g e n e r a l n o t e s a n d d e t a i l s · steel stairs shall be designed and certified by the...

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1. THE INFORMATION PRESENTED ON THESE DRAWINGS HAS BEEN DESIGNED AND ANALYZED IN ACCORDANCE WITH THE 2012ONTARIO BUILDING CODE & 2010 NATIONAL BUILDING CODE OF CANADA. CONSTRUCTION IS TO BE PERFORMED IN

ACCORDANCE WITH THIS AND ALL OTHER APPLICABLE CODES.

1.1CONCRETE STRUCTURE DESIGNED IN ACCORDANCE WITH CSA A23.3-04 (R2010)

1.2STEEL STRUCTURE DESIGNED IN ACCORDANCE WITH CAN/CSA-S16-09

1.3 WOOD STRUCTURE DESIGNED IN ACCORDANCE WITH CAN/CSA-086.1-05

1.4MASONRY STRUCTURE DESIGNED IN ACCORDANCE WITH CAN/CSA S304-1(06)

2. GUARDRAILS/HANDRAILS SHALL BE DESIGNED AND CERTIFIED BY THE FABRICATOR'S PROFESSIONAL ENGINEER LICENSED IN

ONTARIO IN ACCORDANCE WITH LOADS PROVIDED IN (4.1.5.15, 3.4.6.4 AND 3.4.6.5 OF THE 2012 ONTARIO BUILDING CODE/2010

NATIONAL BUILDING CODE. STAMPED SHOP DRAWINGS TO BE SUBMITTED. IN ADDITION, GLASS IN GUARDS SHALL COMPLYWITH "SUPPLEMENTARY STANDARD SB-13".

3. THE ROOF HAS BEEN DESIGNED FOR THE REQUIRED STORM WATER FLOW RESTRICTION IN ACCORDANCE WITH 2012 ONTARIO

BUILDING CODE/2010 NATIONAL BUILDING CODE REQUIREMENTS.

4. CONTRACTOR IS TO VERIFY/COORDINATE ALL DIMENSIONS/PENETRATIONS WITH ARCHITECTURAL/MECHANICAL/ELECTRICAL

DRAWINGS PRIOR TO CONSTRUCTION. REPORT INCONSISTENCIES BEFORE PROCEEDING WITH WORK. ANY OPENINGS NOT

INDICATED ON STRUCTURAL DRAWINGS ARE TO BE APPROVED BY STRUCTURAL ENGINEER IN WRITING PRIOR TOCONSTRUCTION.

5. CADD VERSIONS OF THE STRUCTURAL DRAWINGS SHALL BE MADE AVAILABLE TO THE CONTRACTOR UPON THE COMPLETION

OF A RELEASE FORM INDEMNIFYING THE CONSULTANT FROM ANY ERRORS OR OMISSIONS ASSOCIATED WITH THE CADD FILES.

6. LADDERS SHALL BE DESIGNED AND CERTIFIED BY THE FABRICATOR'S PROFESSIONAL ENGINEER LICENSED IN ONTARIO IN

ACCORDANCE WITH LOADS PROVIDED IN PART 4 AND PART 3 OF THE 2012 ONTARIO BUILDING CODE/2010 NATIONAL BUILDING

CODE. STAMPED SHOP DRAWINGS TO BE SUBMITTED.

7. STEEL STAIRS SHALL BE DESIGNED AND CERTIFIED BY THE FABRICATOR'S PROFESSIONAL ENGINEER LICENSED IN ONTARIO IN

ACCORDANCE WITH LOADS PROVIDED IN PART 4 AND PART 3 OF THE 2012 ONTARIO BUILDING CODE/2010 NATIONAL BUILDING

CODE. STAMPED SHOP DRAWINGS TO BE SUBMITTED.

8. SEISMIC RESTRAINT OF ARCH/MECH/ELECT ELEMENTS NOT NOTED ON THE DRAWINGS ARE THE RESPONSIBILITY OF THE

CONTRACTOR'S ENGINEER. RESTRAINT DETAILS ARE TO BE DEVELOPED IN ACCORDANCE WITH THE 2012 OBC/2010 NBC.

