STRUCTURAL SHEET LIST

S001 - GENERAL NOTES

S002 - GENERAL NOTES & TYPICAL DETAILS

S003 - TYPICAL DETAILS

S004 - TYPICAL DETAILS

S005 - TYPICAL DETAILS

S006 - TYPICAL DETAILS

S007 - TYPICAL DETAILS

S101 - CROFT FRAMING PLANS

S102 - ELEVATOR FRAMING PLANS

S103 - LIBRARY FRAMING PLANS

S104 - LIBRARY FRAMING PLANS

S105 - ROOM 259 PLAN & ROOM 171A PLAN

S106 - TOWER AHU PLANS

S201 - WEST HALL - SECTIONS

S202 - ELEVATOR - SECTIONS

S203 - ELEVATOR - SECTIONS

S204 - ELEVATOR - SECTIONS

S205 - LIBRARY - SECTIONS

S206 - LIBRARY - SECTIONS

S207 - CROFT - SECTIONS

S208 - CROFT - SECTIONS

010000 GENERAL

1. CONFORM TO THE REQUIREMENTS OF THE ONTARIO BUILDING CODE 2012, AND ANY APPLICABLE ACTS OF AUTHORITY HAVING JURISDICTION.

2. READ STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE SPECIFICATIONS AND ALL OTHER CONTRACT DOCUMENTS.

3. BEFORE PROCEEDING WITH WORK, CHECK ALL THE DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND REPORT DISCREPANCIES TO THE CONSULTANT. DO NOT SCALE THE DRAWINGS.

4. REFER TO THE ARCHITECTURAL AND OTHER DRAWINGS FOR LOCATIONS AND DIMENSIONING OF OPENINGS AND SLEEVES NOT SHOWN ON THE STRUCTURAL DRAWINGS. HOWEVER, OBTAIN THE CONSULTANT'S PRIOR APPROVAL BEFORE INSTALLING OPENINGS, SLEEVES, ETC. WHICH ARE NOT SHOWN ON STRUCTURAL DRAWINGS.

5. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS OF PITS, BASES, SUMPS, TRENCHES, DEPRESSIONS, GROOVES, CURBS, CHAMFERS AND SLOPES NOT SHOWN ON STRUCTURAL DRAWINGS.

6. HORIZONTAL AND VERTICAL DESIGN LOADS ARE NOTED. THEY SHALL NOT BE EXCEEDED DURING CONSTRUCTION.

7. TYPICAL STRUCTURAL DETAILS SHALL GOVERN THE WORK. IF DETAILS DIFFER ON THE DRAWINGS, THE MOST STRINGENT SHALL GOVERN.

8. ALL TEMPORARY WORKS INCLUDING SHORING ARE TO BE PROVIDED BY THE CONTRACTOR.

9. SEE SPECIFICATIONS FOR DETAILED REQUIREMENTS.

010001 DESIGN NOTES

1. THE BUILDING IS DESIGNATED AS BELONGING TO THE HIGH IMPORTANCE CATEGORY, AS DEFINED IN THE OBC 2012.

2. ALL REINFORCED CONCRETE ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CSA STANDARD A23.3.

3. ALL STRUCTURAL STEEL ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CAN/CSA-S16.

4. ALL STRUCTURAL MASONRY ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH CSA STANDARD S304.1.

5. LATERAL FORCES ON STRUCTURAL FRAME

a. THE LATERAL FORCES ARE RESISTED BY THE EXISTING MASONRY LOAD-BEARING AND MASONRY SHEAR WALLS IN RENOVATED AREAS AND THE NEW MASONRY ELEVATOR CORE IN THE NEW ELEVATOR CONSTRUCTION AREAS.

b. WIND:

i) THE DESIGN OF THE STRUCTURE FOR WIND IS BASED ON AN HOURLY WIND PRESSURE OF 0.44 kPa (BASED ON 1/50 YEAR RETURN).

ii) EXPOSURE CONDITION: ROUGH TERRAIN

iii) THE IMPORTANCE FACTOR, Iw, FOR WIND DESIGN IS 1.15. FOR DEFLECTION ANALYSIS, THE FACTOR IS 0.75.

iv) THE DESIGN WIND FORCES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE ONTARIO BUILDING CODE 2012 AND WITH THE SIMPLE PROCEDURE DESCRIBED IN THE USER'S GUIDE - NBC 2010 - STRUCTURAL COMMENTARIES (PART 4).

c. EARTHQUAKE:

i) THE DESIGN OF THE STRUCTURE FOR EARTHQUAKE IS BASED ON:

Ie = 1.30

SITE CLASS = C

Sa(0.2) = 0.22

Sa(0.5) = 0.13

Sa(1.0) = 0.067

Sa(2.0) = 0.021

PGA = 0.12

Rd = 1.0 (EXISTING AREAS), 1.5 (NEW MASONRY ELEVATOR WALLS)

Ro = 1.0 (EXISTING AREAS), 1.5 (NEW MASONRY ELEVATOR WALLS)

Fa= 1.0

Fv= 1.0

Mv = 1.0

ii) THE SEISMIC HAZARD INDEX FOR THIS SITE IS:

IeFaSa(0.2)=0.286

iii) THE DESIGN EARTHQUAKE FORCES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE ONTARIO BUILDING CODE 2012.

iv) THE BUILDING’S STRUCTURAL CONFIGURATION IS DESIGNATED AS REGULAR.

6. LATERAL FORCES ON FOUNDATION WALLS

a. WALLS RETAINING EARTH ARE DESIGNED TO SAFELY WITHSTAND A HORIZONTAL PRESSURE AT ANY DEPTH (h) GIVEN BY THE EXPRESSION:

P = K ( h + q) , WHERE K IS THE LATERAL EARTH PRESSURE COEFFICIENT P IS THE PRESSURE EXERTED HORIZONTALLY h IS THE DEPTH BELOW GRADE

IS THE UNIT WEIGHT OF SOIL q IS THE SURCHARGE ON THE GROUND SURFACE

b. FOUNDATION AND OTHER WALLS RETAINING EARTH HAVE BEEN DESIGNED FOR SURCHARGE OF 12 kPa

c. THE WALLS HAVE BEEN DESIGNED ASSUMING THAT THERE IS FREE-DRAINING BACKFILL, OR THAT OTHER PROVISIONS HAVE BEEN MADE, SUCH THAT THE WALLS ARE NOT SUBJECT TO HYDROSTATIC PRESSURE.

7. SNOW LOADS ON ROOFS

a. THE ROOFS HAVE BEEN DESIGNED WITH Ss = 0.9 kPa AND Sr = 0.4 kPa.

b. THE IMPORTANCE FACTOR, IS, IS 1.15 FOR ULS AND 0.9 FOR SLS.

c. ADDITIONAL SNOW ACCUMULATIONS ADJACENT TO HIGHER WALLS, ROOFS AND MECHANICAL UNITS ARE INDICATED ON THE DRAWINGS.

8. RAINWATER LOADS ON ROOFS

a. THE ROOFS HAVE BEEN DESIGNED FOR NO FLOW CONTROL DRAINAGE.

9. WIND UPLIFT OF ROOFS

a. ALL ROOF ELEMENTS INCLUDING JOISTS, METAL DECK, AND THEIR CONNECTIONS TO THE STRUCTURE ARE TO BE DESIGNED FOR UPWARD SUCTION DUE TO WIND. THE NET UPWARD DESIGN PRESSURES ARE NOTED ON THE RELEVANT PLANS.

10. LIVE AND OTHER LOADS

a. SEE NOTES BELOW FLOOR PLANS.

b. IN THE DESIGN OF COLUMNS, WALLS, BEAMS, FLAT SLABS ETC. THE INDICATED LIVE LOADS HAVE BEEN REDUCED AS PER TRIBUTARY AREA CONSIDERATIONS OF THE ONTARIO BUILDING CODE.

c. STRUCTURE SUPPORTING CURTAINWALL HAS BEEN DESIGNED FOR A MAXIMUM VERTICAL LIVE LOAD DEFLECTION OF 19 mm

11. FUTURE EXTENSIONS

a. THE STRUCTURE HAS NOT BEEN DESIGNED FOR ANY FUTURE EXTENSIONS.

020000 EXISTING CONDITIONS

1. THE DRAWINGS GOVERNING ALTERATIONS TO EXISTING STRUCTURAL WORK WERE PREPARED USING THE FOLLOWING ASSUMPTIONS:

a. THE WORKMANSHIP AND MATERIALS EMPLOYED ON THE EXISTING BUILDINGS WERE OF GOOD QUALITY AND THE BUILDING HAS NOT DETERIORATED SIGNIFICANTLY.

b. BEARING WALLS, STRUCTURAL STEEL, STRUCTURAL CONCRETE AND TIMBER FRAMING IS REASONABLY TRUE AND PLUMB.

2. EXISTING STRUCTURAL INFORMATION USED IN PREPARING THESE DOCUMENTS WERE TAKEN FROM THE FOLLOWING DOCUMENTS. REFER TO NOTE BELOW REGARDING VERIFICATION OF THE EXISTING INFORMATION.

a. CROFT CHAPTER HOUSE - “UNIVERSITY OF TORONTO UNIVERSITY COLLEGE” STRUCTURAL DRAWINGS S1-S5 (5 SHEETS TOTAL), PREPARED BY ERIC R. ARTHUR, WILSON NEWTON ROBERTS ASSOCIATE ARCHITECTS, DATED JAN 14, 1972.

b. CENTRAL TOWER AND WEST HALL – “UNIVERSITY OF TORONTO UNIVERSITY COLLEGE PHASE II” STRUCTURAL DRAWINGS S1-S5 (5 SHEETS TOTAL), PREPARED BY C.D. CARRUTHERS & WALLACE CONSULTANTS LIMITED, DATED MAY 31, 1974.

c. EAST HALL AND LIBRARY – “UNIVERSITY OF TORONTO UNIVERSITY COLLEGE PHASE III” STRUCTURAL DRAWINGS S1-S5 (5 SHEETS TOTAL), PREPARED BY C.D. CARRUTHERS & WALLACE CONSULTANTS LIMITED, DATED 15 SEP, 1976.

3. BEFORE PROCEEDING WITH ALTERATIONS TO STRUCTURAL MEMBERS, VERIFY THAT THE ASSUMPTIONS ON THE DRAWINGS ARE CORRECT. SHOULD THE ASSUMPTIONS NOT BE CORRECT, NOTIFY THE CONSULTANT IMMEDIATELY. THE CONSULTANT WILL DETERMINE REVISIONS NECESSARY TO THE WORK AS SHOWN. THE CONTRACTOR SHALL PROVIDE THE NECESSARY ASSISTANCE TO ENABLE THE CONSULTANT TO DETERMINE THE EXTENT OF THE REVISIONS NECESSARY.

4. INVESTIGATE THE EXISTING BUILDING TO DETERMINE ACTUAL FIELD CONDITIONS, TAKE FIELD DIMENSIONS AND PERFORM OTHER INSPECTION NECESSARY TO CARRY OUT DESIGN OF SHORING, BRACING AND THE LIKE, TO SCHEDULE THE SEQUENCE OF OPERATIONS, AND PREPARE SHOP DRAWINGS AND DETAILS.

5. DETERMINE THE NEED FOR, PROVIDE AND DESIGN SHORING, BRACING, NEEDLING, SCAFFOLDING, AND THE LIKE, IN ACCORDANCE WITH THE REQUIREMENTS OF THE ONTARIO BUILDING CODE, SO THAT LOADS APPLIED TO THEM WILL BE SAFELY CARRIED. SUPERIMPOSED LIVE LOADS, CONSTRUCTION LOADS AND WIND LOADS SHALL BE TAKEN INTO ACCOUNT AND THE LATERAL STABILITY OF THE ELEMENTS SUPPORTED AND THE SHORING AND NEEDLING SHALL BE INSURED.

6. PREPARE DESIGN OF SHORING, AND THE LIKE, IN CO-OPERATION WITH OTHER TRADES SO THAT NEW WORK MAY BE INSTALLED AS REQUIRED.

030000 CONCRETE

1. MATERIALS

a. CONCRETE

i) CONFORM TO THE REQUIREMENTS OF CSA STANDARD A23.1 (LATEST VERSION) AND THE FOLLOWING FOR STRENGTH, SLUMP, WATER-TO-CEMENTING MATERIALS CONTENT AND AIR CONTENT.

ii) NOMINAL MAXIMUM SIZE OF AGGREGATE SHALL BE 20 mm. USE SMALLER AGGREGATES AS APPROPRIATE IN AREAS OF CONGESTED REINFORCING STEEL OR TO IMPROVE WORKABILITY. MODIFY MIX DESIGNS TO SUIT.

CATEGORY DESCRIPTION

EX

PO

SU

RE

CL

AS

S

PE

R A

23.1

CO

NC

RE

TE

S

TR

EN

GTH

f'c

(M

Pa)

MA

X. W

/C

RA

TIO

AIR

C

ON

TE

NT

1 SCOPE

CM 1 FOUNDATION MIX

25 5%-8%

FOOTINGS AND CAPS

CM 2 SLAB ON GRADE MIX

25 INTERIOR SLABS ON GRADE

CM 3 COLUMN AND WALL MIX

30 CONCRETE COLUMNS AND WALLS NOT EXPOSED TO FREEZE THAW OR DE-ICING CHEMICALS

CM 4 TOPPING MIX 20 TOPPINGS ON CONCRETE.

CM 5 COMPOSITE DECK MIX

25 SLABS ON METAL DECK

CM 6 PAVING MIX C-2 32 0.45 5%-8%

EXTERIOR PAVING AND SIDEWALKS

CM 7 EXTERIOR WALL MIX

F-2 25 0.55 4%-7%

FOUNDATION WALLS AND OTHER WALLS EXPOSED TO FREEZE THAW BUT NOT EXPOSED TO DE-ICING CHEMICALS

CM 8 LEAN MIX 0.4 max.3

4-6% (EXTERIOR ONLY)

UNSHRINKABLE FILL

1. WHERE AGGREGATES SMALLER THAN 14 mm ARE USED, INCREASE AIR CONTENT BY 1%

2. REINFORCED CONCRETE EXPOSED TO DE-ICING CHEMICALS TO HAVE DCI CORROSION INHIBITOR @ 11L/cu.m. DOSAGE OR APPROVED EQUIVALENT

3. MAX. 25kg CEMENT/cu.m.

b. REINFORCEMENT:

i) CONFORM TO THE REQUIREMENTS OF CSA STANDARD G30 SERIES.

ii) REINFORCING BARS SHALL HAVE A MINIMUM YIELD STRENGTH fy = 400 MPa, AND WELDED WIRE FABRIC SHALL HAVE A MINIMUM YIELD STRENGTH OF fy = 386 MPa, SUPPLY IN FLAT SHEETS.

iii) WHERE WELDING OF REBAR IS INDICATED, WELDABLE GRADE REBAR SHALL BE USED.

2. EXECUTION

a. SLAB ON GRADE

i) PLACE SLABS ON GRADE ON MATERIAL CAPABLE OF SUSTAINING 24 kPa WITHOUT SETTLEMENT RELATIVE TO THE BUILDING FOOTINGS.

ii) BEFORE PLACING SLAB, PLACE 200 mm OF 20 mm MAXIMUM SIZE CLEAR CRUSHED STONE OVER THE SUB GRADE. THOROUGHLY ROLL AND CONSOLIDATE TO THE LINES AND LEVELS REQUIRED.

b. CONCRETE AND REINFORCEMENT

i) PROVIDE DOWELS TO WALLS AND COLUMNS SIMILAR IN NUMBER, SIZE, AND SPACING TO THE VERTICAL STEEL IN THE WALL OR COLUMN EXCEPT WHEN NOTED OTHERWISE.

ii) CONSTRUCTION JOINTS:

HORIZONTAL CONSTRUCTION JOINTS SHALL NOT BE MADE IN BEAMS OR JOISTS, UNLESS SHOWN OR REVIEWED BY THE CONSULTANT.

VERTICAL CONSTRUCTION JOINS MAY BE MADE ONLY AT MID-SPAN OF BEAMS, JOISTS, AND SLABS UNLESS OTHERWISE SHOWN OR DIRECTED AND THEIR LOCATION SHALL BE REVIEWED BY THE CONSULTANT.

PROVIDE 38x89 KEYS AT CONSTRUCTION JOINTS UNLESS NOTED OTHERWISE.

iii) NO SLEEVES TO BE PLACED VERTICALLY OR HORIZONTALLY THROUGH BEAMS WITHOUT BEING REVIEWED BY THE CONSULTANT.

iv) NO OPENINGS SHALL BE MADE IN FLAT SLAB COLUMN STRIPS UNLESS SHOWN OR REVIEWED BY THE CONSULTANT.

v) WELDING OF REBAR SHALL BE DONE IN ACCORDANCE WITH CSA W186.

c. CONCRETE COVER TO REINFORCEMENT:

i) CONFORM TO THE REQUIREMENTS OF CSA STANDARD A23.1 (LATEST VERSION) AND THE FOLLOWING FOR COVER TO REINFORCEMENT (mm):

NOT EXPOSED (N) AND FOR FIRE RATING:

LOCATION OR MEMBER FIRE RATING (HOURS)

UP TO 1 1.5 2 3 4

BEAMS AND GIRDERS

(PRINCIPAL REINFORCEMENT) 35M AND SMALLER

40 40 40 40 50

SLABS – 25M AND SMALLER 25 25 25 35 40

30M 30 30 30 35 40

35M 35 35 35 35 40

COLUMNS (VERTICAL BARS) – 35M AND SMALLER

40 40 50 50 63

WALLS – 25M AND SMALLER 25 40 50 50 63

30M 30 40 50 50 63

35M 35 40 50 50 63

STIRRUPS AND TIES 30

i) ADDITIONAL COVER REQUIREMENTS AS APPLICABLE:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:

i. 35M BARS AND SMALLER: 75mm

ii. 45M BARS AND LARGER: 2x THE NOMINAL BAR DIAMETER

CONCRETE EXPOSED TO CHLORIDES (C-1, C-3) (DOES NOT INCLUDE CONCRETE PROTECTED BY A WATERPROOFING MEMBRANE):

i. 30M BARS AND SMALLER: 60mm

ii. 35M BARS AND LARGER: 2x THE NOMINAL BAR DIAMETER

EXPOSED TO EARTH OR WEATHER (F-1, F-2)

i. 25M AND SMALLER: 40mm

ii. 30M BARS AND LARGER: 1.5x THE NOMINAL BAR DIAMETER

d. REINFORCING IN SLAB ON DECK

i) WELDED WIRE MESH REINFORCING IS TO BE CHAIRED AND SECURELY POSITIONED IN THE MIDDLE OF THE COVER SLAB OF ALL SLABS ON COMPOSITE STEEL DECK UNLESS OTHERWISE NOTED ON THE DRAWINGS.

e. ARCHITECTURAL CONCRETE

i) DESIGNATE CONCRETE AS ARCHITECTURALLY EXPOSED IN ACCORDANCE WITH THE FOLLOWING TABLE. REFER TO THE SPECIFICATION FOR SPECIFIC REQUIREMENTS FOR ARCHITECTURAL CONCRETE (AEC).

CATEGORY DESCRIPTION SCOPE

AEC 0 STANDARD CONCRETE ALL CONCRETE NOT DESIGNATED AS AEC BELOW.

AEC 1 BASIC ELEMENTS CONCRETE EXPOSED TO VIEW IN THE FINISHED BUILDING, BUT NOT IN GENERAL PUBLIC USE SUCH AS IN SIDE MECHANICAL ROOMS AND STAIRS USED EXCLUSIVELY FOR EMERGENCY EXITING INCLUDING.

AEC 2 PUBLIC ELEMENTS CONCRETE EXPOSED TO VIEW IN SPACES FREQUENTED BY THE PUBLIC BUT GENERALLY IN TRANSITION SUCH AS CORRIDORS OR FIELD HOUSE ACCESS STAIRS INCLUDING

AEC 3 IMPORTANT PUBLIC ELEMENTS SPACES THAT WILL BE OCCUPIED BY THE PUBLIC FOR SIGNIFICANT PERIODS OF TIME, BUT NOT CONSIDERED SHOWCASE SPACES SUCH AS LOBBIES AND MEZZANINES AROUND THE FIELD HOUSE INCLUDING

AEC 4 SHOWCASE ELEMENTS CONCRETE EXPOSED TO VIEW IN THE MOST IMPORTANT PUBLIC SPACES LIKE THE MAIN BUILDING LOBBY AND ENTRANCE LOBBY TO THE FIELD HOUSE INCLUDING:

f. WATERSTOPS

i) PROVIDE WATERSTOPS AT ALL CONCRETE JOINTS MORE THAN 600 MM BELOW GRADE.

040000 MASONRY

1. MATERIALS

a. ALL MASONRY UNITS SHALL COMPLY WITH THE REQUIREMENTS OF CSA STANDARD A371-04, MINIMUM NET AREA COMPRESSIVE STRENGTH, 15 MPa.

b. GROUT FILL - MINIMUM 28-DAY COMPRESSIVE STRENGTH, 10 MPA AND A 200-250 MM SLUMP.

c. MORTAR - CONFORM TO THE REQUIREMENTS OF CSA STANDARD A179-04, TYPE S.

2. EXECUTION

a. WHERE REINFORCING BARS, DOWELS, ANCHOR BOLTS, ETC. ARE SHOWN EMBEDDED IN MASONRY, BUILD THESE TIGHT INTO MASONRY VOIDS WITH GROUT FILL.

b. BENEATH STEEL AND CONCRETE BEAMS AND COLUMNS, PROVIDE A MINIMUM DEPTH OF 400 mm OF 100% SOLID MASONRY UNITS OR HOLLOW MASONRY UNITS FILLED SOLID, PROJECTING A MINIMUM OF 200 mm BEYOND THE EDGES OF BEARING PLATES, EXCEPT AS NOTED OTHERWISE.

c. BENEATH SLABS, METAL OR TIMBER DECK, AND STEEL OR TIMBER JOISTS, PROVIDE A MINIMUM DEPTH OF 200 mm OF 100% SOLID MASONRY UNITS OR HOLLOW MASONRY UNITS FILLED SOLID.

d. BENEATH STEEL, CONCRETE OR REINFORCED MASONRY LINTELS PROVIDE A MINIMUM LENGTH OF 200 mm AND A MINIMUM DEPTH OF 200 mm OF 100% SOLID MASONRY UNITS OR HOLLOW MASONRY UNITS FILLED SOLID.

e. BUILD MASONRY TIGHT INTO WEBS OF ALL WALL BEARING STEEL BEAMS AT THEIR POINTS OF BEARING.

f. BUILD MASONRY TIGHT INTO WEBS OF ALL STEEL COLUMNS.

g. WHERE 100% SOLID MASONRY UNITS ARE NOTED, THE MASONRY SHALL BE SET WITH FULLY FILLED JOINTS USING TYPE S MORTAR AS DEFINED IN CSA STANDARD A179-04.

h. PROVIDE CONTROL JOINTS IN MASONRY WALLS AS SHOWN IN TYPICAL DETAIL 0409.

i. LINTELS

i. PROVIDE LINTELS OVER ALL OPENINGS OR RECESSES IN MASONRY WALLS, INCLUDING THOSE FOR MECHANICAL OR ELECTRICAL SERVICE OR EQUIPMENT. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

ii. SEE TYPICAL DETAIL 0402 FOR LINTEL SIZES AND DETAILS UNLESS NOTED OTHERWISE.

iii. FIRE PROTECT LINTELS ABOVE OPENINGS MORE THAN 2m IN LOADBEARING WALLS AND MORE THAN 3m WIDE IN NON-LOADBEARING WALLS AS PER DIRECTION FROM THE ARCHITECT.

j. SUPPORT OF VENEER

i. MASONRY VENEER, WHERE PRESENT AND WHERE NOT SUPPORTED BY THE FOUNDATION, SHALL BE SUPPORTED AT EACH FLOOR, STARTING AT THE SECOND FLOOR (U/N) BY A

2017-12-22

ABBREVIATIONS 0001A. BOLT

ADJALT

ARCH

ASL

=

==

=

=

ANCHOR BOLT

ADJUSTABLEALTERNATE

ARCHITECTURAL

ADDITIONAL SNOW LOAD

B

BEWBLL

BUL

BLDGBM

BPL

BSMT

=

==

==

=

==

BOTTOM

BOTTOM EACH WAY

BOTTOM LOWER LAYER

BOTTOM UPPER LAYER

BUILDING

BEAM

BASE OR BEARING PLATE

BASEMENT

@ = AT

c/c, o/c

C/W

C

Cf

CANT

CA

CB

COL

CONC

CONSTR

CJ

CONT

==

==

==

==

=

==

=

CENTRE TO CENTRE

COMPLETE WITH

EPOXY COATED

FACTORED COMPRESSIVE

FORCE, kN

CANTILEVER

COLUMN ABOVE

COLUMN BELOW

COLUMN

CONCRETE

CONSTRUCTION

CONSTRUCTION JOINT

CONTINUOUS

DET

DIAG

DIA, Ø

DIM

DJ

DO

DL

DWG(S)

DWL(S)

==

=

=

==

=

==

DETAIL

DIAGONAL

DIAMETER, BAR

DIAMETER

DIMENSION

DOUBLE JOIST

DITTO

DEAD LOAD

DRAWING(S)

DOWEL(S)

