ec2 - m.j. dixon
TRANSCRIPT
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
TITLEApproved
Checked
Drawn
Job Number
ISSUE CHART
15 234
A
D
B
C
KEYPLAN
PROJECT
15 234
A
D
B
C
2/10/2
017 9
:35:37
AM
c:\tem
p\441
639_
ARCH
_UTI
AS_L
itvine
nkoe
.rvt
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
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207 Adelaide St. E., Suite 200
Toronto, ON M5A 1M8
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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
Job Number
ISSUE CHART
15 234
A
D
B
C
KEYPLAN
PROJECT
15 234
A
D
B
C
2/10/2
017 9
:35:37
AM
c:\tem
p\441
639_
ARCH
_UTI
AS_L
itvine
nkoe
.rvt
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
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
KEYPLAN
PROJECT
15 234
A
D
B
C
2/10/2
017 9
:35:37
AM
c:\tem
p\441
639_
ARCH
_UTI
AS_L
itvine
nkoe
.rvt
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
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
Job Number
ISSUE CHART
15 234
A
D
B
C
KEYPLAN
PROJECT
15 234
A
D
B
C
2/10/2
017 9
:35:37
AM
c:\tem
p\441
639_
ARCH
_UTI
AS_L
itvine
nkoe
.rvt
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
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
TITLEApproved
Checked
Drawn
Job Number
ISSUE CHART
15 234
A
D
B
C
KEYPLAN
PROJECT
15 234
A
D
B
C
2/10/2
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AM
c:\tem
p\441
639_
ARCH
_UTI
AS_L
itvine
nkoe
.rvt
MJS / EVF
KOC / JRP
441639.000
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(UTIAS) Research Labs
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S4.1
ELEVATION ANDSECTIONS