CONTRACTOR'S ENGINEER IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF SEISMIC RESTRAINTS AND ISOLATIONS ASREQUIRED BY SPECIFICATIONS INCLUDING THE VERIFICATION THAT THE EXISTING/NEW STRUCTURE IS CAPABLE OF SAFELY

SUPPORTING THE IMPOSED LOADS IN ACCORDANCE WITH THE 2012 OBC/2010 NBC. NO ELEMENTS MAY BE CONSTRUCTEDWITHOUT WRITTEN CONFIRMATION OF THESE CONDITIONS BY CONTRACTOR'S ENGINEER.

9. NO FOUNDATION ELEMENTS ARE TO BE CONSTRUCTED UNTIL WRITTEN APPROVAL OF THE BEARING SURFACES AND

PRESSURES IS PROVIDED BY A GEOTECHNICAL ENGINEER THROUGH ON-SITE INVESTIGATION. FAILURE TO COMPLETE THISWORK COULD RESULT IN THE REMOVAL/REINSTATEMENT OF ANY/ALL FOUNDATION ELEMENTS AT CONTRACTOR'S OWN COST.

10. CONTRACTOR TO PROVIDE PRE-ENGINEERED SHORING AS REQUIRED TO ACCOMMODATE THE CONTRACTOR'S CONSTRUCTION

ACTIVITIES AND TO PREVENT DAMAGE TO ANY ADJACENT PROPERTY. ALL CONSTRUCTION ACTIVITIES TO BE LIMITED TO THELIMITS OF THE CONSTRUCTION SITE AND ALL DAMAGE TO EXISTING PROPERTIES MUST BE REINSTATED.

11. CONTRACTOR IS REQUIRED TO SUBMIT CONDUIT AND SLEEVING SHOP DRAWINGS FOR ALL FLOORS/ROOFS/WALLS/COLUMNS

PRIOR TO THE ERECTION/CONSTRUCTION/FABRICATION OF ANY OF THESE ELEMENTS. THE DRAWINGS ARE TOLOCATE/DIMENSION THE CLEAR SIZES OF OPENINGS/SLEEVES/CONDUITS IN PLAN (FLOORS/ROOFS/COLUMNS) AND ELEVATION

(WALLS/BEAMS). THE COORDINATION OF THE VARIOUS DISCIPLINES/SUBTRADES TO ENSURE ALL ITEMS ARE CLEARLY

INDICATED IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. DRAWINGS ARE TO BE SUBMITTED A MINIMUM OF 4 WEEKSPRIOR TO THE CONSTRUCTION OF THE AFFECTED ELEMENT.

D01-1 GENERAL INFORMATION

D01) GENERAL

D02) GRAVITY LOADS:

REFER TO PLANS FOR LOADS.

D03-1.1 MAIN BUILDING SEISMIC

D03) LATERAL LOADING DATA:

Rd = 1.5Ro = 1.3

. SEISMIC IMPORTANCE FACTOR: (2012 OBC CLAUSE 4.1.8.5)

. SITE CLASS:

PGA: 0.32.RESPONSE SPECTRUM DATA:.5% DAMPED SPECTRAL RESPONSE

ACCELERATION VALUES FOR REFERENCE CITY: (2012 OBC SUPPLEMENTARY STANDARD SB-1)

CLASS 'C': (Fa=1.0:Fv=1.0)

Sa(0.2)

Sa(0.5)Sa(1.0)

Sa(2.0)

= 0.660

= 0.320

= 0.130

= 0.044

= 0.022= 0.044

= 0.130= 0.320

= 0.660= 0.660S(0)

S(0.2)

S(0.5)S(1.0)

S(2.0)

S(4.0)

.

DESIGN SPECTRAL RESPONSE ACCELERATION VALUES (DSRAV): (2012 OBC CLAUSE 4.1.8.4).

REFERENCE CITY: OTTAWA.

