s101 2018 06

LIST OF STRUCTURAL DRAWINGS

SHEET NO.

S101 GENERAL NOTES AND TYPICAL DETAILS

S102 TYPICAL DETAILS

S201 PART FOUNDATION PLAN

S401 SECTIONS AND DETAILS

S402 SECTIONS AND DETAILS

SHEET TITLE

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 REGULATIONS

191/14, 563/17, 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 ALL COLD FORMED STEEL STUDS/SILLS/FRAMING SHALL CONFORM TO CAN/CSA-S136-01, CAN/CSA

S304.1-04 & CAN/CSA-A370-04 AND ARE BASED UPON MEMBERS PRODUCED BY BAILEY METAL PRODUCTS

OR APPROVED EQUIVALENT.

1.10.1 STEEL SHALL MEET THE REQUIREMENTS OF ASTM A653 STANDARD SPECIFICATION FOR SHEET

METAL, ZINC COATED (GALVANIZED) BY THE HOT-DIP PROCESS, STRUCTURAL (PHYSICAL)

QUALITY. MINIMUM GRADES ARE:

1.10.1.1 GRADE A 228 MPa MINIMUM YIELD FOR 1.146 mm MATERIAL AND THINNER

1.10.1.2 GRADE D 345 MPa MINIMUM YIELD FOR 1.438 mm MATERIAL AND THICKER.

1.10.2 SECTION PROPERTIES SHALL BE COMPUTED ON THE BASIS OF THE BLACK METAL THICKNESS'

SHOWN. THE UNDER-RUN IN THICKNESS PERMITTED BY ASTM A653 IS NOT ACCOUNTED FOR IN

THE DESIGN CALCULATIONS.

1.10.3 ERECTION TOLERANCES:

1.10.3.1 PLUMB: NOT TO EXCEED L/500TH OF MEMBER LENGTH.

1.10.3.2 CAMBER: NOT TO EXCEED L/1000TH OF MEMBER LENGTH.

1.10.3.3 SPACING: NOT MORE THAN 3.175 mm FROM DESIGN SPACING.

1.10.3.4 GAP BETWEEN END OF STUD AND TRACK WEB: NOT MORE THAN 4.8 mm.

1.10.4 DEFLECTION:

1.10.4.1 LIVE LOAD DEFLECTION BASED UPON L/360

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. FOUND ALL FOOTINGS FROST SLAB ON SOIL CAPABLE OF SUSTAINING A MINIMUM ULTIMATE LIMIT

STATES/ SERVICE LIMIT STATES BEARING STRESS (ULS/SLS) OF 30 kn/m² / 25 kn/m² .

1.2. FOUND ALL FOOTINGS WHICH WILL BE EXPOSED TO FROST ACTION IN THE COMPLETED BUILDING A

MINIMUM OF 1200 mm (4'-0") BELOW FINISHED GRADE.

1.3. 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.

1.4. 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. 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. MASONRY

5.1. PROVIDE A MINIMUM LENGTH OF 200 mm (8") OF 100% SOLID MASONRY UNITS FOR BEARING OF STEEL,

CONCRETE OR REINFORCED MASONRY LINTELS.

5.2. SUPPLY AND PLACE REINFORCEMENT AND CONCRETE FOR REINFORCED MASONRY LINTELS IN

ACCORDANCE WITH TYPICAL DETAILS SHOWN.

6. POST-INSTALLED ANCHORS

6.1. 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.

6.2. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.

6.3. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE HILTI PROFI SYSTEM.

6.4. 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.

6.5. 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.

6.6. 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.

7. ALTERATIONS AND/OR CONNECTIONS TO EXISTING STRUCTURE

7.1. INSPECT THE EXISTING BUILDING AND BECOME THOROUGHLY FAMILIAR WITH THE EXISTING

CONDITIONS.

7.2. 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.

7.3. 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.

7.4. SHORE EXISTING WORK AS REQUIRED UNTIL ALL NEW WORK HAS BEEN COMPLETED AND REVIEWED BY

THE CONSULTANT.

7.5. PROVIDE SLOTTED HOLES AND FRICTION TYPE BOLTED CONNECTIONS TO CONNECT NEW STEEL TO

EXISTING WORK.

