EC2 - M.J. Dixon

DRAWING NO.

S1.1 GENERAL NOTES AND TYPICAL DETAILS

S2.0 KEY PLAN

S2.1 'UAS DESIGN LAB' PART FOUNDATION, ROOF AND AHU

PLATFORM FRAMING PLANS

S2.2 'ROBOTICS RESEARCH LAB' PART FOUNDATION AND ROOF

FRAMING PLANS

S4.1 ELEVATION AND SECTIONS

DRAWING TITLE

LIST OF STRUCTURAL DRAWINGS

G E N E R A L N O T E S

A. GENERAL INFORMATION

1. READ STRUCTURAL DOCUMENTS IN CONJUNCTION 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 LABOR, 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 AND ANY

APPLICABLE ACTS OF ANY AUTHORITY , BY ONTARIO REGULATION 191/14) HAVING JURISDICTION, AND

THE FOLLOWING:

1.1. CAN/CSA A23.1 CONCRETE MATERIALS AND METHODS OF CONCRETE

CONSTRUCTION.

1.2. CAN/CSA A23.2 METHODS OF TEST FOR CONCRETE.

1.3. CAN/CSA A23.3 DESIGN OF CONCRETE STRUCTURES.

1.4. CAN/CSA-S16 LIMIT STATES DESIGN OF STEEL STRUCTURES.

1.5. CAN/CSA G40.20/G40.21 STRUCTURAL QUALITY STEEL.

1.6. RSIC REINFORCING STEEL INSTITUTE OF CANADA (RSIC),

MANUAL OF STANDARD PRACTICE

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. SHOP DRAWINGS

1.1 SUBMIT FOR REVIEW BY THE VARIOUS CONSULTANTS, DETAILED SHOP DRAWINGS FOR

ALL TEMPORARY AND PERMANENT STRUCTURAL WORK. THIS INCLUDES, BUT IS NOT

LIMITED TO:

1.1.1. REINFORCING STEEL,

1.1.2. STRUCTURAL STEEL,

1.2 SHOP DRAWING SHALL BEAR THE SEAL AND SIGNATURE OF A QUALIFIED PROFESSIONAL

ENGINEER LICENSED IN THE PROVINCE OF ONTARIO, FOR THE FOLLOWING: 1.2.1.

STRUCTURAL STEEL, INCLUDING CONNECTIONS AND JOISTS,

1.3 CONTRACTOR SHALL ALLOW FOR A TURN AROUND TIME OF 5 WORKING DAYS FOR THE

SHOP DRAWINGS.

2. CONCRETE MIX DESIGNS

2.1 SUBMIT CONCRETE MIX DESIGNS ALONG WITH A BRIEF DESCRIPTION OF WHERE EACH MIX

WILL BE USED, FOR REVIEW BY THE CONSULTANT

3 . 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:

1.1.1 NOT EXPOSED TO WEATHER: F'c = 25 MPa AT 28 DAYS, SLUMP 75 mm (3").

1.1.2. SLAB-ON-GRADE NOT EXPOSED TO WEATHER OR CHLORIDES: F'c = 25 MPa AT

28 DAYS, SLUMP 40 mm +/- 20mm (1-1/2" +/- 3/4") AND W/C RATIO 0.45. USE OF A

SUPER PLASTICIZING AGENT WILL BE REQUIRED TO PLACE THIS CONCRETE.

FINAL 'PLASTICIZED" SLUMP SHALL BE 125 mm +/- 30mm.

1.1.3. EXPOSED TO WEATHER: F'c = 32 MPa AT 28 DAYS, SLUMP 80mm (3"), EXPOSURE

CLASS C-1, W/C RATIO 0.40, AIR CONTENT 5%-8%, AND CONCRETE TO HAVE A

MINIMUM CEMENTING MATERIAL CONTENT OF 320 kg/m.

1.2 REINFORCING STEEL: CONFORM TO CSA G30 SERIES, GRADE 400.

1.3 STRUCTURAL STEEL:

1.3.1. STRUCTURAL WIDE FLANGE AND WELDED WIDE FLANGE SHAPES (W, WWF) TO

CONFORM TO CAN/CSA-G40.20/G40.21 GRADE 350W.

