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TD-G01 STRUCTURAL ABBREVIATIONS
A BOLT ANCHOR BOLT
ADJ ADJUSTABLE
AESS ARCHITECTURAL EXPOSED
STRUCTURAL STEEL
AFF ABOVE FINISHED FLOOR
AIFB ASPHALT IMPREGNATED
FIBREBOARD
ALT ALTERNATE
ARCH ARCHITECTURAL
ASL ADDITIONAL ACCUMULATED
SNOW LOAD
@ AT
B, BOTT BOTTOM
B/B BACK TO BACK
BEW BOTTOM EACH WAY
BH BOREHOLE
BLL BOTTOM LOWER LAYER
BLDG BUILDING
BM BEAM
BPL BEARING/BASE PLATE
BRDG BRIDGING
BUL BOTTOM UPPER LAYER
c CAMBER
C EPOXY COATED
c/c, o/c CENTRE TO CENTRE
CA, CB COLUMN ABOVE,
COLUMN BELOW
CANT CANTILEVER
Cf COMPRESSIVE FORCE (FACTORED)
CJ CONTROL JOINT
CL CLEAR
CL, CENTRELINE
COL COLUMN
COMP COMPOSITE
CONC CONCRETE
CONT CONTINUOUS
C/W COMPLETE WITH
DEMO DEMOLITION
DET DETAIL
DIA, Ø DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DL DEAD LOAD
DP DEEP
DWG(S) DRAWING(S)
DWL(S) DOWEL(S)
DN DOWN
EA EACH
EE EACH END
EF EACH FACE
ELEC ELECTRICAL
EL ELEVATION
ELEV ELEVATOR
EMBED EMBEDMENT
EQ EQUAL
ES EACH SIDE
EX, EXIST EXISTING
EJ, EXP JT EXPANSION JOINT
E-W EAST WEST
EW EACH WAY
EXT EXTERIOR
f'c 28 DAYS CONCRETE
COMPRESSIVE STRENGTH
FDN FOUNDATION
FF FAR FACE
FIN FINISHED
FL FLOOR
ft FOOT, FEET
FTG FOOTING
Fy YIELD STRENGTH
GA GAUGE
GALV GALVANIZED
GEN GENERAL
HEF HORIZONTAL EACH FACE
Hf HORIZONTAL FORCE (FACTORED)
HH HOOK EACH END
HIF HORIZONTAL INSIDE FACE
HOF HORIZONTAL OUTSIDE FACE
H, HORZ HORIZONTAL
HSC HORIZONTALLY SLOTTED CONNECTION
HSS HOLLOW STEEL SECTION
IF INSIDE FACE
IN INCH(ES)
INT INTERIOR
JT JOINT
K KIP, 1000 LBS
K-ft KIP FEET
kg KILOGRAM(S)
KLF KIPS PER LINEAR FOOT
kN KILONEWTON
kN-m KILONEWTON METRE
kN/m KILONEWTON PER METRE
kPa KILOPASCAL
KSF KIPS PER SQUARED FOOT
KSI KIPS PER SQUARED INCH
L SINGLE ANGLE
LE LEFT END
LG LONG
LL LIVE LOAD, LOWER LAYER
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
m METRE
MC MOMENT CONNECTION
(FULL MOMENT UNLESS NOTED)
MECH MECHANICAL
Mf MOMENT (FACTORED)
ML MIDDLE LAYER
mm MILLIMETRE
MPa MEGAPASCAL
Mxf BENDING MOMENT
ABOUT x-x AXIS (FACTORED)
Myf BENDING MOMENT
ABOUT y-y AXIS (FACTORED)
NF NEAR FACE
NIC NOT IN CONTRACT
N-S NORTH-SOUTH
NTS NOT TO SCALE
OF OUTSIDE FACE
OPEN OPENING
OWSJ OPEN WEB STEEL JOIST
Pf AXIAL FORCE (FACTORED)
PC PRECAST
PL PLATE
PLF POUNDS PER LINEAR FOOT
PROJ PROJECTION
PSF POUNDS PER SQUARE FOOT
PT PRESSURE TREATED
RD ROOF DRAIN
Rf REACTION (FACTORED)
RAD RADIUS
REINF REINFORCED, REINFORCEMENT
REF REFERENCE
RE RIGHT END
REQ'D REQUIRED
REV REVISION, REVISED
R/W REINFORCED WITH
SDF STEP DOWN FOOTING
SECT SECTION
SIM SIMILAR
SL SLAB
SOG SLAB ON GRADE
SPDD STANDARD PROCTOR DRY DENSITY
ST STRAIGHT
STIFF STIFFENER
STIR STIRRUP
STRUCT STRUCTURAL
STD STANDARD
SQ SQUARE
T TOP
Tf TENSILE FORCE (FACTORED)
TEMP TEMPORARY, TEMPERATURE
TEW TOP EACH WAY
TJ TIE JOIST
TLL TOP LOWER LAYER
TMf TORSIONAL MOMENT (FACTORED)
TOD TOP OF DECK
TOS TOP OF STEEL/SLAB
TRANS TRANSVERSE
TUL TOP UPPER LAYER
TYP TYPICAL
UL UPPER LAYER
U/N UNLESS NOTED OTHERWISE
U/S UNDERSIDE
V, VERT VERTICAL
Vf VERTICAL SHEAR FORCE (FACTORED)
VBF VERTICAL BRACED FRAME
VEF VERTICAL EACH FACE
VIF VERTICAL INSIDE FACE
VOF VERTICAL OUTSIDE FACE
VSC VERTICALLY SLOTTED CONNECTION
W WIDE FLANGE BEAM
WT WEIGHT, STRUCTURAL TEE
WWF WELDED WIRE FABRIC OR WELDED WIDE FLANGE
W.P. WORKING POINT
C
L
LIST OF STRUCTURAL DRAWINGS
SHEET NO.
S101 GENERAL NOTES AND TYPICAL DETAILS
S102 TYPICAL DETAILS
S103 TYPICAL DETAILS
S201 FOUNDATION AND GROUND FLOOR PART PLAN
S202 PART ROOF FRAMING PLAN,
NEW ELEVATOR OVERRUN ROOF FRAMING PLAN
S210 PART GROUND FLOOR FRAMING PLAN AND SECTIONS
S401 SECTIONS AND DETAILS
SHEET TITLE
REF CODE TITLE
a) CAN/CSA A23.1 CONCRETE MATERIALS AND METHODS OF CONCRETE CONSTRUCTION.
b) CAN/CSA A23.2 METHODS OF TEST FOR CONCRETE.
c) CAN/CSA A23.3 DESIGN OF CONCRETE STRUCTURES.
d) CSSBI 10M STEEL ROOF DECK
e) CSSBI 12M COMPOSITE STEEL DECK.
f) CAN/CSA-S16 LIMIT STATES DESIGN OF STEEL STRUCTURES.
g) CAN/CSA G40.20/G40.21 STRUCTURAL QUALITY STEEL.
h) RSIC REINFORCING STEEL INSTITUTE OF CANADA (RSIC),
MANUAL OF STANDARD PRACTICE
i) CAN/CSA-A370 CONNECTORS FOR MASONRY
b) CAN/CSA A23.2 METHODS OF TEST FOR CONCRETE.
k) CSA-A371 MASONRY CONSTRUCTION FOR BUILDINGS.
l) S304.1
m) CSA G30.18
DESIGN OF MASONRY STRUCTURES
CARBON STEEL BARS FOR CONCRETE REINFORCING
CONCRETE MIX DESIGNS
ITEM
SUBMISSION
REQUIRED
SUBMISSION
TO BE SEALED BY
PROFESSIONAL
ENGINEER
COMMENTS
TEMPORARY SHORING YES
REINFORCING STEEL (REBAR)
SHOP DRAWINGS
YES
NOYES
NOYES INCLUDE A BRIEF
DESCRIPTION OF WHERE
EACH MIX WILL BE USED
STRUCTURAL STEEL
SHOP DRAWINGS
YESYES
STEEL DECK
SHOP DRAWINGS
YESYES
MISCELLANEOUS METALS
SHOP DRAWINGS
YESYES
FOR STAIRS,
GUARD/HAND RAILS,
LADDERS.
ELEVATORYES NO
TOLERANCE FOR SLUMP SHALL BE +/-20 mm FOR SPECIFIED SLUMP LESS THAN 80 mm AND +/- 30 mm FOR
SPECIFIED SLUMP BETWEEN 80 mm AND 170 mm
* SPECIAL CONCRETE HANDLING AND PLACING METHODS OR THE USE OF A SUPER PLASTICIZER WILL BE
REQUIRED TO PLACE THIS CONCRETE. FINAL PLASTICIZED SLUMP SHALL BE +/- 125 mm.
** WHERE AGGREGATES SMALLER THAN 14 mm ARE USED, INCREASE AIR CONTENT BY 1%
*** CONCRETE EXPOSED TO DE-ICING CHEMICALS SHALL HAVE DCI TYPE N CORROSION INHIBITOR
@ 11L/m
3
DOSAGE OR APPROVED EQUIVALENT.
STRUCTURAL ELEMENT
AND EXPOSURE
EXPOSURE CLASS
PER CSA A23.1
SLABS-ON-GRADE NOT
EXPOSED TO CHLORIDES
OR FREEZING
CONCRETE
STRENGTH
f'c (MPa)
25
SLUMP
(mm)
40*
MAX W/C
RATIO
0.45
AIR
CONTENT
GRADE BEAMS AND PIT SLAB
25 80
TOPPINGS ON CONCRETE20 40*
SLABS ON STEEL DECK25 60
FRAMED SLABS AND BEAMS 30 80
MEMBER TYPE
BASE MATERIAL
THICKNESS
FASTENER TYPE
OWSJ HILTI X-EDNK 22 THQ12
HILTI X-EDN 19 THQ12
3 mm < tf < 6 mm
5 mm < tf < 10 mm
STRUCTURAL
STEEL BEAM
HILTI X-ENP 19 L15tf > 6 mm
_ _
_ _
_
G E N E R A L N O T E S
A. GENERAL INFORMATION
1. READ STRUCTURAL DOCUMENTS IN CONJUNCTIONE WITH CONTRACT DOCUMENTS, WHICH INCLUDE, BUT ARE
NOT LIMITED TO, ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DOCUMENTS.
2. CONTRACTOR TO BE RESPONSIBLE FOR CHECKING SITE CONDITIONS AGAINST DOCUMENTS, BEFORE
PROCEEDING WITH THE WORK, AND REPORT DISCREPANCIES TO THE CONSULTANT.
3. CONTRACTOR TO PROVIDE LABOUR, MATERIALS, AND EQUIPMENT TO COMPLETE ALL STRUCTURAL WORK
INDICATED.
4. CARRY OUT CONSTRUCTION OPERATIONS, INCLUDING THE INSTALLATION OF TEMPORARY GUYING AND SHORING
REQUIRED, ENSURING THAT THE EXISTING STRUCTURE OR MEMBERS ALREADY ERECTED ARE NOT LOADED IN
EXCESS OF THEIR SAFE LOAD CARRYING CAPACITY.
5. STRUCTURAL DOCUMENTS DO NOT NECESSARILY SHOW ALL OPENINGS AND SLAB VARIATIONS REQUIRED. THE
CONTRACTOR SHALL REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR THE EXACT
LOCATION, NUMBER, AND SIZE OF OPENINGS, TRENCHES, PITS, SUMPS, SLEEVES, AND DEPRESSIONS. PROVIDE
STRUCTURAL FRAMING AT THESE LOCATIONS IN ACCORDANCE WITH THE APPLICABLE TYPICAL DETAIL.
B. REFERENCE STANDARDS/CODES AND ACTS
1. CONFORM WITH THE 2012 BUILDING CODE (ONTARIO REGULATION 332/12, AMENDED BY ONTARIO REGULATION
191/14 AND 88/19), AND ANY APPLICABLE ACTS OF ANY AUTHORITY HAVING JURISDICTION, AND THE FOLLOWING:
2. ALL STANDARDS AND PUBLICATIONS REFERENCED BY THE STANDARDS NOTED ABOVE ARE TO APPLY.
3. WHERE THERE ARE DIFFERENCES BETWEEN THE DOCUMENTS AND THE STANDARDS, CODES AND ACTS, THE
MOST STRINGENT SHALL GOVERN.
C. SUBMITTALS
1. SUBMIT FOR REVIEW BY THE VARIOUS CONSULTANTS, DETAILED INFORMATION FOR ALL TEMPORARY AND
PERMANENT STRUCTURAL WORK. THIS INCLUDES, BUT IS NOT LIMITED TO
1.1 CONTRACTOR SHALL ALLOW FOR A TURN AROUND TIME OF 5 WORKING DAYS FOR THE REVIEW OF
THESE SUBMISSIONS.
2. OUR REVIEW OF THE SHOP DRAWINGS IS ONLY FOR GENERAL CONFORMITY WITH STRUCTURAL CONTRACT
DOCUMENTS AND SPECIFICATIONS. COMMENTS MADE ON THE SHOP DRAWINGS DURING THIS REVIEW DO NOT
RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE STRUCTURAL CONTRACT
DOCUMENTS AND SPECIFICATIONS, NOR DO THEY AUTHORIZE ANY CHANGES TO THE CONTRACT.REVIEW OF A
SPECIFIC ITEM SHALL NOT INCLUDE REVIEW OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. THE
CONTRACTOR'S RESPONSIBILITIES INCLUDE ALL QUANTITIES, DETAIL DIMENSIONS, FIELD MEASUREMENTS,
FABRICATION PROCESS, MEANS, METHODS, SEQUENCES AND PROCEDURES OF CONSTRUCTION, COORDINATION
OF WORK WITH ALL TRADES AND PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER. THE REVIEW
OF SHOP DRAWINGS DOES NOT IMPLY ANY CHANGE IN ANY OTHER CONSULTANTS' OR PROFESSIONALS'
RESPONSIBILITY RELATED TO DESIGN OF SPECIFIC ITEMS AS OUTLINED BY THE SPECIFICATIONS (SUCH AS
STRUCTURAL STEEL CONNECTIONS, STEEL JOISTS, PRECAST ELEMENTS, ETC.). AFTER REVIEW, THE DRAWINGS
WILL BE STAMPED AND RETURNED TO SHOW ONE OF THE FOLLOWING:
NOT REVIEWED SHOWS WORK WHICH IS NOT WITHIN THE SCOPE OF STRUCTURAL CONSULTING
SERVICES.