7.6. SHORE FLOORS AS REQUIRED TO SUPPORT CRANES, HOISTS AND OTHER CONSTRUCTION EQUIPMENT.

7.7. DO NOT CUT CONCRETE REINFORCEMENT UNLESS REVIEWED AND APPROVED BY THE CONSULTANT.

7.8. WHERE REQUIRED TO AVOID CUTTING EXISTING REINFORCEMENT, MODIFY THE LAYOUT OF NEW

THROUGH BOLTS, EXPANSION ANCHORS AND OTHER ANCHORING DEVICES.

7.9. 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:

4. 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, 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.

REF CODE TITLE

a) CAN/CSA A23.1 CONCRETE MATERIALS AND METHODS OF CONCRETE CONSTRUCTION.

b) CAN/CSA A23.2METHODS OF TEST FOR CONCRETE.

c) CAN/CSA A23.3 DESIGN OF CONCRETE STRUCTURES.

d) CAN/CSA-S16LIMIT STATES DESIGN OF STEEL STRUCTURES.

e) S136 COLD FORMED STEEL STRUCTURAL MEMBERS.

f) CAN/CSA G40.20/G40.21STRUCTURAL QUALITY STEEL.

g) RSIC REINFORCING STEEL INSTITUTE OF CANADA (RSIC),

MANUAL OF STANDARD PRACTICE

h) CAN/CSA-A370 CONNECTORS FOR MASONRY

i) CSA-A371 MASONRY CONSTRUCTION FOR BUILDINGS.

k) S304.1

l) CSA G30.18

DESIGN OF MASONRY STRUCTURES

CARBON STEEL BARS FOR CONCRETE REINFORCING

ITEM

SUBMISSION

REQUIRED

SUBMISSION

TO BE SEALED BY

PROFESSIONAL

ENGINEER

COMMENTS

TEMPORARY SHORING YESYES

STRUCTURAL STEEL

SHOP DRAWINGS

YESYES

LIGHT-GAUGE (COLD -

FORMED) STEEL FRAMING

SHOP DRAWINGS

YESYES

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

FROST SLAB35 80 0.40

C-1 5%-8%

EXTERIOR PAVING32 60

C-2 0.45 5%-8%

ITEM REQUIRED COMMENTS

SOIL BEARING CAPACITY YES BY GEOTECHNICAL CONSULTANT

SOIL COMPACTION YES BY GEOTECHNICAL CONSULTANT

STRUCTURAL STEEL ERECTION YES

STRUCTURAL STEEL WELDING YES VISUALLY INSPECT ALL FIELD WELDING

REVIEW MEMBER SIZE, PLUMBNESS,

BOLTED CONNECTIONS, ETC.

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

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.

2018_06

DWG. No.:

DATE: NOV. 2018

PROJECT No.:

TITLE:

Tel. (905) 623 7476

J.R. FREETHY ARCHITECT

BOWMANVILLE ONTARIO325 LAKE ROAD, SUITE 202

PROJECT:

L1C 4P8

CLIENT:

BAYVIEW HEIGHTS

PUBLIC SCHOOL

CHILD CARE

CLIENT:

1400 GARVOLIN ROAD, PICKERING, ON

Project No. 19-1648

All reproduction & intellectual property rights reserved c 2019

207 Adelaide St. E., Suite 200

Toronto, ON M5A 1M8

416-599-(LINK) 5465

www.engineeringlink.ca

1 ISSUED FOR COORDINATION RAD 2019 - 09 - 26


3 RAD 2021 - 02 - 16ISSUED FOR PERMIT & TENDER

S101

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.

TD-M04MASONRY LINTELS FOR NON-LOAD BEARING WALLS

CLEAR SPAN (L)

90 (4")

190 (8")

140 (6")

240 (10")

290 (12")

NOTES:

1. FIRST AND SECOND DIMENSIONS INDICATED FOR THE LINTEL SIZE ARE

THE WIDTH AND DEPTH OF THE LINTEL RESPECTIVELY.

2. PROVIDE 40 mm (1 5/8") COVER FOR THE TOP AND BOTTOM LINTEL

REINFORCEMENT. EXTEND TOP & BOTTOM REINFORCEMENT TO WITHIN

50 mm (2 1/2") FROM EXTENT OF LINTEL.