1.3.2. ANGLES AND CHANNELS (L, C) AND PLATES TO CONFORM TO

CAN/CSA-G40.20/G40.21 GRADE 300W.

1.3.3. HOLLOW STRUCTURAL SECTIONS (HSS) TO CONFORM TO ASTM A500 GRADE C.

1.4 PRIME PAINT: CONFORM TO CISC/CPMA STANDARD 2-75.

1.5 HOT DIP GALVANIZING: TO CSA G164, MINIMUM ZINC COATING OF 600g/m2.

1.6 STRUCTURAL BOLTS, NUTS AND WASHERS: CONFORM TO ASTM A325M.

1.7 ANCHOR BOLTS: GRADE A307.

E. EXECUTION

1. FOUNDATIONS

1.1. FOUND ALL FOOTINGS (AND UNDERPINNING) ON SOIL CAPABLE OF SUSTAINING A MINIMUM

ULTIMATE LIMIT STATES/ SERVICE LIMIT STATES BEARING STRESS (ULS/SLS) OF 190 kN/M2

(4000 psf)/ 125 kN/M2(2600 psf).

1.2. FOUND ALL FOOTINGS WHICH WILL BE EXPOSED TO FROST ACTION IN THE 1200 mm (4'-0")

BELOW FINISHED GRADE. COMPLETED BUILDING A MINIMUM OF

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 U.N.O.

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 200mm (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. 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.

4.7. COMPLETELY FILL VOIDS BENEATH STEEL BASES ON CONCRETE WITH AN APPROVED

NON-SHRINK 36MPa (5ksi) GROUT.

4.8. 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.

4.9. SEE ARCHITECTURAL DRAWINGS FOR FIREPROOFING REQUIREMENTS. CONFIRM

COMPATIBILITY OF FIREPROOFING MATERIAL WITH STEEL PAINT.

5. ALTERATIONS AND/OR CONNECTIONS TO EXISTING STRUCTURE

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

EXISTING CONDITIONS.

5.2. 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

5.3. 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.

5.4. 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 CONSULTANT WILL APPOINT AN INDEPENDENT INSPECTION AND TESTING

3.1 THE COMPANY TO 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.

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 CONSULTANT'S

OPINION, THE WORK MAY BE MAY BE SUCH THAT, IN THE 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 AT

NO EXPENSE TO THE OWNER. , REPAIRED TO THE SATISFACTION OF THE CONSULTANT

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

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

20310 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

45790 680 770 620

55 1030 900 1010 830

BAR

SIZE

10

f'c

420

TABLE 2 TENSION LAP SPLICE (CLASS B)

LENGTH (mm)

15 630

20 840

25 1315

30 1575

35 1840

45

LAP SPLICES NOT PERMITTED

55

20 MPa

380

560

755

1315

1575

1840

25 MPa

340

510

690

1315

1575

1840

30 MPa

315

485

840

1315

1575

1840

35 MPa

300

445

840

1315

1575

1840

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

155

TABLE 3 DEVELOPMENT LENGTH (mm)

FOR STANDARD HOOKS

15 240

20 315

25 390

30 470

35 550

45

55

20 MPa

150

210

280

350

420

430

25 MPa

150

190

260

320

385

450

30 MPa

150

175

240

295

360

415

35 MPa

150

170

225

280

330

385

40 MPa

977

1261

874

1128

798

1030

739

953

691

892

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

580

730

880

NOTE: 45M AND 55M BARS SHALL BE SPLICED WITH

MECHANICAL CONNECTORS.

35 1020

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

100 mm (4") EMBED

NEW SLAB ON GRADE, MATCH

EXISTING SLAB THICKNESS

EXISTING SLAB

ON GRADE

PROVIDE DOWELS

250 mm (10") LG

@ 600 mm (2'-0") c/c (STAGGERED).

DRILL AND EPOXY INTO

EXISTING SLAB EDGE.