EA

EFEW

EL

ELECTELEV

E-W

EQ

EXISTEXP JT

EXT

=

==

=

==

=

==

==

EACH

EACH FACE

EACH WAY

ELEVATION

ELECTRICAL

ELEVATOR

EAST-WEST

EQUAL

EXISTING

EXPANSION JOINT

EXTERIOR

FF

FDNFIN

FL

FTG

=

==

=

=

FAR FACE

FOUNDATION

FINISHED

FLOOR

FOOTING

GA

GALV

GEN

=

==

GAUGE

GALVANIZED

GENERAL

H, HORHEF, H EF

HEE

Hf

HSC

==

=

=

=

HORIZONTAL

HORIZONTAL EACH FACE

HOOKED EACH END

FACTORED HORIZONTAL

FORCE, kN

HORIZONTALLY SLOTTED

CONNECTION

IFINT

==

INSIDE FACE

INTERIOR

JT = JOINT

kNkg

kN.m

kN/sq.m

kN/m

kPa

==

=

=

==

KILONEWTON

KILOGRAM

KILONEWTON METRES

KILONEWTON PER

SQUARE METRE

KILONEWTON PER METRE

KILOPASCAL

LL

LG

LLVLLH

==

==

LIVE LOAD

LONG

LONG LEG VERTICAL

LONG LEG HORIZONTAL

MAX

MC, ►

MECHMEZZ

MIN

MISCML

mm

MOM

mMPa

Mfx

Mfy

==

=

==

=

==

==

=

=

=

MAXIMUM

MOMENT CONNECTION

MECHANICALMEZZANINE

MINIMUM

MISCELLANEOUSMIDDLE LAYER

MILLIMETRE

MOMENT

METRE, METRIC

MEGAPASCAL

FACTORED BENDING

MOMENT ABOUT X-AXIS,

kNm

FACTORED BENDING

MOMENT ABOUT Y-AXIS, kNm

N

NIC

NF

N-S

NTS

==

=

==

NEWTONS

NOT IN CONTRACT

NEAR FACE

NORTH-SOUTH

NOT TO SCALE

OF

OWSJ

OPEN

==

=

OUTSIDE FACE

OPEN WEB STEEL JOISTS

OPENING

PL

PC

PROJ

==

=

PLATE

PRECAST

PROJECTION

R

RADREF

REINF

REQ'D

REV

r/w, R/W

=

==

=

=

==

RADIUS, REACTION

RADIUS

REFERENCE

REINFORCE,

REINFORCEMENT

REQUIRED

REVISION, REVISED

REINFORCED WITH

SECT

SDF

SL

SOG

SPEC'S

STD

SQ

STRUCT

=

=

==

==

=

=

SECTION

STEP DOWN FOOTING

SLAB

SLAB ON GRADE

SPECIFICATIONS

STANDARD

SQUARE

STRUCTURAL

TTEW

TMf

Tf

TJ

TLLTUL

TEMPTYP

==

=

=

=

=

==

=

TOP

TOP EACH WAY

FACTORED TORSIONAL

MOMENT, kNm

FACTORED TENSION

FORCE, kN

TIE JOIST

TOP LOWER LAYER

TOP UPPER LAYER

TEMPERATURE

TYPICAL

UL

U/N

U/S

=

=

=

UPPER LAYER

UNLESS OTHERWISE

NOTED

UNDERSIDE

WPLWWF

WWM

W/, w/

wD, wL

==

=

==

WALL PLATE

WELDED WIRE FABRIC

WELDED WIRE MESHWITH

UNIFORMLY

DISTRIBUTED LOADS

FACTORED SHEAR

FORCE, kN OR

VERTICAL

VERTICAL EACH FACE

VERTICAL BRACING

VERTICALLY SLOTTED

CONNECTION

Vf

V, VERT

VEF, V EFVBR

VSC

=

=

=

FACTORED VERTICALFORCE, kN

REINFORCEMENT DEVELOPMENT LENGTHS

TABLE 5 - COMPRESSION LAP SPLICE

LENGTH (mm)

BAR

SIZEUSUAL CONFINEMENT

10

15

2025

30

35

TABLE 4 - COMPRESSION DEVELOPMENT

LENGTH (mm)

1015

20

25

30

3545

55

f'c=25MPaf'c=20MPa

TABLE 2 - TENSION LAP SPLICE (CLASS B)

LENGTH (mm)TABLE 1 - TENSION DEVELOPMENT LENGTH

(mm)

20MPa 25MPa 30MPa 35MPa 40MPa

f'c≥30MPa

300

430

580900

1080

1260

1620

1980

300

390

530820

990

1150

1480

1810

300

370

490760

910

1060

1370

1680

300

340

460710

850

1000

1290

1570

420

630

8401315

1575

1840

380

560755

1170

1405

1640

340

510

6901070

1290

1495

315

485

640990

1180

1405

300

445600

925

1105

1300

210320

430

540

640

750970

1180

200290

380

480

580

670860

1060

200260

350

440

530

620790

970

300

440

580730

880

1020

10

15

2025

30

35

4555

320

480

640

10101210

1410

1820

2220

0301

BAR

SIZE

BAR

SIZE

NOTE: 45M AND 55M BARS SHALL BE

SPLICED WITH MECHANICAL

CONNECTORS

TABLE 6 - STANDARD HOOK DIMENSION FOR

BLACK REINFORCING.

10

1520

25

30

3545

55

180

260310

400

510

610

790

1030

140

180220

280

400

480

680

900

180

250300

400

490

590

770

1010

130

170200

280

350

430

620

830

BAR

SIZE

400R OR 500R 400W OR 500W

90° HOOK

(mm)

180° HOOK

(mm)

90° HOOK

(mm)180° HOOK

(mm)

REFER TO REINFORCING STEEL MANUAL OF

STANDARD PRACTICE FOR MORE INFORMATION.

f'c

20MPa 25MPa 30MPa 35MPa 40MPa

10

15

2025

30

35

4555

BAR

SIZE

f'c

LAP SPLICES NOT PERMITTED

TABLE 3 - DEVELOPMENT LENGTH (mm)

FOR STANDARD HOOKS.

155

240

315

390

470550

977

1261

150

210

280

350

420430

874

1128

150

190

260

320

385450

798

1030

150

175

240

295

360415

739

953

150

170

225

280

330385

691

892

20MPa 25MPa 30MPa 35MPa 40MPa

10

15

20

25

3035

45

55

BAR

SIZE

f'c

CONTINUOUS SHELF ANGLE. SUPPORT OF THE ANGLE SHALL BE AS SHOWN ON THE DRAWINGS BUT AT A MAXIMUM OF 1200o/c AND 300mm FROM ENDS AND CONTROL JOINTS.

ii. COORDINATE LOCATIONS OF CONTROL JOINTS WITH ARCHITECTURAL ELEVATIONS. CONTINUOUS LENGTH OF ANGLE IS NOT TO EXCEED 6000mm. PROVIDE A 13mm GAP BETWEEN LENGTHS.

k. SEE TYPICAL DETAILS 0405, 0406, 0407, 0408 AND 0410, AS APPROPRIATE.

050000 STRUCTURAL STEEL:

1. MATERIALS

a. WIDE FLANGE SHAPES - CONFORM TO THE REQUIREMENTS OF ASTM A992/A992M, Fy=345MPa

b. HSS MEMBERS - CONFORM TO THE REQUIREMENTS OF G40.21 350W CLASS C

i) NOTE THAT ASTM A500 IS NOT AN ACCEPTABLE ALTERNATE FOR HSS MEMBERS WITHOUT REVIEW AND RESIZING (INCREASED SECTION SIZE OR WALL THICKNESS) BY THE CONSULTANT.

c. CHANNELS AND ANGLES – CONFORM TO THE REQUIREMENTS OF CSA G40.21 GRADE 350W

d. BOLTS, NUTS AND WASHERS – "[ASTM F3125, GRADE A325]"

e. HEADED STUD- CONFORM TO CSA W59 APPENDIX H, WITH TENSILE STRENGTH OF 450MPa AND YIELD STRENGTH OF 350MPa

f. ANCHOR RODS – CONFORM TO THE REQUIREMENTS OF CSA G40.21 GRADE 300W UNLESS NOTED OTHERWISE.

g. ALL OTHER - CONFORM TO THE REQUIREMENTS OF CSA G40.21 GRADE 300W

h. STEEL JOISTS - CONFORM TO CAN/CSA-S16-09

i. METAL DECK: - CONFORM TO THE REQUIREMENTS OF CAN/CSA-S136-07.

2. EXECUTION

a. PROVIDE A MINIMUM BEARING OF 200 mm FOR ALL STEEL BEAMS BEARING ON MASONRY AND A MINIMUM OF 100 mm ON STRUCTURAL STEEL, UNLESS NOTED OTHERWISE.

b. CENTRE BEARING PLATES UNDER BEAMS, OR AS NOTED.

c. BEARING PLATE DIMENSION GIVEN FIRST INDICATES SIDE PARALLEL TO BEAM WEB.

d. NO STRUCTURAL STEEL SHALL BE CUT WITHOUT THE PERMISSION OF THE CONSULTANT.

e. WHERE COLUMNS ARE STABILIZED BY WALLS PROVIDE COLUMN ANCHORS AT ABUTTING WALLS. PROVIDE TEMPORARY BRACING UNTIL WALLS ARE BUILT TIGHT TO COLUMNS.

f. PROVIDE FRAMING AROUND ALL OPENINGS IN METAL DECK AS SPECIFIED. REFER TO TYPICAL DETAIL 0504 FOR DETAILS. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

g. PROVIDE FULL HEIGHT WEB STIFFENERS AT ALL BEAMS BEARING ON COLUMNS AND ALL BEAMS SUPPORTING COLUMNS. WEB STIFFENERS SHALL BE OF THE SAME SIZE AND THICKNESS AS THE COLUMN FLANGES AND SHALL ALIGN WITH THE FLANGES OF THE SUPPORTING COLUMN.

h. CONNECT BEAMS FOR THE FACTORED REACTIONS INDICATED ON THE DRAWINGS. IF BEAM REACTIONS ARE NOT INDICATED, THE CONNECTIONS SHALL BE DESIGNED FOR ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY OF THE SIMPLE SPAN BEAM FOR THE GIVEN SPAN PRESENTED IN THE CISC HANDBOOK OF STEEL CONSTRUCTION. BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO BOLTS.

i. DESIGNATE STEEL AS ARCHITECTURALLY EXPOSED IN ACCORDANCE WITH THE FOLLOWING TABLE. REFER TO THE SPECIFICATION FOR SPECIFIC REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS).

CATEGORY DESCRIPTION SCOPE

SSS STANDARD STRUCTURAL STEEL

ALL STRUCTURAL STEEL NOT DESIGNATED AS AESS BELOW.

AESS 1 BASIC ELEMENTS

AESS 2 FEATURE ELEMENTS (VIEWED AT A DISTANCE > 6m)

AESS 3 FEATURE ELEMENTS (VIEWED AT A DISTANCE <= 6m)

AESS 4 SHOWCASE ELEMENTS

AESS C CUSTOM ELEMENTS

j. PROTECTION: REFER TO THE SPECIFICATION FOR SPECIFIC REQUIREMENTS FOR ANY COATING SYSTEMS.

k. ALL STRUCTURAL STEEL LOCATED OUTSIDE OF THE BUILDING ENVELOPE OR EXPOSED TO HIGH HUMIDITY OR MOISTURE SHALL BE FULLY GALVANIZED IN ACCORDANCE WITH ASTM A123/A123M TO A MINIMUM ZINC COATING AS DICTATED IN TABLE 1 OF A123/A123M. WHERE GALVANIZING IS DAMAGED, THE COATING SHALL BE REPAIRED IN ACCORDANCE WITH ASTM A780/A780M.

l. ALL STEEL CONCEALED FROM VIEW AND NOT EXPOSED TO WEATHER OR HIGH HUMIDITY SHALL BE BLACK, EXCEPT AS FOLLOWS:

i) REFER TO PLANS FOR SPECIFIC ELEMENTS.

m. ALL STEEL EXPOSED TO VIEW AND NOT EXPOSED TO WEATHER OR HIGH HUMIDITY SHALL BE PRIMED (SERVICE GRADE) AND FINISHED AS PER ARCHITECTURAL, EXCEPT AS FOLLOWS:

i) REFER TO PLANS FOR SPECIFIC ELEMENTS.

053100 STEEL DECKING:

1. MATERIALS

a. STEEL DECKING PER PLAN AND CONFORMING TO CAN/CSA-S136 AND THE FOLLOWING;

i) CSSBI 10M FOR ROOF DECKING.

ii) CSSBI 12M FOR FLOOR DECKING.

b. MINIMUM ZINC COATING OF Z275 FOR EXTERIOR DECKING AND DECKING EXPOSED TO VIEW.

c. MINIMUM ZINC COATING OF ZF75 FOR INTERIOR DECKING NOT EXPOSED TO VIEW.

d. MINIMUM 1.22mm STEEL CONFORMING TO ABOVE STANDARDS FOR COVER PLATES, CELL CLOSURES, WEB STIFFENERS, EDGE STRIPS AND FLASHINGS.

e. FORM ROOF DECK WITH INTEGRAL RIBS OF A SHAPE TO MATCH EXISTING DECK WHERE REPAIR/REPLACEMENT OF EXISTING DECK IS REQUIRED.

2. EXECUTION

a. DESIGN DECK IN ACCORDANCE WITH THE REQUIREMENTS OF THE ONTARIO BUILDING CODE.

b. DESIGN AND CONNECT METAL EDGE AND CLOSURE STRIPS, METAL SCREEDS, FLASHINGS AND THE LIKE.

c. DESIGN FRAMING FOR 450mm OR SMALLER OPENINGS IN ROOF DECK, AND 300mm OR SMALLER OPENINGS IN FLOOR DECK. REINFORCE OPENINGS OVER 150mm, AS REQUIRED.

d. PLACE SHEETS IN MINIMUM 3 SPAN LENGTHS. BEAR ENDS MINIMUM 50mm.

e. LAP ENDS OF NON-COMPOSITE DECK UNITS A MINIMUM OF 50mm AND ONLY OVER SUPPORTING MEMBERS.

f. AS A MINIMUM, WELD DECK TO SUPPORTS AND PERIMETER ELEMENTS WITH 20mm PUDDLE WELDS AT MAXIMUM 400mm o/c OR EVERY SECOND FLUTE, WHICHEVER IS LESS.

g. AS A MINIMUM, FASTEN SIDE JOINTS OF DECK UNITS BETWEEN SUPPORTS BY CLINCHING AT 600mm INTERVALS OR WITH 25mm LONG WELDS AT 1000mm INTERVALS.

h. PAINT WELDS AND REPAIR DAMAGED COATING WITH GALVACON COATING.

i. DO THE FOLLOWING WHERE DECKING IS EXPOSED TO VIEW;

i) LAP ENDS OF DECK UNITS ONLY OVER SUPPORTING MEMBERS. NO SEAMS ARE PERMITTED WITHIN SPANS.

ii) KEEP DECK FREE OF DIRT, SCALE, FOREIGN MATTER, DENTS OR DEFORMATIONS.

iii) KEEP FUSION WELDS WELL WITHIN THE BEARING WIDTH OF SUPPORTING MEMBERS.

iv) AVOID WELD DAMAGE TO THE DECK OR ITS SUPPORTS.

060000 WOOD

1. MATERIALS

a. SAWN LUMBER i) CONFORM TO THE REQUIREMENTS OF CSA-O141 ii) SPECIES – SPRUCE-PINE-FIR iii) GRADE – No.1/No.2

b. PLYWOOD SHEATHING i) CONFORM TO THE REQUIREMENTS OF CSA O121 AND CSA O151 ii) FLOOR AND ROOF SHEATHING TO BE TONGUE AND GROOVE.

c. GLUED-LAMINATED TIMBER i) CONFORM TO CAN/CSA-0122 ii) SPECIES - "[DOUGLAS FIR-LARCH]" [HEM-FIR] [SPRUCE-PINE] iii) BENDING STRESS GRADE - [20f-E] [20f-EX] [24f-E] [24f-EX] iv) COMPRESSION STRESS GRADE - [12c-E] [16c-E] v) TENSION STRESS GRADE - [14t-E] [18t-E] vi) APPEARANCE GRADE - [INDUSTRIAL] [COMMERCIAL] [QUALITY]

d. CONNECTIONS

i) ALL WOOD TO WOOD CONNECTIONS OR WOOD TO STEEL CONNECTIONS, UNLESS OTHERWISE NOTED, ARE TO BE THE APPROPRIATE SIMPSON STRONG-TIE HANGER OR APPROVED EQUIVALENT, SIZED FOR THE CONNECTION FORCE AND MEMBER CONFIGURATION INDICATED.

ii) NAILS ARE TO BE COMMON STEEL WIRE NAILS CONFORMING TO THE REQUIREMENTS OF ASTM F1667 OR CSA B111. NAILS SHALL HAVE A MINIMUM DIAMETER (CORRESPONDING TO NAIL LENGTH) AS FOLLOWS: 2.87mm (FOR 57mm LONG NAILS); 3.25mm (62mm LONG); 3.66mm (76mm AND 82mm LONG); 4.88mm (102mm LONG).

iii) WOOD SCREWS ARE TO CONFORM TO THE REQUIREMENTS OF ASTM B18.6.1. REFER TO CSA O86 FOR DIAMETER AND MINIMUM YIELD STRENGTH INFORMATION.

iv) BOLTS, NUTS AND WASHERS: ASTM A307 OR SAE J429 GRADE 2. v) LAG SCREWS ARE TO CONFORM TO THE REQUIREMENTS OF ASTM B18.2.1 vi) ALL LAG BOLTS, THRU BOLTS AND OTHER HARDWARE TO BE HOT DIPPED GALVANIZED vii) ALL LAG BOLTS SHALL HAVE SHARP THREADS FOR AT LEAST ONE-HALF THE TOTAL BOLT

LENGTH, UP TO 152 mm (6”) THREADED LENGTH. LAG BOLT WITH DULL THREADS OR INSUFFICIENT THREADED LENGTH WILL BE REJECTED OUTRIGHT.

viii) UNLESS OTHERWISE APPROVED BY THE CONSULTANT, ALL NAILS ARE TO HAVE FULL ROUND HEADS; CLIPPED HEAD NAILS ARE NOT ACCEPTABLE. NAILS ARE TO BE DRIVEN FLUSH; DO NOT OVERDRIVE NAILS.

ix) HOLD DOWNS SHALL BE INSTALLED IN DOUBLE STUDS AT THE END OF THE SHEAR WALL UNLESS NOTED OTHERWISE. SHOULD THE HOLD DOWN BE LOCATED INWARD FROM THE WALL END DUE TO FIELD CONDITIONS, THE SHEATHING SHALL BE NAILED TO THE DOUBLE STUDS CARRYING THE HOLD DOWN WITH EDGE NAIL SPACING.

2. EXECUTION

a. PROTECT ALL WOOD PRODUCTS FROM DAMAGE AND STAINING DUE TO WETTING AND MOISTURE.

b. PROTECT INSTALLED DECKING AND SHEATHING FROM EXCESSIVE MOISTURE UNTIL FINAL WATERPROOFING IS COMPLETE. ENSURE SURFACES THAT ARE TO RECEIVE FINISHES MEET MANUFACTURERS REQUIREMENTS FOR MAXIMUM MOISTURE CONTENT FOR THE FINISH SPECIFIED.

c. DIMENSION LUMBER WITH SMALLER NOMINAL DIMENSION OF 2 INCHES (“2-BY- “) PRESERVATIVE TREATED FOR EXTERIOR APPLICATIONS SHALL NOT BE INCISED. IF INCISED LUMBER IS TO BE USED, CONFIRM MEMBER SIZES WITH THE ENGINEER PRIOR TO CONSTRUCTION.

310000 FOUNDATIONS

1. A SOIL INVESTIGATION HAS BEEN COMPLETED. READ THIS REPORT, AND BE THOROUGHLY FAMILIARIZED WITH ITS FINDINGS.

2. FOUND ALL FOOTINGS AND UNDERPINNING ON NATURALLY CONSOLIDATED UNDISTURBED SOIL CAPABLE OF SAFELY SUSTAINING AN ULTIMATE BEARING VALUE OF 225 kPa AND AN ALLOWABLE BEARING VALUE OF 150 kPa.

3. FOUND FOOTINGS EXPOSED TO FREEZING BELOW THE LEVEL AT WHICH POTENTIAL DAMAGE RESULTING FROM FROST ACTION CAN OCCUR, BUT A MINIMUM OF 1200mm BELOW FINISHED GRADE IF NOT NOTED TO BE FOUNDED LOWER.

4. THE LINE OF SLOPE BETWEEN ADJACENT FOOTINGS OR EXCAVATIONS OR ALONG STEPPED FOOTINGS SHALL NOT EXCEED A RISE OF 7 IN A RUN OF 10. AT STEPS CONSTRUCT LOWER FOOTINGS PRIOR TO CONSTRUCTING HIGHER FOOTINGS.

5. DO NOT PLACE BACKFILL AGAINST WALLS RETAINING EARTH (OTHER THAN CANTILEVER WALLS) UNTIL THE FLOOR CONSTRUCTION AT TOP AND BOTTOM OF THE WALLS IS POURED AND HAS ATTAINED 70% OF ITS SPECIFIED STRENGTH.

6. CARRY OUT BACKFILLING AGAINST FOUNDATION WALLS WHERE THERE IS GRADE ON BOTH SIDES IN SUCH A MANNER THAT THE LEVEL OF BACKFILLING ON ONE SIDE OF THE WALL IS NEVER MORE THAN 500 mm DIFFERENT FROM THE LEVEL ON THE OTHER SIDE OF THE WALL.

7. PROVIDE FOOTINGS AS PER TYPICAL DETAIL 0306 FOR ALL LOAD BEARING MASONRY WALLS AND ALL NON-LOAD BEARING MASONRY WALLS THICKER THAN 190 mm. ALL NON-LOAD BEARING MASONRY WALLS 190 mm OR LESS SHALL REST ON A THICKENING OF THE SLAB ON GRADE AS PER THE TYPICAL DETAIL OR AS NOTED ON DRAWINGS.

310001 UNDERPINNING

1. REFER TO DRAWINGS FOR APPLICABLE UNDERPINNING PLANS, SECTIONS AND TYPICAL DETAILS.

2. MATERIALS:

a. CONCRETE: MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS, f’c= 25 MPa.

b. GROUT: APPROVED NON-SHRINK PRE-MIXED DRY-PACK BAG GROUT WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS, f’c= 35 MPa.

3. EXECUTION

a. CONSTRUCT UNDERPINNING IN SEGMENTS WITH A MAXIMUM LENGTH OF 1200 mm (4’-0”).

b. UNDERPINNING SHALL BE CONSTRUCTED IN A MINIMUM OF THREE CONSECUTIVE STAGES AS SHOWN NUMBERED 1, 2 AND 3 ABOVE AND ON PLANS. CONSTRUCT ALL SEGMENTS NUMBERED “1”, THEN ALL SEGMENTS NUMBERED “2”, AND FINALLY ALL SEGMENTS NUMBERED “3”.

c. AT ALL TIMES, ENSURE THAT THERE IS A MINIMUM LENGTH OF 2400 mm (8’-0”) FULLY SUPPORTED ON UNDISTURBED SOIL OR ON NEW UNDERPINNING BETWEEN EXCAVATED SEGMENTS.

d. INSTALL UNDERPINNING AS FOLLOWS:

i) EXCAVATE TO THE REQUIRED ELEVATION, LEAVING A TEMPORARY BERM SLOPED AT 7V:10H AGAINST THE EXISTING FOOTING.

ii) FOR EACH SEGMENT IN TURN, EXCAVATE THE BERM AND THE SOIL UNDER THE EXISTING FOOTING FOR THE WIDTH OF THE SEGMENT.

iii) IMMEDIATELY POUR UNDERPINNING THE SAME WIDTH AS THE FOOTING, STOPPING 75 mm (3”) BELOW THE UNDER SIDE OF THE FOOTING. ENSURE THAT NO VOIDS EXIST BETWEEN THE SOIL FACE AND THE UNDERPINNING.

iv) AFTER A MINIMUM OF 48 HOURS AFTER POURING, COMPLETELY FILL THE GAP BETWEEN THE UNDERPINNING AND THE FOOTING WITH GROUT.

v) AFTER GROUT HAS ATTAINED A MINIMUM OF 50% OF ITS SPECIFIED STRENGTH, PROCEED WITH THE FOLLOWING SEGMENTS IN A SIMILAR MANNER.

vi) ADEQUATELY SHORE THE EXISTING WALL AND UNDERPINNING UNTIL THE NEW STRUCTURE CAN SAFELY SUPPORT THE LATERAL EARTH PRESSURE.

e. VERTICAL HEIGHT OF UNDERPINNING SHALL NOT EXCEED 1200 mm (4’-0”) UNLESS IT IS CONSTRUCTED IN MULTIPLE LIFTS, EACH NOT EXCEEDING 1200 mm (4’-0”).

f. WHERE UNDERPINNING HAS THE POTENTIAL TO BE BELOW THE WATER TABLE OR WHERE DRAINAGE MAY BE A PROBLEM, PROVIDE A CONTINUOUS BENTONITE STRIP AT ALL COLD JOINTS BETWEEN NEW AND EXISTING OR PREVIOUSLY POURED CONCRETE.

g. REFER TO MECHANICAL AND/OR ARCHITECTURAL DRAWINGS FOR WEEPING TILE REQUIREMENTS.

2017-12-22

0308BTYPICAL UNDERPINNING DETAILS

CLEAN U/S OF

EXIST. FOOTING

PRIOR TO POURING

NEW CONCRETE

TYPICAL UNDERPINNING FOR FROST PROTECTION AT BASEMENT WALKOUT

1:20

120

0 M

IN.