REVIEWED NO DEVIATIONS FROM THE CONTRACT DOCUMENTS NOTED.
NOTED WE HAVE MADE COMMENTS, TO BE REVIEWED/INCORPORATED.
SUBMIT RECORD PRINT.
RESUBMIT REVISE AND RESUBMIT FOR REVIEW.
D. MATERIALS
1. PROVIDE ONLY NEW STRUCTURAL MATERIALS IN ACCORDANCE WITH THE REFERENCE STANDARDS AND THE
FOLLOWING, UNLESS OTHERWISE NOTED.
1.1 CONCRETE:
1.2 REINFORCING STEEL: CONFORM TO CSA G30 SERIES, GRADE 400.
1.3 WELDED WIRE FABRIC: CONFORM TO CSA G30 SERIES, GRADE 386, IN FLAT SHEETS.
1.4 STRUCTURAL STEEL:
(a) STRUCTURAL WIDE FLANGE AND WELDED WIDE FLANGE SHAPES (W, WWF) TO CONFORM TO
CAN/CSA-G40.20/G40.21 GRADE 350W.
(b) ANGLES AND CHANNELS (L, C) AND PLATES TO CONFORM TO CAN/CSA-G40.20/G40.21 GRADE
300W.
(c) HOLLOW STRUCTURAL SECTIONS (HSS) TO CONFORM TO ASTM A500 GRADE C.
1.5 PRIME PAINT: CONFORM TO CISC/CPMA STANDARD 2-75.
1.6 HOT DIP GALVANIZING: TO CSA G164, MINIMUM ZINC COATING OF 600G/M2.
1.7 STRUCTURAL BOLTS, NUTS AND WASHERS: CONFORM TO ASTM A325M.
1.8 ANCHOR RODS - CONFORM TO THE REQUIREMENTS OF ASTM F1554 GRADE.
1.9 CONCRETE ANCHORS: NELSON STUDS MADE FROM ASTM A-108 COLD ROLLED DEFORMED WIRE
MEETING ASTM A-496.
1.10 STEEL DECK: CONFORM TO ASTM A653M GRADE A OR B. MINIMUM STEEL CORE THICKNESS OF 0.76 mm
(0.030"), EXCEPT WHERE UNDERSIDE OF STEEL DECK IS EXPOSED TO VIEW WHERE MINIMUM STEEL
CORE THICKNESS SHALL BE 0.91 mm (0.036"). ACTUAL STEEL CORE THICKNESS IS TO BE DETERMINED BY
THE SUPPLIER'S ENGINEER AND SHALL SATISFY ALL REQUIRED DESIGN CRITERIA. PROTECTIVE COATING
- WIPE COATED STEEL DESIGNATION ZF075.
1.11 NON-SHRINK GROUT = COMPRESSIVE STRENGTH OF 35 MPa AT 24 HOURS.
1.12 BLOCK: CONFORM TO CAN3-A165 SERIES, MINIMUM COMPRESSIVE STRENGTH = 15.0 MPa (MIN.) BASED
ON NET AREA.
1.13 MORTAR: CONFORM TO CSA A179 TYPE S FOR LOADBEARING WALLS UNLESS NOTED.
1.14 MASONRY GROUT: CONFORM TO CSA A179, 15 MPa MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS, 250
mm (10") SLUMP, MAXIMUM AGGREGATE SIZE 10 MM (3/8")
1.15 POST-INSTALLED ANCHORS: PROVIDED BY HILTI (CANADA) CORPORATION. CONTACT HILTI AT (800)
363-4458 FOR PRODUCT RELATED QUESTIONS.
E. EXECUTION
1. FOUNDATIONS
1.1. A COPY OF THE SOIL INVESTIGATION REPORT NUMBER [ ] BY [ ] DATED [ ] IS AVAILABLE FROM THE
CONSULTANT. READ THIS REPORT, VISIT THE SITE, AND THOROUGHLY FAMILIARIZE YOURSELF WITH ALL
SURFACE AND SUBSURFACE CONDITIONS. THIS INFORMATION IS GIVEN SOLELY AS A GUIDE. NO
RESPONSIBILITY IS ACCEPTED BY THE OWNER OR THE CONSULTANT FOR ITS CORRECTNESS, NOR
SHALL ITS ACCURACY OR ANY OMISSIONS AFFECT THE PROVISIONS OF THIS CONTRACT.
1.2. FOUND ALL FOOTINGS (AND UNDERPINNING) ON SOIL CAPABLE OF SUSTAINING A MINIMUM ULTIMATE
LIMIT STATES/ SERVICE LIMIT STATES BEARING STRESS (ULS/SLS) OF XXX kn/m² ( psf)/ XXX kn/m² ( psf).
1.3. FOUND ALL FOOTINGS WHICH WILL BE EXPOSED TO FROST ACTION IN THE COMPLETED BUILDING A
MINIMUM OF 1200 mm (4'-0") BELOW FINISHED GRADE.
1.4. DO NOT EXCEED A RISE OF 7 IN A RUN OF 10 IN THE LINE OF SLOPE BETWEEN ADJACENT FOOTING
EXCAVATIONS OR ALONG STEPPED FOOTINGS. FOR STEPPED FOOTINGS, USE STEPS NOT EXCEEDING
600 mm (2'-0") IN HEIGHT AND 1200 mm (4'-0") (MIN.) IN LENGTH.
1.5. SOIL BEARING CAPACITY SPECIFIED MUST BE VERIFIED BY THE SOIL ENGINEER PRIOR TO THE PLACING
OF FOOTINGS AND ANY NON-CONFORMANCE WITH THE SPECIFIED MINIMUM CAPACITIES MUST BE
IMMEDIATELY REPORTED TO THE STRUCTURAL ENGINEERS.
2. SLAB ON GRADE
2.1 PLACE SLAB-ON-GRADE ON SUB-GRADE MATERIAL CAPABLE OF SUSTAINING A MINIMUM BEARING
CAPACITY OF 25 kPa (500 psf) WITHOUT SETTLEMENT RELATIVE TO THE BUILDING FOOTINGS.
2.2 UNLESS OTHERWISE NOTED, PROVIDE IMMEDIATELY UNDER SLABS-ON-GRADE A MINIMUM OF 200 mm
(8") OF COMPACTED (MTC) GRANULAR 'B' MATERIAL. COMPACTION TO ACHIEVE A MINIMUM OF 98%
STANDARD PROCTOR MAXIMUM DRY DENSITY.
3. CONCRETE
3.1. CONSTRUCTION JOINTS FOR WALLS, SLABS, AND BEAMS NOT SHOWN ON THE DRAWINGS SHALL BE
APPROVED BY THE STRUCTURAL CONSULTANT BEFORE CONSTRUCTION. GENERALLY JOINTS IN SLABS
SHALL BE AT RIGHT ANGLES TO THE SPANS, AT MID-SPAN IF POSSIBLE AND BE CLEAR OF SUPPORTS
AND POINT LOADS.
3.2. WHEN ATMOSPHERIC TEMPERATURE IS AT OR BELOW 5°C OR WHEN THERE IS A POSSIBILITY OF IT
FALLING TO THAT LIMIT, PLACE CONCRETE IN ACCORDANCE WITH THE REQUIREMENTS OF CAN/CSA
A23.1 "COLD WEATHER CONCRETING" AND ACI 306 "RECOMMENDED PRACTICE FOR COLD WEATHER
CONCRETING". WHEN ATMOSPHERIC TEMPERATURE IS AT OR ABOVE 27°C PLACE CONCRETE IN
ACCORDANCE WITH CAN/CSA A23.1 "HOT WEATHER CONCRETING" AND ACI 305 "RECOMMENDED
PRACTICES FOR HOT WEATHER CONCRETING".
4. STRUCTURAL STEEL
4.1. PAINT ALL STRUCTURAL STEEL TO REQUIREMENTS OF CISC/CPMA 2-75. TOUCH UP ALL FIELD WELDS.
4.2. ALL STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED IN ACCORDANCE WITH CSA
G164.
4.3. ALL WELDS SHALL CONFORM TO CSA STANDARD W59.
4.4. ALL WELDS EXPOSED TO VIEW SHALL BE GROUND SMOOTH.
4.5. ANY ORGANIZATION UNDERTAKING TO WELD UNDER THIS CONTRACT SHALL BE CERTIFIED BY THE
CANADIAN WELDING BUREAU UNDER REQUIREMENTS OF DIVISION 1 OR DIVISION 2.1 OF W47.1.
4.6. UNLESS A REINFORCED MASONRY OR CONCRETE LINTEL IS SHOWN, IN MASONRY WALLS OR MASONRY
PARTITIONS PROVIDE LOOSE STEEL LINTELS IN ACCORDANCE WITH REQUIREMENTS OF DOCUMENTS
OVER ALL DOORWAYS, OTHER OPENINGS, AND RECESSES, INCLUDING THOSE FOR MECHANICAL OR
ELECTRICAL SERVICES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE THE
LOCATION, SIZE AND NUMBER OF OPENINGS REQUIRED BY THE MECHANICAL AND ELECTRICAL
CONSULTANT.
4.7. DO NOT SPLICE STRUCTURAL STEEL SECTIONS WITHOUT PRIOR APPROVAL OF THE CONSULTANT. ALL
SPLICES SHALL DEVELOP THE FULL CAPACITY OF THE SECTION AND ARE TO BE TESTED BY NON
DESTRUCTIVE METHODS, BY AN INDEPENDENT INSPECTION AND TESTING COMPANY, AT THE
CONTRACTOR'S EXPENSE.
4.8. COMPLETELY FILL VOIDS BENEATH STEEL BASES ON CONCRETE WITH AN APPROVED NON-SHRINK 36
MPa (5 ksi) GROUT
4.9. SEE ARCHITECTURAL DRAWINGS FOR FIREPROOFING REQUIREMENTS. CONFIRM COMPATIBILITY OF
FIREPROOFING MATERIAL WITH STEEL PAINT.
5. STEEL DECK
5.1. LAP ENDS OF DECK UNITS NOT RECEIVING CONCRETE SLAB A MINIMUM OF 50 mm (2") AND ONLY OVER
SUPPORTING MEMBERS.
5.2. AS A MINIMUM, FASTEN SIDE JOINTS OF DECK UNITS BETWEEN SUPPORTS WITH HILTI #10 HWH SCREWS
AT 600 mm (2'-0") INTERVALS. DECK SUPPLIER TO VERIFY THIS MINIMUM REQUIREMENT BASED ON THE
DESIGN LOADING LISTED ON PLANS AND/OR TYPICAL DETAILS.
5.3. AS A MINIMUM, FASTEN 38 mm (1.5") STEEL ROOF DECK TO SUPPORTS AND PERIMETER ELEMENTS WITH
MECHANICAL DECK FASTENERS IN A 36/7 PATTERN, PER TABLE 5.1 BELOW. DECK SUPPLIER TO VERIFY
THIS MINIMUM REQUIREMENT BASED ON THE DESIGN LOADING LISTED ON PLANS AND/OR TYPICAL
DETAILS.
5.4. AS A MINIMUM, FASTEN 38 mm (1.5") COMPOSITE STEEL FLOOR DECK TO SUPPORTS AND PERIMETER
ELEMENTS WITH MECHANICAL DECK FASTENERS IN A 36/4 PATTERN, PER TABLE 5.1 BELOW. DECK
SUPPLIER TO VERIFY THIS MINIMUM REQUIREMENT BASED ON THE DESIGN LOADING LISTED ON THE
PLANS AND/OR TYPICAL DETAILS.
TABLE 5.1 - DECK FASTENERS
5.5. DESIGN DECK FOR NET WIND UPLIFT PRESSURES INDICATED IN THE GENERAL NOTES OR ON DRAWINGS.
MINIMUM DESIGN UPLIFT PRESSURE SHALL BE 0.5 kPa FOR FLOORS AND 1.0 kPa FOR ROOFS.
5.6. MAKE CONNECTION OF DECK TO SUPPORTING MEMBERS WELL WITHIN BEARING WIDTH OF SUPPORTING
MEMBERS.
5.7. SUPPLY AND INSTALL STEEL PACKING AS REQUIRED TO PRODUCE AN EVEN BEARING PRESSURE AT
SUPPORTS.
5.8. FOR ALL STEEL DECK WHICH DOES NOT RECEIVE A CONCRETE COVER SLAB, IMMEDIATELY TOUCH UP
METALLIC COATED TOP SURFACE WITH PRIMER, WHERE THE COATING IS BURNED BY WELDING.
5.9. PROVIDE CLOSURE CHANNELS ALONG EDGES OF ALL DECK PARALLEL TO SPAN WHERE DECK IS NOT
OTHERWISE CONTINUOUSLY SUPPORTED.
5.10. CUT OPENINGS AND REINFORCE EDGES AS REQUIRED FOR PIPES, DUCTS, AND THE LIKE. INDICATE
OPENINGS AND REINFORCEMENT FOR OPENINGS ON FABRICATION AND ERECTION DRAWINGS. THE
MAXIMUM SIZE OF AN UNREINFORCED OPENING IS 150 mm (6") SQUARE OF IN DIAMETER.
5.11. THE SUSPENSION OF ELEMENTS INCLUDING, BUT NOT LIMITED TO: ARCHITECTURAL FINISHES,
MECHANICAL AND ELECTRICAL PIPING, DUCTWORK, CONDUIT, ETC. FROM STEEL ROOF DECK IS NOT
PERMITTED.
6 MASONRY
6.1 PROVIDE A MINIMUM LENGTH OF 200 mm (8") OF 100% SOLID MASONRY UNITS FOR BEARING OF STEEL,
CONCRETE OR REINFORCED MASONRY LINTELS.
6.2 SUPPLY AND PLACE REINFORCEMENT AND CONCRETE FOR REINFORCED MASONRY LINTELS IN
ACCORDANCE WITH TYPICAL DETAILS SHOWN.
6.3 EXECUTION
6.3.1 COMPLY WITH MORTAR MANUFACTURER'S WRITTEN RECOMMENDATIONS, INCLUDING PRODUCT
TECHINIAL BUILLETINS, DATASHEETS, HANDLING, STORAGE, AND INSTALLATION INSTRUCTIONS.