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

B

PANEL POINT

L

C TOP CHORD

O

P

E

N

O

P

E

N

EXISTING STEEL DECK

NEW C150NEW C150

NEW RTU

TYPICAL RTU FRAMING PLAN

LOCATE C150 IN LINE WITH

EXISTING OWSJ TOP CHORD

PANEL POINT ELSE PROVIDE

WEB REINFORCEMENT AS PER

DETAIL 'C' TYP ALL C150

A

EXISTING CONT.

BRIDGING

IF NEW RTU DOWNWARD DISCHARGE

INTERFERE WITH EXISTING JOIST BRIDGING.

REMOVE BRIDGING AND PROVIDE

'X'-BRACED BAY EITHER SIDE OF DUCT.

MATCH EXISTING BRIDGING SIZE.

(TYP EACH SIDE OF DUCT AS SHOWN)

B

NEW L102x102x6

x 100 mm LG.

MIN. 4" BEARING

ALONG JOIST TOP CHORD.

WELD TO TOP CHORD

OF JOIST. SITE VERIFY

EXISTING

STEEL DECK

NEW CHANNEL

6

EXISTING OWSJ

C

PANEL POINT

L

C TOP CHORD

C150

L

C RTU CURB

1. ANGLES NS + FS OF JOIST

(TOTAL 2 MEMBERS PER LOCATION)

TO BE FULLY WELDED TO TOP AND BOTTOM CHORD

OF JOIST. Tf=Cf= 25 kN. DO NOT WELD TO EXISTING

WEB MEMBER. SHIM AS REQUIRED.

2. WEB REINFORCING IS NOT REQUIRED

IF DIM 'A' OR 'B' EQUAL OR LESS THAN 100 mm.

RTU

CURB

EXISTING OWSJ

REFER TO PLAN

FOR ADDITIONAL

REINF REQUIREMENTS.

SHIMS AS REQUIRED

AT HIGH DECK FLUTE

BY UNIT SUPPLIER

TYP ALL AROUND

RTU CURB

(BY RTU SUPPLIER)

NOTES:

1. CENTRE ALL NEW C150x12 DIRECTLY BELOW UNDERSIDE OF

RTU CURB. LOCATE TIGHT TO UNDERSIDE OF ROOF DECK.

IF C150 LOCATED BELOW HIGH DECK FLUTE PROVIDE STEEL SHIMS

OR FULLY DRY PACK TIGHT TO FILL GAP AS PER

DETAIL 'C'. SITE VERIFY REQUIREMENT.

2. REFER TO PLAN FOR ADDITIONAL REINFORCING REQUIREMENTS.

3. CONNECT RTU TO CURB AND CURB TO BASE STRUCTURE

AS PER MANUFACTURER'S SPECIFICATIONS.

4. REFER TO RTU SHOP DWGS FOR ROOF OPENING REQUIREMENTS.

TYP

EXISTING OWSJ

REFER TO PLAN FOR ADDITIONAL

REINFORCING REQUIREMENTS

PROVIDE NEW C100x8 TRIMMERS

AT ALL OPENINGS TYPICAL

A > 100 mm B > 100 mm

H

H < 600 mm

NEW L38x38x4.8

H > 600 mm

NEW L51x51x6.4

INSTALL REINF.

DETAILS RELATED TO RTU's ON OWSJPD-S101

C1

50

x1

2

C150x12

C1

50

x1

2C

15

0x1

2

C1

00

x8

C100x8

C1

50

x1

2

NEW RTU

TD-S26

AT NEW MECHANICAL DUCT LOCATION TYPICAL DETAIL

NOTE:

1. SITE VERIFY NUMBER OF AFFECTED BRIDGING LINES.

NEW L45x45x5

X-BRACING

IN LINE WITH

EXISTING

EXISTING

STEEL DECK

JOIST SPACING

SEE PLAN

MODIFICATION OF EXISTING HORIZONTAL BRIDGING

± 100 mm

(4") MIN

± 100 mm

(4") MIN

EXISTING HORIZONTAL

BRIDGING TO REMAIN

TYP U/N

NEW DUCT

REFER TO MECH

EXISTING HORIZONTAL BRIDGING AT NEW

DUCT LOCATION TO BE REMOVED AS

REQUIRED

EXISTING OWSJ

TYP

TD-T03TIMBER NAILERS

STEEL BEAM SUPPORTING JOISTS ON TOP FLANGE

ALTERNATE DETAIL WHERE

THE STANDARD WOOD STRIP

IS NOT ACCEPTABLE

STANDARD DETAIL

TIMBER JOISTS

STEEL BEAM

19x38mm (1x2) WOOD

STRIP IN CONTACT WITH

TOP FLANGES AND NAILED

TO JOISTS - EACH SIDE

TIMBER JOISTS

STEEL BEAM

TIMBER JOISTS

TOE-NAIL JOIST TO

NAILER W/ 2-64mm

(2-2

1

2

") NAILS PER

JOIST.

TIMBER JOISTS

CONTINUOUS DOUBLE 2"x RIPPED TO FIT. NAILER

BOLT TO BEAM WITH 12Ø COUNTERSUNK BOLTS @

800 c/c ALTERNATING SIDES

1

2

CONTINUOUS LEDGER BOARD

THICKNESS TO SUIT FLANGE

OF BEAM. BOLT TO BEAM

WITH 12mmØ BOLTS @ 800 o/c

CHAMFER

JOIST HANGERS

STEEL BEAM + CONTINUOUS

8mm (

5

16

") PLATE PROJECTING

60mm (2-

1

2

") BEYOND FLANGE

TO SUPPORT JOISTS

TIMBER JOIST CUT

TO SUIT BEAM

38mm (2") BLOCKING

BETWEEN EXIST. JOISTS IN

CONTACT WITH TOP FLANGE

AND NAILED TO JOISTS

EACH SIDE

TIMBER JOISTS CUT

TO SUIT BEAM

3

4

STEEL BEAM AT OR BELOW LEVEL OF SUPPORTING JOISTS

5

DIMENSION NAILER LUMBER

CUT FLUSH WITH EDGE

OF SUPPORTING MEMBER

TOP-HUNG HANGER SUPPLIED BY

MANUFACTURER

JOIST WITH WEB STIFFENERS

AS REQUIRED BY MANUFACTURER

1

1

2

" 10-16D NAILS

NOTE:

1. WHERE BEAMS ARE BEING INSTALLED TO SUPPORT EXISTING JOISTS, SAFELY SUPPORT JOISTS AND ANY OTHER LOADS

ABOVE, UNTIL THE NEW BEAM IS INSTALLED AND PROPERLY SUPPORTED.

2. SEE PLANS AND/OR SECTIONS FOR SIZES OF JOISTS AND BEAMS.

CONTINUOUS DOUBLE 2"x RIPPED TO FIT.

BOLT TO BEAM WITH 12Ø BOLTS

@ 800 c/c ALTERNATING SIDES

PROVIDE SOLID BLOCKING

BETWEEN JOISTS

CONTINUOUS DOUBLE

2"x RIPPED TO FIT. BOLT

TO BEAM WITH 12Ø

BOLTS @ 800 c/c

ALTERNATING SIDES

LAP JOISTS

TO BEAR

FULL WIDTH OF

SUPPORTING

BEAM TYP.

2" MIN BEARING

ON STEEL PLATE

NAILER FOR

SHEATHING

3

TD-C10 SLAB ON GRADE, JOINTS, STEPS, SAWCUTS AND STAIRS

CONCRETE STAIRS

SUPPORTED ON GRADE

1

1

1

1

300

25

0 m

m

10

" M

IN

300

300 300

DOWELS 15@300x1500 LG

STEEL STAIRS

SUPPORTED ON GRADE

1

1

1

1

700 mm

25

0 m

m

10

" M

IN

10@250

STEEL STAIR BY OTHERS

300

300

10@250

CONT 4-10

CONT 4-10

REINF

SEE PLAN

REINF

SEE PLAN

TYPICAL SAWCUT ISOLATION JOINT AROUND COLUMN

CONSTRUCTION JOINT

STEPS UP TO 750 mm (2'-6")

1

1

t

REINF

SEE PLAN

300

75

0 m

m (2

'-6

")

MA

X

40

m

m (1

1

/2

")

CL

EA

R

D

D/4

REINF SEE PLAN

(DO NOT CUT)

SAWCUT

@ 30xD c/c MAX

NOTES:

1. SAWCUT CONTROL JOINTS AS SOON AS CONCRETE

HAS SET SUFFICIENTLY TO AVOID RAVELLING EDGES,

BUT IN NO CASE MORE THAN 18 HRS AFTER PLACING

SLAB.

