slab on grade trench infill

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


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


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.





Toronto, ON M5G 2J5

416-599-(LINK) 5465


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)





Toronto, ON M5G 2J5

416-599-(LINK) 5465


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.


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


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


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


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





Toronto, ON M5G 2J5

416-599-(LINK) 5465


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


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.


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.


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


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.


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





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





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





Toronto, ON M5G 2J5

416-599-(LINK) 5465


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


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.





Toronto, ON M5G 2J5

416-599-(LINK) 5465


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





Toronto, ON M5G 2J5

416-599-(LINK) 5465


Project No. 19-1675

slab on grade trench infill

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