WALL

THICKNESS

L < 1200

(4'-0")

1200 < L < 1800

(4'-0") (6'-0")

1800 < L < 2400

(6'-0") (8'-0")

2400 < L < 3000

(8'-0") (10'-0")

90x190 (4"x8")

REINF 1-10 T&B

90x190 (4"x8")

REINF 1-15 T&B

140x190 (6"x8")

REINF 1-10 T&B

190x190 (8"x8")

REINF 1-10 T&B

240x190 (10"x8")

REINF 2-10 T&B

290x190 (12"x8")

REINF 2-10 T&B

140x190 (6"x8")

REINF 1-15 T&B

190x190 (8"x8")

REINF 1-15 T&B

240x190 (10"x8")

REINF 2-10 T&B

290x190 (12"x8")

REINF 2-10 T&B

140x390 (6"x16")

REINF 1-15 T&B

190x390 (8"x16")

REINF 1-15 T&B

240x390 (10"x16")

REINF 2-15 T&B

290x390 (12"x16")

REINF 2-15 T&B

140x390 (6"x16")

REINF 1-15 T&B

190x390 (8"x16")

REINF 1-15 T&B

240x390 (10"x16")

REINF 2-15 T&B

290x390 (12"x16")

REINF 2-15 T&B

CO

VE

R

ELEVATION

LOCATION OF CONTROL JOINTS WHERE

NOTED IN ARCH DETAILS

REINFORCEMENT

ALL SOLID MASONRY WHEN

PIERS ARE LESS THAN

600 mm (2'-0") WIDE

50 mm

(2")

50 mm

(2")

200

(8")

20

0 m

m

(8

")

SOLID MASONRY BEARING

CLEAR SPAN

WALL THICKNESS

REDUCED BY REBATES.

INCLUDE IN SPAN.

l00x100x10

LENGTH OF ANGLE

> MASONRY WALL

THICKNESS

25 mm

(1") MAX

CONCRETE

LINTEL SUPPORTED BY

CONCRETE OR STEEL

MEMBER

CONNECT TO STEEL WITH 6

mm (1/4") WELD T&B FOR

FULL LENGTH OF ANGLE

2-20Ø (2-3/4"Ø)

HILTI KWIK BOLTS

(OR EQUIVALENT)

100 mm (4") MIN

EMBEDMENT

200

(8")

TD-M17

LATERAL SUPPORT FOR TOP OF MASONRY WALL

AT UNDERSIDE OF CONCRETE SLAB ON STEEL PAN

EXISTING ROOF

0

TYPICAL CONNECTION OF NEW CONCRETE

BLOCK WALL TO EXISTING CONCRETE SLAB

65 CONCRETE SLAB

ON STEEL PAN

NEW CONC BLOCK WALL

(SEE ARCH)

NEW L102x102x6 x 150 mm LG.

@ 1500 mm o/c MAX AND

600 mm FROM WALL ENDS.

EACH ANGLE TO BE

C/W 2 - 6 mmØ x 44 mm LG

TAPCON CONCRETE ANCHORS

25 mm

GAP TO BE

FILLED WITH

NONCOMBUSTIBLE

COMPRESSIBLE

MATERIAL

TYP

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-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)

2018_06

DWG. No.:

DATE: NOV. 2018

PROJECT No.:

TITLE:

Tel. (905) 623 7476



PROJECT:

L1C 4P8

CLIENT:

BAYVIEW HEIGHTS

PUBLIC SCHOOL

CHILD CARE

CLIENT:


Project No. 19-1648



Toronto, ON M5A 1M8

416-599-(LINK) 5465





S102

NTS

KEY PLAN

S201

A

1 : 50

PART FOUNDATION PLAN

S201

B

S201

B

17 18 19 20 21 22 23 24 25

D

F

EXISTING 100 CONC SLAB ON GRADE.

SITE VERIFY.

WIDEN EXIST WALL OPENING. REFER TO ARCH. REMOVE EXIST LINTEL &

REPLACE WITH NEW STEEL LINTEL PER TYPICAL DETAIL TD-S01. PROVIDE

TEMPORARY NEEDLE + SHORING AS REQUIRED TO INSTALL NEW LINTEL.