2. WHEN SLAB IS NOT LESS THAN 21 DAYS OLD, REMOVE

RESIDUE IN JOINT BY FLUSHING AND FILL JOINT

WITH MORTAR CONTAINING CEMENT, SAND, AND

LATEX BONDING AGENT.

SAWCUTS

PROVIDE DIAMOND SHAPED SAWCUT

AROUND COLUMN

OR POUR CONCRETE

AROUND COLUMN AS SEPARATE

POUR MIN 7 DAYS AFTER POURING

SURROUNDING SLAB

COLUMN

8

0

m

m

±

(

3

1

/

8

"

)

(1'-0")

(1'-0") (1'-0")

(1'-0")(1'-0")

(1'-0")

(1'-0")

(2'-4")

FIRST POURSECOND POUR

SHEET NUMBER

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Drawn

Job Number

ISSUE CHART

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D

B

C

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ARCH

_UTI

AS_L

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MJS / EVF

KOC / JRP

441639.000

University of TorontoInstitute for Aerospace Studies

(UTIAS) Research Labs

Copyright © 2017 Perkins+Will

4925 Dufferin St, North York,ON M3H 5T6, Canada

OWNER PROJECT NO.

672 Dupont Street, Suite 500Toronto, Ontario

Canada M6G 1Z6t 416.971.6060f 416.971.6765

www.perkinswill.com

MARK ISSUE DATE1 ISSUED FOR COORDINATION 2017-03-10

Professional Seal

Project No. 17-0765

207 Adelaide St. E., Suite 200

Toronto, ON M5A 1M8

416-599-(LINK) 5465

www.engineeringlink.ca

All reproduction & intellectual property rights reserved c 2016

2 ISSUED FOR PRICING 2017-03-153 FOR 90% COORDINATION 2017-03-244 ISSUED FOR PERMIT 2017-04-21

P049-16-138

5 ISSUED FOR TENDER 2017-04-28ISSUED FOR CONSTRUCTION 2017-06-236

S1.1

GENERAL NOTES ANDTYPICAL DETAILS

KEY PLAN

N T S

S2.1

A

S2.2

A

9

A

8

7

6 5 4 3 2 1

1A

A1

B1

2A 3A 4A

B

0

SHEET NUMBER

TITLEApproved

Checked

Drawn

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ISSUE CHART

15 234

A

D

B

C

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PROJECT

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A

D

B

C

2/10/2

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AM

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_UTI

AS_L

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.rvt

MJS / EVF

KOC / JRP

441639.000





OWNER PROJECT NO.


Canada M6G 1Z6t 416.971.6060f 416.971.6765

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P049-16-138


S2.0

KEY PLAN

B

A

1

EX BRIDGING

EX BRIDGING

EX BRIDGING

EX BRIDGING

EJ1

- E

X 2

4" L

SS

J

EJ1

- E

X 2

4" L

SS

J @

7

'-0

"

E

C

2

-

E

X

C

O

L

EX 16x7 WF 40EX 16x7 WF 40

EJ1

EJ1

EJ1

EJ1

EX

IS

T 8

" C

EL

LU

LA

R P

RE

CA

ST

C

ON

CR

ET

E S

LA

B

0

11'-3"

[3429] ASL

30.5 PSF

EXISTING 1

3

4

" TIMBER PLANK ROOF DECK

NEW RTU

WT = 1,950

(INC 300 LBS CURB)

B1

EX

1

2" C

MU

EX 12" CMU

PROVIDE 6" BEARING

POCKET IN EXIST

MASONRY, GROUT SOLID

AFTER BEAM INSTALLED

B

P

L

1

EXIST BRIDGING. SITE VERIFY. IF NEW RTU

DOWNWARD DISCHARGE INTERFERES WITH EXIST

JOIST BRIDGING REMOVE BRIDGING AND PROVIDE

X-BRACED BAY EITHER SIDE OF DUCT. MATCH

EXIST BRIDGING SIZE ( TYPICAL EACH SIDE)