6.3.2 SUPPLY AND INSTALL MASONRY CONNECTORS AND REINFOREMENT IN ACCORDANCE WITH CSA
A370, CSA A371, CSA A23.1 AND CSA S304.
6.3.3 WHERE REINFORCING BARS, DOWELS, ANCHOR BOLTS, ETC. ARE SHOWN EMBEDDED IN
MASONRY, BUILD THESE TIGHT INTO MASONRY VOIDS WITH GROUT FILL IN ACCORDANCE WITH
CSA A371, CSA A179 AND CSA S304.1. PROVIDE SUPPORT DURING POSITIONING OF
REINFORCING BARS.
6.3.4 BENEATH STEEL AND CONCRETE BEAMS AND COLUMNS, PROVIDE A MINIMUM DEPTH OF 400 mm
OF 100% SOLID MASONRY UNITS OR HOLLOW MASONRY UNITS FILLED SOLID, PROJECTING A
MINIMUM OF 200 mm BEYOND THE EDGES OF BEARING PLATES, EXCEPT AS NOTED OTHERWISE.
6.3.5 BENEATH SLABS, STEEL OR TIMBER DECK, AND STEEL OR TIMBER JOISTS, PROVIDE A MINIMUM
DEPTH OF 200 mm OF 100% SOLID MASONRY UNITS OR HOLLOW MASONRY UNITS FILLED SOLID.
6.3.6 BENEATH STEEL, CONCRETE OR REINFORCED MASONRY LINTELS PROVIDE A MINIMUM LENGTH
OF 200 mm AND A MINIMUM DEPTH OF 200 mm OF 100% SOLID MASONRY UNITS OR HOLLOW
MASONRY UNITS FILLED SOLID.
6.3.7 BUILD MASONRY TIGHT INTO WEBS OF ALL WALL BEARING STEEL BEAMS AT THEIR POINTS OF
BEARING.
6.3.8 BUILD MASONRY TIGHT INTO WEBS OF ALL STEEL COLUMNS.
6.3.9 WHERE 100% SOLID MASONRY UNITS ARE NOTED, THE MASONRY SHALL BE SET WITH FULLY
FILLED JOINTS USING TYPE S MORTAR AS DEFINED IN CSA STANDARD A179.
6.3.10 REINFORCING SHALL NOT BE CONTINUOUS ACROSS MOVEMENT JOINTS UNLESS NOTED
OTHERWISE.
6.3.11 DO NOT FIELD BEND REINFORCEMENT AND CONNECTORS EXCEPT WHERE INDICATED OR
APPROVED BY THE CONSULTANT.
6.3.12 REPLACE ALL REINFORCING BARS AND CONNECTORS THAT DEVELOP CRACKS AND/ OR SPLITS.
7. POST-INSTALLED ANCHORS
7.1 ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR
SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. SUBSTITUTION
REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL
ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING
THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE
SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED FOR COMPLIANCE WITH THE RELEVANT
BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF
COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER
CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE.
7.2 INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.
7.3 OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE HILTI PROFI SYSTEM.
7.4 THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE
ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE
STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE
CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF
INSTALLING ANCHORS.
7.5 ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF
ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE
CLEARANCES INDICATED ON THE DRAWINGS.
7.6 EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR
LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL
REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF
THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY HILTI FERROSCAN, HILTI
PS 1000, GPR, X-RAY, CHIPPING OR OTHER MEANS.
8. ALTERATIONS AND/OR CONNECTIONS TO EXISTING STRUCTURE
8.1 INSPECT THE EXISTING BUILDING AND BECOME THOROUGHLY FAMILIAR WITH THE EXISTING
CONDITIONS.
8.2 PRIOR TO PROCEEDING WITH THE WORK, DETERMINE THE EXACT FOUNDING ELEVATIONS OF EXISTING
FOOTINGS ADJACENT TO THE NEW WORK. REPORT THESE FINDINGS TO THE CONSULTANT.
8.3 PRIOR TO FABRICATION OF STRUCTURAL STEEL, OPEN UP ALL AREAS WHERE CONNECTIONS ARE TO BE
MADE TO EXISTING WORK AND TAKE FIELD MEASUREMENTS. MODIFY METHODS FOR CONNECTING TO
SUIT SITE CONDITIONS FOUND AND TO THE APPROVAL OF THE CONSULTANT. CARRY OUT LOCAL
REPAIRS TO THE EXISTING WORK AS NECESSARY AND AS DIRECTED BY THE CONSULTANT.
8.4 SHORE EXISTING WORK AS REQUIRED UNTIL ALL NEW WORK HAS BEEN COMPLETED AND REVIEWED BY
THE CONSULTANT.
8.5 SHORE FLOORS AS REQUIRED TO SUPPORT CRANES, HOISTS AND OTHER CONSTRUCTION EQUIPMENT.
8.6 DO NOT CUT CONCRETE REINFORCEMENT UNLESS REVIEWED AND APPROVED BY THE CONSULTANT.
8.7 WHERE REQUIRED TO AVOID CUTTING EXISTING REINFORCEMENT, MODIFY THE LAYOUT OF NEW
THROUGH BOLTS, EXPANSION ANCHORS AND OTHER ANCHORING DEVICES.
8.8 MAKE GOOD THE EXISTING WORK.
F. QUALITY CONTROL
1. GENERAL
1.1 IMPLEMENT A SYSTEM OF QUALITY CONTROL TO ENSURE THAT THE MINIMUM STANDARDS SPECIFIED
HEREIN ARE ATTAINED.
1.2 BRING TO THE ATTENTION OF THE CONSULTANT ANY DEFECTS IN THE WORK OR DEPARTURES FROM
THE CONTRACT DOCUMENTS, WHICH MAY OCCUR DURING CONSTRUCTION. THE CONSULTANT WILL
DECIDE UPON CORRECTIVE ACTION AND GIVE RECOMMENDATIONS IN WRITING.
1.3 THE CONSULTANT'S GENERAL REVIEW DURING CONSTRUCTION AND INSPECTION AND TESTING BY
INDEPENDENT INSPECTION AND TESTING AGENCIES REPORTING TO THE CONSULTANT ARE BOTH
UNDERTAKEN TO INFORM THE OWNER/CLIENT OF THE CONTRACTOR'S PERFORMANCE AND SHALL IN NO
WAY AUGMENT THE CONTRACTOR'S QUALITY CONTROL OR RELIEVE THE CONTRACTOR OF
CONTRACTUAL RESPONSIBILITY.
2. NOTIFICATION
2.1 PRIOR TO COMMENCING SIGNIFICANT SEGMENTS OF THE WORK, GIVE THE CONSULTANT AND
INDEPENDENT INSPECTION AND TESTING COMPANIES APPROPRIATE NOTIFICATION (MINIMUM 24 HOURS)
SO AS TO AFFORD THEM REASONABLE OPPORTUNITY TO REVIEW THE WORK. FAILURE TO MEET THIS
REQUIREMENT MAY BE CAUSE FOR THE CONSULTANT TO CLASSIFY THE WORK AS DEFECTIVE.
3. INSPECTION AND TESTING
3.1 AN INDEPENDENT INSPECTION AND TESTING COMPANY SHALL MAKE INSPECTIONS OR PERFORM TESTS
AS THE CONSULTANT DIRECTS. THE INDEPENDENT INSPECTION AND TESTING COMPANIES SHALL BE
RESPONSIBLE ONLY TO THE CONSULTANT AND SHALL MAKE ONLY SUCH INSPECTIONS OR TESTS AS
THE CONSULTANT MAY DIRECT.
3.2 THE FOLLOWING ITEMS REQUIRE TESTING AND/OR INSPECTION BY A CERTIFIED, INDEPENDENT
INSPECTION AND TESTING COMPANY UNLESS OTHERWISE NOTED. THE TESTING FIRM SHALL SUBMIT
COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS TO THE CONSULTANT FOR REVIEW:
6. DEFECTIVE MATERIALS AND WORK
4.1 WHERE EVIDENCE EXISTS THAT DEFECTIVE WORK HAS OCCURRED OR THAT WORK HAS BEEN
CARRIED OUT INCORPORATING DEFECTIVE MATERIALS, THE CONSULTANT MAY HAVE TESTS,
INSPECTIONS OR SURVEYS PERFORMED, ANALYTICAL CALCULATIONS OF STRUCTURAL STRENGTH
MADE, AND THE LIKE, IN ORDER TO HELP DETERMINE WHETHER THE WORK MUST BE CORRECTED OR
REPLACED. TESTS, INSPECTIONS OR SURVEYS OR CALCULATIONS CARRIED OUT UNDER THESE
CIRCUMSTANCES WILL BE MADE AT THE CONTRACTOR'S EXPENSE, REGARDLESS OF THEIR RESULTS,
WHICH MAY BE SUCH THAT, IN THE CONSULTANT'S OPINION, THE WORK MAY BE ACCEPTABLE.
4.2 ALL TESTING SHALL BE CONDUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 2012 BUILDING
CODE (ONTARIO REGULATION 332/12 AS AMENDED, EXCEPT WHERE THIS WOULD, IN THE CONSULTANT'S
OPINION, CAUSE UNDUE DELAY OR GIVE RESULTS NOT REPRESENTATIVE OF THE REJECTED MATERIAL
IN PLACE. IN THIS CASE, THE TESTS SHALL BE CONDUCTED IN ACCORDANCE WITH THE STANDARDS
GIVEN BY THE CONSULTANT.
4.3 MATERIALS OR WORK, WHICH FAIL TO MEET SPECIFIED REQUIREMENTS, MAY BE REJECTED BY THE
CONSULTANT WHENEVER FOUND AT ANY TIME PRIOR TO FINAL ACCEPTANCE OF THE WORK
REGARDLESS OF PREVIOUS INSPECTION. IF REJECTED, DEFECTIVE MATERIALS OR WORK SHALL BE
PROMPTLY REMOVED AND REPLACED OR REPAIRED TO THE SATISFACTION OF THE CONSULTANT, AT NO
EXPENSE TO THE OWNER.
ITEMREQUIRED COMMENTS
SOIL BEARING CAPACITY YES BY GEOTECHNICAL CONSULTANT
SOIL COMPACTION YES BY GEOTECHNICAL CONSULTANT
CONCRETE COMPRESSIVE
STRENGTH TESTS, AIR
ENTERTAINMENT AND SLUMP
YES UNDERTAKE MIN 3 SETS OF CYLINDERS PER
POUR AND 3 SET FOR EVERY 100 METRES OF
CONCRETE. TEST ONE SET AT 7 DAYS, AND THE
REMAINING TWO SETS AT 28 DAYS.
STRUCTURAL STEEL WELDING YES VISUALLY INSPECT ALL FIELD WELDING
CONCRETE BLOCKS YES ONE SET OF TESTS FOR EVERY 30 m (100'-0") OF
WALL ERECTED, NO LESS THAN ONE SET OF
TESTS.
MORTAR CUBES YES MIN 6 SAMPLES TAKEN FROM VARIOUS MORTAR
BATCHES FOR EACH DAY OF CONSTRUCTION.
MASONRY GROUT YES MIN 6 SAMPLES TAKEN FROM VARIOUS MORTAR
BATCHES FOR EACH DAY OF CONSTRUCTION.
TEST TWO SAMPLES AT 7 DAYS, AND THE
REMAINING FOUR AT 28 DAYS.
J.R. FREETHY ARCHITECT
5 SILVER STREETBOWMANVILLE ONTARIOL1C 3C2 TEL. (905) 623 7476
All reproduction & intellectual property rights reserved c 2019
375 University Ave., Suite 905
Toronto, ON M5G 2J5
416-599-(LINK) 5465
www.engineeringlink.ca
Project No. 19-1675
100 mm (4") EMBED
NEW SLAB ON GRADE, MATCH
EXISTING SLAB THICKNESS
EXISTING
100 mm (4") SLAB
ON GRADE
PROVIDE 10m (MIN) DOWELS
250 mm (10") LG @ 600 mm (2'-0") c/c
(STAGGERED). DRILL AND EPOXY INTO
EXISTING SLAB EDGE USING HIT HY 200
ADHESIVE OR EQUIVALENT
NEW MECHANICAL
SERVICE
BACKFILL TRENCH WITH
COMPACTED GRANULAR MATERIAL
NOTES:
1. REFER TO MECHANICAL, ELECTRICAL AND ARCHITECTURAL DRAWINGS FOR
LOCATION AND EXTENT OF NEW UNDER SLAB SERVICES.
2. PRIOR TO CUTTING OF EXISTING SLAB, THE CONTRACTOR SHALL SCAN THE
EXISTING SLAB FOR BURIED SERVICES.
DOWEL BEYOND
OFFSET BY 300 mm (1'-0")
SLAB ON GRADE TRENCH INFILL
AT NEW UNDERSLAB SERVICES
PD-C101
IF WIDTH OF TRENCH GREATER
THAN 600 mm (2'-0") PROVIDE
1 - LAYER WWF 152x152 MW 18.7x18.7 REINF.
LOCATE MESH 2" FROM TOP OF SLAB.
PROVIDE CONCRETE BRICK SUPPORT
AS REQUIRED TO SUPPORT MESH.
TD-C11REINFORCEMENT DEVELOPMENT LENGTHS
BAR
SIZE
10
400R OR 500R
180
90° HOOK
(mm)
180° HOOK
(mm)
TABLE 6 STANDARD HOOK DIMENSION
FOR BLACK REINFORCING
140
400W OR 500W
180 130
15 260 180 250 170
20 310 220 300 200
90° HOOK
(mm)
180° HOOK
(mm)
REFER TO REINFORCING STEEL MANUAL OF STANDARD
PRCTICE FOR MORE INFORMATION.