INFILL EXIST WALL OPENING

W/ CONC BLOCK TO MATCH

EXIST. REFER ALSO TO

ARCH DWGS. SITE VERIFY.

EXIST 100 BRICK VENEER W/ 92 LIGHT

@ 300 c/c GAUGE STEEL STUD BACK-UP

WALL. TYPICAL AT EXTERIOR.

SITE VERIFY.

508

SIT

E V

ER

IF

Y

C EC

1

L

E

C

1E

X

W

2

0

0

x

3

6

C

O

L

NEW WALL OPENING. REFER TO ARCH. PROVIDE NEW GALV

STEEL LINTEL FOR BRICK VENEER PER TYPICAL DETAILS.

MODIFY EXIST BACKING STUD WALL TO ACCOMMODATE NEW

OPENING. PROVIDE TEMPORARY SHORING AS REQUIRED TO

SUPPORT BRICK VENEER DURING LINTEL INSTALLATION.

WIDEN EXIST WALL OPENING. REFER TO ARCH. REMOVE EXIST

BRICK LINTEL AND REPLACE W/ NEW GALV STEEL LINTEL PER

TYPICAL DETAILS. MODIFY EXIST BACKING STUD WALL TO

ACCOMMODATE NEW OPENING. LOCALLY DEMOLISH EXIST KNEE

WALL AT DOOR. PROVIDE TEMPORARY NEEDLE + SHORING FOR

BRICK VENEER AS REQUIRED TO INSTALL NEW LINTEL.

WIDEN EXIST WALL OPENING. REFER TO ARCH. REMOVE EXIST

BRICK LINTEL AND REPLACE W/ NEW GALV STEEL LINTEL PER

TYPICAL DETAILS. MODIFY EXIST BACKING STUD WALL TO

ACCOMMODATE NEW OPENING. LOCALLY DEMOLISH EXIST KNEE

WALL AT DOOR. PROVIDE TEMPORARY NEEDLE + SHORING FOR

BRICK VENEER AS REQUIRED TO INSTALL NEW LINTEL.

FS1

NEW 200 CONC FROST SLAB REINF W/ 15M @ 300 EW MIDDLE

LAYER ON UNSHRINKABLE FILL BASE. REFER TO SECTION. SEE

ARCH FOR EXACT DIMENSIONS AND SLOPE.

F

S

1

E

C

1F

T

G

1

E

C

1F

T

G

1

E

C

1F

T

G

1

E

C

1F

T

G

1

S401

2

LOCALLY REMOVE EX STEEL

ANGLE KNEE WALL SUPPORTS

@ DOOR OPENING. REFER TO

SECTIONS.

S401

3

ADD NEW P2

STUB POST EA SIDE DOOR.

REFER TO SECTION.

NEW WALL OPENING. REFER TO ARCH.

PROVIDE NEW STEEL LINTEL ABOVE PER TYPICAL

DETAIL. PROVIDE TEMPORARY NEEDLE SHORING

AS REQUIRED TO INSTALL NEW LINTEL.

P

1

INFILL EXIST WALL OPENING.

REFER TO ARCH FOR ASSEMBLY

INFILL EXIST WALL

OPENING. REFER TO

ARCH FOR ASSEMBLY

EXIST 300x1375 CONT

CONC GRADE BEAM

BELOW. TYPICAL

ALONG GRIDLINE 'D'.

P1

NEW HSS 89x89x9.5 POST W/

225x10x100 BASE PLATE W/

TWO -12Ø HILTI HAS-E GALV

TREADED ROD ANCHORS +

HILTI HY 200 ADHESIVE.

PROVIDE 65 EMBED. TYPICAL.

NEW WALL OPENING. REFER TO ARCH.

PROVIDE NEW STEEL LINTEL ABOVE PER TYPICAL

DETAIL TD-S01. PROVIDE TEMPORARY NEEDLE

SHORING AS REQUIRED TO INSTALL NEW LINTEL.

F

T

G

1

E

X

5

6

0

Ø

C

O

N

C

C

A

I

S

S

O

N

+

9

1

5

x

7

6

0

x

4

8

0

C

O

N

C

P

I

L

E

C

A

P

T

/

O

P

I

L

E

C

A

P

-

1

.