NEW C100x9 TRIMMERS

TYPICAL 4 SIDES AT NEW

OPENINGS THROUGH DECK

BPL1

5"x8" BEARING PLATE

S4.1

1

ADD NEW WEB MEMBER AT EXIST JOIST,

SEE TYP. DETAIL PD-S101

B1

NEW W200x19 +2"x6" WOOD

NAILER CENTERED BELOW

NEW RTU CURBS. LOCATE B1

TIGHT TO U/S ROOF WOOD

DECK.

O

P

E

N

O

P

E

N

1/4"=1'-0"

S2.1

A

PART ROOF FRAMING PLAN

NOTES:

1. TOP OF STEEL IS 0'-0” BELOW UNDERSIDE OF SLOPING ROOF DECK UNSELL OTHERWISE NOTED.

ELEVATIONS NOTED ON STEEL BEAMS ARE REFERENCED TO UNDERSIDE OF ROOF DECK.

2. EXISTING OWSJ SHOES ASSUMED AS 4" DEEP UNLESS NOTED OTHERWISE. SITE VERIFY.

3. SNOW LOADS ARE AS FOLLOWS, UNLESS NOTED OTHERWISE ON PLAN ROOF AREAS:

ROOF AREAS 40 PSF + ASL

4. DEAD LOADS ARE:

INCLUDING SELF WEIGHT 20 PSF

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 18 KIPS. PROVIDE MINIMUM 2 BOLTS AT ALL CONNECTIONS.

6. SEE ARCHITECTURAL DRAWINGS FOR SLOPES ETC.

7. NOTE STRUCTURAL DRAWINGS DO NOT NECESSARILY SHOW ALL NEW OPENING THROUGH ROOF

DECK. IT IS THE CONTRACTORS' RESPONSIBILITY TO COORDINATE OPEN LOCATIONS, SIZE AND

NUMBERS WITH ARCH AND MECH DWGS. PROVIDE REINF AROUND ALL NEW OPENINGS AS PER TYPICAL

DETAILS.

8. WE HAVE REVIEWED THE NEW LOADING ON THE EXISTING ROOF STRUCTURE AND IN OUR OPINION IT

CAN SAFELY SUPPORT THE NEW LOADS WITHOUT REINF EXCEPT AS NOTED ON PLAN.

9. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR EXACT RTU AND OPENING LOCATIONS.

10. CONNECT RTU TO ROOF CURB AND ROOF CURB TO BUILDING STRUCTURE AS PER MANUFACTURER'S

REQUIREMENTS.

SHEET NUMBER

TITLEApproved

Checked

Drawn

Job Number

ISSUE CHART

15 234

A

D

B

C

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PROJECT

15 234

A

D

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MJS / EVF

KOC / JRP

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OWNER PROJECT NO.


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P049-16-138


S2.1

'UAS DESGN LAB' PARTFOUNDATION, ROOF AND

AHU PLATFORM FRAMINGPLANS

1/4"=1'-0"

S2.2

B

PART ROOF FRAMING PLAN

1A

A1

B1

2A 3A 4A

E

X

C

1

EX

S

TE

EL

B

EA

M

EX

S

TE

EL

B

EA

M

EX

S

TE

EL

B

EA

M

EX

S

TE

EL

B

EA

M

EX P1

E

X

C

1

E

X

C

1

E

X

C

1

E

X

C

1

E

X

C

1

E

X

C

1

E

X

C

1

E

X

C

1

E

X

C

1

E

X

I

S

T

T

A

P

E

R

E

D

S

T

E

E

L

C

O

L

U

M

N

EX

S

TE

EL

B

EA

M

EXIST INSULATED

ROOF PANEL

EX P1

E

L

.1

1

'-0

"

EX P1

1/4"=1'-0"