25400 280 400 280
30 510 400 490 350
35 610 480 590 430
45 790 680 770 620
551030 900 1010 830
BAR
SIZE
10
f'c
420
TABLE 2 TENSION LAP SPLICE (CLASS B)
LENGTH (mm)
15 630
20 840
25 1310
30 1570
35 1830
45
LAP SPLICES NOT PERMITTED
55
20 MPa
380
560
750
1170
1400
1640
25 MPa
340
510
680
1070
1280
1500
30 MPa
315
470
630
990
1190
1380
35 MPa
300
440
590
920
1110
1290
40 MPa
BAR
SIZE
10
f'c
320
TABLE 1 TENSION DEVELOPMENT
LENGTH (mm)
15 480
20 640
25 1010
30 1210
35 1410
45
55
20 MPa
300
430
580
900
1080
1260
25 MPa
300
390
530
820
990
1150
30 MPa
300
370
490
760
910
1060
35 MPa
300
340
460
710
850
1000
40 MPa
1820
2220
1620
1980
1480
1810
1370
1680
1290
1570
BAR
SIZE
10 210
TABLE 4 COMPRESSION DEVELOPMENT
LENGTH (mm)
15 320
20 430
25 540
30 640
35 750
45
55
f'c= 20 MPa
BAR
SIZE
10
f'c
160
TABLE 3 DEVELOPMENT LENGTH (mm)
FOR STANDARD HOOKS
15 240
20 320
25 400
30 470
35 550
45
55
20 MPa
150
210
280
350
420
490
25 MPa
150
200
260
320
390
450
30 MPa
150
180
240
300
360
420
35 MPa
150
170
230
280
340
390
40 MPa
1010
1230
900
1100
830
1010
770
930
720
870
970
1180
200
290
380
480
580
670
f'c= 25 MPa
860
1060
200
260
350
440
530
620
f'c > 30 MPa
790
970
BAR
SIZE
10
USUAL CONFINEMENT
TABLE 5 COMPRESSION LAP SPLICE
LENGTH (mm)
15
20
25
30
300
440
590
730
880
NOTE: 45M AND 55M BARS SHALL BE SPLICED WITH
MECHANICAL CONNECTORS.
35 1030
HOOK WEB FACE REINF AT
DISCONTINUOUS ENDS
SEE NOTE #1
PLACE WEB FACE REINF AT EQUAL SPACING
THROUGHOUT FULL DEPTH OF BEAM. EXTEND
WEB FACE REINF TENSION DEVELOPMENT LENGTH
BEYOND FACE OF SUPPORT
DISCONTINUOUS END
CONTINUOUS END
ADDED TIES IF BARS HAVE
INSUFFICIENT COVER. SEE NOTE #9
LONGITUDINAL BARS ENDING IN A HOOK
NOTES:
1. REFER TO BEAM SCHEDULE FOR DETAILING OF TOP AND BOTTOM BARS.
2. S = SPACING OF STIRRUPS, REFER TO BEAM SCHEDULE.
3. Sv = CLEAR VERTICAL SPACING BETWEEN LAYERS OF FLEXURAL
REINFORCEMENT.
4. d = DIAMETER OF HOOKED BAR.
5. h = HOOK BEND DIAMETER.
6. LEFT AND RIGHT SUPPORT OF BEAM DETERMINED FROM THE
ORIENTATION OF THE BEAM MARK ON PLAN.
7. BARS IN TOP FIRST LAYER NOTED TL1
BARS IN TOP SECOND LAYER NOTED TL2 ETC.
8. BARS IN BOTTOM FIRST LAYER NOTED BL1
BARS IN BOTTOM SECOND LAYER NOTED BL2 ETC.
9. FOR BARS BEING DEVELOPED BY A STANDARD
HOOK AT THE ENDS OF MEMBERS, WHERE BOTH
SIDE COVER AND THE TOP (OR BOTTOM) COVER
OVER THE HOOK ARE LESS THEN 60 mm, THE HOOK SHALL BE
ENCLOSED WITHIN AT LEAST THREE COLUMN TIES OR TYPE "T1" CLOSED
STIRRUPS AS SHOWN ABOVE.
10. WHERE NOTED "BARS IN FLANGE" IN BEAM SCHEDULE, PLACE TOP REINF
IN SLAB, OUTSIDE BEAM WIDTH, AS NOTED BELOW.
BAR SIZE
15
Sv (mm) (inches)
20
25
30
35
30 (1-1/4")
30 (1-1/4")
35 (1-3/8")
40 (1-5/8")
50 (2")
PLACE BARS WITHIN FLANGE
WHERE NOTED IN SCHEDULE
Wf
≤
1
20
BEAM SPAN
≤6 TIMES t1,
≤
1
2
CLEAR
DISTANCE
TO NEXT BEAM
t1
EDGE BEAM
Wf
≤
1
20
BEAM SPAN
≤6 TIMES t2,
≤
1
2
CLEAR
DISTANCE
TO NEXT BEAM
t2
INTERIOR BEAM
LAYERING OF
FLEXURAL REINF.
BL3
BL2
BL1
TL1
TL2
TL3
Sv
Sv
Sv
Sv
SEE NOTE #1
SEE NOTE #1
TD-C23 PLACEMENT OF REINF. IN CONCRETE BEAMS
SS
S/2S/2
S
S/2
50 mm (2")
CLEAR
150 (6") MIN
300 (1'-0") MAX
FROM FACE OF BEAM
150 (6") MIN
300 (1'-0") MAX
150 (6") MIN
≤ 3
D≤ 3
D
< h
≤ 3D ≤ 3D
< h
TD-C24 ADDITIONAL STIRRUPS AT BEAM-BEAM INTERSECTIONS
1. ADD STIRRUPS IN PRIMARY BEAM WHEN NOTED IN BEAM SCHEDULE.
STIRRUPS TO BE PLACED WITHIN WIDTH "W" BASED ON THE FOLLOWING
FORMULA:
hb=h1-h2
W=b+2(hb+
h2
4
)
2. REFER TO BEAM SCHEDULE FOR TYPICAL STIRRUP SIZE AND SPACING.
NOTES:
b
W
ADDED STIRRUPS
SHOWN DOTTED
SEE NOTE 1
h2
hb
h1
b
W
PRIMARY BEAM
SECONDARY
BEAM
PLAN ELEVATION
TD-M05*REINFORCED MASONRY WALLS
BAR SIZE MINIMUM LAP
10 450mm (1'-6")
600mm (2'-0")15
20 900mm (3'-0")
TABLE 1 - MINIMUM LAP LENGTH
WALL
VERTICAL REINF HORIZONTAL REINF
TABLE 2 - MINIMUM REINFORCEMENT FOR REINFORCED WALLS
(ONE EACH FACE)
2-15 @ 1000 (3'-4") STANDARD 9 GAUGE (3.6mm) JOINT REINF @ 400290
(11-1/2")
THICKNESS
20 @ 1000 (3'-4")
15 @ 800 (2'-8")
(7-1/2")
190
(9-1/2")
240
(5-1/2")
140
@ 200 (8")
HEAVY DUTY (4.76mm SIDE WIRE) LADDER TYPE
HEAVY DUTY (4.76mm SIDE WIRE) LADDER TYPE
STANDARD 9 GAUGE (3.6mm) JOINT REINF
15 @ 800 (2'-8")
JOINT REINF @ 200 (8")
JOINT REINF @ 200 (8") AND 10@1200 (4'-0")
VERTICAL WALL REINF LAYOUT
HORIZONTAL JOINT REINF LAYOUT
3-15V
AT CORNER
2-15V
AT TEE
INTERSECTION
2-15V AT END OF
WALL & OPENING
MORE THAN
1000 mm (3'-4") WIDE
BEND JOINT
REINF AT LAP
CROSSWIRE
HOOK END OF
JOINT REINF
100 (4")
300
(12")
MIN LAP FROM
CROSS WIRE U/N
CROSSWIRE
HOOK END
OF JOINT REINF WITH
WELDED CROSSWIRE
NOTES:
1. PROVIDE MINIMUM REINF AS NOTED IN TABLE 2, UNLESS SHOWN OTHERWISE ON DRAWINGS.
2. FULL FILL ALL REINFORCED BLOCK CELLS WITH FLOWABLE MASONRY GROUT IN ACCORDANCE WITH CSA STANDARD
REQUIREMENTS.
3. REINFORCEMENT TO BE SUPPORTED TO PREVENT DISPLACEMENT DURING PLACEMENT OF GROUT OR MORTAR.
AS A MINIMUM PROVIDE WIRE POSITIONERS OR SIMILAR DEVICE AT THE TOP AND BOTTOM, ENDS AND AT INTERVALS
NOT EXCEEDING 200 (8") BAR DIAMETERS.
4. AT INTERSECTION, BOND WALLS TOGETHER BY INTERLOCKING ALTERNATE COURSES
(RUNNING BOND), UNLESS NOTED OTHERWISE.
5. FOR REINFORCEMENT AT OPENINGS, REFER TO TYPICAL DETAIL TD-M06.
(16") & 2-15 IN BOND BEAM @ 2400 (8'-0")
(SINGLE LAYER)
TD-M06 OPENINGS THROUGH LOAD BEARING WALLS
AT CONTROL JOINT LOCATION
THE GREATER OF DEPTH OF
LINTEL OR LENGTH OF LINTEL
BEARING
REFER TO TYPICAL DETAILS
TD-M04 AND TD-S01 FOR
LINTEL SIZES AND BEARING
REQUIREMENTS UNLESS NOTED
OTHERWISE ON PLAN.
ADD 2-15V EACH SIDE OF
OPENINGS GREATER THAN
1000 mm (3'-4") WIDE,
UNLESS NOTED OTHERWISE
ON PLAN. FULLY GROUT
REINF BLOCK CELL
CONTROL JOINT AS PER DRAWINGS.
LINE ONE FACE OF JOINT WITH
BUILDING PAPER BEFORE FILLING
JOINT WITH GROUT.
NOTES:
1. FULLY GROUT ALL PIERS 800 mm (2'-8") OR LESS IN WIDTH.
OFFSET WALL REINF
BY 300 (1'-0") AT JAMB TO
AVOID LINTEL BEARING
SURFACE
TD-M01
LATERAL SUPPORT FOR TOP OF MASONRY WALL
AT PARTITION PERPENDICULAR TO JOIST OR BEAM
25 mm (1") COMPRESSIBLE MATERIAL
25 mm (1") COMPRESSIBLE MATERIAL
STEEL BEAM OR OWSJ
MASONRY WALL
CONC SLAB OR ROOF DECK
2 102x76x6 x 150 (6") LG (LLV)
WELDED TO U/S STEEL BEAM OR OWSJ.
AT PARTITION BELOW BEAM OR OWSJ AND PARALLEL TO BEAM
OR OWSJ SPAN
25 mm (1") COMPRESSIBLE MATERIAL
STEEL BEAM OR OWSJ
MASONRY WALL
CONC SLAB OR ROOF DECK
L102x102x6 x 150 mm (6") LG
EACH SIDE WELDED TO U/S STEEL FRAMING.
STAGGERED CLIPS
BY 150 mm (6")
L65x65x6 @ 2000 mm
(6'-6") MAX FROM BEAM
BOTTOM FLANGE/BOTTOM
CHORD OF JOIST TO
TOP FLANGE/TOP CHORD
OF ADJACENT BEAM/JOIST
AT UNDERSIDE OF STEEL FRAMING
NOTE:
IF BEAM/JOIST SPACING EXCEEDS
1500 mm (5'-0") c/c, PROVIDE
ADDITIONAL LATERAL SUPPORT AS PER
TD-M02 FOR CONCRETE SLAB OR
TD-M03 FOR STEEL DECK
NOTE:
1. SPACING OF LATERAL SUPPORT
TO BE 1500 mm (5'-0") AND
600 mm (2'-0") FROM WALL ENDS
2. REFER ALSO TO TYPICAL DETAIL
TD-M03 FOR REQUIREMENTS IN
HIGH SEISMIC ZONES.
J.R. FREETHY ARCHITECT
5 SILVER STREETBOWMANVILLE ONTARIOL1C 3C2 TEL. (905) 623 7476
All reproduction & intellectual property rights reserved c 2019
375 University Ave., Suite 905
Toronto, ON M5G 2J5
416-599-(LINK) 5465
www.engineeringlink.ca
Project No. 19-1675
TD-S21
INFILL OF EXISTING OPENINGS
IN STEEL ROOF DECK
NOTES:
1. OPEN UP EXISTING ROOFING AS REQUIRED TO INSTALL STEEL DECK INFILL AND MAKE GOOD AFTER.
2. REFER TO MECHANICAL DRAWINGS FOR LOCATIONS OF EXISTING OPENINGS.
EXISTING STEEL DECK
E
X
I
S
T
I
N
G
O
P
E
N
I
N
G
NEW STEEL ROOF
DECK TO MATCH
EXISTING,
PROVIDE
MIN 6" OVERLAP
AND SPOT WELD
TO EXISTING
TRIMMERS
EX
IS
TIN
G O
WS
J
EX
IS
TIN
G O
WS
J
EXISTING STEEL
TRIMMERS TO
REMAIN
15
0 m
m (6
")
INFILL OF OPENING WITH STEEL TRIMMERS
EXISTING STEEL DECK
NEW STEEL ROOF DECK TO MATCH
EXISTING, PROVIDE MIN 6" OVERLAP AND
SPOT WELD TO EXISTING OWSJ
EX
IS
TIN
G O
WS
J
EX
IS
TIN
G O
WS
J
INFILL OF OPENING WITHOUT STEEL TRIMMERS
OV
ER
LA
P T
YP
15
0 m
m (6
")
OV
ER
LA
P T
YP
E
X
I
S
T
I
N
G
O
P
E
N
I
N
G
TD-M07ANCHORAGE OF MASONRY ABUTTING STEEL COLUMN
C
L
MASONRY STRAP
ANCHOR BY OTHERS
C
L
WALL
TIES STRAP
NOTES:
1. REFER TO ARCHITECTURAL DRAWINGS AND
SPECIFICATIONS FOR MINIMUM SLEEVE
SPACING. MAXIMUM SLEEVE SPACING
SHALL BE 4 x WALL THICKNESS ( t ).
2. REFER TO ARCHITECTURAL DRAWINGS FOR
LOCATION AND EXTENT OF MASONRY.