2

0

0

(

S

I

T

E

V

E

R

I

F

Y

)

+

4

0

0

x

3

6

0

P

I

E

R

T

/

O

P

I

E

R

-

0

.

1

5

0

(

S

I

T

E

V

E

R

I

F

Y

)

TYP @ ALL

NEW BLOCK

PARTITION

DEMOLISH EXIST NON-LOAD

BEARING CONC BLOCK PARTITION

WALL. MAKE GOOD EXIST SLAB ON

GRADE AT BASE OF WALL.









S401

1

LOCALLY REMOVE EX STEEL

ANGLE KNEE WALL SUPPORTS

@ DOOR OPENING. REFER TO

SECTIONS.

NEW LIGHT WEIGHT NON-LOAD BEARING BLOCK

PARTITION WALL. REFER TO ARCH DWGS. PROVIDE

FULLY GROUTED BOND COURSE R/W 1-15M AT THE BASE

OF ALL WALLS. PROVIDE NEW STEEL LINTELS ABOVE ALL

OPENINGS AS PER TYPICAL DETAIL. REFER TO ARCH AND

MECH DWGS FOR OPENING LOCATIONS AND SIZES.

PROVIDE LATERAL SUPPORT CLIPS AT U/S 2ND FLOOR AS

PER TYPICAL DETAILS. TYPICAL ALL NEW NON-LOAD

BEARING PARTITION WALLS.

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.

2. MAKE GOOD ALL EXTERIOR AND INTERIOR FINISHES AS PER ARCHITECT AND OWNER

REQUIREMENTS.

3. CONTRACTOR TO MAKE GOOD ALL BLOCK SAW CUT TO ARCHITECT'S AND OWNER'S

REQUIREMENTS.

4. REFER TO ARCH. DRAWINGS FOR EXTENT OF DEMOLITION AND FINAL OPENING SIZES.

5. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ELEVATION OF ALL NEW

LINTELS AT OPENINGS THROUGH NEW NON-LOAD BEARING CONCRETE BLOCK PARTITION

WALLS.

6. WE HAVE REVIEWED THE LOADS IMPOSED BY THE NEW LIGHT-WEIGHT MASONRY

PARTITIONS ON THE EXISTING SLAB ON GRADE AND IN OUR OPINION, THEY MAY BE

INSTALLED WITHOUT REINFORCING, EXCEPT WHERE SHOWN.

7. REFER TO ARCH AND MECHANICAL DRAWINGS FOR NEW BELOW SLAB SERVICES AND

TRENCHING REQUIREMENTS. LOCALLY REMOVE SLAB ON GRADE AS REQUIRED FOR

INSTALLATION. MAKE GOOD SLAB ON GRADE AS PER TYPICAL DETAILS.

8. PROVIDE CLEAN SAW CUT AND CORING LINES AT ALL NEW MECHANICAL OPENINGS. MAKE

GOOD ALL DAMAGED BLOCK/ BRICK ADJACENT TO OPENINGS, UNLESS NOTED OTHERWISE

ON PLAN. PROVIDE STEEL LINTELS ABOVE ALL OPENINGS IN ACCORDANCE WITH TYPICAL

DETAILS. REFER TO MECHANICAL FOR NUMBER OF OPENINGS AND LOCATIONS.

9. AS A MINIMUM PROVIDE 9 GAUGE @ 400 C/C JOINT REINFORCING IN ALL NEW NON-LOAD

BEARING MASONRY WALL AND PARTITIONS.

10. WHERE NEW MASONRY INTERSECTS EXISTING PROVIDE DUR-O-WAL DA 2200 JOINT

STABILIZER ANCHORS AT 400 c/c VERTICALLY.

11. WE HAVE REVIEWED THE REMOVAL OF EXISTING WALLS, AS NOTED ON PLAN, AND IN OUR

OPINION THEIR REMOVAL DOES NOT IMPACT THE STRUCTURAL PERFORMANCE,

INCLUDING LATERAL SYSTEMS OF THE BUILDING.

12. FULLY INFILL ALL ABANDONED DUCT OPENINGS. INFILL USING CONC BLOCK TO MATCH

EXISTING. PACK TIGHT TO U/S EXIST LINTELS/ SLAB ABOVE. CONTRACTOR TO CONFIRM

EXACT LOCATION AND NUMBER OF ABANDONED OPENINGS WITH MECH.