S2.2

A

PART FOUNDATION PLAN

1A

A1

B1

2A 3A 4A

E

X

C

2

E

X

C

1

E

X

C

1

E

X

C

1

E

X

C

1

E

X

C

1

E

X

I

S

T

T

A

P

E

R

E

D

S

T

E

E

L

C

O

L

U

M

N

E

X

C

2

E

X

C

2

EX

B3

EXB2EXB2 EXB2

EJ2

EJ2

EX OWSJ @ 7'-0"

EJ2

EJ2

EX

B

RID

GIN

G

EX

B

RID

GIN

G

EX BLOCK WALL

NEW W200x19NEW W200x19

7'-1

0

1 2

"

[2

40

0] A

SL

NEW RTU ABOVE

WT= 1,800 lbs

23

P

SF

NE

W C

15

0x1

2

NEW C150x12

NE

W C

15

0x1

2

A

S4.1

NEW C150x12

5A0A

0A

EX STEEL BEAM

NE

W O

PE

NIN

G B

EL

OW

EXIST 6" SLAB ON GRADE

EXIST 1'-6" x 2'-6" DEEP

SLAB THICKENING

EXIST 3'-6" x 3'-6" x 2'-6"

DEEP SLAB THICKENING

AT COLUMNS

EXIST 3'-0" x 3'-0" x 2'-6"

DEEP SLAB THICKENING

AT CORNER COLUMNS

NEW SUMP PIT, SEE

MECHANICAL

SAWCUT AND REMOVE EXISTING

SLAB TO SUIT NEW SUMP PIT AND

BELOW SLAB SERVICES. MAKE

GOOD PER TYPICAL DETAIL

PD-C101

NE

W C

15

0x1

2

NE

W C

15

0x1

2

NEW C150x12 NEW C150x12

NEW DUCT OPENING,

SEE MECHANICAL

EXIST COLD FORMED

CHANNEL WITHIN

INSULATED ROOF PANELS

THE EXISTING ROOF STRUCTURE HAS BEEN REVIEWED FOR

THE NEW ACCUMULATED SNOW LOADS AND HAS ADEQUATE

CAPACITY TO SUPPORT THE NEW LOADING

NOTES

1. TOP OF SLAB ON GRADE TO BE ELEVATION 0'-0” EXCEPT AS CROSSED AND NOTED. AREAS

CROSSED AND NOTED TO BE READ FROM GROUND FLOOR ELEVATION 0'-0”.

2. UNDERSIDE OF WALL FOOTINGS TO BE AT ELEVATION -4'-6” UNLESS OTHERWISE NOTED.

3. UNDERSIDE OF NEW COLUMN BASEPLATES TO BE AT ELEVATION -2'-6”.

4. CENTRE LINES OF COLUMNS, CAPS AND FOOTINGS ARE COINCIDENT UNLESS OTHERWISE

NOTED.

5. PROVIDE SLAB DEPRESSIONS AND SLOPES, OTHER THAN THOSE SHOWN ON THE

STRUCTURAL DRAWINGS, AS REQUIRED BY THE ARCHITECTURAL AND MECHANICAL

DRAWINGS AND SPECIFICATIONS.

6. SEE ARCHITECTURAL DRAWINGS FOR SLOPES TO DRAIN. MAINTAIN SLAB THICKNESSES

SHOWN.

NOTES

1. UNDERSIDE OF ROOF DECK TO BE AT ELEVATION 15'-5” FROM FINISHED GROUND FLOOR AT

ELEVATION 0'-0”, EXCEPT AS CROSSED AND NOTED. AREAS CROSSED AND NOTED TO BE

READ FROM ELEVATION -0'-0”.

2. TOP OF STEEL IS 0'-0” (0.0 M) BELOW UNDERSIDE OF ROOF DECK UNLESS OTHERWISE

NOTED.

3. LIVE LOADS ARE AS FOLLOWS, UNLESS NOTED OTHERWISE ON PLAN:

ROOF AREAS 23 PSF + ASL

4. SUPERIMPOSED DEAD LOADS ARE:

ROOFING, SUSPENDED CEILING AND MECHANICAL 10 PSF

5. STEEL BEAM CONNECTIONS ARE TO BE DESIGNED FOR THE FACTORED FORCES INDICATED

ON PLAN. WHERE NO FORCE IS INDICATED, DESIGN STEEL CONNECTIONS FOR A

FACTORED VERTICAL SHEAR FORCE OF 80 KN. PROVIDE MINIMUM 2 BOLTS AT ALL

CONNECTIONS.