BE

LO

W G

RA

DE

75 NON-

SHRINK

GROUT

NE

W

UN

DE

RP

INN

ING

CLEAN U/S OF

EXIST. FOOTING

PRIOR TO POURING

NEW CONCRETE

EXISTING

BASEMENT SLAB

SAWCUT AND

MAKE GOOD SILL

NEW DOOR

OPENING

WALKOUT

SLAB

EXISITNG

FOUNDATION

WALL

TYPICAL UNDERPINNING DETAIL AT LOWERED BASEMENT

1:20

ALL AROUND

WEEP

ING

TILE IF

REQ

UIR

ED

50 MIN

.

SH

RIN

K

GR

OU

T1

200

MA

X.

NE

W U

ND

ER

PIN

NIN

G75

NO

N-

MAX. 10

7

ANGLE OF REPOSE

2500

MA

X. U

NS

UP

OR

TE

D H

EIG

HT

SEE PLAN

FOR SLAB

EXIST. SLAB

TO BE REMOVED

SEE PLAN

GRADE

EXISTING

FOUNDATION

WALLADJACENT

BUILDING

FOUNDATION

READ THIS DETAIL IN CONJUNCTION WITH TYPICAL

UNDERPINNING DETAIL 0308A

300

PAD OR STRIP

FOOTING

SLOPE AS PER SOIL

INVESTIGATION REPORT,

OR 7:10 (VER:HOR)

SUMP PIT NOTES:

1. REFER TO ACHITECTURAL AND MECHANICAL

DRAWINGS FOR SUMP PIT LOCATIONS.

2. WHERE SUMP PITS UNDERMINE STRIP OR PAD

FOOTINGS, LOWER THE U/S OF FOOTINGS

ELEVATIONS FROM THOSE SHOWN ON PLAN

AS PER TYPICAL DETAIL 0306.

3. THE SUMP PITS DO NOT HAVE TO BE CAST IN

PLACE REINFORCED CONCRETE. REFER TO

MECHANICAL SPECIFICATIONS FOR

REQUIREMENTS.

SLOPE AS PER SOIL

INVESTIGATION REPORT,

OR 7:10 (VER:HOR) 10@400 EACH WAY

(3 BARS BOTTOM MIN.)

200

150

SLAB REINFORCING

10

00 M

AX

.

10@250 EACH WAY

(3 BARS MIN).

PROVIDE SHORING

IN TRENCHES OVER

1200mm IN DEPTH

DURING BACKFILLING

10@250 H&V

150

500

200

25

00 M

AX

.

1-15 ALL AROUND500

0309SUMP PITS AND TRENCHES

300

OV

ER

75

0 B

UT

NO

T

GR

EA

TE

R T

HA

N 2

000

REINFORCEMENT

SEE PLAN

SAWCUT SHOWN

THUS. TYP.CONSTRUCTION

JOINT AROUND

COLUMNWIDE FLANGE COLUMNHSS OR CONC. COLUMN

300 MIN

SAWCUTS AT COLUMN

EXTEND SAWCUT

AS CLOSE AS

PRACTICAL WITHOUT

MARKING COLUMN

NOTE: U/N REFER TO ARCH

FOR SAWCUT LAYOUT

STEEL STAIRS SUPPORTED ON GRADE

STAIR

STRINGER

2-15

20

0

400

CONCRETE STAIRS SUPPORTED ON GRADE

20

0

4002-15

REINFORCEMENT

SEE PLAN

DOWELS

10@300

x 750 LONG

ISOLATION JOINT AROUND COLUMN

80±

COLUMN

POUR CONCRETE

AROUND COLUMN

MIN. 7 DAYS AFTER

POURING

SURROUNDING

SLAB

TYPICAL SAWCUTSTEPS OVER 750 BUT NOT

GREATER THAN 2000STEPS UP TO 750

CONSTRUCTION JOINT

REINF. AT MID DEPTH.

SEE PLAN (DO NOT CUT)

SAWCUT @ 25 TIMES

SLAB THICKNESS MAX.

AND LESS THAN 4.5m. c/c.

D

D/4

REINF. - SEE PLAN

500

PROVIDE SHORING

DURING BACKFILLING

10@250 EA. WAY1-15T&B

10M

@2

50 H

&V

50

0

25 COVER

150

1

1 t

REINF. - SEE PLAN

75

0

MA

X.

t

300

FIRST POURSECOND POUR

0311SLABS ON GRADE - JOINTS, STEPS, SAWCUTS, STAIRS

0308A

2 1 3 2 1

2 1 3 2 1

3 2

3 2

1

UNDERPINNING NOTES:

1. REFER TO DRAWINGS FOR APPLICABLE UNDERPINNING PLANS, SECTIONS AND TYPICAL DETAILS.

2. MATERIALS:

a) CONCRETE: MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS, f'c=25 MPa.

b) GROUT: APPROVED NON-SHRINK PRE-MIXED DRY-PACK BAG GROUT WITH A MINIMUM COMPRESSIVE

STRENGTH AT 28 DAYS, f'c=35 MPa.

3. CONSTRUCT UNDERPINNING IN SEGMENTS WITH A MAXIMUM LENGTH OF 1200 mm (4'-0").

4. UNDERPINNING SHALL BE CONSTRUCTED IN A MINUMUM OF THREE CONSECUTIVE STAGES AS SHOWN NUMBERED

1, 2 AND 3 ABOVE AND ON PLANS. CONSTRUCT ALL SEGMENTS NUMBERED "1", THEN ALL SEGMENTS NUMBERED "2",

THEN ALL SEGMENTS NUMBERED "3", AND SO ON. MAINTAIN A MINIMUM SPACING OF 2400mm BETWEEN SEGMENTS

UNDERPINNED AT THE SAME TIME (i.e. BETWEEN TWO SEGMENTS NUMBERED "1").

5. AT ALL TIMES, ENSURE THAT THERE IS A MINIMUM LENGTH OF 2400 mm (8'-0") FULLY SUPPORTED ON UNDISTURBED

SOIL OR ON NEW UNDERPINNING BETWEEN EXCAVATED SEGMENTS.

6. INSTALL UNDERPINNING AS FOLLOWS:

a) EXCAVATE TO THE REQUIRED ELEVATION, LEAVING A TEMPORARY BERM SLOPED AT 7V:10H AGAINST THE

EXISTING FOOTING.

b) FOR EACH SEGMENT IN TURN, EXCAVATE THE BERM AND THE SOIL UNDER THE EXISTING FOOTING FOR THE

WIDTH OF THE SEGMENT.

c) IMMEDIATLY POUR UNDERPINNING THE SAME WIDTH AS THE FOOTING, STOPPING 75 mm (3") BELOW THE

UNDERSIDE OF THE FOOTING. ENSURE THAT NO VOIDS EXIST BETWEEN THE SOIL FACE AND THE

UNDERPINNING.

d) AFTER A MINIMUM OF 48 HOURS AFTER POURING, COMPLETELY FILL THE GAP BETWEEN THE UNDERPINNING

AND THE FOOTING WITH GROUT.

e) AFTER GROUT HAS ATTAINED A MINIMUM OF 50% OF ITS SPECIFIED STRENGTH, PROCEED WITH THE

FOLLOWING SEGMENTS IN A SIMILAR MANNER.

7. ADEQUATELY SHORE THE EXISTING WALL AND UNDERPINNING UNTIL THE NEW STRUCTURE CAN SAFELY SUPPORT

THE LATERAL EARTH PRESSURE.

8. VERTICAL HEIGHT OF UNDERPINNING SHALL NOT EXCEED 1200 mm (4'-0") UNLESS IT IS CONSTRUCTED IN MULTIPLE

LIFTS, EACH NOT EXCEDDING 1200 mm (4'-0").

9. WHERE UNDERPINNING HAS THE POTENTIAL TO BE BELOW THE WATER TABLE OR WHERE DRAINAGE MAY BE A

PROBLEM, PROVIDE A CONTINUOUS BENTONITE STRIP AT ALL COLD JOINTS BETWEEN NEW AND EXISTING OR

PREVIOULSY POURED CONCRETE.

10. REFER TO MECHANICAL AND/OR ARCHITECTURAL DRAWINGS FOR WEEPING TILE REQUIREMENTS.

11. WHERE EXISTING SERVICES RUN THROUGH UNDERPINNING, WRAP THE PIPE WITH 50mm OF COMPRESSIBLE

MATERIAL PRIOR TO CONCRETE POUR.

STEP UNDERPINNING

SHOWN IF REQUIRED

MAXIMIM RISE = 600

MINIMUM RUN = 900

SAMPLE PLAN

NTS75 mm NON-SHRINK

GROUT, TYP.

POURED CONCRETE

UNDERPINNING1200 MAX. 1200 MAX. TYP.

SAMPLE ELEVATION

N.T.S.

TYPICAL UNDERPINNING: PLAN AND ELEVATIONS

2400 MIN.

60

0 M

AX

.

SE

E N

OT

E 8

READ THIS DETAIL IN CONJUNCTION WITH

TYPICAL UNDERPINNING DETAILS 0308B

75

MIN

.

150 MIN.

10M BARS @800 c/c

EPOXY INTO HOLES

DRILLED INTO WALL

1-15T

CONT.

EXISTING SLAB

TO BE REMOVED

EXIST. FOUNDATION

WALL

EXISTING FOOTING

UNDISTURBED

SOIL

1-15 CONT.

150 MIN.

10

7 MAX.

50

MIN

.

ALL

AR

OU

ND

LOCATION OF

WEEPING TILE

IF REQUIRED REFER TO

ARCH. OR MECH. DWGS

CONCRETE SLAB

SEE PLAN

CONSTRUCTION JOINT

IF REQUIRED

TYPICAL SECTION THROUGH BENCHING

NOTES:

1. CONFORM TO THE REQUIREMENTS OF THE ONTARIO BUILDING CODE 2006 AND ANY

APPLICABLE ACTS OF AUTHORITIES HAVING JURISDICTION.

2. MATERIALS:

CONCRETE - 25 MPa AT 28 DAYS WITH A SLUMP OF 50 TO 110 mm.

REINFORCING STEEL - MINIMUM YIELD STRENGTH Fy=400 MPa.

EPOXY ANCHORS - HILTI HY150 INJECTION ADHESIVE ANCHORS OR APPROVED EQUAL.

3. DO WORK IN A MANNER THAT AVOIDS DAMAGE TO ADJACENT STRUCTURES, UTILITIES,

ROADS AND SIDEWALKS.

4. PROVIDE ALL BRACING, SHORING AND NEEDLING NECESSARY FOR THE SAFE EXECUTION

OF THE WORK.

5. WHERE THERE IS SOIL PRESSURE AGAINST THE EXTERIOR FACE OF THE EXISTING WALL,

PROVIDE ADEQUATE LATERAL RESTRAINT TO THE BOTTOM OF THE WALL UNTIL THE NEW

BENCHING AND SLAB ON GRADE ARE INSTALLED AND THE CONCRETE HAS ACHIEVED AT

LEAST 50% OF ITS SPECIFIED STRENGTH.

6. ENSURE THAT THE SOIL BELOW A 7 IN 10 SLOPE FROM THE EDGE OF THE EXISTING WALL

FOOTING IS UNDISTURBED.

7. PROVIDE ADEQUATE DRAINAGE TO PREVENT AN ACCUMULATION OF WATER.

TYPICAL SECTION THROUGH BENCHING 0307

10M @ 400 o/c DOWELS

190 NON LOAD

BEARING CONC.

BLOCK WALL

2-15 CONT. LAP

AT CORNERS AND

JUNCTIONS.

20

0

400

SLAB ON

GRADE

IF TOTAL HEIGHT OF STEPPING "D"

EXCEEDS 2000, PROVIDE INTERMEDIATE

HORIZONTAL SECTIONS WITH A MINIMUM

HORIZONTAL LENGTH OF 1200 BETWEEN

STEPPED FOOTINGS.SLAB THICKENING UNDER 140mm

AND 190mm NON LOAD BEARING WALLS

MASONRY WALL

2-15 CONT.

LAP AT CORNERS

AND JUNCTIONS

OF FOOTINGS

100 TYP. U/N

200

TY

P.

U/N

STRIP FOOTING FOR ALL LOAD BEARING

WALLS AND THOSE NON LOAD BEARING

GREATER THAN 190mm THICK

WHEN 'B' EXCEEDS 2000 mm

FOOTING SHALL BE STEPPED

DOWN FROM BOTH SIDES

B

WALL

FTGt

UNDISTURBED

SOIL

t M

IN.

50 mm OF APPROVED HIGHLY

COMPRESSIBLE MATERIAL

AROUND PIPE RUNS.

PROVIDE 10 MPa CONCRETE

BACKFILL WHERE EXCAVATION

RUNS ACROSS AND UNDER THE

LINE OF FOOTING

PIPES CROSSING BENEATH

CONT. WALL FOOTINGSRELATION TO ADJACENT FOOTINGS AND EXCAVATIONS

ADJUST FOOTING ELEVATIONS SHOWN ON

DRAWINGS IF NECESSARY TO MAINTAIN THE

MAX. 7 TO 10 SLOPE BETWEEN FOOTINGS AND

ADJACENT EXCAVATIONS FOR DRAINS OR

OTHER ITEMS

10

7

200

TY

P.

U/N

450 F

OR

10M

& 1

5M

600 F

OR

≥ 2

0M

PROVIDE 38X89 KEY AT

WALLS 200 THICK AND

OVER

1-15 CONT.

100 TYP. U/N

PROVIDE INSIDE FACE

VERTICAL DOWELS SAME

SIZE AND SPACING AS

VERTICAL WALL REINFORCING

FOR WALLS RETAINING EARTH

TYPICAL STEPPING DETAIL FOR STRIP FOOTINGS

MARKED SDF (STEP DOWN FOOTING) ON PLAN

STRIP FOOTINGS FOR

CONCRETE WALLS

7

10LINE OF

EXCAVATION

MAINTAIN

STABLE SLOPE

WALL FOOTINGS 0306

1

2

600 MIN.

D

600 M

AX

.

600 MIN.

OF

ST

RIP

FO

OT

ING

T=

DE

PT

H

STAGGERED U/S

FOOTING

300

MIN.

DOWEL TO MATCH VERT.

REINF. IN WALL

WHERE IeFaSa(0.2)≥0.35

DOWEL TO MATCH VERT.

REINF. IN WALL

WHERE IeFaSa(0.2)≥0.35

2017-12-22

0312CONCRETE WALLS

DOWELS SAME SIZE

& SPACING AS

HORIZONTAL WALL

REINFORCING

38x89 KEY AT

CONSTRUCTION

JOINTS

CORNER BARS SAME

SIZE & SPACING AS

HORIZONTAL WALL REINF.

ANCHORAGE "A"

500 FOR 10 & 15 BARS

600 FOR 20 & LARGER

DISPLACE VERTICAL AND

HORIZONTAL REINF. AT

LOCATION OF OPENING TO

EITHER SIDE OF OPENING

1-15 x1500 LG

FOR WALLS UP TO

200 WALLS, & 1-15

EACH FACE FOR WALLS

OVER 200. HOOK AS

NECESSARY.

ADD MIN REINF

WITH HOOK

ABOVE, BELOW

AND ON EA

SIDE OF OPENING

15@400 DOWELS TO

FLOOR SLAB UNLESS

NOTED OTHERWISE

ON DRAWINGS

38x89 KEY TYP.

1-15 CONT.

DETAIL OF REINFORCING AT

OPENINGS OR RECESSES IN

CONCRETE WALLS

1200 MAX.

REINFORCING AT

INTERSECTIONS OF WALLS

A

A

REINFORCING AT CORNERS

OF WALLS

600 M

IN.

DETAIL AT TOP OF

WALL/GRADE BEAM

600

MIN

.

600 MIN.

OPEN

300

X

0313A

1 LAYER

15@500

15@500

10@300

10@400

10@500

10@300

15@500

15@500

15@500

15@500

15@500

10@400

400350

300

250

200150

W400W350

W300

W250

W200W150

PLACE HORIZONTAL

BARS ON ALTERNATING

SIDES OF VERTICALS

1-20 M

TYPICAL

CONCRETE WALL REINFORCING

PROVIDE ADDITIONAL TIES

(SHOWN DASHED) WHEN

X>150mm

NOMINALLY REINFORCED WALLS

WALLS WITH 2 LAYERS OF REINFORCINGWALLS WITH 1 LAYER OF REINFORCING

2-20M

FOR WALLS > 200

THICK PROVIDE

10M U-BAR @ SAME

SPACING AS

HORIZONTAL BARS

NOTES:

1. UNLESS NOTED OTHERWISE ON THE DRAWINGS, PROVIDE THE REINFORCING SHOWN ABOVE

IN ALL CONCRETE WALLS.

2. SEE PLAN FOR WALL MARKS

3. CONFORM TO DETAILS BELOW FOR ADDITIONAL TIES.

4. FOR WALL THICKNESS BETWEEN THOSE SCHEDULED, PROVIDE REINFORCING AS FOR THE

NEXT THICKER WALL.

5. 20M AT ENDS OF WALLS TO BE TENSION LAPPED WITH REBAR ABOVE.

6. SEE DETAIL 0313B FOR ADDITIONAL INFORMATION AT WALL OFFSETS.

7. DO NOT USE FOR FOUNDATION WALLS.

REMARKSHORIZONTAL

BARS

EACH FACE

VERTICAL BARS

EACH FACETHICKNESSMARK

PROVIDE 10M TIES WHEN

DISTRIBUTED

VERTICAL BAR SIZE

EXCEEDS 20M t

AB

DOWELS AS

INDICATED

(PROVIDE

15M@500 MIN.)

75 MIN.

t/2

DOWELS AS

INDICATED

(PROVIDE

15M@500 MIN.)

75 MIN.t/2

t

THIRD

POURSECOND

POUR

FIRST

POUR

HORIZONTAL JOINTS AT SLAB

AB

HORIZONTAL JOINT

PROVIDE

SPECIFIED

WATERSTOP

IN ALL

HORIZONTAL

JOINTS MORE

THAN 600mm

BELOW GRADE.

REGLET FOR

ARCHITECTURAL

CONCRETE

ONLY. FOR

CONFIGURATION

SEE

ARCHITECTURAL

AND/OR

STRUCTURAL

DRAWINGS.

FIRST

POUR

38mm X 89mm KEY IN WALLS

250mm THICK OR GREATER.

US

E B

IF

EA

RT

H

IS P

RE

SE

NT

ON

OP

PO

SIT

E S

IDE

.

SECOND

POUR

A O

R B

100 M

IN.

REGLET FOR ARCHITECTURAL

CONCRETE ONLY. FOR

CONFIGURATION SEE

ARCHITECTURAL AND/OR

STRUCTURAL DRAWINGS.TIE WATERSTOP TO

REBAR AT 600 MAX.

(TYPICAL)

FIRST POUR

PROVIDE

SPECIFIED

WATERSTOP

WHEN EXPOSED

TO EARTH OR

WEATHER. EXTEND

TO TOP OF

FOOTING OR

300mm MAXIMUM

BELOW SLAB

ON GRADE.

SECOND

POUR

75 MIN.75 MIN.

B

0314CONSTRUCTION JOINTS IN WALLS

VERTICAL JOINT

SPLICE LENGTHS

A - REFER TO TABLE 5, DETAIL 0301

B - REFER TO TABLE 2, DETAIL 0301. INCREASE BY

50% IF EPOXY-COATED BAR IS USED.

0315CONTROL AND EXPANSION JOINTS IN CONCRETE WALLS

EXPANSION JOINT

CONTROL JOINT

NOTES:

1. AS A MINIMUM PROVIDE CONTROL JOINTS IN ALL FOUNDATION WALLS

AT 30 TIMES THE WALL THICKNESS.

2. PROVIDE CONTROL JOINT AT ALL LOCATIONS MARKED THUS IN

PLAN

CUT EVERY OTHER HORIZONTAL

BAR EXCEPT CONTINUOUS TOP

AND BOTTOM BARS.

REGLET FOR ARCHITECTURAL

CONCRETE ONLY.

FOR CONFIGURATION

SEE ARCHITECTURAL AND/OR

STRUCTURAL DRAWINGS.

19 mm X 19 mm REGLET IN CONCRETE

WALLS EXPOSED TO VIEW BUT NOT

DESIGNATED AS ARCHITECTURAL CONCRETE.

75

MIN.75

MIN.

EXPOSED FACESEALING COMPOUND

AS SPECIFIED.

SPECIFIED WATERSTOP SPECIFIED FILLER

3030

SEE DRAWINGS

75 75

15M@400T

U/N

2-15M CONT. T+B

AT UNSUPPORTED

SLAB EDGESAT CANILEVER

SLAB, EXTEND

INTO SLAB

1.5 x CANTILEVER

LENGTH

A 1.5 x A

TOP BAR

BE

YO

ND

SU

PP

OR

T

BE

LO

W

100

0 T

YP

.

BEAM OR

WALL BELOW

BEAM OR

WALL BELOW

NOTES:

1. TOP BARS SHALL BE CARRIED 24 Ø INTO

THE SUPPORT OR HOOKED AS SHOWN

DOTTED.

2. L IS GREATER OF L1 AND L2.

3. IN ALL ONE WAY SLABS PROVIDE

TEMPERATURE REINFORCEMENT

PERPENDICULAR TO THE SPAN AS PER

THE TABLE BELOW, UNLESS OTHERWISE

NOTED ON PLAN. LAP TEMPERATURE

REINFORCEMENT 24 Ø, BUT NOT LESS

THAN 300 mm.

REINFORCING FOR CRACK CONTROL

10 @ 500

10 @ 400

10 @ 300

15 @ 500

15 @ 450

15 @ 400

15 @ 350

20 @ 500

20 @ 400

20 @ 400

10 @ 500

10 @ 500

10 @ 400

10 @ 325

15 @ 500

15 @ 500

15 @ 450

15 @ 400

15 @ 350

20 @ 500

75

100

125

150

175

200

225

250

275

300

SLABS EXPOSED TO WEATHER

As = .0025 AgINTERIOR SLABS

As = .002 AgSLAB

THICKNESS

CUT SHORT NOT

MORE THAN HALF

OF STEEL

0.125 L1

0.20 L

0.30 L

0.20 LSE

E N

OT

E 3

TOP BARTOP BARS

BOTTOM BARS

SE

E N

OT

E 3

0.30 L

150 MIN TYP.

PLAN DETAIL

L2

24 Ø OR 450 MIN.

BUT IN NO CASE

LESS THAN WIDTH

OF BEAMS PLUS

STANDARD HOOK

TYPICAL ALL

EDGES

CARRY 0.25L INTO

ADJACENT BUT NON-

CONTINUOUS SLAB

L1

0.25 L1

L/5

L/5

L/5

L/5

L/5 L/5

0317ONE-WAY SLABS

BEAM OR

WALL BELOW

0.25 L1

TOP BAR

TOP BAR

1.5 x A

CARRY 0.25L INTO

ADJACENT BUT NON-

CONTINUOUS SLAB

24 Ø OR 450 MIN.

BUT IN NO CASE

LESS THAN WIDTH

OF BEAMS PLUS

STANDARD HOOK

TYPICAL ALL

EDGES

A

AT CANILEVER

SLAB, EXTEND

BARS INTO SLAB

1.5 x CANTILEVER

LENGTH 0.2

5 L

4

L4

0.10 L1

0.1

0 L

4

L1

0318TWO-WAY SLABS

ALTERNATE BOTTOM

BARS SHORT AT

CONTINUOUS ENDS

EXTEND MIN 50% OF BOTTOM STEEL TO

WITHIN 75 FROM FACE. PROVIDE MINIMUM

50 COVER. TYPICAL ALL EDGES

10Ø MINIMUM

TYPICAL ALL

EDGES

L3

L2

PLAN DETAIL

150 M

IN

150 MIN

0.30 L0.30 L

0.3

0 L

0.3

0 L

TO

P B

AR

BOTTOM BARS

TOP BAR

BO

TT

OM

BA

RS

TO

P B

AR

NOTES:

1. L IS LONGER OF L1 AND L2 OR L3 AND L4 (i.e. LONGER OF ADJACENT SPANS).

2. PROVIDE AT LEAST 4-15M SUPPORT BARS FOR ALL TOP BARS. SUPPORT BARS SHALL

REST ON CHAIRS.

3. HOOK BOTTOM BARS WHERE REQUIRED TO ACHIEVE EMBEDMENT INDICATED.

4. SEE PLAN FOR PLACING ORDER OF BARS.

2017-12-22

NOTE:

1. LINTELS DESCRIBED ON THIS TYPICAL DETAIL ARE FOR NON-LOAD BEARING WALLS. THE LINTELS SHALL ONLY

BE USED IN LOAD BEARING MASONRY WALLS IF REVIEWED BY THE CONSULTANT.

2. PROVIDE STEEL PACKING PLATES UNDER THE ENDS OF LINTELS AS REQUIRED TO ENSURE EVEN BEARING

3. FOR OPENINGS OVER 600mm IN WIDTH, BOLT DOUBLE ANGLES BACK TO BACK USING 16mm DIAM. BOLTS AT

450mm C/C. PROVIDE BOLTS 75mm FROM EACH END. ALTERNATIVELY, PROVIDE 6mm X 50mm LONG FILLET WELDS

AT 450mm C/C TOP AND BOTTOM.

4. FILL LINTEL BLOCKS WITH CONCRETE GROUT IN CONFORMANCE WITH CSA STANDARDS.

5. PROVIDE 200mm MINIMUM LENGTH OF BEARING AT EACH END. PROVIDE A MINIMUM LENGTH OF 200mm AND

A MINIMUM DEPTH OF 400mm OF 100% SOLID MASONRY BELOW THE LINTEL BEARING EACH END.