13. 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.

ADD NEW P2

STUB POST EA SIDE

DOOR. REFER TO

SECTION.

PROVIDE 10M DOWELS @ 400 c/c

x 300 LG. DRILL & EPOXY INTO

EXIST MORTAR JOINTS.

PROVIDE 100 EMBED. TYPICAL

EA END WALL INFILL.

F

T

G

2

E

X

5

6

0

Ø

C

O

N

C

C

A

I

S

S

O

N

+

7

6

0

x

7

6

0

x

4

8

0

C

O

N

C

P

I

L

E

C

A

P

T

/

O

P

I

L

E

C

A

P

-

0

.

1

8

0

(

S

I

T

E

V

E

R

I

F

Y

)

E

C

2

F

T

G

2

E

C

2

F

T

G

2

E

C

2F

T

G

2

E

C

2E

X

W

2

0

0

x

5

9

E

C

2

F

T

G

2

EXIST 140 NON-LOAD BEARING CONC

BLOCK PARTITION WALL. SITE VERIFY.

N

KNEE WALL

REFER TO ARCH

S401

3

NEW WALL OPENING. REFER TO ARCH. PROVIDE NEW CONT L152x102x9.5

(LLV) GALV STEEL LINTEL (ACROSS BOTH OPENINGS) FOR BRICK VENEER TO

REMAIN ABOVE. MODIFY EXIST BACKING STUD WALL TO ACCOMMODATE

NEW. PROVIDE TEMPORARY SHORING AS REQUIRED TO SUPPORT BRICK

VENEER DURING LINTEL INSTALLATION.

S401

5

TYP @ P1

S401

5

TYP @ P1

FULLY GROUT END

PIER FULL HEIGHT

FULLY GROUT END

PIER FULL HEIGHT

EXIST FHC OPENING

TO REMAIN

S402

1

S402

3TYP

CORRIDOR

OPENING

S402

3

SIM

NEW MECH WALL VENT OPENING

ABOVE PROVIDE GALV STEEL LINTEL

FOR BRICK VENEER PER TYPICAL

DETAIL. PROVIDE TEMPORARY

SHORING FOR BRICK AS REQUIRED

TO INSTALL. TYPICAL ALL MECH WALL

VENT LOCATION. CONFIRM EXACT

NUMBER AND LOCATION W/

MECHANICAL

S402

1

FULLY GROUT END

PIER FULL HEIGHT

FULL GROUT PIER TO

REMAIN BETWEEN

OPENINGS.

2018_06

DWG. No.:

DATE: NOV. 2018

PROJECT No.:

TITLE:

Tel. (905) 623 7476



PROJECT:

L1C 4P8

CLIENT:

BAYVIEW HEIGHTS

PUBLIC SCHOOL

CHILD CARE

CLIENT:


Project No. 19-1648



Toronto, ON M5A 1M8

416-599-(LINK) 5465





S201

EXIST GROUND FLOOR

EL 0.000 m

U/S NEW WINDOW

CONFIRM WITH ARCH

TOP OF OPENING

EL + 1.730 m

CONFIRM WITH ARCH

EXIST GRADE

EL VARIES

EXIST 92 LIGHT GAUGE

STEEL STUD. SITE VERIFY

10

5

EX

TE

NT

N

EW

W

AL

L O

PE

NIN

G

CO

NF

IR

M W

IT

H A

RC

H

± 508

SITE VERIFY

305

SITE VERIFY

EXIST CONC GRADE BEAM

NEW FULL HEIGHT BUILT-UP

LIGHT GAUGE STEEL STUD COLUMN

BEYOND. TYPICAL EACH SIDE

NEW OPENING BY STUD SUPPLIER

NEW BUILT-UP LIGHT GAUGE

STEEL LINTEL ABOVE OPENING

BY STUD SUPPLIER

PROVIDE TEMPORARY SHORING

AS REQUIRED

EXIST 100 BRICK VENEER

NEW GALV STEEL LINTEL FOR

VENEER AS PER TYPICAL DETAIL

MAINTAIN EXIST BRICK BELOW NEW

OPENING. MAKE GOOD AS PER ARCH

DWGS.