6. SEE ARCHITECTURAL DRAWINGS FOR SLOPES ETC.

EX P1

E

L

. -2

'-0

"

S4.1

2

B

S4.1

S4.1

2

S4.1

2

EX

S

TE

EL

B

EA

M

5A

SAWCUTS IN SLAB AS PER

TYPICAL DETAIL TD-C10

NEW 6" UNREINFORCED SLAB

ON GRADE ON MIN 8" CLEAR

CRUSHED STONE. REFER TO

ARCH DWGS FOR EXTENT.

SHEET NUMBER

TITLEApproved

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Drawn

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MJS / EVF

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441639.000





OWNER PROJECT NO.


Canada M6G 1Z6t 416.971.6060f 416.971.6765

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P049-16-138


S2.2

'ROBOTICS RESEARCHLAB' PART

FOUNDATION ANDROOF FRAMING PLANS

0A

EXISTING LOWER LEVEL -2'-0"

T/O EXISTING PARAPET 11'-6

1

4

"

1A 2A 3A

EX

C1

EX

C1

EX

C1

EX

C1

NE

W C

150x12

NEW C200x21

NEW W200x19 NEW W200x19

NE

W C

200x21

NEW C200x21

NEW 5/8" Ø SAG

ROD

1/4"=1'-0"

ELEVATION ALONG GRID LINE A1

S4.1

A

NE

W C

200x21

SEE ARCH DWGS FOR

DIMENSIONS

NE

W C

150x12

5A4A

EX

C1

EX

C1

NE

W

C150x12

NEW C200x21

EXB1

NE

W

C150x12

NEW 5/8" Ø SAG

ROD

EXISTING CONC

FOUNDATION WALL

NEW 5/8" Ø SAG

ROD

SEE ARCH DWGS FOR

DIMENSIONS

SEE ARCH DWGS FOR

DIMENSIONS

A1 B1

1/4"=1'-0"

ELEVATION ALONG GRID LINE 5A

S4.1

B

EXB1

EX

C1

EX

C1

NEW C200x21 NEW C200x21

NEW

5

8

"Ø SAG ROD

NEW C200x21

EXISTING CONC

FOUNDATION WALL

E

X

I

S

T

O

P

E

N

I

N

G

EXISTING LOWER LEVEL ELEV 0'-0"

U/S OF EX ROOF ELEV 11'-0"

NEW

1

2

" STIFFENER PLATE WELDED

TO EX COLUMN AS SHOWN BOTH

SIDES. WIDTH TO MATCH COLUMN

FLANGE.

NEW

1

2

" x 8" LONG SEAT WITH

1

2

"

STIFFENER PLATE BELOW

LOCATED AT EXIST COLUMN WEB

NEW 10" x

1

2

" x 6" LONG BASEPLATE

WELDED TO UNDERSIDE OF C250.

ANCHOR TO EX CONC FOUNDATION

USING 2-1/2"Ø HILTI KWIK HUS-EX

BOLTS WITH 4

1

2

" EMBED. SPACE

BOLTS AT 4" C/C WITH MIN. 5" EDGE

DISTANCE

5" MIN

3/4"=1'-0"

S4.1

2

8"

5"

NEW

1

2

" SEAT WITH

1

2

" STIFFENER

PLATE BELOW. LENGTH OF PLATE

TO BE HALF THE EX COLUMN

FLANGE.

T/O EXIST MASONRY PARAPET

NEW BEAM + WOOD

NAILER PLATE

FULLY GROUT BELOW BEAM

3/4"=1'-0"

S4.1

1

EXIST WOOD ROOF DECK

SHEET NUMBER

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MJS / EVF

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Canada M6G 1Z6t 416.971.6060f 416.971.6765

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P049-16-138


S4.1

ELEVATION ANDSECTIONS

Documents

EC2 - M.J. Dixon