10
(3
/8
")
51
(2")
C
L
5 (3/16) BENT PL
SLEEVE
TIE STRAP
BY OTHERS
C
L
MASONRY STRAP
ANCHOR BY OTHERS
5 (3/16)
BENT PL SLEEVE
x 64 (2 1/2") LG
SHOP WELD TO BEAM
6 mm 75-300
(1/4") 3-12
6 mm 75-300
(1/4") 3-12
5 (3/16)
BENT PL SLEEVE
x 64 (2 1/2") LG
SHOP WELD TO COL
10
(3
/8
")
51
(2")
ELEVATION @ COLPLAN @ COL
t
t
BOTTOM PLATE REFER TO PLAN
MIN SIZE 6mm (1/4") THICK x
t - 10 (t - 1/2") WIDE
TD-M08BEARING OF BEAM ON END OF MASONRY WALL
NOTES:
1. REFER TO GENERAL NOTES FOR EXTENT OF MASONRY GROUT.
2. REFER TO PLANS FOR SIZE OF BEARING PLATE AND SIZE/NUMBER OF ANCHOR BOLTS.
BEARING PLATE
(SEE PLAN)
ANCHOR BOLTS
(SEE PLAN)
25
(1
") N
ON
-S
HR
IN
K
GR
OU
T
38
(1 1/2")
FILL VOIDS WITH
MASONRY GROUT
5
(3/16")
25
(1
") N
ON
-S
HR
IN
K
GR
OU
T
BEARING PL
ANCHOR BOLTS
(SEE PLAN)
FILL VOIDS WITH
MASONRY GROUT
5
(3/16")
25 mm (1")
15 mm (9/16") MIN U/N
BUILD MASONRY TIGHT
INTO WEB OF BEAM
38
(1 1/2")
38 mm MIN
(1 1/2")
A
B
TD-M09
ELEVATOR GUIDE RAIL
CONNECTION TO MASONRY WALL
39
0 (1
'-4
") B
ON
D B
EA
M
1-15 T&B CONT ALL
AROUND LAP BARS @
CORNERS OF SHAFT
10@400x1200 LONG
(10@1'-4"x4'-0" LONG) FULL
GROUTED INTO BLOCKS ABOVE
& BELOW BOND BEAM
ELEVATOR GUIDE RAIL
AND CONNECTION TO
MASONRY BY OTHERS
CO
OR
DIN
AT
E E
LE
VA
TIO
N
OF
B
ON
D B
EA
M W
IT
H
EL
EV
AT
OR
C
ON
TR
AC
TO
R
TD-S02 FRAMING AT OPENINGS IN STEEL ROOF DECK
NOTES:
1. REINFORCING IS NOT REQUIRED AT OPENING LESS THAN 150 mm (6") SQUARE OR IN DIAMETER.
2. TOP OF OPENING TRIMMING STEEL TO BE TIGHT TO U/S OF STEEL DECK.
3. STANDARD OPENING TRIMMING STEEL IS NOT NECESSARILY SHOWN ON STRUCTURAL DRAWINGS. REFER TO
ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENING SIZES AND LOCATIONS, AS WELL AS
EXACT NUMBER OF OPENINGS.
4. IF OPENING DIMENSIONS "L" EXCEEDS 1200 mm (4'-0") SEE PLAN FOR TRIMMER FRAMING.
L
12
00
m
m (4
'-0
") M
AX
3000 mm (10'-0") MAX
STEEL DECK
a
O
P
E
N
I
N
G
a
b b
C150x12
EXISTING
ROOF DECK
NEW
ROOF DECK
SPAN L
150 mm (6") < L < 450 mm (18")
450 mm (18") < L < 1200 mm (4'-0")
a
C150x12
C150x12
b
L65x65x6
C100x8
150 mm (6") < L < 450 mm (18")
450 mm (18") < L < 1200 mm (4'-0")
BY DECK SUPPLIER
C150x12 C100x8
BY DECK SUPPLIER
EX
IS
TIN
G JO
IS
T
EX
IS
TIN
G JO
IS
T
TD-M14REINFORCEMENT DEVELOPMENT LENGTHS IN MASONRY
BAR
SIZE
10M 600
TABLE 2: TENSION LAP SPLICE (CLASS B)
LENGTH (mm)
15M 890
20M 1190
25M 1860
30M 2230
10 MPa
490
730
970
1520
1820
15 MPa
420
630
840
1310
1580
20 MPa
390
570
750
1170
1410
25 MPa
BAR
SIZE
10M
GROUT STRENGTH
460
TABLE 1: TENSION DEVELOPMENT
LENGTH (mm)
15M 690
20M 920
25M 1430
30M 1710
10 MPa
380
560
750
1170
1400
15 MPa
330
490
650
1010
1210
20 MPa
290
440
580
900
1080
25 MPa
BAR
SIZE
10M
TABLE 4: COMPRESSION DEVELOPMENT
LENGTH (mm)
15M
20M
25M
30M
BAR
SIZE
10M 320
TABLE 3: DEVELOPMENT LENGTH (mm)
FOR STANDARD HOOKS
15M 480
20M 640
25M 800
30M 950
10 MPa
260
390
520
650
780
15 MPa
230
340
450
560
680
20 MPa
200
300
400
500
600
25 MPa
GROUT STRENGTH
GROUT STRENGTH
310
460
610
760
920
10 MPa
250
380
500
620
750
15 MPa
220
330
430
540
650
20 MPa
200
290
390
480
580
25 MPa
GROUT STRENGTH
BAR
SIZE
10M 310
TABLE 5: COMPRESSION LAP
SPLICE LENGTH (mm)
15M 460
20M 610
25M 760
30M 920
10 MPa
300
440
590
730
880
15 MPa
300
440
590
730
880
20 MPa
300
440
590
730
880
25 MPa
GROUT STRENGTH
NOTES:
1. 35M, 45M AND 55M BARS SHALL NOT BE USED IN MASONRY.
2. LAP SPLICE LENGTHS NOT APPLICABLE FOR BUNDLED BARS.
TD-S01
STEEL LINTELS FOR NON-LOAD BEARING
MASONRY WALLS
CLEAR SPAN
NOTES:
1. CONNECT BACK TO BACK DOUBLE ANGLE LINTELS USING 16 mm (5/8") Ø BOLTS AT 450 mm (18") c/c MAX OR BY
WELDING AT TOP AND BOTTOM USING 6 mm (1/4") WELDS x 50 mm (2") LONG AT 450 mm (18") c/c MAX. FIRST BOLT OR
WELD TO BE A MAX OF 75 mm (3") FROM END OF LINTEL
2. FULLY PACK LINTEL ENDS WITH STEEL SHIMS TO ENSURE EVEN BEARING.
3. LINTELS AS COVERED UNDER THIS DETAIL ARE NOT NECESSARILY SHOWN ON THE STRUCTURAL DRAWINGS. REFER
TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENING LOCATIONS AND SIZES.
WALL THICKNESS
UP TO
1200 (4'-0")
1200 (4'-0") TO
1800 (6'-0")
1800 (6'-0") TO
2400 (8'-0")
2400 (8'-0") TO
3000 (10'-0")
DETAIL
25 (1")
MAX
25 (1") MAX
STEEL
COLUMN
CONNECTION OF
ANGLE TO COLUMN
SHALL BE CAPABLE
OF SUPPORTING
A VERTICAL
SHEAR FORCE
Vf=20 kN (4.5 kips)
LINTEL SUPPORTED BY STEEL COLUMN
LINTEL SUPPORTED BY
POURED CONCRETE ELEMENT
L178x102x9.5 (LLV)
LENGTH LESS THAN
WIDTH OF MASONRY WALL
STEEL LINTEL
STEEL
LINTEL
L178x102x9.5 (LLV) + 2-19Ø
(3/4") HILTI KWIK BOLT
3 ANCHORS PROVIDE MIN
100 mm (4") EMBED.
LENGTH LESS THAN
MASONRY WALL
THICKNESS
STEEL LINTEL
PROVIDE FULLY GROUTED
OR SOLID MASONRY
FULL HEIGHT WHERE PIER
IS LESS THAN 600 mm (2'-0")
WIDE
SPAN
200 (8")
BEARING MIN
20
0
(8
")
PIER
WHERE WALL THICKNESS IS REDUCED
BY RECESSES INCLUDE WIDTH IN SPAN
REINFORCING IS SHOWN ON
PLAN OR DETAILS. WHERE
AT SIDES OF OPENINGS
PLACE TO CLEAR
LINTEL BEARING.
+>150
(6")
STANDARD ELEVATION
L127x89x6.4 (LLV)
90 (3 1/2")
VENEER
140 (5 1/2")
L89x89x6.4
190 (7 1/2") 240 (9 1/2") 290 (11 1/2")
L127x89x6.4 (LLV)
L127x89x9.5 (LLV)
2-L89x64x6.4 (LLV)
2-L64x64x6.4
2-L89x64x7.9 (LLV)
2-L89x89x6.4
2-L76x89x6.4
(LLH)
2-L102x89x7.9
(LLV)
2-L152x89x7.9
(LLV)
L102x102x6.4 +
L76x127x6.4 (LLH)
L76x102x6.4 +
L76x127x6.4 (LLH)
L102x102x9.5 +
L89x127x7.9 (LLH)
L152x102x7.9 (LLV)
+ L127x127x7.9
3-L89x89x6.4
3-L76x89x6.4
(LLH)
3-L102x89x6.4
(LLV)
3-L127x89x6.4
(LLV)
FULLY GROUTED
2-L89x64x9.5 (LLV)
J.R. FREETHY ARCHITECT
5 SILVER STREETBOWMANVILLE ONTARIOL1C 3C2 TEL. (905) 623 7476
All reproduction & intellectual property rights reserved c 2019
375 University Ave., Suite 905
Toronto, ON M5G 2J5
416-599-(LINK) 5465
www.engineeringlink.ca
Project No. 19-1675
NTS
KEY PLAN
S201
A
7 8 9
ExF
D
E
Ex21 Ex22 Ex23 Ex24
S201
B
S201
C
C
PILE
L
P
2
4
5
P
1
2
5
P
1
2
6
A
P
1
3
4
1334
(SITE VERIFY)
1676
(SITE VERIFY)
ExG2
ExH2
C
PILE
L
P
1
2
7
P
1
1
2
P
1
1
9
P
1
2
0
U
N
E
X
C
A
V
A
T
E
D
U
N
E
X
C
A
V
A
T
E
D
U
N
E
X
C
A
V
A
T
E
D
EX
G
B2
28
- 3
05
x1
05
4
EX
G
B2
36
- 3
05
x1
24
5
EX GB215A - 305x1054
EX
G
B2
13
- 3
05
x1
05
4E
X G
B2
14
- 3
05
x1
05
4
EX GB256 - 305x1054EX GB255 - 305x1054 EX GB257 - 305x1206
250
150
NE
W 4
00
x1
32
5 G
RA
DE
B
EA
M
GB
2
GB1 - NEW 300x1325 GRADE BEAM
N
E
W
E
L
E
V
A
T
O
R
P
I
T
NEW 300 THICK
CONC SLAB R/W
15@200 TEW +BEW
NEW PRECAST
SUMP PIT LINER
REFER TO
ARCH/ MECH
UN
EX
CA
VA
TE
D
EX
G
B2
06
- 3
05
x9
78
1:50
PART FOUNDATION PLAN
S201
B
PILE
MARK
P112
DIAMETER (mm)
508
EXISTING PILE SCHEDULE
PILE CAP SIZE
L x W x H
710 x 710 x 890
P119406 610 x 610 x 890
P120406
P125406
406P126A
508 710 x 710 x 890P127
508 710 x 710 x 890
P245508 710 x 710 x 890
P134
610 x 610 x 890
610 x 610 x 890
610 x 610 x 890
7 8 9
ExF
D
E
Ex21 Ex22 Ex23 Ex24
ExG2
ExH2
1:50
PART GROUND FLOOR FRAMING PLAN
S201
C
E
X
S
T
E
E
L
C
O
L
E
X
S
T
E
E
L
C
O
L
NEW 190 CONC BLOCK SHAFT WALL. REINF W/ 15M VERT @ 600 c/c +
HEAVY DUTY ( 4.76mm SIDE WIRE) HORIZ/ LADDER TYPE REINFORCING
@ 400 c/c. ENSURE ALL CORNERS HAVE VERTICAL REINFORCING.
PROVIDE FULLY GROUTED BOND BEAM REINF W/ 2-15M ALL AROUND
AT ELEVATIONS OF ELEVATOR RAIL CONNECTIONS. COORDINATE
EXACT NUMBER AND LOCATION OF RAIL CONNECTIONS AND
REQUIRED BOND COURSES WITH ELEVATOR SUPPLIER. REFER ALSO
TO TYPICAL DETAIL TD-M09.
EW1 - EX 290 CONC BLOCK WALL
EW1
EW
2 - E
X 2
40
C
ON
C B
LO
CK
W
AL
L
EW
1
EW
3 - E
X 1
90
C
ON
C B
LO
CK
+
9
0 B
LO
CK
W
AL
L
VERIFY ROUGH OPENING
REQUIREMENTS W/
ELEVATOR SUPPLIER
(1830 MAX). TYPICAL ALL
OPENINGS AT ALL LEVELS.
INFILL TO FINISHED
OPENING AS REQUIRED
FOLLOWING ELEVATOR
INSTALLATION.
± 1
20
0 T
YP
.
(S
IT
E V
ER
IF
Y)
EXIST ± 125 CONC SLAB ON GRADE.
TYPICAL @ CLASSROOMS.
(SITE VERIFY).
EXIST ± 200 CONC
SLAB ON GRADE.
TYPICAL @ CORRIDOR.
(SITE VERIFY).
EX 140
SLAB
EXTENT 200 SLAB
THICKENING. TYPICAL
OVER GRADE BEAMS.
(SITE VERIFY).
LOCALLY DEMOLISH EXIST
SLAB ON GRADE AS REQUIRED
TO INSTALL NEW ELEVATOR
PIT AND GRADE BEAMS.
MAKE GOOD. UNDER NO
CIRCUMSTANCE ARE EXIST
GRADE BEAMS TO BE CUT/
DAMAGED BY DEMO WORK.
DRILL + EPOXY NEW 10M @
300 c/c DOWELS x 400 LG
TYPICAL ALL AROUND CUT
EDGE OF SLAB. PROVIDE MIN
100 mm EMBED INTO EXIST
SLAB. EPOXY USING HILTI HY
200 ADHESIVE
-
0
.0
3
8
S202
A
GB
2
GB1
N
E
W
E
L
E
V
A
T
O
R
S401
1
S401
1
S401
2
S401
2
S202
B
S401
4
PROVIDE EIGHT - 20M DOWELS
CONNECTING NEW GB2 TO EXIST GRADE BEAM.
DRILL AND EPOXY INTO EXIST USING HILTI HIT
HY 200 ADHESIVE. PROVIDE 200 mm EMBEDMENT.