NEW OPENING

REFER TO ARCHEXIST 100 BRICK VENEER

NEW BUILT-UP STUD COLUMN BY STUD

SUPPLIER

TYPICAL EACH SIDE OPENING

EXIST WALL STUD

TO REMAIN

MODIFIED EXIST 92 LIGHT GAUGE

STUDS ABOVE OPENING

BY STUD SUPPLIER

SIT

E

VE

RIF

Y

EXIST 100 CONC

SLAB ON GRADE

1:10

S401

2

1:10

S401

4

S401

4

D

D

T/O GROUND FLOOR

ELEV: +0 (SITE VERIFY)

W140

WALL

C

L

NEW NON LOAD BEARING

MASONRY PARTITION.

REFER TO ARCH.

EXIST SLAB ON GRADE

REINF. BOND COURSE

PER PLAN

1:10

S401

1

EXIST GROUND FLOOR

EL 0.000 m

U/S LINTEL

EL CONFIRM WITH ARCH

LOCALLY DEMOLISH TOP OF EXIST GRADE BEAM

ACROSS EXTENT OF NEW DOOR CONCRETE SILL.

TERMINATE REMOVAL OF EXIST CONCRETE

LEVEL W/ EXIST SLAB ON GRADE. DO NOT OVER

CHIP. EXTENT OF REMOVAL SHALL NOT EXCEED

WIDTH OF NEW DOOR OPENING. CONFIRM

CLEAR DIMENSION W/ ARCH.

10

5

EX

TE

NT

N

EW

D

OO

R O

PE

NIN

G

CO

NF

IR

M W

IT

H A

RC

H

± 508

SITE VERIFY

305

SITE VERIFY

EXIST CONC GRADE BEAM

NEW BUILT-UP LIGHT GAUGE STUD COLUMN

EACH SIDE OF OPENING AND BUILT-UP STUD

LINTEL SIMILAR TO 2/S401

BY STUD SUPPLIER

NEW FROST SLAB. REFER TO

PLAN FOR REINF. CONFIRM

DIMENSIONS, SLOPE & ELEVATION

W/ ARCH.

MODIFIED EXIST WALL STUDS

ABOVE OPENING SIMILAR TO

2/S401 BY STUD SUPPLIER

SIT

E

VE

RIF

Y

EXIST 100 CONC SLAB ON GRADE

PROVIDE TEMPORARY

SHORING AS REQUIRED

EXISTING LINTEL TO REMAIN

OVER EXIST WINDOW

1:10

S401

3

S401

4

SIM

D

EXIST CONT L89x89

TO REMAIN

2- L76x76x6.4 STUB POST

TO REMAIN

SLOPE

± 1

20

0 M

IN

UNSHRINKABLE FILL

FORM SIDES OF FROST SLAB

ALL SIDES . TYPICAL.

20

0

15M DOWELS x300 LG @ 300 c/c.

DRILL AND EPOXY INTO EXIST USING HILTI

HIT HY 200 ADHESIVE. PROVIDE 90 EMBED.

ALIGN DOWEL W/ FROST SLAB REINF.

S402

1

FOR CUTTING OF KNEE

WALL FRAMING TYP @

DOORS ( 2 LOCATIONS)

D

1:10

S401

5

U/S NEW LINTEL

EL CONFIRM WITH ARCH

100

EXIST GRADE

± 485

SITE VERIFY

EX 2ND FLOOR

EL +3.610 SITE VERIFY

TYP

TJ @ COL

NEW HSS 76x76x7.9 OUTRIGGER

CENTRED ON EX EC1 & NEW P1

EC1

± 300

EXIST GRADE BEAM

PROVIDE 25

NON-SHRINK GROUT

EX 5mm CONT BENT PL

TO REMAIN

SITE VERIFY

EX AGGREGATE PANEL

VENEER TO REMAIN

EX BACK UP FRAMING TO

REMAIN

EX BRICK VENEER OVER

WINDOWS ( ± 4 COURSES) TO

REMAIN. CONFIRM W/ ARCH.