6. WHERE LINTELS ABUT CONCRETE COLUMNS AND WALLS, OR STEEL MEMBERS, PROVIDE L100X100X10

ANCHORED TO CONCRETE WITH 2-20mm DIAM. BOLTS WITH ADJUSTABLE ANCHORS, OR WELDED TO STEEL

FOR V=10kN

7. HORIZONTAL REINFORCEMENT SHALL EXTEND 200mm BEYOND FACE OF OPENING

8. LINTELS IN EXTERIOR WALLS EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED.

9. VERTICAL CONTROL JOINTS SHALL NOT BE LOCATED IN LINE WITH WALL OPENINGS. REFER TO TYPICAL DETAIL

0409 FOR CONTROL JOINTS IN MASONRY WALLS.

WALL TYPE

90 SOLID WALL

140 SOLID WALL

190 SOLID WALL

240 SOLID WALL

290 SOLID WALL

90 + 90

CAVITY WALL

90 + 140

CAVITY WALL

90 + 190

CAVITY WALL

90 + 240

CAVTIY WALL

90 + 290

CAVITY WALL

UP TO 1200 SPAN OVER 1200 BUT NOT MORE

THAN 1800 SPAN

OVER 1800 BUT NOT MORE

THAN 2200 SPAN

LINTEL BLOCK REINF.

WITH 1-10M T & B

LINTEL BLOCK REINF.

WITH 1-15M T & B

2Ls - 89X89X7.9

2Ls - 102X102X7.9

3Ls - 89X89X7.9

1L - 89X89X7.9 +

LINTEL BLOCK REINF.

WITH 1-10M T& B

1L - 89X89X7.9 +

LINTLE BLOCK REINF.

WITH 1-15M T & B

1L - 89X89X7.9 +

2Ls - 89X89X7.9

1L - 89X89X7.9 +

2Ls - 102X102X7.9

1L - 89X89X7.9 +

3Ls - 89X89X7.9

LINTEL BLOCK REINF.

WITH 1-15M T & B

LINTEL BLOCK REINF.

WITH 1-15M T & B

2Ls - 102X89X7.9

2Ls - 102X102X9.5

3Ls - 127X89X7.9

1L - 102X89X7.9 +

LINTEL BLOCK REINF.

WITH 1-15M T & B

1L - 102X89X7.9 +

LINTEL BLOCK REINF.

WITH 1-15M T & B

1L - 102X89X7.9 +

2Ls - 102X89X7.9

1L - 102X89X7.9 +2Ls - 102X102X9.5

1L - 102X89X7.93Ls - 127X89X7.9

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

NOT APPLICABLE

2Ls - 127X89X7.9

2Ls - 152X102X7.9

3Ls - 152X102X7.9

1L - 127X89X7.9 +

2Ls - 127X89X7.9

1L - 127X89X7.9 +

2Ls - 152X102X7.9

1Ls - 127X89X7.9 +

3Ls - 152X89X7.9

LINTELS FOR MASONRY WALLS 0402

L89X89X7.9 L102X89X7.9 L127X89X7.990 VENEER

DETAIL AT BEAM

(EXPOSED TO VIEW)

20 m

m

GA

P, U

/N

75

200 t WALL

25mm GAP FILLED WITH

COMPRESSIBLE MATERIAL

ANCHORAGE TO METAL DECK

CLIP FABRICATED FROM

12GA. PLATE OR USE

MANUFACTURED EQUIVALENT

25mm GAP FILLED WITH

COMPRESSIBLE MATERIAL

ANCHOR TO SLAB

WITH 2-8Ø

EXPANSION ANCHORS

PROVIDE CLIPS FOR BLOCK

TIES @400 o/c WELDED

TO WEB OF BEAM

ANCHORAGE TO STEEL BEAM

ANCHOR TO SLAB

WITH 2-8Ø

EXPANSION ANCHORS

25mm GAP FILLED WITH

COMPRESSIBLE MATERIAL

ANCHORAGE TO CONCRETE SLAB

L76x76x4.8

x150LG.

NOTES:

1. PROVIDE TOP LATERAL SUPPORTS FOR ALL MASONRY WALLS WHEN SPACING BETWEEN

RETURN WALLS EXCEEDS 20t FOR EXTERIOR WALLS, AND 36t FOR INTERIOR PARTITIONS.

2. SPACING OF LATERAL SUPPORTS SHALL NOT EXCEED 1200 o/c.

CLIP FROM

L76x76x4.8

x150LG

STAGGERED

L127x76x6.4 CLIP

ANGLE x75LG

c/w 12x50 VERT.

SLOTTED HOLE

10M BAR x600 LG.

GROUTED SOLID

INTO BLOCK

DO NOT GROUT

CLIP ANGLE

INTO BLOCK

ANCHORAGE TO STEEL BEAM

DETAIL AT BEAM

(CONCEALED FROM VIEW)

20 m

m

GA

P,

U/N

LATERAL SUPPORT AT TOP OF MASONRY PARTITIONS 0403

0409MASONRY CONTROL JOINTS

FILL VOID WITH MORTAR 1-15M EA. SIDE OF JOINT

BUILDING PAPER

STOP HORIZONTAL REINFORCEMENT

AT CONTROL JOINT

BACKER ROD AND JOINT SEALANT

400MIN.

ELEVATION SHOWING CONTROL JOINTS AT OPENINGS WITH REINFORCED MASONRY LINTELS

ELEVATION SHOWING CONTROL JOINTS AT OPENINGS WITH STEEL LINTELS

REINF. EACH SIDE OF OPENING

AS INDICATED IN TYP. DETAIL 0401PROVIDE CONTROL JOINT ON BOTH SIDES

FOR OPENINGS OVER 1800

9000 MAX.

LOCATE CONTROL JOINT

AWAY FROM OPENING LOCATE CONTROL JOINT

AWAY FROM OPENING

PROVIDE CONTROL JOINT ON ONE SIDE

FOR OPENINGS UNDER 1800

LINTEL REINF. AS SPECIFIED

800 MIN.

CONTROL JOINT PLAN DETAIL

ADD HOR. JOINT REINF. IN FIRST

MORTAR JOINT BELOW OPENING

IF NOT ALREADY PRESENT

200 MIN.

STEEL LINTEL

REINF. EACH SIDE OF OPENING

AS INDICATED IN TYP. DETAIL 0401

CLEAN OUT TO BE

PROVIDED AT ALL

BAR LOCATIONS

SEE NOTE 8

84

0 L

AP

(2

0M

)

63

0 L

AP

(15M

)800, TYP.

CONTROL JOINT

INTERSECTION

JAMB STEEL OFFSET

300 FROM OPENING

CORNER OR

END OF WALL

NOTES:

1. UNLESS NOTED OTHERWISE, PROVIDE 1-15M VERTICAL ADJACENT TO ALL OPENINGS, AT WALL ENDS,

CORNERS AND INTERSECTIONS, AND ON EACH SIDE OF CONTROL JOINTS.

2. UNLESS NOTED OTHERWISE, PROVIDE 2-WIRE (3.66Ø) LADDER TYPE HORIZONTAL JOINT

REINFORCING @400mm o/c.

3. FULLY FILL ALL BLOCK CELLS CONTAINING BARS WITH GROUT OF POURABLE CONSISTENCY AS PER CSA

STANDARDS.

4. ALL BED JOINTS TO BE LAID WITH TYPE "S" MORTAR.

5. WHERE STEEL COLUMN INTERSECTS BLOCK WYTHE, BUILD BLOCK TIGHTLY AGAINST COLUMN AND

CONNECT TO IT WITH STEEL BAR OR STRAP ANCHORS CAPABLE TO RESIST 5kN FACTORED TENSION

AND SHEAR AT THE SAME SPACING AS THE HORIZONTAL REINFORCEMENT.

6. REFER TO PLANS AND WALL SCHEDULES FOR SPECIFIC WALL REINFORCEMENT. REINFORCE AS

INDICATED BUT NOT LESS THAN THAT SHOWN ON THIS TYPICAL DETAIL.

7. PROVIDE DOWELS FROM CONCRETE FOUNDATION WALLS TO MATCH VERTICAL REINF. IN MASONRY ABOVE.

8. PROVIDE CLEANOUTS AT BASE OF WALL TO ENSURE COMPLETE GROUTING OF VOID. MAXIMUM HEIGHT OF

GROUTING TO BE 2400 mm. IF CLEANOUT CANNOT BE PROVIDED BECAUSE OF EXPOSED MASONRY, LIMIT

HEIGHT OF GROUT POUR TO 1200 mm.

9. REFER TO TYPICAL DETAIL 0409 FOR CONTROL JOINTS IN MASONRY WALLS.

MINIMUM WALL REINFORCING

PROVIDE LADDER

TIE AT GRADE

LADDER TIES

AS SPECIFIED

REINFORCING IN MASONRY WALLS 0401

VERTICAL BARS

AS SPECIFIED

500

LA

P (

10m

)

PROVIDE CONTINUOUS

BOND BEAM r/w 1-15M

TYPICAL AT TOP OF EACH

LIFT OF WALL

NOTE: DOWELS BACK TO BASE

STRUCTURE TO MATCH REINF. IN WALL.

SEE PLAN FOR DETAIL WHERE MASONRY

WALL NOT SUPPORTED ON

CAST IN PLACE CONCRETE

NON-LOAD-BEARING WALLS

WALL HORIZONTAL

THICKNESS VERTICAL (LADDER-TYPE JOINT REINFORCING)

140 10M@800 o/c 2-3.66Ø @400 o/c

190 10M@800 o/c 2-3.66Ø @400 o/c

240 10M@800 o/c 2-3.66Ø @400 o/c

290 10M@600 o/c 2-4.76Ø @400 o/c

2017-12-22

0501CONCRETE SLAB ON STEEL DECK FRAMING DETAILS

UNLESS NOTED OTHERWISE,

PROVIDE DECK MANUFACTURER

RECOMMENDED POUR STOP

CONTINUOUS AROUND OPENING

DETAIL AT FRAMED OPENINGS

CONNECT BRIDGING FOR

FORCES INDICATED ON

JOIST DRAWINGS

IF REQUIRED, PROVIDE

MANUFACTURER

RECOMMENDED

POUR STOP, U/N.

20

0

MIN

.

150x10x100 PLATE

c/w 2-12Ø w/ 50 HOOK

ANCHOR BOLTS AT

BRIDGING LOCATIONS

65x6 CONTINUOUS STRIP

c/w 12Ø x300LG. w/ 75 HOOK

ANCHOR BOLTS @1200 o/c

150 MIN.

75

10M x1200LG. @300 o/c

CENTRED OVER BEAM

MID-DEPTH OF SLAB

NOTES:

1. WHEN THE JOIST FRAME ONTO BEAM FROM ONE SIDE ONLY, CENTRE JOIST

SHOE OVER BEAM CENTRE LINE.

2. OFFSET JOISTS IF BEAM FLANGE IS LESS THAN 130 WIDE.

10 MAX.

65 MIN. BEARING

NOTES:

1. PROVIDE CONTINUOUS PERMANENT BRIDGING FOR TOP AND BOTTOM JOIST CHORDS IN

ACCORDANCE WITH CSA S16.

2. TAKE ALL NECESSARY PRECAUTIONS WHEN POURING CONCRETE SLAB OVER STEEL DECK TO PREVENT

LARGE CONCENTRATIONS OF CONCRETE WHICH MIGHT LOCALLY OVERSTRESS THE DECK.

3. IF NECESSARY, OFFSET JOIST BEARING AND/OR ANY CONNECTION PLATE FROM MASONRY CONTROL

JOISTS.

4. PROVIDE A MINIMUM DEPTH OF 200mm OF 100% SOLID MASONRY UNITS FOR STEEL JOISTS BEARING

ON MASONRY.

CLOSURE ANGLE AS SPECIFIED.

IF NONE SPECIFIED, PROVIDE

POUR STOP AS SPECIFIED BY

DECK MANUFACTURER.

AS SPECIFIED

REFER TO DETAILS

0502METAL DECK AND FRAMING SUPPORTED BY MASONRY

NOTES:

1. OFFSET JOISTS IF WALL IS LESS THAN 190mm THICK.

2. OFFSET JOISTS AND ANY CONNECTION PLATES FROM

CONTROL JOINTS IN MASONRY WALLS.

3. CUT ANCHOR BOLTS AND WELD TO LINTELS WHERE LENGTH

OF ANCHOR BOLT INTERFERES WITH LINTEL.

DECK FRAMING ONTO MASONRY BEARING WALL

JOISTS FRAMING ONTO MASONRY BEARING WALL

150x10x100 PLATE

c/w 2-12Ø w/ 50 HOOK

ANCHOR BOLTS AT

BRIDGING LOCATIONS

150 MIN.

GROUT SOLID

MIN. 400 LG.

600

GROUT SOLID

MIN. 400 LG.

10M BAR x2000 LG. GROUTED IN

VOID. CENTRE BENEATH JOIST

SHOE/BEARING PLATE

BEARING PLATE w/ 2-16Ø x600LG.

ANCHOR RODS w/ 75 HOOK OR

STANDARD NUT AND WASHER

90 MIN.

75 MIN.10 MAX.

45 MIN. TO CENTRE

LINE OF JOIST SHOE

CONT. TRIM

ANGLE AS INDICATED

ON DRAWINGS

15M x450LG. REBAR

THROUGH HOLE

IN L152x152

L152x152x8 x150LG.

IN MORTAR JOIST @800 o/c

START NO FURTHER THAN

150mm FROM CONTROL JOINTS

55

CONTINUOUS L64x64x6.4

CUT AT MASONRY

CONTROL JOISTS

55

MO

RE

TH

AN

600

LE

SS

TH

AN

600

WHERE LINTEL INTERFERES

WITH BOLTS, CUT BOLTS

AND WELD TO LINTEL

19Ø x650LG. ANCHOR

BOLTS GROUTED @800 o/c

c/w 90x6x90 END PLATE

65x6 CONTINUOUS BEARING

STRIP ON 15mm GROUT BED.

CUT STRIP AT CONTROL

JOINTS IN MASONRY WALL.

5±

0503STEEL DECK FRAMING DETAILS

TRIMMER ANGLE SPLICE

L38x38x3.2 CONT.

BY DECK ERECTOR TYP.

AS REQUIRED WHERE

HIGH FLUTE OCCURS AT

EDGE. DO NOT BEND

HIGH FLUTE DOWN.

40-300340-3003

ROOF DIAPHRAGM

CONNECTION, WELD AS

SPECIFIED

WELD FOR FULL

TENSILE CAPACITY

SPLICE ANGLE OF EQUAL OR

GREATER CROSS-SECTIONAL AREA

AS TRIM ANGLE

BEVEL HEEL OF SPLICE ANGLE TO FIT

CONT. TRIM

ANGLE AS

SPECIFIED.

STEEL BEAM PARALLEL TO STEEL DECK

WELD DECK TO FLANGE

AT 500 o/c MAX.

CHANGE IN SPAN DIRECTION OF STEEL DECK

PROVIDE CONT. ANGLE

(L64x64x6.4 OR L102x76x6.4 LLV

TO SUIT JOIST SHOE DEPTH)

WELDED TO BEAM AND JOISTS

TO SUPPORT EDGE OF DECK

75-300575-3005

HSS SHEAR TRANSFER

MEMBER CONT. BETWEEN JOISTS.

DEPTH TO MATCH JOIST SHOE.

MIN. 152 WIDE, 4.8 WALL

CONT. TRIM

ANGLE AS INDICATED

ON DRAWINGS

NOTES:

1. WHEN THE JOIST FRAME ONTO BEAM

FROM ONE SIDE ONLY, CENTRE JOIST

SHOE OVER BEAM CENTRE LINE.

2. OFFSET JOISTS IF BEAM FLANGE IS

LESS THAN 130 WIDE.

DE

PT

H A

S

IND

ICA

TE

D

ON

DW

GS

.

JO

IST

SH

OE

65 MIN. BEARING

10 MAX.

0504FRAMING FOR ROOFTOP UNITS AND OPENINGS IN DECK

FRAMING FOR ROOFTOP MECHANICAL UNITS

OPENINGS IN METAL ROOF DECK

NOTES:

1. UNLESS SHOWN OTHERWISE ON PLAN, PROVIDE C150x12 SPANNING BETWEEN BEAMS OR JOISTS EACH SIDE

OF ROOFTOP UNIT, AS WELL AS AT EACH END, IN THE MANNER INDICATED ABOVE. CHANNELS TO BE LOCATED

DIRECTLY UNDER CURBS SUPPORTING UNIT. OMIT CHANNEL IF CURB IS DIRECTLY OVER A BEAM OR JOIST.

2. PROVIDE C100x8 TO SUPPORT EDGES OF DECK AT OPENINGS IN THE MANNER INDICATED ABOVE. IF THE

DECK UNDER THE ENTIRE UNIT IS TO BE OMITTED, THE C100x8 FRAMING CAN BE DELETED.

3. CONNECT C150x12 TO SUPPORTING BEAMS OR JOISTS FOR A MINIMUM WORKING LOAD OF 9kN OR 14 OF THE WEIGHT OF THE UNIT PLUS 5kN, WHICHEVER IS MORE. CONNECT WITHOUT DAMAMGING THE SUPPORTING

STEEL.

4. CONNECT C100x8 TO SUPPORTS FOR A MINIMUM WORKING LOAD OF 5 kN.

5. COORDINATE LOCATION AND SIZE OF UNIT AND OPENINGS, AND LOCATION OF STEEL FRAMING WITH THE

MECHANICAL CONSULTANT AND/OR MECHANICAL CONTRACTOR AND THE STRUCTURAL CONSULTANT.

6. THIS DETAIL APPLIES TO NEW CONSTRUCTION ONLY.

OP

EN

OPEN

C100x8

C150x12 C150x12

C150x12C150x12

C100

x8

C1

50x1

2

C1

00x8

C1

50x12

OUTLINE OF

ROOFTOP UNITBEAM OR JOIST

BEAM OR JOIST

METAL DECK

NOTES:

1. OPENINGS UP TO 150mm SQUARE OR IN DIAMETER AND SPACED

A MINIMUM 300mm CLEAR FROM ADJACENT OPENINGS DO NOT

REQUIRE REINFORCING.

2. OPENINGS LARGER THAN 150mm, BUT NOT EXCEEDING 450mm,

ARE TO BE REINFORCED BY THE METAL DECK SUPPLER AS

REQUIRED.

3. OPENINGS LARGER THAN 450mm UP TO MAXIMUM 1200mm

SQUARE ARE TO BE REINFORCED AS SHOWN ABOVE, UNLESS

INDICATED OTHERWISE ON PLAN.

4. CONNECT FRAMING FOR A MINIMUM END REACTION OF 10 kN.

450

MIN

.

12

00 M

AX

.

OP

EN

C1

50x12

C1

50x12

C150x12

C150x12

METAL DECK

0505FRAMING ONTO EXISTING STEEL JOISTS AND DECK

2-L64x64x6.4

TO ADJACENT

BOTTOM PANEL

POINTS

L152x102x9.5 LLV

x150LG.

DESIGN FOR FORCE

SHOWN ON PLAN

L152x102x9.5 LLV

HORIZONTAL LEG NOTCHED

TO FIT FLUTES OF DECK SPAN

OVER 2 PANEL POINTS, MIN.

REFER TO PLAN FOR

FRAMING MEMBERS, TYP.

(TWO OPTIONS SHOWN)

DETAIL AT EXISTING JOIST

DETAIL AT EXISTING DECK

APPLIED

LOAD

BENT PLATE

200x100x1.91

SCREWED TO u/s

OF EXISTING DECK

AT 300 o/c, TYP.

EDGE OF

OPENING

BENT PLATE

200x100x1.91

SCREWED TO u/s

OF EXISTING DECK

AT 300 o/c, TYP.

100

MIN.TYP.

0512ROOF ANCHORS ON STEEL FRAMING

NOTES:

1. REFER TO ARCHITECTURAL DRAWINGS FOR QUANTITY AND LOCATIONS.

2. SEE ARCHITECTURAL DRAWINGS FOR THERMAL BREAK. CONNECT FOR FULL CAPACITY.

3. IN EXISTING STRUCTURES, LOCATE ROOF ANCHORS BETWEEN JOISTS OR BEAMS AND SUPPORT

ON HSS FRAMING AS SHOWN IN LOWER DETAIL.

4. STRUCTURAL STEEL OUTSIDE OF BUILDING ENVELOPE TO BE H.D. GALV.

22 kN ULTIMATE LOAD

ANY DIRECTION

700 M

AX

2500 o/c MAX.

ROOF ANCHOR ASSEMBLY

BY OTHERS TYP.

OPTIONAL THERMAL BREAK,

REFER TO NOTE 2 TYP.

LINE OF ROOFING

FOR CONTEXT ONLY

C150x12 OR AS

NOTED ON PLAN.

CONNECT FOR

Vf = 10 kN

Tf = 22 kNCONNECT FOR

Mf = 15.5 kN.m

Vf = 12 kN

Tf = 22 kN

16 STIFFENER PL.

EA.SIDE TYP.

b ≥ 133

22 kN ULTIMATE LOAD

ANY DIRECTION

HSS 152x152x8.0 FRAME

BETWEEN ROOF BEAMS

OR JOISTS

CONNECT EA. END FOR

Vf = 12 kN

Tf = 22 kN

Tf = 15.4 kN.m (TORSION)

700 M

AX

COPE ENDS AS

REQUIRED

NOTE: FOR BEAMS SUPPORTING

ANCHORS WITH b < 133 INCREASE

TO BEAM FROM NEXT SIZE GROUP

WITH EQUAL OR GREATER VALUE

FOR Ix (EG. W200x22 → W200X27)

2500 o/c MAX.

90 OD MIN.

2017-12-22

LENGTH OF WELD TYP.

25mm MIN. TOTAL

5

5

WEB

t

b

d

txbdL3L2JOIST MARK

EACH END TYP.

300 CONT. WELD5

5

75-300

75-300

75-5005

75-5005

EACH END TYP.

300 CONT. WELD

SEE TABLE BELOW

FOR ROD DIAMETER

SEE TABLE BELOW

FOR PLATE SIZE

SEE TABLE BELOW FOR

WEB REINFORCING

CONTRACTOR NOTE: DO WELDING IN SUCH A WAY AS TO AVOID LOCKING IN

STRESSES DUE TO THERMAL EXPANSION OF JOIST REINFORCING MATERIALS.

IF REQUIRED, SPLICES IN CHORD REINFORCING MUST BE MADE WITH FULL

PENETRATION WELDS.

EQ. EQ.

L3 = EXTENT OF REQUIRED

FLEXURAL REINFORCING

CL INSTALL WEB

REINFORCING FROM

ALTERNATING SIDES,

TYP.

L2 = EXTENT OF REQUIRED

SHEAR REINFORCING AT RIGHT END

L2 = EXTENT OF REQUIRED

SHEAR REINF. AT LEFT END REINFORCE EACH WEB

MEMBER TO THE FIRST

PANEL POINT BEYOND

THE EXTENT INDICATED

OPEN WEB STEEL JOIST REINFORCING 0507

t

L1

Ø

NOTE:

1. PROVIDE WEB DIMENSIONS AND LAYOUT

OF EACH MEMBER IF WEB MEMBERS

VARY IN SIZE.

2. NOTIFY CONSULTANT IF JOIST HAS

MECHANICAL OPENINGS OR HAS BEEN

PREVIOUSLY REINFORCED.

3. PROVIDE DIMENSIONS FOR EACH JOIST IF

JOISTS SHOWN ON PLAN VARY.

CL

REQUIRED OWSJ DIMENSIONS

X1 X2, TYP. X1

Y3, TYP.Y2 Y2

H

WEB MEMBER

ROD:

ANGLE:

OTHER: NOTIFY CONSULTANT

Ø

L1

L2

t

TOP CHORD

BOTTOM CHORD

WEB MEMBER, TYP.

t

L2

L1

TOP CHORD

BACK TO BACK ANGLE:

OTHER: NOTIFY CONSULTANT

BOTTOM CHORD

BACK TO BACK ANGLE:

OTHER: NOTIFY CONSULTANT

L1

L2

t

L

H

L

X1

X2

Y1

Y2

s

s

L2

JOIST DIMENSION

WEB DIMENSION

TOP CHORD DIMENSION

s

t

L2

L1

L1

L2

t

s

BOTTOM CHORD DIMENSION

Y1 Y1

Y3

0507A

2017-12-22

NEW W250x58

NE

W W

310x97

NE

W W

31

0x97

EXISTING 7" SLAB

EX

IST

ING

7"

SL

AB

EXIST C8

3 E

XIS

TIN

G 1

8"

OW

SJs

INF

IL

SEE CASH ALLOWANCES FOR

PROVISIONS TO STRENGTHEN

CROFT ROOF TO ACCOMODATE

SUSPENDED FEATURE BY OWNER

NEW W250x28 LINTEL

INSTALL NEW LINTELS

AND DEMOLISH

EXISTING MASONRY

WALLS

MIN MASONRY PIER

SIZE TO REMAIN TO

BE 1200x300.

EXISTING SLAB

SAW-TOOTHED INTO

EXISTING MASONRY TO

REMAIN

NEW SLAB TO MATCH THICKNESS OF

ADJACENT EXISTING SLAB. R/W 15@200 BEW.

SAWTOOTH INTO EXISTING MASONRY WITH

100x300 POCKETS SPACED AT 600 c/c. ADD

DOWELS INTO EXISTING SLAB AS PER DETAIL

FOR SHEAR TRANSFER.

EXPOSED CONCRETE FINISH AS PER ARCH

SAWCUT AND REMOVE

CANT PORTION OF

EXISTING SLAB.

ROUGHEN EXISTING

SURFACE.

EXISTING 7" SLAB

EXISTING

CONCRETE BEAM

SUPPORTING STAIR

EXISTING EDGE OF

STAIR LANDING

RE-WORK BOTTOM OF

EXISTING OWSJ TO MEET

MINIMUM HEADROOM

REQUIREMENTS

04

S207

REFER TO ARCH FOR EXPOSED

CONCRETE LOCATIONS AND FINISH.