PRIOR TO CASTING INTENTIONALLY ROUGHEN
SURFACE OF EXIST GRADE BEAM AT NEW
INTERSECTION TO ACHIEVE A MIN 5 mm AMPLITUDE
ACROSS ENTIRE CONNECTION PLANE. REFER TO
SECTION 4/S401 FOR TYPICAL LAYOUT. TYPICAL
FOUR LOCATIONS.
-0.038 AT TERRAZZO FIN.
CONFIRM EXTENT WITH
ARCH
INFILL EXIST WALL
OPENING WITH NEW CONC
BLOCK. REFER TO ARCH.
FOUNDATION PLAN NOTES:
1. TOP OF NEW ELEVATOR PIT SLAB IS 1.525 M BELOW FINISHED GROUND FLOOR ELEVATION
0.0 M, EXCEPT AS CROSSED AND NOTED. AREAS CROSSED AND NOTED TO BE READ FROM
GROUND FLOOR ELEVATION 0.0 M. CONTRACTOR TO VERIFY ELEVATION,
2. SEE ARCHITECTURAL DRAWINGS FOR SLOPES TO DRAIN. MAINTAIN SLAB THICKNESSES
SHOWN.
3. CONTRACTOR TO MAKE GOOD ALL BLOCK SAW CUT TO ARCHITECTURAL REQUIREMENTS.
4. REFER TO MECHANICAL DRAWINGS FOR ALL NEW BELOW SLAB SERVICES. MAKE GOOD
SLAB ON GRADE AS PER TYPICAL DETAILS. CONTRACTOR MUST TAKE ALL PRECAUTION TO
AVOID DAMAGING EXISTING GRADE BEAMS AND PILE CAPS WHILE CONDUCTING BELOW
SLAB WORK, INCLUDING DURING SAW CUTTING.
5. EXIST PILE AND GRADE BEAM MARKS REFERENCE ORIGINAL 1967 BASE BUILDING
STRUCTURAL DRAWINGS PREPARED BY ROBERT HALSALL & ASSOCIATES LTD. ACTUAL
SIZES OF ALL MEMBERS TO BE VERIFIED ON SITE.
6. CENTRELINE OF EXIST PILES AND GRADE BEAMS BASED ON ORIGINAL BASE BUILDING
STRUCTURAL DRAWINGS. ACTUAL LOCATIONS TO BE SITE VERIFIED.
7. PRIOR TO DRILLING/ CORING OF ANY NEW SERVICES THROUGH EXISTING GRADE BEAMS
CONTRACTOR TO PERFORM ELECTROMAGNETIC SCANNING TO IDENTIFY EXISTING
EMBEDDED REBAR AND STIRRUPS. LOCATE SERVICE TO AVOID REBAR AND SERVICES.
TYPICAL ALL LOCATIONS.
GROUND FLOOR PLAN NOTES:
1. TOP OF EXISTING SLAB ON GRADE IS 0.0 M BELOW FINISHED GROUND FLOOR ELEVATION 0.0 M, EXCEPT AS
CROSSED AND NOTED. AREAS CROSSED AND NOTED TO BE READ FROM GROUND FLOOR ELEVATION 0.0 M.
CONTRACTOR TO VERIFY ELEVATION,
2. TOP OF NEW SLAB ON GRADE TO BE 0.0 M BELOW FINISHED GROUND FLOOR ELEVATION 0.0 M, EXCEPT AS
CROSSED AND NOTED. AREAS CROSSED AND NOTED TO BE READ FROM GROUND FLOOR ELEVATION 0.0 M.
3. SEE ARCHITECTURAL DRAWINGS FOR SLOPES TO DRAIN. MAINTAIN SLAB THICKNESSES SHOWN.
4. CONTRACTOR TO MAKE GOOD ALL BLOCK SAW CUT TO ARCHITECTURAL REQUIREMENTS.
5. LOCALLY REMOVE EXISTING SLAB ON GRADE AS REQUIRED TO INSTALL NEW BELOW GRADE STRUCTURE.
MAKE GOOD.
6. REFER TO MECHANICAL DRAWINGS FOR ALL NEW BELOW SLAB SERVICES. MAKE GOOD SLAB ON GRADE AS
PER TYPICAL DETAILS. CONTRACTOR MUST TAKE ALL PRECAUTION TO AVOID DAMAGING EXISTING GRADE
BEAMS AND PILE CAPS WHILE CONDUCTING BELOW SLAB WORK, INCLUDING DURING SAW CUTTING.
7. UNLESS NOTED OTHERWISE ON PLAN, AT ALL ARCHITECTURAL AND MECHANICAL OPENINGS THROUGH
NEW MASONRY PARTITION WALLS PROVIDE STEEL LINTELS ABOVE IN ACCORDANCE WITH TYPICAL
DETAILS. COORDINATE EXACT NUMBER, SIZE AND LOCATION OF OPENINGS WITH ARCHITECT/MECHANCIAL.
8. PROVIDE LATERAL SUPPORT CLIPS ALONG THE TOP OF ALL NEW MASONRY PARTITION WALLS IN
ACCORDANCE WITH TYPICAL DETAILS.
C C
ANCHOR NEW BLOCK TO EXIST
USING 10M x 300 LG DOWELS @
400 c/c. DRILL AND EPOXY DOWELS
INTO EXISTING MORTAR JOINTS
PROVIDE 100 EMBEDMENT.
TYPICAL EA END OF INFILL.
S210
A
S201
D
1:50
PART GROUND FLOOR FRAMING PLAN
S201
D
37
PROVIDE NEW STEEL LINTEL
ABOVE OPENING PER TYPICAL
DETAIL. PROVIDE TEMPORARY
NEEDLE AND SHORING AS
REQUIRED DURING INSTALLATION .
EX 175 FRAMED
CONC SLAB
NE
W W
AL
L O
PE
NIN
G
RE
FE
R T
O A
RC
H
FULLY GROUT
END PIER
POCKET LINTEL INTO WALL
TO ACHIEVE MIN 200
BEARING LENGTH SOLID
EXIST 100 BRICK + 200 CONC
BLOCK WALL W/ CONT 305x1270
CONC GRADE BEAM BELOW.
TYPICAL @ EXTERIOR.
EXIST 140 NON-LOAD BEARING
CONC BLOCK PARTITION WALL.
SITE VERIFY
EXIST 290 NON-LOAD BEARING
MASONRY WALL W/ 305x1130 CONC
GRADE BEAM BELOW
P
2
4
2
E
X
5
0
8
Ø
C
O
N
C
P
I
L
E
B
E
L
O
W
+
7
1
0
x
7
1
0
P
I
L
E
C
A
P
EXIST 190 NON-LOAD BEARING
CONC BLOCK PARTITION
WALL. SITE VERIFY
NOTCH BOTTOM GB2
AROUND EXISTING PILE CAP.
SITE VERIFY EXACT
CONSTRUCTION
NEW PRECAST
SUMP PIT LINER
REFER TO ARCH/ MECH
ENSURE NEW PIT
CLEARS EXISTING
GRADE BEAMS.
DO NOT DAMAGE
EXISTING BEAMS
J.R. FREETHY ARCHITECT
5 SILVER STREETBOWMANVILLE ONTARIOL1C 3C2 TEL. (905) 623 7476
All reproduction & intellectual property rights reserved c 2019
375 University Ave., Suite 905
Toronto, ON M5G 2J5
416-599-(LINK) 5465
www.engineeringlink.ca
Project No. 19-1675
7 8 9
ExF
D
E
Ex21 Ex22 Ex23 Ex24
ExG2
ExH2
1:50
PART ROOF FRAMING PLAN
S202
B
E
C
BE
X
C
O
L
B
E
L
O
W
E
C
B
N
E
W
E
L
E
V
A
T
O
R
EX 8WF 17
EX
1
6W
F 4
0
EX
1
6W
F 3
6
ERJ3
ERJ3
ERJ3
ERJ3
ERJ3
ERJ3
ERJ3
ER
J1
ER
J1
ER
J1
ER
J1
ER
J1
ER
J1
ER
J1
ER
J1
ER
J1
ER
J1
ER
J1
NE
W W
20
0x1
5+
18
0x6
B
OT
P
LA
TE
B
P
L
1
ERJ2
ERJ2
ERJ2
ERJ2
NEW C200x17 LOCATED DIRECTLY
ADJACENT EX ROOF JOISTS TO BE
REMOVED. CONNECT EX ROOF DECK
TO NEW C200 USING DECK
FASTENERS PER GENERAL NOTES.
NEW ELEVATOR SHAFT.
REFER TO C/S201.
EX 355 OWSJ
EX
3
00
O
WS
J
DEMOLISH EXIST OWSJ. COMPLETE INSTALL
OF NEW C200 PRIOR TO REMOVAL.
PROVIDE TEMPORARY SHORING TO EACH JOIST
TO BE DEMOLISHED TO FACILITATE SHAFT
CONSTRUCTION AND INSTALLATION OF NEW
ROOF BEAMS. SHORING TO BE CAPABLE OF
RESISTING AN UNFACTORED POINT LOAD OF
15 kN PER JOIST. CONTRACTOR AND SHORING
ENGINEER TO COORDINATE SEQUENCE OF
WORK. TYPICAL WHERE SHOWN " " THUS.
EX 254 OWSJ
EX
8
WF
1
7
8 9
ExF
D
Ex22 Ex23
1:50
NEW ELEVATOR OVERRUN ROOF FRAMING PLAN
S202
C
NE
W C
15
0x1
2
NEW 38 x 0.076 STEEL DECK
WD = WL = 1.52 kPa
S401
1
S401
1
S401
2
S401
2
ROOF PLAN NOTES:
1. TOP OF EXISTING AND NEW ROOF DECK IS 0.0 M BELOW FINISHED ROOF ELEVATION +7.17 M, EXCEPT AS
CROSSED AND NOTED. AREAS CROSSED AND NOTED TO BE READ FROM ROOF ELEVATION +7.17 M.
CONTRACTOR TO VERIFY ELEVATION.
2. TOP OF EXISTING STEEL BEAMS & JOISTS ARE 0.038 M BELOW TOP OF ROOF DECK UNLESS OTHERWISE NOTED.
ELEVATIONS NOTED ON STEEL BEAMS ARE REFERENCED TO UNDERSIDE OF ROOF DECK.
3. REFER TO ARCHITECTURAL DRAWINGS FOR THE ELEVATION OF ALL NEW LINTELS.
4. REFER TO MECHANICAL DRAWINGS FOR THE ELEVATION OF ALL NEW LINTELS ABOVE MECHANICAL OPENINGS.
5. SNOW LOADS ARE AS FOLLOWS:
LOW ROOF (OSHAWA ZONE VI) 1.52 kPa x HIGH IMPORTANCE = 1.75 kPa + ASL
6. SUPERIMPOSED DEAD LOADS ARE:
ROOFING 0.72 kPa
SUSPENDED CEILING AND MECHANICAL 0.5 kPa
7. NEW STRUCTURAL ELEMENTS HAVE BEEN DESIGNED BASED ON A HIGH IMPORTANCE FACTOR.
8. THE EXISTING ROOF STRUCTURE HAS BEEN CHECKED FOR NEW LOADS, INCLUDING SNOW ACCUMULATION,
AND HAS BEEN FOUND TO HAVE SUFFICIENT CAPACITY EXCEPT WHERE REINFORCING IS NOTED ON PLAN.
9. STEEL BEAM CONNECTIONS ARE TO BE DESIGNED FOR THE FACTORED FORCES INDICATED ON PLAN. WHERE
NO FORCE IS INDICATED, DESIGN STEEL CONNECTIONS FOR A FACTORED VERTICAL SHEAR FORCE OF 80 KN.
PROVIDE MINIMUM 2 BOLTS AT ALL CONNECTIONS.
10. SEE ARCHITECTURAL DRAWINGS FOR SLOPES ETC.
11. FIRST DIMENSION LISTED FOR ALL NEW BEARING AND BASE PLATES IS PARALLEL TO THE BEAM SPAN.
12. SEE ARCHITECTURAL DRAWINGS FOR FIRE RATING REQUIREMENTS.
13. THE CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER, LICENCED IN THE PROVINCE OF ONTARIO, TO
PREPARE ENGINEERED DRAWINGS FOR ALL TEMPORARY SHORING AS NOTED ON PLAN, AS WELL AS ANY
ADDITIONAL SHORING REQUIRED TO ADDRESS THE CONTRACTOR'S SEQUENCE OF CONSTRUCTION. THE
ENGINEER MUST HAVE A MINIMUM OF 5-YEARS' EXPERIENCE IN THE DESIGN OF TEMPORARY SHORING
SYSTEMS AND WILL BE RESPONSIBLE FOR REVIEWING THE SHORING INSTALLATION ON SITE TO ENSURE IT
MEETS THEIR DESIGN REQUIREMENTS.
14. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL NEW WORK WITH TEMPORARY SHORING
REQUIREMENTS.
15. FULLY INFILL ALL ABANDONED DUCT OR SERVICE OPENINGS THROUGH WALLS USING CONCRETE BLOCK TO
MATCH EXISTING. PACK TIGHT TO UNDERSIDE OF EXISTING LINTELS/STRUCTURAL MEMBERS ABOVE.
CONTRACTOR TO CONFIRM EXACT LOCATION AND NUMBER OF ABANDONED OPENINGS WITH MECHANICAL.
16. STRUCTURAL DOCUMENTS DO NOT NECESSARILY SHOW ALL NEW MECHANICAL ROOF PENETRATIONS OR
INFILL OF EXISTING PENETRATIONS SCHEDULED TO BE ABANDONED. REFER TO MECHANICAL DRAWINGS FOR
NUMBER, LOCATION AND SIZE OF SUCH OPENINGS. AT NEW OPENINGS PROVIDE STEEL TRIMMERS IN
ACCORDANCE WITH TYPICAL DETAIL TD-S02, AT INFILL LOCATIONS PROVIDE FRAMING PER TYPICAL DETAIL
TD-S21. SIMILAR EXCEPT "NEW MECHANICAL/ELECTRICAL WALL PENETRATIONS THROUGH EXIST WALL". REFER
TO MECH FOR NUMBER AND LOCATION OF SUCH PENETRATION. PROVIDE NEW STEEL LINTEL PER TYPICAL
DETAIL TD-S01.
