERE EARTHQUAKE FORCES GOVERNS, THE FORCES SHOWN ARE MAGNIFIED FORCES ( x Rd)
C1
C1
L3
L3 L3
L3 L3
L3
L3
L2
L4"x4"x14" COLUMN BRACE
CONNECTED TO JOIST TOP CHORDCf=Tf=15kN
L4"x4"x14" COLUMN BRACE
CONNECTED TO JOIST TOP CHORDCf=Tf=15kN
L4"x4"x14" COLUMN BRACE
CONNECTED TO JOIST TOP CHORDCf=Tf=15kN
CONTRACTOR/ARCHITECTTO COORDINATE
LINTEL LOCATION
FILE
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T.O. GROUNDFLOOR SLAB
x x x
011.1
SCALE: 1 2"=1'-0"
6" 8" 6"
1'-8"
2" RIGID INSULATION AS PERGEOTECH REPORT AND ARCH.ALL AROUND PERIMETER.TYPICAL
3-15M CONT.
15M HORIZ. CONT.
DOWELS, SEE PLAN
COMPACTED ANDAPPROVED GRANULAR
W.W.F., SEE PLAN
2-15M CONT. TOP WITH 20"LAP. BARS TO BE CONTINUOUSTHROUGH PIERS.
12" FIBRE EXPANSION JOINT.
SEE ARCH.SLOPE GRADE AWAY FROM
BUILDING. SEE ARCH.
BEDROCK
TYPICAL EXTERIORFOUNDATION WALL
x x x x
021.1
SCALE: 1 2"=1'-0"
6" 8" 6"
1'-8"
TYPICAL EXTERIORFOUNDATION WALLAT DOOR OPENINGS
SIMILAR TO SECTION 01EXCEPT WHERE NOTED
10"
10M@12" DOWELS
24"
24"
ADD'L 10M@12" x4'-0" LONG
1'-0"
EXTEND BARS 24" BEYONDEACH SIDE OF OPENING
031.1
SCALE: 1 2"=1'-0"
6" 8" 6"
1'-8"
TYPICAL EXTERIORPIER
8"
x x x
SIMILAR TO SECTION 01EXCEPT WHERE NOTED
PIER REINFORCING. SEESCHEDULE ON DWG. 1.1
DOWELS WITH TENSIONLAP. TYPICAL
2-15M HORIZONTAL ATPIER
FOOTING EXTENSION ATPIER
LINE OF WALL ANDFOOTING BEYOND
ROCK ANCHOR LAPPED 34" MIN.WITH ANCHOR BOLTS IN PIER. SEEPLAN FOR LOCATIONS, SIZE ANDEMBEDDED LENGTH IN ROCK.
x x x
6" 8" 6"
1'-8"
3-15M CONT.
DOWELS, SEE PLAN
BEDROCK
xxx
x x x x x x x x
T.O. MEZZANINEFLOOR
031.1
SCALE: 1 2"=1'-0"
TYPICAL MEZZANINEWALL SECTION
x x x
6" 8" 6"
1'-8"
xxx
041.1
SCALE: 1 2"=1'-0"
TYPICAL MEZZANINEWALL SECTION
PROVIDE POCKET FORBEARING PLATE 6"x6"x3
8"c/w 2-M12x4" LONGNELSON STUDS
OWSJ. SEEMEZZANINE PLAN
212" (4" OVERALL DEPTH) CONCRETE ON11
2" x0.03" GALVANIZED COMPOSITESTEEL DECK c/w 6"x6" 6
6 W.W.F.PLACED AT SLAB MID-DEPTH. TYPICAL
BLOCK WALL REINF. SEEPLAN. BARS TO EXTENDINTO BOND BEAM. TYPICAL
DOWELS TO MATCH SIZEAND SPACING OF BLOCKWALL VERT. REINF. TYPICAL
CONCRETE SLABPER SECTION 01
SIMILAR TO SECTION 03EXCEPT WHERE NOTED
x x x x
DETAIL 'A'
A1.3
SCALE: 1"=1'-0"
TYPICAL GUARDRAILDETAIL
L4"x3"x14" (LLV) WELDED
STEEL CLOSURE ANGLE
L4"x3"x14" (LLV) WELDED
STEEL CLOSURE ANGLE
L4"x 316" CONTINUOUSWELDED TOE-KICK
HSS 2"x2"x18" GUARD POST
WELDED TO 6"x3"x14" BASE
PLATE, EACH AT 5'-0"c/cAND FASTENED WITH TWO3
8"Ø x3" LONG WEDGEBOLTS OR EQUAL.
HSS 2"x2"x18"WELDED TOP
AND INTERMEDIATEGUARD RAILS
x x x x x x x
051.1
SCALE: 1"=1'-0"
TYPICAL MEZZANINEBEARING WALL
T.O. MEZZANINEFLOOR
T.O. MEZZANINEFLOOR
CONCRETE FILLED LOWWEB BOND BEAM COURSEc/w 2-10M CONT.
CONT. BEARING PLATE 3" x 38"
c/w M12x4" LONG NELSONSTUDS @36"c/c
WELD DECK TOBEARING PLATE
CONT. BEARING PLATE 3" x 38"
c/w M12x4" LONG NELSONSTUDS @36"c/c
CONT. BEARING PLATE 3" x 38"
c/w M12x4" LONG NELSONSTUDS @36"c/c
CONCRETE FILLED LOWWEB BOND BEAM COURSEc/w 2-10M CONT.
BLOCK WALL REINF. SEEPLAN. BARS TO EXTENDINTO BOND BEAM. TYPICAL
FILE
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on R
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\5. D
raw
ings
\7. S
truc
tura
l Pla
ns\P
P12-
9539
_Pla
ns (0
3Aug
2012
).dw
gLA
ST S
AVED
: Frid
ay, A
ugus
t 03,
201
2 L
AST
SAVE
D BY
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unLA
ST P
LOTT
ED: F
riday
, Aug
ust 0
3, 2
012
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E U
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S1.3