AEC TYPE AS PER SPEC.

05

S207

NEW W250x28

NEW W250x28

NEW SERVERY CEILING

BELOW. STUDS AND

JOISTS TO BE DESIGNED

BY OTHERS. MINIMUM

DESIGN LOAD FOR

CEILING TO BE 2.40 kPa.

REMOVE EXISTING BACK OF

CHIMNEY BELOW SECOND FLOOR.

SUPPORT EXISTING CHIMNEY

ABOVE SECOND FLOOR ON W250

TRANSFER BEAMS.

CONNECT

EXIST

C8 TO

NEW

W310

01

S208

01

S208 SIM

02

S208

03

S208

04

S208

06

S208

NEW W250x49

LINTEL

WALLS

REMOVED

BELOW

WALLS REMOVED BELOW

NEW AV CABINET CEILING

BELOW. STUDS AND JOISTS

TO BE DESIGNED BY

OTHERS. MINIMUM DESIGN

LOAD FOR CEILING TO BE

2.40 kPa.

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

08

S208

09

S208

400

550

550x400x300 DEEP

CONCRETE BEARING PAD

FULL WIDTH OF EXIST.

WALL

EX

IST

ING

7"

SLA

B

EX

IST

ING

7"

SLA

B

NE

W W

20

0x15

EXISTING 7" TIERED SLAB

NEW STAIR

RA

MP

DO

WN

RA

MP

DO

WN

RAMP DOWN

SLAB INFILL TYPE S1

EXISTING 300 OWSJ. SHORE

OWSJ TO INSTALL NEW STEEL

BEAM. RE-WORK ENDS AND

SUPPLY NEW JOIST SHOES AT

NEW STEEL BEAM.

REINFORCE EXISTING STEEL BEAM AS PER DETAILS

SLAB INFILL TYPE S1

REFER TO ARCH FOR EXTENTS OF

INFILL

NEW LINTELS OVER NEW AND

EXISTING OPENING BELOW.

SLAB INFILL TYPE S1

75 THICK CONCRETE R/W WWF 152x152

MW 25.8 x MW 25.8, MIN 40 COVER OVER

WWF. SUPPORT NEW CONCRETE ON

RIGID INSULATION VOID FORM BELOW.

EXPOSED CONCRETE FINISH AS PER

ARCH

SLAB INFILL TYPE S1

01

S207

REFER TO ARCH FOR EXPOSED

CONCRETE LOCATIONS AND FINISH.

AEC TYPE AS PER SPEC.

03

S207

87 CONCRETE ON 38 STEEL FORM DECK TO

SPAN FROM SILL TO RAMP. MIN THICKNESS

OF FORM DECK TO BE 0.96 mm.

METAL GRATING, DESIGN BY OTHERS. TYP

BOTH SIDES. CAST-IN CONNECTIONS TO SIDE

FACE OF CONCRETE TO BE BY OTHERS.

STEEL SUPPORT ANGLES

FASTENED TO EXISTING

MASONRY FOR FHC SUPPORT

NEW SERVERY STUD

WALLS

HANDRAILS BY OTHERS.

FASTEN TO CONCRETE

BELOW.

RE-WORK SHOES

OF EXISTING OWSJ

TO BEAR ON NEW

STEEL BEAM

EX

IST

ING

6"

SLA

B

06

S207

TRENCH THROUGH EXISTING

CONCRETE SLAB IN THE

DIRECTION OF THE SPAN. REFER

TO SECTIONS FOR REQUIRED

DEPTH OF TRENCH

NEW OPENING

SLAB INFILL TYPE S1

OVER STAIRS BELOW

03

S207

SIM

02

S207

PORTION OF EXISTING

MASONRY WALL TO REMAIN

AS PIER TO SUPPORT NEW

BEAM ABOVE

01

S201

02

S20104

S201

05

S201

07

S207

03

S201125 CONCRETE SLAB ON

76 FORM DECK (0.91 mm)

05A

S201

NEW CONCRETE CURB ON

EXISTING STEEL BEAM

BELOW. REINFORCE STEEL

BEAM AS PER DETAILS

INFILL EXISTING OPENINGS

WITH 240 CMU. ADD 1-20M

VERTICAL IN EACH CELL.

GROUT ALL CELLS SOLID.

05

S208

NOTE:

IN ALL AREAS WHERE HOUSEKEEPING PADS

ARE TO BE REMOVED AND REPLACED, THE

FOLLOWING NOTES APPLY:

DEMOLISH EXISTING HOUSEKEEPING PAD.

ROUGHEN SURFACE BENEATH NEW

HOUSEKEEPING PAD. APPLY BONDING

AGENT TO SURFACE OF EXISTING

CONCRETE. REPLACE WITH NEW 100 THICK

CONCRETE HOUSEKEEPING PAD. REFER TO

ARCH AND MECH FOR DIMENSIONS AND

PROJECTIONS. REINFORCE WITH 10M @ 300

TEW. PATCH AND MAKE GOOD ANY AREAS

WHERE CONCRETE REMOVED AND NOT

REPLACED WITH CONCRETE ABOVE.

NEW AV CABINET

STUD WALLS

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

01A

S201

NEW OPENING

EXTERIOR STAIR TO BE 100 THICK

CONCRETE R/W WWF 102x102 MW

25.8 x MW 25.8, MIN 60 COVER

OVER WWF. SUPPORT NEW

CONCRETE ON RIGID INSULATION

VOID FORM BELOW. EXPOSED

CONCRETE FINISH AS PER ARCH

REMOVE EXISTING SLAB FOR M&E

INSTALLATION BELOW, REINSTATE WITH

76 CONC. ON 76 COMPOSITE METAL

DECK (1.21 mm). R/W 10M@300 IN DECK

FLUTES, 10M@400 PERP. 10M@400

DOWELS IN TOP PERPENDICULAR TO

SUPPORTS, OR REINSTATE EXISTING.

03

S208

SIM

03

S208

SIM

REMOVE EXISTING SLAB FOR

M&E INSTALLATION BELOW,

REINSTATE WITH 76 CONC. ON

76 COMPOSITE METAL DECK (1.21

mm). R/W 10M@300 IN DECK

FLUTES, 10M@400 PERP.

10M@400 DOWELS IN TOP

PERPENDICULAR TO SUPPORTS,

OR REINSTATE EXISTING.

LINTEL AS PER TYP. DET.

0402 FOR WALL OPENING

BELOW. WIDTH NOT TO

EXCEED WINDOW ABOVE.

LINTEL AS PER TYP. DET.

0402, WIDTH NOT TO

EXCEED SPACE BETWEEN

MASONRY COLUMNS

ABOVE

SUPPORT END OF DECK

ON EXIST. MASONRY AS

PER 05/S201

125 CONCRETE

SLAB ON 76 FORM

DECK (1.21 mm)

NEW W200x15

NEW C100x8

NEW L76x76x9.5

TRENCH THROUGH EXISTING

CONCRETE SLAB IN THE DIRECTION

OF THE SPAN. REFER TO SECTIONS

FOR REQUIRED DEPTH OF TRENCH.

REFER TO NOTES BELOW

REGARDING NEW

ELECTRICAL JUNCTION

BOXES

NOTE:

FOR ELECTRICAL JUNCTION BOXES IN

CORRDIOR 179, A MAXIMUM OF ONE (1)

BRICK MAY BE REMOVED TO FACILITATE

INSTALLATION OF THE JUNCTION BOX.

ANY CORING, ADDITIONAL BRICK

REMOVAL, ETC. TO BE REVIEWED BY

THE STRUCTURAL ENGINEER.

COORDINATE WORK WITH THE

ARCHITECTURAL AND ELECTRICAL

DRAWINGS.

01

S101

CROFT - GROUND FLOOR FRAMING PLAN1:100

02

S101

CROFT - SECOND FLOOR FRAMING PLAN1:100

KEYPLANN.T.S.

2017-12-22

PIT B

ELOW

1

1 1

1

1 1

2

2 2

3

2 23

3

3 3

3

3

300 MAT SLAB. R/W 15@300

T+B EW. STEP DOWN

ACCORDING TO SECTION TO

MEET U/S SUMP PIT.

1 3

THIS AREA

ALREADY

UNDERPINNINED

SD

F

SD

F

EXTENT OF UNDERPINNING AS

SHOWN. UNDERPINNG DEPTH IS

APPROXIMATELY 2000, TO BE

INSTALLED IN 2 LIFTS.

UNDERPINNING TO BE DEEPER

ADJACENT TO SUMP PIT.

REMOVE SLAB ON GRADE

IN THIS AREA FOR

UNDERPINNING WORK

AND REINSTATE WITH

NEW SLAB ON GRADE

PRE-CAST SUMP PIT BY OTHERS.

REFER TO ARCH AND MECH FOR

LOCATION AND DEPTH. STEP DOWN

FOOTINGS TO U/S SUMP PIT

SDF

NOTE 'A'

SW1

SW3

SW

2

SW

2

01

S202

POUR NEW CONCRETE WALLS

AGAINST UNDERPINNING AND

EXISTING MASONRY

NOTE:

PROVIDE TEMPORARY

SHORING. REFER TO

SECTION

NOTE: FOR ALL NEW CORES THROUGH

EXISTING MASONRY, MAINTAIN MIN 300mm

CLEAR DISTANCE BETWEEN ALL EXISTING

OPENINGS, ARCHS, LINTELS, SLEEVES, ETC.

NOTIFY ENGINEER PRIOR TO CORING IF THIS

CLEAR DISTANCE CANNOT BE MAINTAINED.

EXISTING 150 CONCRETE SLABS TO

REMAIN. BEAR EXISTING SLABS ON NEW

WALLS BELOW.

NOTE 'A':

EXISTING OPENING THROUGH

MASONRY WALL ABOVE AND BELOW.

WIDTH OF OPENING BELOW TO BE

SITE VERIFIED. EXTEND WIDTH OF

OPENING BELOW WITH VERTICAL CUT

NO WIDER THAN WIDTH OF EXISTING

OPENING ABOVE.

NOTE 'A'

SW1

SW3

SW

2

SW

2

NEW OPENING IN

EXIST SLAB. REFER

TO NOTE ABOVE

REGARDING

CUTTING

CONCRETE

01

S202

02

S202

OPENING IN EXISTING WALL FOR

NEW PIPES, LAYOUT LOCATIONS

FOR STRUCTURAL CONSULTANT

REVIEW BEFORE CUTTING.

SIMILAR BETWEEN GRID LINES 4-5.

W150x18W150x18

REMOVE EXISTING

ROOF BELOW

SW1

SW3

SW

2SW

2

W150x18

OPEN

01

S203

02

S203

EXISTING LINTEL BELOW

SECOND LEVEL

01

S203

SIM

03

S203

W150x18

04

S203

PENETRATIONS THROUGH

SLAB. REINFORCE AS PER

TYPICAL DETAILS

04

S203

SIM

05

S203

62 CONCRETE ON 38 METAL DECK.

R/W 152x152 MW18.7 x MW18.7

W150x18

W150x18W150x22

W150x22

OPEN

06

S207

EX

IST

ING

5"

SL

AB

EX

IST

ING

5"

SLA

B

EXISTING BM 60"x16"

EXISTING BM 60"x16"

DO NOT CUT OR DAMAGE

EXISTING CONCRETE BEAM

BELOW. MAINTAIN MINIMUM

100 CLEAR DISTANCE

BETWEEN EDGE OF BEAM AND

ANY CONCRETE CUTTING

SW1

SW3S

W2

SW

2

OP

EN

01

S203

02

S203

01

S203

03

S203 04 A

S203

04

S203

TRENCH THROUGH EXISTING

CONCRETE SLAB. REFER TO

SECTIONS FOR REQUIRED DEPTH

OF TRENCH

SIM

SIM

SIM SIM

SIM

03

S203

SIMW150x2262 CONCRETE ON 38 METAL DECK.

R/W 152x152 MW18.7 x MW18.7.

MIN DECK THICKNESS = 0.91mm

190 MASONRY WALL

ABOVE TO SUPPORT LOW

ROOF FRAMING

REMOVE SLAB BETWEEN EX. BEAMS

FOR M&E INSTALLATION. REPLACE

WITH 125 CONC. ON 76 METAL DECK

(1.21 mm), R/W 15M@400 BLL,

10M@400 BUL. DOWEL BOTTOM

BARS INTO BEAM WITH 15M@400 IN

HILTI HY-200, MIN. EMB. 145 mm.

SUPPORT DECK ON L76x76x6.4

ANCHORED TO BEAM WITH 12 mm

DIA. THREADED ROD IN HILTI

HY-200, MIN. EMB. 114 mm.

02

S204

AT THIS END, PLATE

CONNECTION TO

EXISTING MASONRY TO

BE 400 WIDE

OVERHEAD HSS FOR COILING DOOR.

PROVIDE CONNECTIONS TO

EXISTING MASONRY EACH END

SIMILAR TO 07/S205. JAMB STEEL,

HSS, CONNECTIONS TO STRUCTURE

AND EXISTING MASONRY BY

OTHERS. COORDINATE WITH MISC.

METALS FABRICATOR AND DOOR

SUPPLIER

LINTEL

OVER

NEW

OPENING

W200X36 HIGH ROOF BEAM. CONNECT

ROOF ANCHOR TO TOP FLANGE AND

PROVIDE STIFFENERS BOTH SIDES AS

PER TYPICAL DETAIL

38 METAL ROOF DECK

MIN THICKNESS 1.52mm. SUPPLY

SINGLE SHEET FOR FULL

LENGTH AND WIDTH.

MAX UNFACTORED SNOW LOAD

ON LOW ROOF = 14.6 kPa

38 METAL ROOF DECK

MIN THICKNESS 0.91mm.

MAX UNFACTORED SNOW LOAD

ON MID ROOF = 6.6 kPa

38 METAL ROOF DECK

MASONRY SHEAR WALLS BELOW

HIGH

ROO

F

MID

ROOF

LOW ROOF

01

S204

ROOF ANCHOR, TYP

02

S204

W200x36 HIGH ROOF BEAM. PROVIDE TOP

AND BOTTOM FLANGE BRACING TO W200

HIGH ROOF BEAMS

W150x37 MID ROOF BEAM. PROVIDE TOP

AND BOTTOM FLANGE BRACING TO W150

MID ROOF BEAMS

W150x37 MID ROOF BEAM. CONNECT

ROOF ANCHOR TO TOP FLANGE AND

PROVIDE STIFFENERS BOTH SIDES AS

PER TYPICAL DETAIL

W150x22

W150x22

W150x18

W150x18, TYP FOR (3) LOW ROOF BEAMS

W150x37, TYP FOR (3) LOW ROOF BEAMS

CONNECTED TO ROOF ANCHOR.

03

S204

ROOF

190 CMU

15M @ 800 V

2-3.66Ø @ 400 H

SW1

LEVEL 3

190 CMU

15M @ 800 V

2-3.66Ø @ 400 H

190 CMU

15M V EACH CELL

2-3.66Ø @ 400 H

200 CONC

15M @ 400 VEF

10M @ 400 HEF

LEVEL 2

LEVEL 1

BASEMENT

FDN

190 CMU

15M @ 800 V

2-3.66Ø @ 400 H

SW2

190 CMU

15M @ 800 V

2-3.66Ø @ 400 H

190 CMU

15M @ 400 V

2-3.66Ø @ 400 H

200 CONC

15M @ 400 VEF

10M @ 400 HEF

ALL CELLS FULLY

GROUTED

ALL CELLS FULLY

GROUTED

ALL CELLS FULLY

GROUTED

ALL CELLS FULLY

GROUTED

ALL CELLS FULLY

GROUTED

ALL CELLS FULLY

GROUTED

190 CMU

15M V EACH CELL

2-3.66Ø @ 400 H

SW3

190 CMU

15M V EACH CELL

2-3.66Ø @ 400 H

190 CMU

15M V EACH CELL

2-3.66Ø @ 400 H

200 CONC

15M @ 400 VEF

10M @ 400 HEF

ALL CELLS FULLY

GROUTED

ALL CELLS FULLY

GROUTED

ALL CELLS FULLY

GROUTED

1-15M V

CORNER REINF.

4-15M V

10M @ 200 TIES

1-25M x 2500 INTO

CONCRETE

BELOW. MIN 900

INTO SW BELOW

1-15M V

1-20M V ABOVE

SHEAR WALL SCHEDULE NOTES:

1. REFER TO TYPICAL DETAILS FOR ALL INFORMATION NOT SHOWN HERE. WHERE

CONFLICTING INFORMATION OCCURS, THE MOST STRINGENT OF DETAILS SHALL APPLY.

2. DO NOT POUR A CONSTRUCTION/COLD JOINT AT THE BASEMENT LEVEL SLAB ON GRADE.

ALL REBAR TO BE CONTINUOUS FROM THE FOUNDATION TO THE U/S OF THE LEVEL 1

SLAB, OR PROVIDE STAGGERED SPLICES AS REQUIRED. NO MORE THAN 50% OF

REINFORCING TO BE SPLICED AT ANY ONE ELEVATION.

3. PROVIDE DOWELS BETWEEN FOUNDATION TO CONCRETE WALLS MATCHING VERTICAL

SPACING OF REBAR. PROVIDE MIN 2 STIRRUPS IN FOUNDATION AT THE CORNER

VERTICAL REINFORCING DOWELS.

4. PROVIDE DOWELS BETWEEN THE CONCRETE AND MASONRY WALL INTERFACE. AT

INTERSECTION OF EXISTING SLAB, PROVIDE EITHER A) PRE-DRILLED DOWELS THROUGH

THE SLAB AND EMBEDDED INTO THE CONCRETE WALLS BELOW, OR B) POST-INSTALLED

DOWELS INTO THE CONCRETE WALL BELOW USING EPOXY GROUT HILTI HY-200. ALL

DOWELS TO BE FULLY DEVELOPED AS PER THE TYPICAL DETAILS.

5. DO NOT PROVIDE CONSTRUCTION/EXPANSION JOINTS IN MASONRY ELEVATOR SHAFT

WALLS.

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

01

S102

ELEVATOR - FOUNDATION FRAMING PLAN1:100

02

S102

ELEVATOR - FIRST FLOOR FRAMING PLAN1:100

03

S102

ELEVATOR - SECOND FLOOR FRAMING PLAN1:100

05

S102

ELEVATOR - ROOF FRAMING PLAN1:100

04

S102

ELEVATOR - THIRD FLOOR FRAMING PLAN1:100

KEYPLANN.T.S.

06

S102

ELEVATOR - SHEAR WALL SCHEDULE

ELEVATOR FRAMING NOTES

1:100

1. REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIOS OF FLOOR ASSEMBLY.

2. WHERE CROSSED AND NOTED THE LOCAL DATUM FOR RAISED OR LOWERED AREAS

ARE GIVEN RELATIVE TO THE GIVEN DATUM.

3. TOP OF CONCRETE ON METAL DECK IS 20mm BELOW THE FINISHED FLOOR ELEVATION

UNLESS NOTED.

4. TOP OF STEEL BEAMS SUPPORTING THE CONCRETE ON METAL DECK ARE 100mm

BELOW THE FINISHED FLOOR ELEVATION UNLESS OTHERWISE NOTED.

5. SUPERIMPOSED LOADS USED IN THE DESIGN:

LIVE LOAD

ELEVATOR LOBBY 4.8 kPa

ROOF SNOW LOAD 1.29 kPa + ASL AS NOTED

DEAD LOADS

ELEVATOR LOBBY: ROOF:

PARTITIONS 1.0 kPa ROOFING 0.40 kPa

FLOOR FINISH 0.25 kPa SUSPENDED 0.35 kPa

SUSPENDED 0.35 kPa TOTAL 0.75 kPa

TOTAL 1.60 kPa

6. ASSUMED SELF WEIGHT OF STRUCTURE USED IN THE DESIGN:

CONCRETE ON METAL DECK1.90 kPa

METAL DECK 0.15 kPa

STRUCTURAL STEEL 0.40 kPa

7. REFER TO DRAWING S001 FOR GENERAL NOTES.

8. REFER TO DRAWING S002-S006 FOR TYPICAL DETAILS.

2017-12-22

NEW W250x49 NEW W360x45

NEW W250x49

NE

W W

410

x54

NE

W W

410

x67

NE

W W

410

x46

EXISTING CONCRETE ON METAL PAN

EX

IST

ING

16"

OW

SJ @

24"

c/c

EX

IST

ING

CO

NC

RE

TE

ON

ME

TA

L P

AN

EXISTING 14" OWSJ @ 24" c/c

EX

IST

ING

CO

NC

RE

TE

ON

ME

TA

L P

AN

EXISTING 10" OWSJ @ 24" c/c

EX

IST

ING

5"

SL

AB

NE

W W

410

x54

NE

W W

410

x54

NEW STEEL BEAMS TO SUPPORT FEATURE

STAIR ABOVE. FABRICATOR TO PROVIDE

REACTION LOADS PRIOR TO ERECTION

FEATURE STAIR BY

OTHERS. DESIGN FOR

LOADS AND GUARD

LOADS ACCORDING TO

OBC2012

MIL

LW

OR

K

MIL

LW

OR

K

MIL

LW

OR

K

MIL

LW

OR

K

MIL

LW

OR

K

MIL

LW

OR

K

MIL

LW

OR

K

MIL

LW

OR

K

MIL

LW

OR

K

MIL

LW

OR

K

CA CA CA CA

CA

CACACACACA

NEW W360x45

ADD LINE OF BRIDGING TO

SUPPORT TOP FLANGE OF NEW

WIDE FLANGE BEAMS. ADD

BRIDGING LINE AT EACH

QUARTER POINT AND AT EACH

CONNECTION TO COLUMNS

ABOVE. BRIDGING TO CONNECT

TO MINIMUM 2 JOISTS ON EITHER

SIDE OF THE NEW WIDE FLANGE

BEAMS. TYP FOR ALL NEW BEAMS

ON SECOND LEVEL

NOTES:

1. VERIFY EXACT LOCATIONS OF OWSJ FRAMING PRIOR TO FABRICATION

OF BEAMS. IN THE EVENT OF INTERFERENCE BETWEEN EXISTING OWSJ,

ALLOW FOR EITHER:

A) TEMPORARY SHORING OF ADJACENT OWSJ. REMOVAL OF

INTERFERRING OWSJ, REPLACE EXISTING OWSJ WITH SIMILAR

CONNECTIONS EITHER END. INSTALL NEW BEAM IN CORRECT

LOCATION; OR,

B) INSTALL (2) WIDE FLANGE BEAMS EITHER SIDE OF

INTERFERRING OWSJ. REMOVE INTERFERRING OWSJ AND ADD

NEW STEEL PLATES/ANGLES TO TRANSFER LOAD FROM COLUMN

ABOVE INTO NEW BEAMS.

NOTIFY ENGINEER OF ANY INTERFERENCES AND ALLOW FOR RE-DESIGN

OF BEAMS IN EVENT OF INTERFERENCE.

2. ALLOW FOR REMOVAL AND REINSTATEMENT OF EXISTING OWSJ

BRIDGING WHERE INTERFERRING WITH NEW WORK. WHERE AN

EXISTING OWSJ WOULD HAVE BRIDGING REMOVED ON BOTH SIDES,

ALLOW FOR TEMPORARY SHORING OF THE OWSJ UNTIL BRIDGING IS

REPLACED.

3. REMOVE AND REPLACE ALL MECHANICAL AND ELECTRICAL

INTERFERENCES. REFER TO ARCH, MECH, AND ELEC DRAWINGS FOR

INFORMATION.

MIL

LW

OR

K

UNDER AREAS OF MILLWORK

ABOVE, LIVE LOAD = 7.20 kPa.

CONCTRACTOR TO

SITE-MEASURE EXIST OWSJ

DIMENSIONS AND REPORT

DIMENSIONS TO ENGINEER.

REFER TO TYPICAL DETAIL

0507A FOR REQUIRED

DIMENSIONS. TYP FOR ALL

EXIST OWSJ UNDER NEW

MILLWORK AREAS ABOVE.

01

S205

01

S205

SIM

01

S205

SIM

01

S205

SIM

01

S205

SIM

01

S205

SIM

01

S205

SIM

01

S205

SIM

01

S205

SIM

02

S205

03

S205

BP1

BP1

MARKWIDTH x DEPTH

x THICKNESS

04

S205

ANCHORAGE

BP2

BP2

BP1 350 x 450 x 15 4-12Ø HILTI KWIK BOLT 3

BP2 250 x 250 x 10 4-12Ø HILTI KWIK BOLT 3

BP3 300 x 300 x 15 4-12Ø HILTI KWIK BOLT 3

BP1

BP1

BP3

BP3 400 x 450 x 15 4-12Ø HILTI KWIK BOLT 3

BEARING PLATE SCHEDULE

NOTES:

1. WIDTH IS DIRECTION PARALLEL WITH

THE EXISTING MASONRY WALLS BELOW.

2, REFER TO SECTIONS FOR NOTES ON

EXISTING CONDITIONS

BP3BP4 BP4

BP3

01

S205

SIM

BP3 BP3 BP3BP3

NOTE: SECTIONS TYP FOR

ALL BEARING PLATES ON

EXISTING MASONRY WALLS

NOTE:

LONG-SPAN STEEL BEAMS

SUPPORTING COLUMNS ABOVE

MAY REQUIRE SPLICING. TO BE

DETERMINED BY CONTRACTOR

BASED ON SITE CONDITIONS

AND ACCESS. ALL SPLICES TO

FULLY DEVELOP MOMENT AND

SHEAR CAPACITY OF BEAM.

CHIP AND REMOVE 20mm CONCRETE FROM

CONCRETE ON PAN WITHIN THIS REGION.