17. STRUCTURAL DOCUMENTS DO NOT NECESSARILY SHOW ALL NEW MECHANICAL/ELECTRICAL SERVICE.
PENETRATIONS THROUGH EXIST CONCRETE BLOCK WALLS, REFER TO MECHANICAL/ELECTRICAL DRAWINGS
FOR ALL SUCH LOCATIONS. FOR OPENINGS THROUGH WALL GREATER THAN 300 WIDE PROVIDE NEW STEEL
LINTEL PER TYPICAL DETAIL TD-S01. OFFSET OPENINGS SUCH THAT THEY DO NOT FALL DIRECTLY BELOW
BEARING OF EXIST STRUCTURAL BEAMS/JOISTS ABOVE TYPICAL.
2ND FLOOR PLAN NOTES:
1. TOP OF EXISTING 2ND FLOOR SLAB IS 0.0 M BELOW FINISHED 2ND FLOOR ELEVATION +3.66 M,
EXCEPT AS CROSSED AND NOTED. AREAS CROSSED AND NOTED TO BE READ FROM 2ND FLOOR
ELEVATION +3.66 M. CONTRACTOR TO VERIFY ELEVATION.
2. TOP OF EXISTING 2ND FLOOR STEEL BEAMS ARE 0.115 M BELOW 2ND FLOOR ELEVATION +3.66 M,
UNLESS NOTED +/- 0.0 ON PLAN. BEAM ELEVATIONS NOTED ON PLAN ARE TO BE READ FROM 2ND
FLOOR ELEVATION +3.66 M. CONTRACTOR TO VERIFY ELEVATION.
3. REFER TO ARCHITECTURAL DRAWINGS FOR THE ELEVATION OF ALL NEW LINTELS.
4. REFER TO MECHANICAL DRAWINGS FOR THE ELEVATION OF ALL NEW LINTELS ABOVE MECHANICAL
OPENINGS.
5. LIVE LOADS ARE AS FOLLOWS, UNLESS NOTED OTHERWISE ON PLAN:
CLASSROOM AREAS 2.4 kPa
STAIRS AND CORRIDORS 4.8 kPa
6. SUPERIMPOSED DEAD LOADS ARE:
38 MM TERRAZZO (WHERE APPLICABLE) 0.9 kPa
SUSPENDED CEILING AND MECHANICAL 0.5 kPa
7. STEEL BEAM CONNECTIONS ARE TO BE DESIGNED FOR THE FACTORED FORCES INDICATED ON
PLAN. WHERE NO FORCE IS INDICATED, DESIGN STEEL CONNECTIONS FOR A FACTORED VERTICAL
SHEAR FORCE OF 80 KN. PROVIDE MINIMUM 2 BOLTS AT ALL CONNECTIONS.
8. SEE ARCHITECTURAL DRAWINGS FOR SLOPES ETC.
9. CONTRACTOR TO SITE VERIFY ALL EXISTING WALL THICKNESSES PRIOR TO FABRICATION OF NEW
STEEL ELEMENTS, SPECIFICALLY NEW BEAMS/LINTELS WITH BOTTOM PLATES. NOTIFY
CONSULTANT IMMEDIATELY IF AS-BUILT DIFFERS FROM DIMENSIONS SHOWN.
10. FIRST DIMENSION LISTED FOR ALL NEW BEARING PLATES IS PARALLEL TO THE BEAM SPAN.
11. PROVIDE CLEAN SAW CUT AND CORING LINES AT ALL NEW OPENINGS THROUGH EXISTING WALLS.
MAKE GOOD ALL DAMAGED BLOCK/BRICK ADJACENT TO OPENING.
12. CONTRACTOR TO MAKE GOOD ALL BLOCK SAW CUT TO ARCHITECTURAL REQUIREMENTS.
13. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR EXACT EXTENT OF DEMOLITION AT
STAIR.
14. SEE ARCHITECTURAL DRAWINGS FOR FIRE RATING REQUIREMENTS.
15. THE CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER, LICENCED IN THE PROVINCE OF
ONTARIO, TO PREPARE ENGINEERED DRAWINGS FOR ALL TEMPORARY SHORING AS NOTED ON
PLAN, AS WELL AS ANY ADDITIONAL SHORING REQUIRED TO ADDRESS THE CONTRACTOR'S
SEQUENCE OF CONSTRUCTION. THE ENGINEER MUST HAVE A MINIMUM OF 5-YEARS' EXPERIENCE IN
THE DESIGN OF TEMPORARY SHORING SYSTEMS AND WILL BE RESPONSIBLE FOR REVIEWING THE
SHORING INSTALLATION ON SITE TO ENSURE IT MEETS THEIR DESIGN REQUIREMENTS.
16. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL NEW WORK WITH TEMPORARY
SHORING REQUIREMENTS.
17. FULLY INFILL ALL ABANDONED DUCT OR SERVICE OPENINGS THROUGH WALLS USING CONCRETE
BLOCK TO MATCH EXISTING. PACK TIGHT TO UNDERSIDE OF EXISTING LINTELS/STRUCTURAL
MEMBERS ABOVE. CONTRACTOR TO CONFIRM EXACT LOCATION AND NUMBER OF ABANDONED
OPENINGS WITH MECHANICAL.
26. STRUCTURAL DOCUMENTS DO NOT NECESSARILY SHOW ALL NEW MECHANICAL/ELECTRICAL SERVICE.
PENETRATIONS THROUGH EXIST CONCRETE BLOCK WALLS. REFER TO MECHANICAL/ELECTRICAL DRAWINGS
FOR ALL SUCH LOCATIONS. FOR OPENINGS THROUGH WALL GREATER THAN 300 WIDE PROVIDE NEW STEEL
LINTEL PER TYPICAL DETAIL TD-S01. OFFSET OPENINGS SUCH THAT THEY DO NOT FALL DIRECTLY BELOW
BEARING OF EXIST STRUCTURAL BEAMS/JOISTS ABOVE. TYPICAL.
NOTES:
1. UNDERSIDE NEW STEEL DECK IS AT 0.0 M BELOW OVERRUN ROOF HIGH
POINT DATUM ELEVATION +8.080 M, EXCEPT AS CROSSED AND NOTED.
AREAS CROSSED AND NOTED TO BE READ FROM ELEVATION +8.080 M. THE
CONTRACTOR SHALL SITE VERITY THE OVERRUN ROOF HIGH POINT DATUM
WITH ARCHITECT.
2. TOP OF STEEL IS 0.0 M BELOW UNDERSIDE OF ROOF DECK UNLESS
OTHERWISE NOTED. ELEVATIONS NOTED ON STEEL BEAMS ARE
REFERENCED TO UNDERSIDE OF ROOF DECK.
3. LIVE LOADS ARE AS FOLLOWS, UNLESS NOTED OTHERWISE ON PLAN:
LOW ROOF (OSHAWA ZONE VI) 1.52 kPa x HIGH IMPORTANCE =
1.75 kPa + ASL
4. SUPERIMPOSED DEAD LOADS ARE:
ROOFING 0.5 kPa
5. STEEL BEAM CONNECTIONS ARE TO BE DESIGNED FOR THE FACTORED
FORCES INDICATED ON PLAN. WHERE NO FORCE IS INDICATED, DESIGN
STEEL CONNECTIONS FOR A FACTORED VERTICAL SHEAR FORCE OF 80 KN.
PROVIDE MINIMUM 2 BOLTS AT ALL CONNECTIONS.
6. SEE ARCHITECTURAL DRAWINGS FOR SLOPES ETC.
ERJ2
ERJ2
ERJ2
ERJ4
ERJ4
ERJ4
ERJ4
EX 355 OWSJ
EX 610 OWSJ
7 8 9
ExF
D
E
Ex21 Ex22 Ex23 Ex24
ExG2
ExH2
1:50
PART SECOND FLOOR FRAMING PLAN
S202
A
E
X
S
T
E
E
L
C
O
L
E
X
S
T
E
E
L
C
O
L
EW1 - EX 290 CONC BLOCK WALL
EW1
EW
2
EW
1 B
EL
OW
EW
2- E
XIS
T 2
40
C
ON
C B
LO
CK
W
AL
L A
BO
VE
EW
3 - E
X 1
90
C
ON
C B
LO
CK
+
9
0 B
LO
CK
W
AL
L
-
0
.0
3
8
N
E
W
E
L
E
V
A
T
O
R
S401
1
S401
2
NE
W C
10
0x8
LO
CA
TE
D
DIR
EC
TL
Y
AD
JA
CE
NT
E
X
RO
OF
JO
IS
TS
L1
B1
L1
NEW CONT L152x102x6.4 (LLV)
MOUNTED TO FACE WALL
REFER TO SECTION FOR ANCHORAGE
AND ELEVATION.
B
P
L
2
BPL2
NEW 75x10x200 BEARING PLATE W/
TWO- 16Ø x150 LG HEADED STUD
ANCHORS WELDED TO U/S PLATE.
EMBED ANCHORS IN FULLY
GROUTED BLOCK BELOW PLATE.
TYPICAL.
B1
NEW CONT C200x17 MOUNTED
TO FACE OF WALL. REFER TO
SECTIONF FOR ELEVATION AND
ANCHORAGE
DEMOLISH EX STEEL DECK AT SHAFT
28
00
A
SL
A
LL
A
RO
UN
D
1.6
8 kP
a
BPL1
NEW 160x10x160 BEARING PLATE
WITH TWO - 19Ø x150 LG HEADED
STUD ANCHORS WELDED TO U/S
PLATE. FULLY GROUTED INTO
BLOCK BELOW.
S401
5
S1
EX 165 CONC SLAB
EX
S
TE
EL
B
EA
M
EX
6
4 C
ON
C S
LA
B
TY
P @
C
LA
SS
RO
OM
S U
/N
EX 355 OWSJ @ 610 c/c
EX 12WF BEAM + 7" x
5
16
"
BOT PL + L89x89x9.5
SHELF ANGLE
EX
1
6W
F 6
4
EX
1
8W
F 5
5
NE
W W
20
0x1
5+
18
0x6
B
OT
P
LA
TE
EX
1
2B
1
9 T
O R
EM
AIN
NEW ELEVATOR SHAFT.
REFER TO C/S201.
O
P
E
N
EX
1
6W
F 3
6
EX
1
6W
F 3
6
EX
1
6W
F 3
6
EX
1
6W
F 3
6
S1 S1 S1 S1 S1
C C
C
EX 12WF 27
B
P
L
1
BPL1
NEW 160x10x160 BEARING PLATE
WITH TWO - 19Ø x150 LG HEADED
STUD ANCHORS WELDED TO U/S
PLATE. FULLY GROUTED INTO
BLOCK BELOW.
DEMOLISH EXIST STAIR AND
STAIR LANDING. REFER TO
ARCH DEMO PLAN.
B
P
L
1
B
P
L
1
NE
W W
20
0x2
7
HO
IS
T B
EA
M
B
P
L
1
CONFIRM W/
ELEVATOR
SUPPLIER
BPL1
NEW 160x10x160 BEARING PLATE
WITH TWO - 19Ø x150 LG HEADED
STUD ANCHORS WELDED TO U/S
PLATE. FULLY GROUTED INTO
BLOCK BELOW.
DEMOLISH EXIST
LANDING SLAB FLUSH
WITH NEW SHAFT WALL.
REFER TO SECTION.
NEW CONDENSER UNIT
WT = 80 kg
REFER TO MECH. INSTALL
ON PAVERS & INSULATION
J.R. FREETHY ARCHITECT
5 SILVER STREETBOWMANVILLE ONTARIOL1C 3C2 TEL. (905) 623 7476
All reproduction & intellectual property rights reserved c 2019
375 University Ave., Suite 905
Toronto, ON M5G 2J5
416-599-(LINK) 5465
www.engineeringlink.ca
Project No. 19-1675
7214
109221081778
EG
B8
EG
B2
E
P
1
6
E
P
1
1
E
P
1
1
A
E
P
1
0
-
0
.
0
3
8
- 0
.0
3
8
± 1250
DEMOLISH EXIST 140 CONC BLOCK
KNEE WALL & PORTION OF TIMBER
FRAMED STAGE AT LIFT ENTRANCE
AND LIFT BODY. REFER TO ARCH.
SITE VERIFY
EXIST 140 NON-LOAD
BEARING BLOCK WALL
1:50
PART GROUND FLOOR FRAMING PLAN
S210
A
PILE
MARK
EP10
DIAMETER (mm)
406
EXISTING PILE SCHEDULE
PILE CAP SIZE
L x W x H
610 x 610 x 890
EP11406 610 x 610 x 890
EP11A406
EP16406
610 x 610 x 890
610 x 610 x 890
3 4 5 6
EX GB147 305x1245/1055EX GB148 305x1003
G
H
EXIST 290 CONC BLOCK WALL
EX
G
B127 - 305x1003
EX
G
B131 - 406x1245
± 1220
SITE VERIFY
EXIST 125 CONC SLAB ON GRADE
TYPICAL UNLESS NOTED OTHERWISE
1220
SIT
E V
ER
IF
Y
NEW 190 CONC BLOCK
KNEE WALL TO RESUPPORT
EDGE OF STAGE ABOVE
EXIST 100 BRICK +
290 CONC BLOCK WALL
EXIST WOOD STAIR UP
ABOVE. DISASSEMBLE TO
ALLOW STRUCTURAL WORK
TO BE COMPLETED.
REINSTALL FOLLOWING.
S210
2
S210
1
EXIST 203 SLAB ON GRADE
THICKENING TYPICAL
AT PERIMETER OF SLABS.
SITE VERIFY
PROVIDE TEMPORARY SHORING
FOR STAGE FRAMING TO REMAIN
DURING PIT WORK.
EXIST 140 CONC BLOCK
KNEE WALL TO REMAIN
NOTES:
1. REFER TO C/S201.
EXISTING TIMBER FRAMED
STAGE ABOVE
-
0
.
0
7
6
EXIST 100 BRICK +
190 CONC BLOCK WALL
NEW 240 FULLY GROUTED CONC
BLOCK WALL REINFORCED WITH
15M VERT @ 200 c/c + 9 GA
HORIZONTAL LADDER
REINFORCING AT 400 c/c
PROVIDE 10M DOWELS x 525 LG
@ 300 c/c. DRILL & EPOXY INTO
EXIST SLAB USING HILTI HIT-HY 200
ADHESIVE. PROVIDE 75 mm EMBED.
TYPICAL ALL AROUND PIT.