REMOVE & REBUILD DURING

LINTEL INSTALL OR PROVIDE

TEMPORARY SHORING

EX 18 WF

EX L127x102 (LLV) SHELF

NEW CONT L152x102x9.5 (LLV)

GALV SHELF ANGLE CONT

ACROSS TWO NEW WINDOW

OPENINGS PROVIDE MIN 200

SOLID BEARING EACH END

± 25 mm GAP

REFER TO ARCH FOR

CLADDING BTW NEW

WINDOWS. TIE BACK TO

NEW P1 POST W/ CLIPS

SIMILAR TO TYPICAL

DETAIL TD-M07

NEW P1

EX CONT L89x89 LOCALLY CUT

OUT ANGLE AT P1 & REWELD

L89x89 TO EACH SIDE NEW

POST ALL AROUND. TYPICAL

EX BRICK VENEER TO

REMAIN BELOW OPENING.

CONFIRM W/ ARCH. TYPICAL

GRIND TOP OF EXIST GRADE

BEAM LEVEL AT NEW BASE

PLATE MAX +/- 19mm

REMOVAL. TYPICAL.

NEW GALV STEEL LINTEL FOR

VENEER AS PER TYPICAL DETAIL

EXISTING / NEW BRICK VENEER

REFER TO ARCH

INFILL EXTENT OLD WINDOW W/

NEW LIGHT GAUGE STEEL STUD.

REFER TO ARCH.

6mm CAP PLATE

± 10 mm MAX TOE ANGLE

TO FACE VENEER

EXIST STUD LINTEL TO REMAIN.

SITE VERIFY

S401

2018_06

DWG. No.:

DATE: NOV. 2018

PROJECT No.:

TITLE:

Tel. (905) 623 7476



PROJECT:

L1C 4P8

CLIENT:

BAYVIEW HEIGHTS

PUBLIC SCHOOL

CHILD CARE

CLIENT:


Project No. 19-1648



Toronto, ON M5A 1M8

416-599-(LINK) 5465





C

P2

EXIST GROUND FLOOR

EL 0.000 m

P2

NEW HSS 76x76x6.4 STUB POST W/

200x10x150 BASE PL WITH TWO - 12 Ø

HILTI HAS-E RODS + HILTI HY200

ADHESIVE. PROVIDE 115 EMBEDMENT.

± 200

AT DOOR

± 100

AT SIDELITE

N

E

W

D

O

O

R

A

N

D

S

I

D

E

L

I

T

E

± 9

80

S

IT

E V

ER

IF

Y

L

C

P2

L

LOCALLY REMOVE KNEE WALL

FRAMING WITHIN OPENING.

TOP EXIST

GRADE BEAM

SITE VERIFY

LOCALLY DEMOLISH TOP OF

GRADE BEAM @ DOOR

REFER TO 3/S401.

EXIST TWO - L76x76x6.4

STUB POST @ ± 1750 c/c

SITE VERIFY

WALL INFILL STUD NOT SHOWN

FOR CLARITY

EXIST CONT L89x89, TYP.

S402

2

1:10

S402

1

P2

C

P2

L

150

NEW P2 FULLY WELD TO

EX L89x89

EX CONT L89x89

EX GRADE BEAM

300

1:10

S402

2

10

5

SIT

E V

ER

IF

Y

@ P2 TYP

NS & FS

5

EXIST GROUND FLOOR

EL 0.000 m

10

0

SIT

E V

ER

IF

Y

EXIST SLAB ON GRAGE

1:10

S402

3

PROVIDE TEMPORARY

SHORING AS REQUIRED

TO INSTALL LINTEL

MAKE GOOD/ PATCH EXIST SLAB

ACROSS OPENING AS REQUIRED

LOCALLY DEMO BLOCK @ NEW

OPENING

U/S LINTEL

SEE ARCH

NEW LINTEL PER

TYPICAL DETAIL

EXISTING NON-LOAD BEARING CONC

BLOCK WALL (SITE VERIFY)

S402

2018_06

DWG. No.:

DATE: NOV. 2018

PROJECT No.:

TITLE:

Tel. (905) 623 7476



PROJECT:

L1C 4P8

CLIENT:

BAYVIEW HEIGHTS

PUBLIC SCHOOL

CHILD CARE

CLIENT:


Project No. 19-1648



Toronto, ON M5A 1M8

416-599-(LINK) 5465





s101 2018 06

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