REPLACE WITH 10mm THIN-SET GROUT AND 10

THICK STEEL PLATE, PROVIDED IN SINGLE PLATE

DIRECTLY BELOW FINISHED FLOOR. FEATURE

STAIR FABRICATOR TO FASTEN/WELD DIRECTLY

TO THIS PLATE

ADD 4-L102x102x4.8 KICKERS FROM

BOTTOM FLANGE OF NEW STEEL BEAMS

UP TO SUPPORT TOP CHORD OF

EXISTING OWSJ. INSTALL PRIOR TO

ERECTION OF NEW FEATURE STAIR

ABOVE. DESIGN FOR Tf=Cf=15 kN.

07

S206

07

S206

SIM

MAX. 38 mm

DEEP TRENCH,

CUT INTO EXIST.

SLAB.

06

S207

500

MA

X.

06

S207

TRENCH THROUGH EXISTING

CONCRETE SLAB IN THE

DIRECTION OF THE SPAN.

REFER TO SECTIONS FOR

REQUIRED DEPTH OF

TRENCH. SIM. AT ENTRANCE

TO WEST HALL.

01

S103

LIBRARY - SECOND FLOOR FRAMING PLAN1:50

KEYPLANN.T.S.

SECOND FLOOR FRAMING NOTES

1:50

1. REFER TO ARCHITECTURAL DRAWINGS FOR FLOOR ASSEMBLY ELEVATIONS.

2. WHERE CROSSED AND NOTED THE LOCAL DATUM FOR RAISED OR LOWERED

AREAS ARE GIVEN RELATIVE TO THE THIRD FLOOR DATUM.

3. TOP OF FINISHED FLOOR IS 20 mm BELOW THE FLOOR DATUM.

4. TOP OF STEEL BEAMS SUPPORTING THE SLAB ON METAL DECK ARE 100mm BELOW

THE FINISHED FLOOR UNLESS OTHERWISE NOTED.

5. WHERE NOTED, TOP OF BEAM IS GIVEN RELATIVE TO THE FINISHED FLOOR.

6. SUPERIMPOSED LOADS USED IN THE DESIGN:

LIVE LOAD 4.8 kPa EVERYWHERE

7.2 kPa UNDER MILLWORK AREAS AS NOTED

DEAD LOADS

PARTITIONS 1.0 kPa

FLOOR FINISH 0.25 kPa

SUSPENDED 0.35 kPa

TOTAL 1.60 kPa

7. ASSUMED SELF WEIGHT OF STRUCTURE USED IN THE DESIGN:

CONCRETE ON METAL DECK 1.90 kPa

STRUCTURAL STEEL 0.40 kPa

8. REFER TO DRAWING S001 FOR GENERAL NOTES.

9. REFER TO DRAWING S002-S006 FOR TYPICAL DETAILS.

2017-12-22

EXISTING 8" OWSJ @ 24" c/c TO REMAIN

EX

IST

ING

5"

CO

NC

RE

TE

SLA

B

EX

IST

ING

CO

NC

RE

TE

ON

ME

TA

L P

AN

TO

RE

MA

IN

EX

IST

ING

CO

NC

RE

TE

ON

ME

TA

L P

AN

AN

D E

XIS

TIN

G

OW

SJ T

O B

E R

EM

OV

ED

W150x30 CRANKED CRANKED W150x30

W150

x22

CANT

W150x13 (SLOPED)PA

PA

PA - HSS102x102x3.2

POST ABOVE TO SUPPORT

HIGH FRAMING, TYP

PA

W15

0x1

3

W15

0x1

3

W25

0x1

8

W150x13

W200x36

W150

x13

(S

LO

PE

D)

W200x19

W1

50x1

3

W1

50x18

W1

50x1

3

W150

x13

W150

x13

W150x13 (SLOPED)

W150

x13

(S

LO

PE

D)

W150x13

+84

+26

0

+260

±0

±0

W150x13

0

D1

STRUCTURAL FRAMING IN

THIS AREA SIMILAR TO STEEL

ON OTHER PLATFORM,

EXCEPT AS NOTED

W150

x22

W150

x22

W15

0x2

2

W150

x22

W150

x22

W150

x22

W150

x22

W150

x22

W150x18

W150

x18

W150x22W150x22W150x22W150x22

W150x22W150x22W150x22

W1

50x22

W1

50x22

W1

50x22

W1

50x22

W1

50x22

W1

50x22

W150x22

W150x22 W150x22

W150x22 W200x42 CANT

W150x30

W150

x13

W150

x30

W1

50x3

0

W1

50x3

0

W150x1

3

W150x13

W150x30

W1

50x13

W310

X39

W200

x18

W310

x39

CANT

OPEN TO BELOW

FEATURE STAIR, DESIGN BY

OTHERS

D1

D1

D1

W200x59

W200x31

CANT, TYP ALL EDGES

D1 - 62 CONCRETE ON 38 METAL DECK. R/W 152 x 152 x MW 18.7 x MW 18.7

D1

D1

WALLS ABOVE THIRD

LEVEL TO BE

DEMOLISHED SHOWN

DASHED HERE. REFER

TO ARCH FOR

EXTENTS. NEW LINTEL

ABOVE. ALLOW FOR

2-W250x58 w/ PL20 TOP

AND BOTTOM x FULL

WIDTH OF WALL. TO BE

VERIFIED ON SITE

DURING DEMOLITION.

NEW 75 THICK CONCRETE TOPPING OVER RIGID INSULATION

BELOW. REINFORCE TOPPING WITH 152 x 152 x MW 25.8 x MW 25.8.

LIVE LOAD REDUCED TO 2.4 kPa (OFFICE) IN CROSSED AREA

EXISTING 5"

CONCRETE

SLAB AND

STAIRS IN

THIS AREA

REMOVED.

W2

00x22

W20

0x1

5

STEEL JOISTS AND STUDS FOR GROUP STUDY AREA

TO BE DESIGNED BY OTHERS. MINIMUM DESIGN LOAD

FOR CEILING TO BE 2.40 kPa. TYP FOR BOTH GROUP

STUDY AREAS, BOTH PLATFORMS

GUARDRAIL DESIGN BY

OTHERS. FASTEN TO

CONCRETE TOPPING.

ALL COLUMNS BELOW U/N

TYPE C1 - W150x22

W150x30

W150x22

W15

0x1

3

W150x30

D2 - 150 CONCRETE ON

38 METAL 'FORM' DECK

REINFORCED WITH

15M@300 BEW. STEEL

BEAMS IN THIS AREA

TO RECEIVE

INTUMESCENT FIRE

PROTECTION. TYP FOR

ALL FRAMING IN

LANDING AREA

06

S205

05

S205

07

S205

06

S205

05

S205

07

S205

SIM SIM

SIM

W150

x13

08

S205

W2

00x22

09

S205

10

S205

STEEL BENT PLATE CONNECTION TYP

AT ALL CONNECTIONS TO EXISTING

MASONRY UNLESS NOTED.

01

S206

02

S206

W150x18

(SLOPED)

W150x18

(SLOPED)

W150

x18

W150x18

+6

37

+6

37

W15

0x2

2W

150x18

03

S206

04

S206

+220

+485

+485

NOTE: REFER TO ARCH FOR ALL AREAS

WITH HANDRAILS, GUARDRAILS. DESIGN

BY OTHERS FOR ALL SYSTEMS.

CONNECTION TO STRUCTURE BY

OTHERS FOR ALL SYSTEMS.

W150x13

04

S206SIM

OP

EN

W150

x18

OVERHEAD HSS FOR

COILING DOOR. PROVIDE

CONNECTIONS TO EXISTING

MASONRY EACH END

SIMILAR TO 07/S205. JAMB

STEEL, HSS, CONNECTIONS

TO STRUCTURE AND

EXISTING MASONRY BY

OTHERS. COORDINATE

WITH MISC. METALS

FABRICATOR AND DOOR

SUPPLIER

C2 BELOW

W150x30.

INTUMESCENT PAINT

ON COLUMN

W15

0x30

PL200x25

PL200x25

PL200x25

HB

HANGER BELOW

TYP (4) LOCATIONS

AT LANDING

11

S205

W150

x18

W150

x18

W15

0x18

12

S205

D3D3 - 62 CONCRETE ON 38 METAL DECK.

R/W 152 x 152 x MW18.7 x MW18.7. MAX

AGGREGATE SIZE IN CONCRETE

TOPPING TO BE 10mm. ADJUST MIX

DESIGN FOR SMALLER AGGREGATE.

USE THIS MIX ON LANDING ONLY

CANT DECK EDGES PAST

STRUCTURAL STEEL. DECK

FABRICATOR TO PROVIDE BENT

PLATE SUITABLE FOR CANTILEVER

LENGTH.

CANT

W150x18

150

W150x18 (LOW)

EDGE OF DECK AT MID LANDING

05-A

S205

07-A

S205LOW FRAMING AT

EXISTING WINDOW SILL.

REFER TO SECTION.

D2

06

S206

W200x15

W200x15

W200x15

W250x28

W150

x14

PROVIDE

BEARING PLATES

FOR ALL STEEL

BEAMS SIM TO

7/S205

THREAD NEW BEAMS

THROUGH MASONRY

WALLS BELOW AS

REQUIRED.

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

0

0

0

W200x46

W200x46

W200x46

NEW LINTEL OVER

EXTENDED FHC

OPENING IN EXISTING

WALL. REFER TO

03/S204 FOR SIMILAR

LINTEL.

01

S104

LIBRARY - THIRD FLOOR FRAMING PLAN1:50

THIRD FLOOR FRAMING NOTES

1:50

1. REFER TO ARCHITECTURAL DRAWINGS FOR FLOOR ASSEMBLY ELEVATIONS.

2. WHERE CROSSED AND NOTED THE LOCAL DATUM FOR RAISED OR LOWERED AREAS

ARE GIVEN RELATIVE TO THE THIRD FLOOR DATUM.

3. TOP OF FINISHED FLOOR IS 20 mm BELOW THE FLOOR DATUM.

4. TOP OF STEEL BEAMS SUPPORTING THE SLAB ON METAL DECK ARE 100mm BELOW

THE FINISHED FLOOR UNLESS OTHERWISE NOTED.

5. WHERE NOTED, TOP OF BEAM IS GIVEN RELATIVE TO THE FINISHED FLOOR.

6. SUPERIMPOSED LOADS USED IN THE DESIGN:

LIVE LOAD 4.8 kPa EVERYWHERE, EXCEPT AS NOTED

2.4 kPa IN OFFICE AREAS AS NOTED

DEAD LOADS

PARTITIONS 1.0 kPa

FLOOR FINISH 0.25 kPa

SUSPENDED 0.35 kPa

TOTAL 1.60 kPa

7. ASSUMED SELF WEIGHT OF STRUCTURE USED IN THE DESIGN:

CONCRETE ON METAL DECK1.90 kPa

STRUCTURAL STEEL 0.40 kPa

8. REFER TO DRAWING S001 FOR GENERAL NOTES.

9. REFER TO DRAWING S002-S006 FOR TYPICAL DETAILS.

N.T.S.

KEYPLAN

2017-12-22

03

S105

GLAZING CONNECTION TO EXISTING STRUCTURE ABOVE

1:20

U/S CEILING

U/S EXISTING STRUCTURE

EXISTING STRUCTURE ABOVE

CONT L152x152x6.4. FASTEN TO

EXISTING STRUCTURE WITH

EXPANSION ANCHORS OR SIMILAR

DEPENDING ON STRUCTURE

ABOVE SPACED AT 400 c/c.

L102x102x6.4 KICKERS. SPACE

KICKERS SO THAT MINIMUM 2

SETS OF KICKERS SUPPORT

EACH GLAZED PARTITION AT

EACH END OF PARITION.

CONNECT FOR Tf=Cf=15 kN

MA

X 1

50

CONT L152x152x6.4 ACROSS TOP

OF GLAZED PARTITION. MAY BE

INTERRUPTED AND/OR SPLICED

PROVIDED THAT SINGLE ANGLE

IS PROVIDED ACROSS TOPS OF

GLAZING BETWEEN KICKERS.

GLAZED PARTITION BELOW.

CONNECTION TO STRUCTURE

ABOVE BY OTHERS NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

05

S105

TYP ALL GLAZING IN

ROOM 259

EXISTING 5" SLAB

SLAB INFILL TYPE S1

03

S204

SIM

NEW LINTELS

ABOVE NEW DOOR

OPENING

02

S105

ROOM 259

1:100

N.T.S.

KEYPLAN

01

S105

ROOM 171A

1:100

KEYPLAN

N.T.S.

2017-12-22

OPENING

BELOW

METAL GRATING AT LOWER

MECHANICAL LEVEL ABOVE

CONCRETE SLAB

EXISTING 10"

CONCRETE SLAB

AS REQUIRED, PROVIDE

TEMPORARY SHORING TO

EXISTING STEEL MEMBERS

ABOVE. SUPPORT

TEMPORARY SHORING ON

EXISTING CONCRETE SLAB. DO

NOT SUPPORT EXISTING

STEEL ABOVE FROM THE

LOWER MECHANICAL LEVEL

GRATING OR STEEL.

NEW OPENINGS THROUGH

EXISTING MASONRY FOR NEW

MECHANICAL SERVICES. REFE

TO MECH FOR LOCATIONS.

EX. ROOF

EX. ROOF

EX

. R

OO

F

EX. ROOF BEAM / TRUSSEX. ROOF BEAM / TRUSS

EX

. R

OO

F

ROOF STRUCTURE HIGH POINT

EXISTING BUILT-UP ROOF SLOPES.

REINSTATE AFTER COMPLETING

AHU WORK

REMOVE AND REINSTATE ROOF AND ROOF MEMBERS WITHIN

THIS AREA.

AFTER REMOVING ROOFING, CONFIRM LAYOUT OF STRUCTURAL

MEMBERS AND RECORD SIZE, SPACING, AND QUALITY OF

STRUCTURAL MEMBERS. NOTIFY ENGINEER WITH FINDINGS.

REINSTATE ALL STRCUTURAL MEMBERS AFTER INSTALLATION

OF AHU UNITS. REFER TO ARCH FOR REINSTATING ROOF.

ALLOW FOR NEW HATCH THROUGH

EXISTING ROOF. SIZE TBD BASED ON

EXISTING STRUCTURE. ALLOW FOR

REMOVAL OF (4) EXISTING ROOF BEAMS

AND REINFORCING OF ADJACENT ROOF

MEMBERS

SEPARATE PRICE ITEM:

PROVIDE ROOF ANCHOR FOR FALL ARREST SYSTEM.

COORDINATE WORK WITH ROOF HATCH AND WITH

ROOF HATCH REINFORCING. ALLOW FOR ADDITIONAL

REINFORCING OF MIN TRIPLEING EXISTING ROOF

MEMBERS WITH EQUIVALENT SIZE LVL MEMBERS, NEW

HEADER ACROSS EXISTING MEMBERS, STEEL FRAMING

BETWEEN MEMBERS AS PER TYPICAL DETAIL 0512, AND

TIE-IN TO ROOFING AND FLASHING SYSTEM. REFER TO

ARCH FOR LOCATION AND DETAILS.

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

EXISTING BRICK CORBELS ABOVE

EX

W1

2x6

.5W

F27 (

W3

10x3

9)

EX W12B14 (W310x21)

EX W12B14 (W310x21)

EXISTING AHU AND DUCTS TO BE

REPLACED. REFER TO MECH AND ARCH

FOR SIZE AND LOCATION. REFER TO

ROOF PLAN FOR APPROXIMATE AREA OF

ROOF REMOVAL REQUIRED TO

FACILITATE WORK.

NOTE:

NOT ALL EXISTING STEEL FRAMING REQUIRING REMOVAL DETAILED HERE. CONTRACTOR TO DETERMINE REQUIREMENTS OF

EXISTING STEEL REMOVAL BASED ON MEANS AND METHODS OF COMPLETING THE WORK.

WHERE REQUIRED, EXISTING STEEL BEAMS, CHANNELS, POSTS, HANGERS, GRATING, ETC. TO BE REMOVED TO ALLOW FOR

REMOVAL OF EXISTING AHU AND DUCTS AND FOR INSTALLATION OF NEW AHU AND DUCTS. STAGING AND PLANNING OF THE

WORK IS THE RESPONSIBILITY OF THE CONTRACTOR.

SUBMIT PLAN PRIOR TO DECONSTRUCTING STEEL DETAILING WHICH MEMBERS ARE TO BE REMOVED AND HOW REMAINING

STEEL MEMBERS WILL BE SUPPORTED TEMPORARILY. EXISTING HOIST BEAMS MAY BE USED TO LIFT AHU AND DUCTS INTO

PLACE AND TO FACILITATE REMOVAL OF THE EXISTING AHU AND DUCTS.

CONTRACTOR TO SUBMIT SHOP DRAWINGS WITH WEIGHTS OF MATERIALS TO BE HOISTED USING EXISTING STEEL MEMBERS.

PRIOR TO ERECTION, EXISTING HOIST BEAMS TO BE MEASURED AND INFORMATION SENT TO ENGINEER FOR REVIEW. INCLUDE

LIFITNG POINTS, TRAVEL ROUTES, ETC.

AFTER WORK HAS BEEN COMPLETED, REINSTATE EXISTING STEEL MEMBERS AND METAL GRATING. WHERE EXISTING WELDED

CONNECTIONS WERE REMOVED, REINSTATE WITH MATCHING WELDS OF SIMILAR TYPE AND QUALITY.

EXISTING WIDE-FLANGE BEAMS CAPABLE OF SUPPORTING

THE NEW AHU. SUBMIT AHU SHOP DRAWINGS SHOWING

SUPPORT REQUIREMENTS UP TO THE OVERHEAD BEAMS.

HANGERS AND CONNECTION TO EXISTING STEEL TO BE BY

STEEL FABRICATOR. WHERE POSSIBLE, SUPPORT

DIRECTLY FROM THE WIDE FLANGE BEAMS AND NOT FROM

THE CHANNELS. SUBMIT LOADS TO BE APPLIED TO

EXISTING STEEL CHANNELS AND ALLOW FOR

STRENGTHENING OF CHANNELS AS REQUIRED.

ALL SECONDARY FRAMING ARE EX 6C8.2

(C150x12) EXCEPT AS NOTED. NOT ALL

FRAMES SHOWN FOR CLARITY. REFER TO

EXISTING STRUCTURAL DRAWINGS FOR

INFORMATION.

EXISTING METAL GRATING BELOW AND EXISTING STEEL HANGERS

UP TO UPPER LEVEL OF STEEL FRAMING TO BE REMOVED AND

REPLACED TO FACILITATE AHU REPLACEMENT. REFER TO NOTES

BELOW REGARDING REPLACEMENT OF STEEL MEMBERS AND

CONNECTIONS.

NOTE:

REFER TO ARCH DOCMENTS FOR PLANS AND PHOTOGRAPHS OF

EXISTING FRAMING.

REFER TO MECH FOR SCOPE OF WORK AND EXISTING

MECHANICAL EQUIPMENT LOCATIONS.

02

S106

TOWER AHU - UPPER MECHANICAL FLOOR PLAN1:100

01

S106

TOWER AHU - LOWER MECHANICAL FLOOR PLAN1:100

03

S106

TOWER AHU - EXISTING ROOF PLAN1:100

N.T.S.

KEYPLAN

04

S106

TOWER AHU - EXISTING UPPER LEVEL FRAMINGN.T.S.

DRAWINGBLOCKTITLE 2017-12-22

GUARDAIL BY OTHERS.

CONNECTION TO

STRUCTURE BY

OTHERS

EXISTING MASONRY

EXISTING

CONCRETE SLABNEW PLATES, ANGLES, ETC. BY

OTHERS. FASTEN DIRECTLY TO

EXISTING CONCRETE SLAB BELOW.

CAST GUARDRAIL CONNECTIONS INTO

CONCRETE TOPPING BUT DO NOT RELY

UPON TOPPING FOR RIGID SUPPORT

RAMP, SLOPED

CONCRETE

TOPPING

01

S201

HANDRAIL AND CONCRETE TOPPING AT EXIT CORRIDOR1:20

02

S201

HANDRAIL AND CONCRETE TOPPING AT EXIT CORRIDOR1:20

EXISTING MASONRY BEYOND

EXISTING CONCRETE ON METAL

PAN

EXISTING OWSJ

EXISTING W200

EXISTING CONCRETE BEAM

EXISTING 7" CONCRETE SLAB

RAMP, SLOPED

CONCRETE TOPPING

BASEMENT LEVEL

TOP OF SLAB EL. 107.47

150 MIN

REMOVE EXISTING CONCRETE

STAIRS

MAKE GOOD CONCRETE AT

BASE OF EXISTING STAIR

SLAB THICKENING IN SLAB ON GRADE

UNDER NEW STAIRS. REFER TO TYPICAL

DETAILS. ADD 10M @ 300 x 600 LONG

DOWELS INTO EXISTING CONCRETE

SLAB ON GRADE. USE EPOXY GROUT HILTI HY-200 MIN EMBEDMENT 300

NEW CONCRETE STAIR. REFER TO

ARCH FOR DIMENSIONS OF TREADS

AND RISERS. MINIMUM THICKNESS 150.

REINFORCE WITH 15M @ 250 BEW

EXISTING CONCRETE WALL TO

REMAIN. BEND REBAR FROM

WALL INTO NEW STAIRS

BEND EXISTING REBAR INTO NEW

STAIR. REPLACE DAMAGED REBAR

WITH MATCHING SIZE AND SPACING

DOWELED INTO EXISTING CONCRETE

WALL BELOW.

EXISTING OWSJ TO REMAIN.

MAINTAIN FULL BEARING OF

OWSJ ON EXISTING CONCRETE

WALL DURING CONSTRUCTION

OR PROVIDE TEMPORARY

SHORING UNTIL NEW STAIR

COMPLETED. EXISTING JOIST

SHOES AT CONNECTION TO

EXISTING CONCRETE WALL TO

BE CAST IN TO NEW STAIR

CANT TOP OF STAIR PAST SUPPORT BELOW.

ADD 15M @ 250 TOP. MIN EXTENSION PAST

SUPPORT BELOW TO BE 600. EXTEND MIN 400

INTO SLAB ABOVE

LEAVE ROUGHENED SURFACE

EXISTING CONCRETE ON METAL PAN

FLOOR TO REMAIN. REMOVE

PORTIONS INTERFEREING WITH NEW

STAIR

04

S201

NEW CONCRETE STAIRS1:20

EXIT STAIR

FFE EL. 110.11

EXISTING EXIT

FFE EL. VARIES

FIRST FLOOR, EXIT CORRIDOR

TOP OF SLAB EL. VARIES

REINFORCE EXISTING 10LB19 WITH:

175x25 BOTTOM PLATE WELDED TO

BOTTOM FLANGE.

REINFORCE STEEL BEAM PRIOR TO

INSTALLING NEW W200x15 THAT

FRAMES INTO THIS BEAM

NEW W200 SUPPORTING

EXISTING OWSJ

FIRST FLOOR, WEST WING

TOP OF SLAB EL. 110.51

MIN 50

EXISTING CONCRETE ON METAL

PAN TO REMAIN

SAWCUT EXISTING CONCRETE

AT START OF NEW RAMP

PORTION OF EXISTING OWSJ TO REMAIN.

TEMPORARILY SUPPORT OWSJ DURING

CONSTRUCTION UNTIL ALL NEW STEEL

SUPPORTING OWSJ AND REINFORCING ON NEW

STEEL BEAMS IS INSTALLED. PROVIDE NEW JOIST

BEARING SHOE ON NEW STEEL BEAM. CUT OFF

AND REMOVE PORTIONS OF EXISTING OWSJ

INTERFERING WITH NEW WORK.

NEW

W200x15

CONT L152x102x7.9

(LLH) FOR CONCRETE

CLOSURE STRIP. MIN

GAP TO ALLOW

CONCRETE DOWN INTO

CAVITY TO BE MIN 50.

SLOPED CONCRETE RAMP

REMOVE EXISTING STAIRS

AND STEEL SUPPORTING

STAIRS

EXISTING STEEL BEAMS, OWSJ,

CONCRETE ON METAL PAN TO

REMAIN AT LOW LEVEL

06

S201

NEW CONCRETE RAMP1:20

EXISTING MASONRY WALL

IF LAST EXISTING WEB MEMBER IS MORE

THAN 50 FROM EDGE OF SHOE, ADD WEB

MEMBER ON EXIST OWSJ MATCHING SIZE

AS EXISTING WEB MEMBERS

EXIST OWSJ

TO REMAIN

EXISTING SLAB

ON GRADE

VOID

125

76

VOID

03

S201

EXISTING STEEL BEAM REINFORCING AT WEST HALL STAIR1:20

VOID

87 CONCRETE ON 38

METAL DECK (0.91 mm).

REINFORCE WITH

10@400 BEW

LAP MESH INTO

CONCRETE ON

DECK MIN 600

MASONITE BEARING PAD BELOW

STEEL DECK, BOND-BREAKER

APPLIED TO ALL EXISTING

SURFACE CONDITIONS

150 CONCRETE CURB. REINFORCE WITH 10M

@ 300 VERTICAL. DOWEL INTO SLAB BELOW

WITH HILTI HY-200 EPOXY GROUT. MIN

EMBEDMENT TO BE 100. DOWEL WITH SLAB

ABOVE WITH MATCHING REBAR.

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

SLOPED CONCRETE RAMP

VA

RIE

S

150 WIDE CONCRETE UPSTAND.

REINFORCE WITH 10M @ 400 V

DOWELS INTO CONCRETE SLABS

ABOVE. ADD CONT 2-10M H.

ROUGHEN CONCRETE SURFACE

BELOW AND APPLY BONDING

AGENT

SECONDARY CONCRETE POUR,

SLOPED TO SUIT RAMP SLOPE.