NEW 200 CONC SLAB ON GRADE
R/W 15M @ 200 c/c TOP & BOTTOM
EACH WAY
LOCALLY REMOVE EXIST SLAB
TO ALLOW NEW LIFT PIT. LOCALLY
DEMOLISH AND RESUPPORT
EXIST TIMBER STAGE FRAMING
AS REQUIRED. TAKE ALL CARE
TO AVOID DAMAGE TO EXIST
GRADE BEAMS DURING REMOVAL.
MAKE GOOD SLAB & STAGE.
FULLY TOOTH 190 TO 240 WALL
AT CORNER
EXIST 240 CONC BLOCK WALL
NEW 190 LTWT CONC BLOCK
KNEE WALL BELOW STAGE EDGE.
REFER TO ARCH FOR EXTENT
1:20
S210
1
DOWELS PER PLAN
TYP ALL AROUND
±700
400
TYP
1
1
NEW PIT SLAB.
REFER TO PLAN FOR REINF
76mm CONFIRM
WITH LIFT SUPPLIER
FULLY COMPACT SUBGRADE BELOW
NEW SLAB ON GRADE PER GENERAL
NOTES , TYP
CONFIRM WITH LIFT SUPPLIER
1
1
EXIST SLAB ON GRADE
VARIES
125mm MIN
200mm MAX
SITE VERIFY
1-15M CONT
TYPICAL
EXIST GROUND FLOOR
ELEV 0.00
EXIST GROUND FLOOR
ELEV + 1.070 SITE VERIFY
EX 25 TIMBER DECKING
ON 19 PLYWOOD SITE VERIFY
NEW 2x6 RIM BOARD
NEW CONT 2x6 SILL PLATE
ANCHOR TO NEW KNEE WALL
WITH 12 Ø HOOKED
ANCHOR BOLTS @ 600 c/c.
( 4 BOLTS MIN ALONG LENGTH)
NEW CONT FULLY GROUTED
BOND COURSE AT TOP OF WALL
PROFILE OF BOTTOM STEEL.
REFER TO PLAN.
DEMOLISH EXISTING STAGE
FRAMING @ NEW LIFT.
REFER TO ARCH.
NEW 190 BLOCK KNEE WALL.
TOOTH TO NEW 240 WALL
AT NORTH END.
PROVIDE TEMPORARY SHORING
TO STAGE FRAMING DURING
LIFT PIT WORK.
1:20
S210
2
76mm CONFIRM
WITH LIFT SUPPLIER
CONFIRM WITH LIFT SUPPLIER / ARCH
EXIST GROUND FLOOR
ELEV 0.00
NEW CONT FULLY GROUTED
BOND COURSE AT TOP OF WALL
CAST IN 15M @ 200 HOOKED DOWEL TO
MATCH 240 BLOCK WALL REINFORCING.
TYPICAL FULL LENGTH NEW WALL.
EXISTING WALL
1
1
TOP OF WALL
SEE ARCH
EXISTING SLAB EMBEDDED
IN WALL TO REMAIN
EXISTING GRADE BEAM.
DURING LOCALIZED DEMOLITION
OF SLAB LOCATE SAW BLADE
MIN 10 mm FROM FACE EXISTING
GRADE BEAM BELOW TYPICAL
75 C
OV
ER
MA
X
± 10
200
50
DOWEL AS PER PLAN
TYPICAL
800 D
OW
EL
1-15M CONT
NEW LIFT MAST
REFER TO LIFT
SUPPLIER DWGS
P
LIFT
ANCHOR LIFT MAST TO
NEW WALL PER LIFT SUPPLIER
REQUIREMENTS
300 MIN CONFIRM
WITH ARCH
NEW FULLY GROUTED
240 BLOCK WALL.
WALL REINF
AS PER PLAN
± 2400 MAX CONFIRM
WITH LIFT SUPPLIER
DISASSEMBLE EXIST TIMBER STAIR
TO COMPLETE STRUCTURAL WORK.
REINSTATE FOLLOWING
450 MIN
PROFILE OF BOTTOM STEEL.
REFER TO PLAN.
J.R. FREETHY ARCHITECT
5 SILVER STREETBOWMANVILLE ONTARIOL1C 3C2 TEL. (905) 623 7476
All reproduction & intellectual property rights reserved c 2019
375 University Ave., Suite 905
Toronto, ON M5G 2J5
416-599-(LINK) 5465
www.engineeringlink.ca
Project No. 19-1675
CLEAR SHAFT
( VERIFY W/ ELEVATOR SUPPLIER)
EX GROUND FLOOR
ELEV 0.0
U/S LINTEL
CONFIRM W/ ELEVATOR
SUPPLIER/ ARCH
EX TOP ROOF STEEL
ELEV +7.277
(SITE VERIFY)
1:20
SECTION
S401
1
13
25
(C
ON
FIR
M W
/ E
LE
VA
TO
R S
UP
PL
IE
R)
20
0
(S
IT
E V
ER
IF
Y)
30
0
NEW PIT SLAB
REFER TO PLAN FOR REINF.
400 100
TYP
400
SLOPE PIT TO DRAIN.
CONFIRM W/ ARCH/MECH
75
0
WATERSTOP RX TYPE
ALL AROUND , TYP.
2-20M CONT. 2-20M CONT.
15M HANGER STIRRUP @ 300 c/c
ALIGN W/ GRADE BEAM STIRRUP,
TYP. ALL AROUND PIT
EXTEND SLAB TO FACE OF
PIT @ DOOR
WALL BEYOND
GB1 BEYOND
MAKE GOOD EXIST S.O.G ALL
AROUND NEW ELEVATOR. REINF
W/ WWF152x152 MW 18.7x18.7,
TYPICAL.
PROVIDE MASONRY TIES PER
TYPICAL DETAIL TD-M07. TYPICAL
NEW LINTELS
WELD VERT REBAR TO NEW W200
LINTEL. PROVIDE WELDABLE REBAR
DOWELS FOR FIRST LIFT ABOVE LINTEL.
U/S OVERRUN ROOF DECK
SE
E A
RC
HS
EE
A
RC
H
TOP PARAPET
DOWELS PER PLAN, TYP.
1-15M CONT.
TYP.
NEW 190 REINF CONC BLOCK WALL.
REFER TO PLAN AND TYPICAL
DETAILS FOR REINFORCING
EX SECOND FLOOR
ELEV +3.659
(SITE VERIFY)
C
HOIST BEAM
L
U/S HOIST BEAM
ELEV +7.442
(CONFIRM W/ ELEVATOR SUPPLIER)
NEW W200 HOIST BEAM
NEW C150
CONFIRM W/ ELEVATOR SUPPLIER
NEW 38 STEEL DECK
CONT L76x76x6.4
FULLY GROUT PARAPET
BLOCK, TYP.
L1
L152x152x6.4 x150 LG @ 800 C/C
LOCATE FIRST BRACKET ± 100 mm
FROM END OF WALL. ANCHOR TO
SOLID MASONRY W/ ONE 19Ø x150 LG
HEADED STUD ANCHOR
NEW FULLY GROUTED BOND COURSE
R/W 1-15M CONT, TYP.
CONT L76x76x6.4
L1
NEW C200
NEW B1 ANCHOR TO FULLY GROUTED BLOCK
USING 16Ø HILTI HAS-E RODS + HILTI HY-270
ADHESIVE @ 400 c/c. PROVIDE MIN 115 EMBED
INTO WALL. LOCATE FIRST ANCHOR ± 200 FROM
CORNER OF WALL, TYP.
HOOK VERT WALL REINF
@ TOP OF WALL, TYP.
DEMOLISH EX 355 ROOF JOIST
EX GROUND FLOOR
ELEV 0.0
400 GB2
300 GB1
13
25
CO
NF
IR
M W
/ E
LE
VA
TO
R S
UP
PL
IE
R
20
0
1:20
TYPICAL REINFORCING
S401
3
GRADE BEAM GB1 & GB2
NOTES:
1. REFER TO PIT ELEVATIONS/SECTIONS FOR ADDITIONAL
PIT AND END DOWELS.
38 COVER
38
CO
VE
R
4-20M BOTTOM
HOOK EA END
@ GB1
4-15M HEF CONT.
10M @ 300 c/c
STIRRUPS
2-20M TOP CONT.
HOOK EA END @ GB1
NEW GB2
NEW GB2
REFER TO 3/S401 FOR
REINF, TYPICAL
60
0
TY
P
15M DOWELS x1350 LG TO MATCH
VERTICAL REINF. IN BLOCK WALL
ABOVE. TYPICAL ALL SIDES.
U/S LINTEL
CONFIRM W/ ELEVATOR
SUPPLIER/ ARCH
Ex228
DEMOLISH EXIST LANDING SLAB.
REFER TO ARCH.
± 1
65
(S
IT
E V
ER
IF
Y)
EX 12B TO REMAIN
DO NOT DAMAGE DURING
LANDING DEMOLITION.
± 400
(SITE
VERIFY)
PROVIDE MASONRY TIES PER
TYPICAL DETAIL TD-M07. TYPICAL
NEW LINTELS
WELD VERT REBAR TO NEW W200
LINTEL. PROVIDE WELDABLE REBAR
DOWELS FOR FIRST LIFT ABOVE LINTEL.
TYPICAL ABOVE ALL LINTELS.
C
BEAM
L
EX W8
NEW C100
CONNECT TO EXIST W8 FOR
FACTORED VERTICAL SHEAR
FORCE Vf = 20 kN.
NEW B1
Ex23
NEW BPL2
GROUT BLOCK BELOW
NEW BPL
C
D
300
DOWELS PER PLAN, TYP.
NEW GB1
REFER TO 3/S401
FOR REINF, TYPICAL
±100 TYP
EX GB 256
EX PILE CAP
300±100 TYP
EX GB 215A
NEW GB1
PIT HANGERS SIM
TO 1/S401.
30
0
NEW PIT SLAB
ELEV -1.525
U/S EX GRADE BEAM
ELEV -1.258 (SITE VERIFY)
50
MIN
TYP
20
0
(S
IT
E V
ER
IF
Y)
CLEAR SHAFT
VERIFY WITH ELEVATOR SUPPLIER
EX 290 BLOCK WALLEX 290 BLOCK WALL
EX SLAB ON GRADE
LOCALLY DEMO + MAKE GOOD
SLAB AROUND NEW PIT,
TYPICAL.
DURING DEMO OF SLAB ENSURE NO
DAMAGE IS INCURRED BY EXIST GRADE
BEAM. TAKE ALL PRECAUTIONS
NECESSARY, TYPICAL.
NEW 190 BLOCK WALL.
REFER TO PLAN AND TYPICAL
DETAILS FOR REINF, TYP.
EX 165 CONC SLAB
EX 355 OWSJ
EX 38 STEEL DECK. PROVIDE TEMPORARY
SHORING/ SUPPORT TO DECK AS
REQUIRED DURING WORK.
EX 300 OWSJ
NEW L1
CONT L76x76x6.4
NEW BPL1
NEW BPL1
HOOK VERTICAL REINF @ TOP OF
WALL, TYP.
NEW BPL1NEW BPL1
NEW W200 HOIST BEAM
NEW C150
NEW 38 STEEL DECK
FULLY GROUT BLOCK @ PARAPET,
TYP.
CONT L76x76x6.4
1:20
SECTION
S401
2
ExF
250
FULLY GROUT BLOCK @ B1
ELEVATION, TYP.
NEW FULLY GROUTED BOND COURSE
R/W 1-15M CONT, TYP.
FULLY GROUT BLOCK @ L1
ELEVATION, TYP.
NEW L1
ANCHOR TO FULLY GROUTED BLOCK USING
16Ø HILTI HAS-E RODS + HIT HY 270 ADHESIVE
@ 600 c/c. PROVIDE MIN 115 EMBED INTO
WALL. LOCATE FIRST ANCHOR ± 200 FROM
CORNER OF WALL, TYP.
ERJ2
±150
(SITE
VERIFY)
1-15M CONT.
TYP.
DEMOLISH EXIST ROOF
DECK @ SHAFT
1:20
S4.01
4
400
20
0
(S
IT
E V
ER
IF
Y)
225
20
02
00
20
02
50
13
25
10
54
(S
IT
E V
ER
IF
Y)
8-20M DOWELS. REFER TO PLAN
SCAN EXIST BEAM PRIOR TO DRILLING
TO IDENTIFY EXIST REBAR & STIRRUPS.
ADJUST DOWELS TO AVOID EXISTING.
9
Ex23
1:10
S4.01
5
EX EW3
EX W12 BEAM + BOT PL
EX L89x89 WELDED TO
U/S BEAM
NEW INFILL BLOCK
SEE ARCH
PROVIDE LATERAL CLIP
EA SIDE NEW BLOCK
INFILL SIM TO TYPICAL
DETAIL TD-M01.
EX GRADE BEAM
BEYOND
WALL DOWELS
SIM TO 1/S401.
± 10 FACE OF SHAFT WALL
TO TOE OF 12B BEAM. SITE VERIFY.
ANCHOR EXIST DECK TO NEW B1 AND
NEW C200 USING DECK FASTENERS
PER GENERAL NOTES. TYP.
ANCHOR EXIST DECK TO NEW L1
USING DECK FASTENERS PER
GENERAL NOTES. TYP.
TO AVOID DAMAGE TO ROOF DECK EX JOIST
TOP CHORD MAY REMAIN IN PLACE.
WELD CUT END @ FACE OF NEW SHAFT TO
NEW B1 MEMBER ADD CLIPS AS NECESSARY
TO PROP OFF ADJACENT C200 SITE VERIFY.
TOP PIT SLAB
ROUGHEN SURFACE
OF EXIST GRADE BEAM
ACROSS FULL PLANE OF
NEW PER PLAN
REFER TO MECH FOR DRAIN LINE
NOTCH INTO PIT SLAB TO AVOID
GB2 BOTTOM REINFORCING.
DO NOT IMPACT/CUT
GB2 HORIZONTAL REINFORCING
J.R. FREETHY ARCHITECT
5 SILVER STREETBOWMANVILLE ONTARIOL1C 3C2 TEL. (905) 623 7476
All reproduction & intellectual property rights reserved c 2019
375 University Ave., Suite 905
Toronto, ON M5G 2J5
416-599-(LINK) 5465
www.engineeringlink.ca
Project No. 19-1675