LEAVE ROUGHENED SURFACE

ABOVE AND BELOW

75 BEARING ON CONCRETE

EXISTING BEAMS,

OWSJ REMOVED

BELOWBENT PLATE AND CONNECTIONS

SIMILAR TO 7/S205 EXCEPT AS

NOTED. DIMENSIONS AS FOLLOWS

125

100VARIES

15M @ 400 x 400 LONG

WELDABLE REBAR

WELDED TO STEEL

PLATE

STEP TOP OF PLATE WITH SLOPED

CONCRETE RAMP. BEARING FOR CONCRETE

RAMP ON STEEL DECK TO BE CONTINUOUS.

FIELD WELD PLATES TOGETHER AT STEPS.

TOP OF PLATE TO BE FULLY ENCASED IN

CONCRETE AT ALL SECTIONS. MINIMUM

BEND NOTED 'VARIES' TO BE 50mm.

WELD BOTTOM PLATE AS NECESSARY,

OR PROVIDE SHIMS, OR PROVIDE

CUSTOM TAPERED BENT PLATE SHAPE

TO HAVE EVEN BEARING ACROSS FULL

WIDTH OF RAMP.

REINFORCE EXISTING 10WF21 WITH:

2-19Ø STEEL BARS WELDED TO TOP FLANGE AND WEB

200x19 BOTTOM PLATE WELDED TO BOTTOM FLANGE.

REINFORCE STEEL BEAM PRIOR TO POURING TOPPING AND NEW FLOOR ABOVE

EXISTING OWSJ

15M @ 400 BLL

10M @ 400 BUL

05

S201

NEW CONCRETE RAMP1:20

FIRESPRAY OR

INTUMESCENT PAINT ANGLE

SUPPORTING CONCRETE.

TYP FOR ALL AREAS IN WEST

HALL. REFER TO ARCH

VOID

125

125

76

76

REFER TO NOTES ON THIS

SHEET FOR STEEL PLATE

CONNECTION

EXIT STAIR

FFE EL. 110.11

EXISTING EXIT

FFE EL. VARIES

EXIT STAIR

FFE EL. 110.11

EXISTING EXIT

FFE EL. VARIES

05A

S201

NEW CONCRETE RAMP1:20

SIMILAR EXCEPT AS NOTED

VOID 76

150 CONCRETE CURB. REINFORCE

WITH 10M @ 300 VERTICAL. DOWEL

INTO SLAB BELOW WITH HILTI

HY-200 EPOXY GROUT. MIN

EMBEDMENT TO BE 100. DOWEL

WITH SLAB ABOVE WITH MATCHING REBAR.

150 CURB R/W 10M@300

EACH WAY. DOWEL INTO

SLAB BELOW WITH HILTI

HY-200 EPOXY GROUT. MIN

EMBEDMENT TO BE 100.

150 CURB R/W 10M@300 EACH

WAY. DOWEL INTO SLAB

BELOW WITH HILTI HY-200

EPOXY GROUT. MIN

EMBEDMENT TO BE 100.

LC

01A

S201

HANDRAIL AND CONCRETE TOPPING AT EXIT CORRIDOR1:20

L127x127x6.4 mm

EDGE ANGLE

GRATING BY OTHERS

MIRROR ABOUT

CENTER LINE

NICHE IN WALL FOR FHC

VOID

EXISTING STEEL BEAMS, OWSJ,

CONCRETE ON METAL PAN TO REMAIN AT

LOW LEVEL

EXISTING HERITAGE WALL SUPPORTING

STAIRS ABOVE TO BE SHORED ON EXIT

STAIR SIDE ONLY, FOR CONCRETE

PLACEMENT BELOW. REFER TO

PROTECTION DRAWINGS.

WELD L102x102x6.4 LEDGER TO

PL10 STIFFENERS @ 600 IN

BEAM BEYOND FOR NEW

SLOPING CONCRETE ON METAL

DECK

12

5

FIRST FLOOR, EXIT CORRIDOR

TOP OF SLAB EL. VARIES

EXISTING HERITAGE WALL

SUPPORTING STAIRS ABOVE TO

BE SHORED ON EXIT STAIR SIDE

ONLY, FOR CONCRETE

PLACEMENT BELOW. REFER TO

PROTECTION DRAWINGS.

EXISTING HERITAGE WALL SUPPORTING

STAIRS ABOVE TO BE SHORED ON EXIT

STAIR SIDE ONLY, FOR CONCRETE

PLACEMENT BELOW. REFER TO

PROTECTION DRAWINGS.

2017-12-22

EXISTING BASEMENT

FFE 107.43

EXISTING GRADE

EL. VARIES

ELEVATOR PIT TOP OF SLAB

EL. 105.73

01

S202

NEW UNDERPINNING AND ELEVATOR FOUNDATION1:20

FIRST FLOOR

FFE 110.51

UNDERPINNING. REFER TO PLAN

AND TYPICAL DETAILS. POUR

UNDERPINNING IN (2) LIFTS

1

1

NEW SHEAR

WALLS, REFER TO

PLAN AND

SCHEDULE

EXISTING SLAB ON

GRADE TO BE REMOVED

ELE

VA

TO

R S

HA

FT

ADD 15M DOWELS INTO UNDERPINNING

AND EXISTING MASONRY WALLS ABOVE.

SPACE AT 800 c/c IN BOTH DIRECTIONS.

DOWEL USING EPOXY GROUT HILTI HY-200.

EMBED INTO CONCRETE/MASONRY MINI 300

WITH EPOXY GROUT HILTI HY-200.

TYP FOR ALL ELEVATOR WALLS IN POURED

DIRECTLY AGAINST EXISTING WALLS AND

UNDERPINNING.

450

300

89

LEAVE FULL DEPTH KEY IN

UNDERPINNING, TYP FOR FULL

PERIMETER OF ELEVATOR PIT SLAB.

ADD DOWELS INTO UNDERPINNING

MATCHING BOTTOM LAYER OF

REINFORCING SIZE AND SPACING. EMBED

INTO UNDERPINNING MIN 600 WITH

EPOXY GROUT HILTIY HY-200. LAP WITH

REBAR MAT IN PIT SLAB MIN 600

20

0

MIN 200 UNDERPINNING

PROJECTION BELOW U/S

ELEVATOR PIT SLAB

300

300

SU

MP

PIT

BY

OT

HE

RS

NEW SLAB ON GRADE NEW SLAB ON GRADE AS

REQUIRED TO ALLOW FOR

UNDERPINNING WORK

NEW SHEAR WALLS, REFER TO

PLAN AND SCHEDULE

NEW SHEAR WALLS,

REFER TO PLAN AND

SCHEDULE

EXISTING 150 CONCRETE

SLAB TO BE REMOVED.

REFER TO PLAN FOR NOTESEXISTING 150 CONCRETE

SLAB TO REMAIN. BEAR

DIRECTLY ON WALLS

BELOW.

AT INTERFACE BETWEEN NEW MASONRY ABOVE,

EXISTING CONCRETE SLAB, AND NEW CONCRETE

WALLS BELOW, DOWELS BETWEEN CONCRETE

WALLS BELOW AND MASONRY WALLS ABOVE TO BE

INSTALLED EITHER BY A) EMBEDING DOWELS IN

CONCRETE PRIOR TO POURING WALLS OR B)

POST-INSTALLING WITH EPOXY GROUT. REFER TO

PLAN AND SCHEDULE FOR DETAILS. TYP ALL AREAS

OF THIS INTERFACE.

EITHER ADJUST MASONRY COURSING ABOVE OR

USE SECONDARY GROUT POUR TO MEET LEVEL 1

ELEVATION AT AREAS WHERE SLAB REMOVED

AFTER WALLS BELOW POURED.

GROUT PACK TOP OF

WALL FOR FULL BEARING

1700

COORDINATE DRAIN LOCATION WITH MECH

AND SUMP PIT PROVIDER. SLOPE TOP OF

PIT SLAB TO SUIT DRAIN LOCATION.

MAINTAIN MINIMUM SLAB THICKNESS

ELEVATOR PIT SLAB TO BE

POURED MONOLITHICALLY

MIN

300

NEW MASONRY SHEAR WALL

BEYOND

NEW CONCRETE SHEAR WALL

BEYOND

EXISTING CONCRETE SLAB TO

REMAIN

EXISTING CONCRETE SLAB TO

BE REMOVED

OVER OPENING IN CONCRETE

WALL:

2-15 T

2-15 EF

2-15 B

10@200 STIRRUPS/U-BARS

EXTEND HORIZONTAL BARS MIN

450 INTO WALL EITHER END OR

PROVIDE HOOKED ENDS INTO

CORES

RE

FE

R T

O A

RC

H

02

S202

CONCRETE HEADER BEAM OVER ELEVATOR OPENING1:20

NEW SHEAR WALLS,

REFER TO PLAN AND

SCHEDULE RE

FE

R T

O A

RC

H

OVER OPENINGS IN MASONRY

SHEAR WALLS, BUILD MASONRY

BOND-BEAM MIN 600 DEEP. R/W

1-25 T, 1-25 B. MIN 20 COVER

AROUND ALL BARS.

MIN 300 BEARING EACH END.

REBAR TO BE CONT THROUGH

LENGTH OF BOND BEAM

AT ENDS OF VERTICAL REBAR

OVER OPENING, FINISH BOTTOM

OF REBAR IN 180-DEGREE HOOK.

ORIENT TO FIT WITHIN BOTTOM

OF BOND BEAM. MAINTAIN MIN

20 COVER AROUND BAR

600

GROUT PACK FOR FULL BEARINGPROVIDE TEMPORARY SHORING TO EXTERIOR

WALLS PRIOR TO EXCAVATION. RELEASE

TEMPORARY SHORING AFTER NEW ELEVATOR

WALLS CAST AND FORMS STRIPPED. COORDINATE

LOCATION OF TEMPORARY SHORING WITH

FORMWORK, OTHER CONTRACTORS. DESIGN OF

TEMPORARY SHORING BY OTHERS.

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

2017-12-22

SECOND FLOOR

FFE 115.43

EXIST LOW ROOF BELOW.

REFER TO ARCH FOR

DEMOLITION.

FACADE AND CLADDING BY

OTHERS. DESIGN FOR THE

FOLLOWING WIND PRESSURE:

POSTIVE : 0.81 kpA

NEGATIVE (SUCTION): -0.71 kPa

CONNECTION TO MASONRY BY OTHERS.

ALL CELLS TO BE GROUTED TO RECEIVE

CONNECTIONS IN ANY LOCATION. DO NOT

INSTALL ANCHORS IN CELLS WITH

VERTICAL REINFORCING UNLESS CELL

HAS BEEN SCANNED FOR REINFORCING

AND LOCATION CONFIRMED. DO NOT

DAMAGE VERTICAL REINFORCING WHEN

INSTALLING ANCHORS. CONTRACTOR TO

SUBMIT SHOP DRAWINGS WITH FACTORED

REACTIONS ON THE MASONRY WALLS FOR

REVIEW PRIOR TO FABRICATION.

20

MARK CELLS WITH

REINFORCING ON OUTSIDE

FACE OF MASONRY FOR WORK

BY OTHERS.

01

S203

CLADDING CONNECTION TO MASONRY SHEAR WALLS1:20

02

S203

FLOOR CONNECTION AT ELEVATOR LOBBY1:20

MAINTAIN MIN GAP FOR

FIRE-SPRAY APPLICATION,

TYP ALL STEEL BEAMS AGAINST

MASONRY

62 CONCRETE ON

38 METAL DECK

DECK CLOSURE ANGLE BY DECK

SUPPLIER

STOP DECK AT EDGE OF

MASONRY WALL. BEND 10M@400

DOWELS INTO FLUTES OF DECK.

MIN 20 COVER AROUND BAR.

POUR CONCRETE OVER

MASONRY WALL BELOW. POUR

STOP/FORM BY OTHERS

400

400

EXISTING CONCRETE SLAB

EXISTING MASONRY WALL

EXISTING MASONRY

WALL BEYOND

EXISTING LINTELVERTICAL

REINFORCING

CONTINUOUS

THROUGH FLOOR

TRANSITION.

03

S203

ELEVATOR LOBBY FLOOR1:20

STUD FRAMING BY OTHERS

MASONRY ELEVATOR SHEAR

WALL BEYOND

STUD FRAMING BY OTHERS TO

CONTINUE PAST FLOOR

STRUCTURE. CONNECTION TO

STRUCTURE BY OTHERS

DECK CLOSURE ANGLE BY

OTHERS

62 CONCRETE ON

38 METAL DECK

SECOND FLOOR

FFE 115.43

DECK CLOSURE

ANGLE BY OTHERS

CUSTOM BENT PLATE 10 THICK FOR

BEARING ON EXISTING MASONRY. MINIMUM

BEARING DIMENSIONS TO BE 200mm DEEP,

300mm WIDE.

ROUT EXISTING MORTAR AT CONNECTION

POINT AND INSERT BENT PLATE. DRIVE

SHIM PLATES OF EQUAL WIDTH AND DEPTH

AS BENT PLATE FOR SNUG BEARING ABOVE

AND BELOW. DO NOT DAMAGE EXISTING

MASONRY AND RE-INSTATE ANY MORTAR

WITH APPROVED MORTAR EQUIVALENT TO

MATCH EXISTING.

200

350

NOTE: VERIFY EXISTING CONDITIONS OF

MASONRY BELOW NEW BEARING PLATE

PRIOR TO CONSTRUCTION. REPAIR ANY

MORTAR JOINTS. CONFIRM MINIMUM

DOUBLE-WYTHE, INTERLOCKED

MASONRY AT ALL LOCATIONS. ALLOW

FOR MODIFICATION TO BEARING PLATE

DESIGN IF SINGLE-WYTHE OR VENEER

PRESENT AT THESE LOCATIONS

04

S203

TYPICAL CONNECTIONS TO NEW AND EXISTING MASONRY1:20

MIN 75, MAX 100 BEARING ON

MASONRY SHEAR WALL

GROUT CELLS TO U/S STEEL

BEAM, ALLOW FOR ERECTION

TOLERANCE, STEEL BEARING

PLATE, AND GROUT BELOW

BEARING PLATE.

INSTALL FACE BLOCK AFTER

STEEL ERECTION

CONTINUOUS REBAR THROUGH

STEEL CONNECTION

2-10Ø x 300 LONG ANCHOR

RODS. GROUT ANCHOR RODS

INTO CELLS BELOW

GROUT CELLS ABOVE AFTER

INSTALLATION OF STEEL BEAM.

VERIFY STEEL BEAM IS GROUT

PACKED AROUND ALL SIDES

STEEL BEAM

04 A

S203

SIMILAR EXCEPT AS NOTED

62 CONCRETE ON 38 METAL DECK.

FOR SECTION 04 A, NO CONCRETE

ON DECK AT THIS LOCATION.

05

S203

CURTAIN WALL CONNECTION AT LEVEL 21:20

CURTAIN WALL CONNECTION

TO STRUCTURE BY OTHERS

CONT L89x89x6.4

HSS76x76x3.2 @ 400 c/c POSTS

FOR CLADDING AND CURTAIN

WALL CONNECTION. CONNECT

TO BENT PLATE BELOW FOR

FULL MOMENT CONNECTION.

EXISTING MASONRY. VARIABLE

DISTANCE AWAY FROM

CLADDING.

CLADDING AND CONNECTION TO

STRUCTURE BY OTHERS

L51x51x3.2 KICKERS AT

EACH HSS POST ABOVE.

CONNECT FOR Tf=Cf=15 kN

BENT PLATE 10 THICK AS

DECK CLOSURE ANGLE

AND SUPPORT FOR HSS

ABOVE

L76x76x4.8 KICKER BACK TO TOP

FLANGE OF PERPENDICULAR W150

BEAM. LOCATE AT MID SPAN OF

PERIMETER BEAM AND CONNECT BACK

TO APPROX 1/3 SPAN OF

PERPENDICULAR BEAM. CONNECT FOR

Tf=Cf=15 kN

62 CONCRETE ON 38 METAL DECK

PORTION OF EXISTING

STRUCTURE/ROOF TO REMAIN.

REFER TO ARCH. RE-SUPPORT

EXISTING STRUCTURE OFF OF

NEW MASONRY SHEAR WALLS.

ALLOW FOR NEW 2-2x10 LEDGER

BOARDS TO SUPPORT EXIST

ROOF. ALLOW FOR ANCHORING

SPACED AT 200 c/c, STAGGERED

300

200

350

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

RADIANT TUBING THROUGH SLAB BY

OTHERS. COORDINATE WITH DECK

SUPPLIER FOR HOLE IN DECK AND

REQUIRED REINFORCING IF NECESSARY.

PIPE TO RUN ADJACENT TO STEEL BEAM

AS SHOWN HERE.

2017-12-22

TOP OF SCREEN

127.85

TOP OF BEAM

127.02

EXISTING ROOF AND EXISTING

MASONRY STRUCTURE

ROOF ANCHOR. REFER TO

PLANS AND TYPICAL DETAILS

ROOF ANCHOR. REFER TO

PLANS AND TYPICAL DETAILS

CLADDING AND CONNECTION TO

STRUCTURE BY OTHERS

MIDDLE ROOF

EL.

THIRD FLOOR / CAFE

FFE EL.120.40

LOW ROOF

EL.

CONT BENT PLATE 10

FOR DECK SUPPORT IN

MASONRY MORTAR BED

100

100

VARIES

38 METAL DECK

ELEVATOR HOIST

BEAM BY ELEVATOR

FABRICATOR

38

METAL

DECK

38 METAL DECK

CONNECTIONS

TO EXISTING

MASONRY AND

NEW MASONRY

AS PER 04/S203

190 MASONRY WALL TO SUPPORT CLADDING/STUD

FRAMING ABOVE. REINFORCE AS PER TYPICAL

DETAILS. ADD DOWELS OR BENT VERTICALS INTO

FLUTES OF DECK BELOW. MAINTAIN MIN 20 COVER

AROUND BAR IN FLUTES

62 CONCRETE ON 38

METAL DECK

DECK CLOSURE

ANGLE BY DECK

SUPPLIER

DECK CLOSURE

ANGLE BY DECK

SUPPLIER

CLADDING AND STUD FRAMING

BY OTHERS. CONNECTION TO

STRUCTURE BY OTHERS

CLADDING AND STUD FRAMING

BY OTHERS. CONNECTION TO

STRUCTURE BY OTHERS

01

S204

HIGH ROOF AND MID ROOF FRAMING

1:20

02

S204

MID ROOF, LOW ROOF, AND THIRD FLOOR FRAMING

1:20

CONNECTIONS

TO MASONRY AS

PER 04/S203

MAINTAIN MIN GAP FOR

FIRE-SPRAY APPLICATION,

TYP ALL STEEL BEAMS AGAINST

MASONRY

CANT ROOF DECK PAST STEEL

BEAMS, TYP BOTH ENDS

ROOF ANCHOR. REFER TO

PLANS AND TYPICAL DETAILS

±580 SITE VERIFY

RE

FE

R T

O A

RC

H

GROUT PACK TOP OF LINTEL

2-W150x22 LINTELS W/ CONT ±580x13 TOP PLATE,

±580x200x13 BASEPLATE EACH END, ADD 100 WIDE

x 6.4 THICK BOTTOM PLATE AT MIDSPAN

BASEPLATE BEYOND, BEAR ON

MIN 200 MASONRY. GROUT

UNDER BASEPLATE FOR EVEN

BEARING

03

S204

NEW LINTEL THROUGH EXISTING MASONRY IN CAFE

1:20

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

RADIANT TUBING THROUGH SLAB BY

OTHERS. COORDINATE WITH DECK

SUPPLIER FOR HOLE IN DECK AND

REQUIRED REINFORCING IF NECESSARY.

PIPE TO RUN ADJACENT TO STEEL BEAM

AS SHOWN HERE.

2017-12-22

SECOND FLOOR

FFE EL. 115.43

NEW STEEL COLUMN ABOVE. DO NOT

INSTALL COLUMN ABOVE UNTIL

BRACES/BRIDGING INSTALLED

BELOW

PATCH HOLES IN EXISTING FLOOR WITH

GROUT. PREPARE EDGES OF EXISTING

CONCRETE SO THAT NEW GROUT WILL

BEAR ON SLOPED AND ROUGHENED

EDGES. REPAIR EXISTING STEEL PAN

BELOW AS REQUIRED.

EXISTING CEILING, REFER TO

ARCH

EXISTING OWSJREFER TO PLAN FOR

LOCATING EXISTING

OWSJ AND

POTENTIAL

RELOCATION OF

EXISTING OWSJ

L38x38x4.8, TYP FOR

ALL NEW BRIDGING

SUPPORTING TOP

FLANGES OF NEW

BEAMS. INSTALL AT

EACH QUARTER

POINT AND AT EACH

COLUMN ABOVE.

CONNECT FOR

Tf=Cf=20 kN

EXISTING BRIDGING

REMOVED AND

REINSTATED

NEW STEEL BEAM

SUPPORTING

COLUMN ABOVE

01

S205

NEW STEEL BEAMS SUPPORTING COLUMNS ABOVE1:20

REMOVE EXISTING MASONRY TO INSTALL NEW BEAMS

AND BEARING PLATES. DO NOT UNDERMINE EXISTING

BEARING SUPPORTS FOR ADJACENT OWSJ. PROVIDE

TEMPORARY SHORING TO ADJACENT OWSJ IF ANY

EXISTING MASONRY WILL BE REMOVED WITHIN A 1:1

SLOPE FROM THE OWSJ BEARING LINE

STIFFENER PLATES

BEARING PLATE ON 50 GROUT

UNDER NEW STEEL BEAMS.

REFER TO PLAN FOR MINIMUM

PLATE SIZES AND ANCHORING

ADD SOLID PRECAST CONCRETE

BLOCK WHERE NEW STEEL

BEARING PLATE IS >50mm FROM

U/S OF STEEL BEAM. IF BEARING

SURFACE <50mm, GROUTED

BUILD-UP MAY BE USED.

EXISTING CONCRETE ON METAL

PAN FLOOR

EXISTING CONCRETE ON METAL

PAN FLOOR

EXISTING MASONRY

WALLS

02

S205

NEW STEEL BEAMS ON EXISTING MASONRY1:20

NEW STEEL BEAM NEW STEEL BEAM

03

S205

NEW STEEL BEAMS ON EXISTING MASONRY1:20

03

S205

02

S205

IF INSTALLATION OF GROUT,

STEEL PLATE, STEEL BEAM ETC

WOULD INTERFERE WITHIN 1:1

SLOPE FROM EXISTING OWSJ

BEARING, TEMPORARILY

SUPPORT EXISTING OWSJ AND

FILL ENTIRE REGION WITHIN

BEARING ZONE WITH GROUT.

04

S205

04

S205

NEW STEEL BEAMS ON EXISTING MASONRY1:20

02

S205

EXTEND STIFFENER PLATES TO

EDGE OF BEARING PLATE, TYP

FOR ALL BEARING PLATES AND

BEAMS

LIBRARY MEZZANINE

FFE EL. 119.77

CONT STEEL BY OTHERS, REFER

TO ARCH

MILLWORK

STUD BACKUP FOR MILLWORK

BY OTHERS. CONNECTION TO

STRUCTURE BY OTHERS.

PROVIDE LATERAL BRACING

BACK TO STRUCTURAL STEEL.

DO NOT CONNECT TO STEEL

DECK. PROVIDE CONTINUOUS

MEMBERS AT UNDERSIDE OF

STEEL BEAMS AS REQUIRED.

COLUMN BEYOND

05

S205

GUARD DETAIL AT MEZZANINE LEVEL1:20

CEILING BEYOND

62 CONCRETE ON 38

METAL DECK

62 CONCRETE ON 38

METAL DECK

CONT DECK CLOSURE

ANGLE L102x102x6.4

CONT DECK CLOSURE ANGLE

L102x102x6.4

06

S205

GUARD DETAIL AT MEZZANINE LEVEL1:20

GUARDRAIL, GUARDRAIL

CONNECTIONS TO STRUCTURE

BY OTHERS.

EXISTING

MASONRY

EXTERIOR WALL

07

S205

MEZZANINE CONNECTION DETAIL TO EXISTING MASONRY1:20

62 CONCRETE ON 38

METAL DECK

CONT DECK CLOSURE

ANGLE L102x102x6.4

EXISTING

MASONRY

EXTERIOR WALL

CUSTOM BENT PLATE 10 THICK FOR

BEARING ON EXISTING MASONRY.

MINIMUM BEARING DIMENSIONS TO BE

200mm DEEP, 300mm WIDE.

ROUT EXISTING MORTAR AT

CONNECTION POINT AND INSERT BENT

PLATE. DRIVE SHIM PLATES OF EQUAL

WIDTH AND DEPTH AS BENT PLATE FOR

SNUG BEARING ABOVE AND BELOW. DO

NOT DAMAGE EXISTING MASONRY AND

RE-INSTATE ANY MORTAR WITH

APPROVED MORTAR EQUIVALENT TO

MATCH EXISTING.200

35

0

PLASTER/WALL FINISH

REFER TO ARCH FOR REQUIRED

CONNECTION DETAILS AT

EXPOSED CONDITIONS. EXPOSED

STEEL TO RECEIVE INTUMESCENT

PAINT, REFER TO ARCH.

KNIFE PLATE/CHANNEL/SHOE TO

BE SHOP WELDED TO PLATE.

BOLTED CONNECTION FROM

BEAM TO PLATE TO BE

CONCEALED WITHIN FINISHES.

DESIGN WELDED CONNECTION TO

PLATE ALLOWING FOR

ECCENTRICITY

BENT STEEL PLATE TOE GUARD

AND EMBEDDED ITEMS BY

OTHERS. CONNECTION TO

STRUCTURE BY OTHERS

W150 BEAMS

W150 BEAMS

300

200

350

LIBRARY MEZZANINE

FFE EL. 119.77

MEZZANINE OVERLOOK

FFE EL. 120.25

STEEL STUD

FRAMING FOR

GROUP STUDY

ROOMS BY OTHERS

62 CONCRETE ON

38 METAL DECK

W150 BEAM

SUPPORTING RAMP

62 CONCRETE

ON 38 METAL

DECK

CANT STEEL BEAM

STEEL COLUMN

RAMP MID LANDING

FFE EL. 119.99

RAMP

62 CONCRETE ON

38 METAL DECK

CONT DECK CLOSURE

ANGLE L102x102x6.4

GUARDRAIL, GUARDRAIL

CONNECTIONS TO

STRUCTURE BY OTHERS.

SLOPED, CRANKED RAMP BEAM

HSS POST

62 CONCRETE ON 38

METAL DECK

STUD FRAMING AND HANDRAIL

BY OTHERS. CONNECTION TO

STRUCTURE BY OTHERS

CONT DECK CLOSURE ANGLE

L152x102x6.4 (LLH)

CONT DECK CLOSURE

ANGLE L102x102x6.4

SHIM U/S BEAM FOR EVEN

BEARING. BOLT THROUGH

SHIMS AS NECESSARY

08

S205

MEZZANINE DETAIL AT GROUP STUDY ROOM1:20

09

S205

DETAIL THROUGH RAMP AND GUARDRAIL CONNECTION1:20

10

S205

DETAIL AT LOW BEAM CONNECTION UNDER MEZZANINE1:20

STUD FRAMING AND HANDRAIL

BY OTHERS. CONNECTION TO

STRUCTURE BY OTHERS

RAMP

62 CONCRETE ON

38 METAL DECK

LANDING LEVEL

FFE EL. 119.13FMC

FMC

GUARDRAIL, GUARDRAIL

CONNECTIONS TO STRUCTURE

BY OTHERS.

62 CONCRETE ON

38 METAL DECK

HSS102x102x3.2 HANGER

BENT PL 200x100x6.4 (LLH)

DECK CLOSURE ANGLE.

62 CONCRETE

ON 38 METAL

DECK

CONT L76x51x4.8

FOR DECK

SUPPORT, TYP

EACH SIDE

10

0

30

MIN 30 CONCRETE

OVER STEEL FLANGES

EMBEDDED IN

CONCRETE

BENT PL 30x100x4.8 (LLH) DECK

CLOSURE ANGLE, TYP ALL

SIDES

INTUMESCENT PAINT AT

EXPOSED STEEL AND WHERE

FIRESPRAY APPLICATION NOT

POSSIBLE DUE TO SPACE

RESTRICTIONS

11

S205

STAIR LANDING CONNECTIONS TO STRUCTURE1:20

LANDING LEVEL

FFE EL. 119.13

12

S205

12

S205

DETAIL THROUGH LANDING1:20

STAIRS, TREADS, RAILINGS, ETC. BY

OTHERS. CONNECTION TO

STRUCTURE BY OTHERS

CONT L76x51x4.8 FOR DECK

SUPPORT, TYP ALL EDGES

62 CONCRETE ON

38 METAL DECK

COORDINATE TOP

TREAD, FLOOR FINISH,

AND TOP OF CONCRETE

VOIDBENT PL 30x100x4.8 (LLH) DECK

CLOSURE ANGLE, TYP ALL SIDES

HANGER BEYOND

STAIRS, TREADS, RAILINGS, ETC. BY

OTHERS. CONNECTION TO

STRUCTURE BY OTHERS150

SHOP WELD BEAM EXTENSION TO FACE OF WALL

PLATE. FIELD SPLICE TO REMAINDER OF BEAM.

FIELD SPLICE TO DEVELOP FULL MOMENT AND

SHEAR CAPACITY OF BEAM. FULLY CONCEAL

SPLICE CONNECTION. INTUMESCENT PAINT AT

EXPOSED STEEL, REFER TO ARCH

05-A

S205

DEATIL AT WORK ROOM BELOW1:20

SIMILAR EXCEPT AS NOTED

SECTION 05-A/S205 ONLY

CANT STUD FRAMING AT LOW

LEVEL. DESIGN AND

CONNECTION TO

STRUCTURE BY OTHERS.

DESIGN FOR 4.8 kPa LIVE

LOAD. DO NOT CONNECT TO

EXISTING STONE SILL.

PROVIDE BRACES/KICKERS

AS NECESSARY BACK TO

STEEL STRUCTURE TO

SUPPORT CANT EDGE

07-A

S205

DETAIL AT WORK ROOM BELOW1:20

SIMILAR EXCEPT AS NOTED

SECTION 07-A/S205 ONLY

ADD L102x102x4.8 OR

BENTPLATE AS REQUIRED TO

CLOSE GAP TO EXISTING WALL.

REFER TO ARCH

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

2017-12-22

MEZZANINE OVERLOOK

FFE EL. 120.25

200 FROM EDGE OF MASONRY WALL

CAFE

FFE EL. 120.40

EXISTING MASONRY WALL

BEYOND

EXISTING WOOD FRAMING

BELOW

NEW DUCTS, REFER TO ARCH

AND MECH

EXISTING STAIRS, SLAB TO BE

REMOVED

ADD 15M @ 300 x 600 LONG DOWELS INTO

EXIST CONCRETE. EMBED MIN 300 USING

EPOXY GROUT HILTI HY-200 AT MID HEIGHT

OF EXISTING CONCRETE SLAB

CLOSURE ANGLE AS REQUIRED

OR CAST DIRECTLY AGAINST

EXISTING CONCRETE

CONCRETE EDGE BEYOND

62 CONCRETE ON

38 METAL DECK

BACK TO BACK CONT CLOSURE

ANGLES OR BENT PLATES BY

DECK SUPPLIER.

BACK TO BACK CONT CLOSURE

ANGLES OR BENT PLATES BY

DECK SUPPLIER.

CONT L102x102x6.4 DECK

CLOSURE ANGLE

GUARDRAIL AND STUD FRAMING

BY OTHERS. CONNECTION TO

STRUCTURE BY OTHERS

SHIM FOR

EVEN BEARING

150 CONCRETE ON

38 FORM DECK

INTUMESCENT PAINT ON STEEL

BEAMS IN THIS AREA

EXISTING MASONRY WALL

CONNECT TO EXISTING

MASONRY WALL SIMILAR TO

07/S205. TYP FOR ALL

CONNECTIONS IN

LANDING/RAMP AREA

W150x18 TO SUPPORT DECK

EDGE BEYOND.

RAMP

150 CONCRETE ON

38 FORM DECK

01

S206

FLOOR CONNECTION TO EXISTING CAFE LEVEL1:20

02

S206

DETAIL THROUGH RAMP AT CONNECTION TO CAFE LEVEL1:20

GUARDRAIL BY OTHERS.

CONNECTION TO STRUCTURE

BY OTHERS

TAPERED BENT PLATE ALONG

SLOPED BEAM FOR DECK

CLOSURE ANGLE.

02

S206

150 CONCRETE ON

38 FORM DECK

DECK CLOSURE ANGLE BY

DECK SUPPLIER

WELD DECK CLOSURE ANGLE

TO UPPER CLOSURE ANGLE

62 CONCRETE

ON 38 METAL

DECK

03

S206

DETAIL THROUGH TRANSITION AT CAFE LEVEL TO MEZZANINE1:20

OFFICE

FFE EL. 120.40

04

S206

NEW GUARDRAIL INTEGRATED WITH NEW TOPPING OVER EXSITING FLOOR1:20

75

1

1

06

S206

NEW TOPPING AND FRAMING OVER DUCTS IN OFFICE1:20

300

600

05

S206

ANCHOR FOR GUARDRAIL AT EDGE OF TOPPING1:10

3-10M WELDABLE REBARS

SPACED @ 300 c/c AROUND ALL

EDGES OF GUARDRAIL

CONTINUOUS CAST-IN-PLATE 10

THICK TO ACT AS CLOSURE

FORM FOR CONCRETE AND

GUARDRAIL ATTACHMENT

EXISTING EXTERIOR

MASONRY WALL

EXISTING OWSJ

EXISTING CONCRETE

ON METAL PAN

BUILD-UP WITH RIGID

INSULATION

GUARDRAIL BY OTHERS.

CONNECTION TO STRUCTURE

BY OTHERS

WELD REBAR TO PLATE

WELD REBAR TOGETHER, TYP AT

ALL INTERSECTIONS OF REBAR.

NOTE: USE WELDABLE GRADE

REBAR ONLY

05

S206

EXISTING OWSJ AND CONCRETE

ON METAL PAN TO BE REMOVED

REFER TO ARCH

BUILD-UP WITH RIGID INSULATION

EXISTING MASONRY WALL

BEYOND

EXIST OFFICE ELEVATION

FFE EL. VARIES

HISTORIC CEILING BELOW. REFER TO ARCH.

SUSPENDED DUCTS AND SERVICES BELOW NEW SLAB.

REFER TO MECH AND ARCH

300

EXISTING OWSJ AND CONCRETE

TO REMAIN SOUTH OF SAWCUT

LINE. REPLACE BRIDGING AS

NECESSARY

SAWCUT MAX 50 FROM

EDGE OF OWSJ BELOW

STEEL BEAMS IN THIS

AREA TO RECEIVE

INTUMESCENT PAINT

150 CONCRETE ON 38 METAL

DECK

CONT L76x76x6.4 DECK

CLOSURE ANGLE

EXTEND MESH MIN 300 INTO

CONCRETE ON DECK

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

07

S206

TRENCH FOR DOOR OPERATOR1:20

SECOND FLOOR

FFE EL. 115.43

127 DEEP TRENCH W 178 DEEP PIT @ EACH

END. FOR DOOR OPERATOR REFER TO DOOR

SCH. DO NOT UNDERMINE JOIST SHOES

12

7

76

EXISTING CONCRETE ON METAL

PAN FLOOR

FLOOR CONDITION VARIES BOTH SIDES

EXISTING OWSJ

2017-12-22

04

S207

GLAZING PARTITION CONNECTION1:20

EXISTING CONCRETE SLAB

CONT L152x102x7.9 (LLH). FASTEN TO EXISTING

CONCRETE SLAB WITH HILTI KWIK-BOLT 3, MIN 50

EMBEDMENT, SPACED AT 600 c/c

L51x51x4.8 KICKER

SPACED AT 600 c/c

NEW W310 BEAM.

25 GROUT PACK TOP OF

BEAM TO EXISTING SLAB

CONT L 102x102x4.8 FOR TOP OF

GLAZING PARTITION SUPPORTL51x51x4.8 HANGER SPACED AT 600 c/c

DROP CEILING. REFER TO

ARCH FOR ELEVATION

GLAZING PARTITION.

CONNECTION TO STEEL BY

OTHERS.

EXISTING 18" OWSJ

EXISTING CONCRETE ON DECK

PROJECTION BOOTH

TOP OF SLAB EL. 111.29

FIRST FLOOR, WEST WING

TOP OF SLAB EL. 110.51

FIRST FLOOR, CROFT CHAPTER HOUSE

TOP OF SLAB EL. VARIES

SECOND FLOOR

FFE EL. 115.43

EXISTING LOAD BEARING

MASONRY WALL

EXISTING 8" MASONRY WALL

EXISTING 8" MASONRY WALL EXISTING 10" MASONRY WALL

EXISTING LOAD BEARING

MASONRY WALL

NEW SLAB INFILL TYPE S1.

REFER TO PLAN

NEW TOP OF CONCRETE, LECTURE HALL

TOP OF SLAB EL. 109.36

NEW CHANNELS ACROSS

EXISTING MASONRY OPENINGS

FOR NEW MECHANICAL DUCTS.

INSTALL AND GROUT TOP OF

NEW CHANNELS PRIOR TO

OPENING MASONRY WALL.

EXISTING 8" MASONRY WALL

CLEAN EXISTING CONCRETE AND APPLY

BONDING AGENT BETWEEN EXISTING

CONCRETE AND NEW GROUT. ALLOW FOR

GROUT TO ACHIEVE FULL STRENGTH

PRIOR TO CUTTING HOLES IN MASONRY NEW C200x17 CHANNELS

ACROSS OPENING, BOTH SIDES.

EXTEND PAST EDGE OF

EXISTING/NEW OPENING MIN

700. AT EACH END OF OPENING,

INSTALL 6-13Ø THROUGH BOLTS.

STAGGER BOLTS TOP AND

BOTTOM, 100 c/c

38

100 100100

EXISTING MASONRY WALL

EDGE OF EXISTING MASONRY

OR EDGE OF NEW OPENING

THROUGH MASONRY. DO NOT

CUT MASONRY UNTIL CHANNELS

INSTALLED AND GROUTED

RIGID INSULATION UNDER NEW CONCRETE

TOPPING. REFER TO PLAN

01

S207

SECTION THROUGH TIERED SEATING AND PROJECTION BOOTH1:20

02

S207

NEW CHANNELS ACROSS OPENING DETAIL1:20

02

S207

NEW CHANNELS ACROSS

EXISTING AND NEW OPENING.

REFER TO NOTES BELOW

EXISTING PROJECTION BOOTH CONCRETE

SLAB. REMOVE SLAB AND UPSTAND

CONCRETE WALL. MAKE GOOD

CONCRETE AT CONNECTIONS.

NEW CONCRETE TIERED STEP

TO MATCH EXISTING.

ROUGHEN EXISTING CONCRETE

SURFACE AND APPLY BONDING

AGENT

DOWEL NEW REBAR INTO EXISTING

SLAB. EMBED 100 MIN. USE HILTI

HY-200 EPOXY GROUT

300

NEW 10M @ 400 REBAR.

DOWEL INTO EXISTING

CONCRETE, SPLICE MIN 300.

4-10M CONT REBAR. DOWEL

INTO EXISTING CONCRETE

TIERED SLAB, BOTH SIDES.

EMBED MIN 100. STAGGER

SPLICES AS REQUIRED. MIN

300 SPLICE FOR ALL BARS

PARTITION/GUARDRAIL DESIGN BY

OTHERS. CONNECTION TO STRUCTURE BY

OTHERS. CAST-IN-PLATE BY OTHERS.

CONNECTION TO STRUCTURE BY OTHERS.

MAX 2" SLOT INTO EXISTING SLAB AT BASE

OF RAMP.

NEW SLAB

INFILL TYPE

S1. REFER

TO PLAN

RIGID INSULATION UNDER

NEW CONCRETE TOPPING.

REFER TO PLAN

EXISTING LOAD BEARING

MASONRY WALL

EXISTING 7" CONCRETE SLAB

EXISTING CONCRETE TIERED

SLAB, MIN THICKNESS 7"

EXISTING CONCRETE TIERED

SLAB, MIN THICKNESS 7"

150 WIDE CONCRETE UPSTAND.

REINFORCE WITH 10M @ 400 V

DOWELED INTO EXISTING

CONCRETE BELOW. ADD CONT

2-10M H. ROUGHEN CONCRETE

SURFACE BELOW AND APPLY

BONDING AGENT

DOWEL NEW REBAR INTO EXISTING

SLAB. EMBED 100 MIN. USE HILTI

HY-200 EPOXY GROUT

300

VA

RIE

S. R

EF

ER

TO

AR

CH

FIRST FLOOR, CROFT CHAPTER HOUSE

TOP OF SLAB EL. VARIES

03

S207

SECTION THROUGH RAMP1:20

NEW CHANNEL AND 12Ø

THROUGH-BOLTS.

GROUT PACK

BETWEEN CHANNEL

AND EXISTING TIERED

SLAB

150

EXISTING STAIR LANDING

7" CONCRETE SLAB

EXISTING 8" MASONRY WALL

DROP CEILING. REFER TO ARCH

FOR ELEVATION

REMOVE EXISTING MASONRY

CHIMNEY BELOW SECOND

FLOOR.

EXISTING MASONRY

CHIMNEY/ LOAD

BEARING MASONRY

WALL

EXISTING MASONRY

CHIMNEY ABOVE

NEW LINTEL TO SUPPORT EXISTING MASONRY CHIMNEY ABOVE.

2-W250x101 W/ CONT PL10, 600 WIDE TOP.

GROUT PACK TOP OF PLATE TO UNDERSIDE OF EXISTING

MASONRY CHIMNEY

05

S207

NEW LINTELS AT EXISTING CHIMNEY REMOVAL1:20

EXISTING MASONRY WALL

REMOVED

06-B

S207

SECTION THROUGH FULL DEPTH TRENCH IN EXISTING SLAB1:20

EQ

EQ

WIDTH DETERMINED BY CONTRACTOR

06-A

S207

SECTION THROUGH PARTIAL DEPTH TRENCH IN EXISTING SLAB1:20

IF DEPTH OF TRENCHING FOR NEW SERVICES DOES NOT

EXCEED 1/2 OF THE EXISTING SLAB DEPTH AND NO

REBAR IS TO BE CUT/DAMAGED, PARTIAL TRENCH MAY BE

ACCEPTABLE. ROUGHEN SIDES OF EXISTING CONCRETE

AND APPLY BOND BREAKER PRIOR TO POURING NEW

CONCRETE

IF DEPTH OF TRENCH WOULD EXCEED 1/2 OF

THE THICKNESS OF THE EXISTING CONCRETE

SLAB OR EXISTING REBAR IS TO BE

CUT/DAMAGED, REMOVE FULL DEPTH OF SLAB.

EXTENT OF REMOVAL TO BE FROM EDGES OF

SUPPORTING MEMBERS ON EACH SIDE

EXISTING CONCRETE SLAB

EXISTING REINFORCING IN SLAB

TO REMAIN.

EXISTING CONCRETE SLAB

EXISTING REINFORCING

IN SLAB TO REMAIN.

CUT EXISTING REINFORCING RUNNING

PERPENDICULAR TO DIRECTION OF THE

TRENCH.

ADD 10@400 x 350 LONG DOWELS, STAGGERED EACH SIDE

INTO EXISTING CONCRETE. USE HILTI HY-200 EPOXY

GROUT, MIN 100 EMBEDMENT.

ADD 2-15 CONT

NOTE: CONTRACTOR TO SCAN FOR REBAR AND SERVICES IN SLABS AND

SLABS ON GRADE PRIOR TO CUTTING. ADJUST LAYOUT AS NECESSARY. IN ALL

CASES, DO NOT CUT REBAR RUNNING PARALLEL WITH THE DIRECTION OF THE

TRENCH. REBAR RUNNING PERPEDICULAR TO THE DIRECTION OF THE TRENCH

MAY BE CUT ONLY WITH REVIEW BY THE STRUCTURAL ENGINEER.

CONDUITS FOR REFERENCE

ONLY. DO NOT TIE CONDUITS

TO LONGITUDINAL REBAR

75 CONT BENT PL5 FOR CONCRETE SUPPORT DURING

POURING. DIMENSIONS OF PLATE TO BE DETERMINED

BASED ON TRENCHING AND SITE CONDITIONS. FASTEN

TO EXISTING CONCRETE LEDGE WITH 10Ø EXPANSION

ANCHOR SPACED AT @800, STAGGERED EACH SIDE.

ADD 2-10 CONT

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

FIRST FLOOR, CROFT

CHAPTER HOUSE

TOP OF SLAB EL. VARIES

NEW TOP OF CONCRETE,

LECTURE HALL

TOP OF SLAB EL. 109.36

EXISTING LOAD BEARING

MASONRY WALL

EXISTING 8" MASONRY WALL

NEW SLAB INFILL TYPE S1.

REFER TO PLAN

EXISTING 8" MASONRY WALL

150 CONCRETE CURB. REINFORCE WITH 10M

@ 300 VERTICAL. DOWEL INTO SLAB BELOW

WITH HILTI HY-200 EPOXY GROUT. MIN

EMBEDMENT TO BE 100. DOWEL WITH SLAB

ABOVE WITH MATCHING REBAR.

BENT PLATE AND

CONNECTIONS SIMILAR

TO 7/S205 EXCEPT AS

NOTED. DIMENSIONS

AS FOLLOWS

125

100175

07

S207

SECTION THROUGH INFILL FLOOR IN CLASSROOM1:20

PL100x10 CONTINUOUS PLATE WITH

16 mm Ø ANCHOR BOLT @ 600 mm

15M@400 BLL

10M@400 BUL

2017-12-22

SECOND FLOOR

FFE EL. 115.43

01

S208

NEW LINTEL SUPPORTING MASONRY AND EXISTING SLAB1:20

EXISTING MASONRY EXTERIOR

WALL

300

CUT AND REMOVE EXISTING

MASONRY TO FORM POCKET

FOR BEAM INSTALLATION.

GROUT UNDERSIDE OF NEW

BASEPLATE. MAX DEPTH OF

NEW GROUT TO BE 50

STEEL BASEPLATE. 300 x 500 x 20

THICK

STIFFENER PLATES

EACH SIDE

EXISTING CONCRETE SLAB

GROUT PACK TOP OF STEEL

BEAM

EXISTING MASONRY WALL ABOVE

EXISTING MASONRY

WALL BELOW REMOVED

02

S208

NEW SLAB CONNECTION TO EXISTING MASONRY1:20

SAWTOOTH NEW CONCRETE

INTO EXISTING MASONRY WALL.

ADD 1-10M HOOKED REBAR x 600

LONG AT EACH SAWTOOTH

EXISTING WALL ABOVE

EXISTING WALL BELOW REMOVED

EXISTING WALL BEYOND

NEW W250

BENT PL178x152x6.4 FOR

CLOSURE ANGLE

03

S208

NEW SLAB CONNECTION TO EXISTING CONCRETE1:20

EXISTING CONCRETE SLAB

ADD 10M @ 300 x 600 LONG

DOWELS INTO EXISTING

CONCRETE. DOWEL WITH

EPOXY GROUT HILTI HY-200, MIN

EMBEDMENT 300

EXISTING STAIR LANDING

7" CONCRETE SLAB

EXISTING 8" MASONRY WALL

DROP CEILING. REFER TO ARCH

FOR ELEVATION

EXISTING

MASONRY

CHIMNEY

BEYOND

04

S208

NEW LINTELS AT EXISTING CHIMNEY REMOVAL1:20

NEW CONCRETE SLAB

REMOVE PROJECTIONS/CANTILEVERED PORTIONS

OF CONCRETE SLAB. PROVIDE ROUGHENED

SURFACE AT INTERFACE BETWEEN NEW AND

EXISTING CONCRETE

LINTELS SUPPORTING

CHIMNEY BEYOND

STIFF PLATES

BREAK OUT AND REMOVE

PORTIONS OF EXISTING

MASONRY AND CONCRETE TO

FIT NEW LINTEL.

PROVIDE MIN 400 WIDE BASE

PLATE AT CONNECTION TO

EXISTING MASONRY. GROUT

SOLID ALL CELLS DIRECTLY

BELOW NEW BASEPLATE

SECTION 04A:

TRANSFER ONTO NEW W250

LINTEL. SIMILAR BEARING

PLATES AT EACH SIDE OF NEW LINTEL

NEW MASONRY INFILL WALL.

REFER TO PLAN

SIMILAR EXCEPT AS NOTED

FIRST FLOOR

FFE EL. ELEVATION VARIES

EXISTING MASONRY WALL ABOVE

AND BELOW

EXISTING OPENING THROUGH

MASONRY WALL

EXISTING CONCRETE SLAB

NEW W200x46 SUPPORTING NEW

MASONRY WALL ABOVE.

POCKET INTO EXISTING

MASONRY

NEW 200 x 300 x 20 BASEPLATE.

MIN 25 GROUT UNDER

BASEPLATE

GROUT BETWEEN EXISTING

MASONRY AND TOP OF STEEL

BEAM

NEW MASONRY INFILL

SUPPORTING TRANSFER

BEAMS ABOVE

05

S208

NEW STEEL BEAM SUPPORTING NEW MASONRY INFILL1:20

SECOND FLOORFFE EL. 115.43

EXISTING STAIR LANDING

7" CONCRETE SLAB

EXISTING 8" MASONRY WALL

06

S208

NEW LINTELS AT EXISTING STAIR1:20

NEW W250 LINTEL TO SUPPORT

EDGE BEAM, STAIR BEAM, NEW

LINTEL, GROUT TO U/S OF EXIST.

DOWNTURN BEAM

EXISTING STAIR BEAM,

STAIR RISERS, AND

TREAD TO REMAIN

NEW STEEL WALL PLATE 10 THICK.

WITH 8-19Ø HILTI HIT-Z RODS WITH

EPOXY GROUT HILTI HY-200,

EMBEDMENT MIN 100

450

300

100

MIN

15

0

07

S208

NEW WALL PLATE1:20

07

S208

08

S208

NEW LINTEL UNDER EXISTING MASONRY WALL1:20

09

S208

NEW LINTEL INTO EXISTING MASONRY1:20

SECOND FLOOR

FFE EL. 115.43

NOTE:

REFER TO P-SERIES DRAWINGS

FOR REQUIREMENTS FOR

PROTECTION OF THE EXISTING

BUILDING

CONNECT FOR

Vf = 130 kN

LC

228

LC

EXISTING WALL BEYOND

EXISTING WALL BEYOND.

CUT AND REMOVE

EXISTING MASONRY TO

FORM POCKET FOR BEAM

INSTALLATION. GROUT

UNDERSIDE OF NEW

BASEPLATE. MAX DEPTH

OF NEW GROUT TO BE 50

EXISTING WALL BEYOND

NEW OPENING

PL200x16x170 BEARING PLATE

550x400x300 DEEP

CONCRETE BEARING

PAD

30

0

550

STIFFENER PLATES AT

BEAREING LOCATION

2017-12-22