SFRS: SYSTEM & CONNECTIONS: (2012 OBC CLAUSE 4.1.8.9/4.1.8.10)

LATERAL LOAD RESISTING SYSTEM: CONVENTIONAL CONSTRUCTION

CSA STANDARD: CAN/CSA CAN/CSA A23.3-04(R10) APPLICABLE CLAUSE(S): 21.8

SFRS: SYSTEM FOUNDATIONS: (2012 OBC CLAUSE 4.1.8.16)

CSA STANDARD: CAN/CSA

APPLICABLE CLAUSE(S):

CONFIRMATION: FOUNDATIONS HAVE BEEN DESIGNED TO RESIST THE LATERAL FORCES APPLIED TO THE SFRS IN ACCORDANCE WITH THE

2012 OBC INCLUDING ALL APPLICABLE AMPLIFICATION FACTORS.

SFRS: DIAPHRAGMS & CONNECTIONS: (2012 OBC CLAUSE 4.1.8.15)

CSA STANDARD: CAN/CSA A23.3-04(R10)

APPLICABLE CLAUSE(S): 21.8

SEISMIC FORCE RESISTING SYSTEM (SFRS).

= 1.0

THE NOTED SITE CLASSIFICATION FOR SEISMIC SITE RESPONSE

AND SHEAR STRENGTH PARAMETERS INDICATED ARE AS

REPORTED IN THE GEOTECHNICAL REPORT

A (SITE SPECIFIC SPECTRUM: )B C D E F

FOR ANCHORED FOOTINGS

FOR UNANCHORED FOOTINGS

PERIOD DATA: (DIRECTION BASED ON DRAWING ORIENTATION).EMPIRICAL PERIOD: (2012 OBC CLAUSE 4.1.8.11.(3) )

SYSTEM RESTRICTION VALUE:. FaSa(0.2) = 0.66 > 0.35 YES

NO

Ta(EMPIRICAL)NS =

MODAL PERIOD: (2012 OBC CLAUSE 4.1.8.11.(3)(d) AND 4.1.8.3.(8))

Ta(MODAL)NS =

Ta(MODAL)EW =

DESIGN PERIODS/MODE & MOMENT FACTORS: (2012 OBC CLAUSE (4.1.8.11(5))

Sa(0.2)

Sa(2.0) = 30 > 8.0 YES

NO

Ta(DESIGN)NS = Mv = 1.0

Ta(DESIGN)EW = Mv = 1.0

Ta(EMPIRICAL)EW =

(a),(b)or(c)

0.40 sec

0.40 sec

0.387 sec

0.387 sec

0.387 sec

0.387 sec

J = 1.0

J = 1.0

VESNS = W * 0.22 = 17,400 KN

MESNS = 230,000 KN • m

NORTH-SOUTH: ( )

. IRREGULARITY REVIEW: (2012 OBC CLAUSE 4.1.8.6)

1. VERTICAL STIFFNESS:

2. WEIGHT:3. VERTICAL GEOMETRIC:

4. IN PLANE DISCONTINUITY:

5. OUT OF PLANE:

6. WEAK STOREY:7. TORSIONAL:

8. NON-ORTHOGONAL:

YES NOYES NO

YES NO

YES NOYES NO

YES NO

YES NO

YES NO

BNS = 1.46BEW = 2.05

CONCLUSION: BUILDING IS REGULAR IRREGULARDYNAMIC ANALYSIS: REQUIRED NOT REQUIRED

BASE SHEARS/MOMENTS:.

EQUIVALENT STATIC (ES)

FORCE PROCEDURE

EAST-WEST: ( )

DYNAMIC ANALYSIS (DYI) PROCEDURE

VMAX = S(0.2) W/(RdRo) = W * 0.22 = 17,400 KN2

3

DESIGN FUNDAMENTAL PERIOD BASED DSRAV: (2012 OBC CLAUSE 4.1.8.11(2)). S(Ta)NS = 0.442

S(Ta)EW = 0.442

DYNAMIC PROCEDURE: METHOD: MODAL RESPONSE SPECTRUM NUMERICAL INTEGRATION TIME HISTORY N/A

VMIN = S(2.0)MV W/(RdRo) = W * 0.03 = 2,400 KN

TORSIONAL ECCENTRICITY:

± 0.10 Dnx (4.1.8.12(4a), B 1.7) >

± 0.05 Dnx (4.1.8.12(4b), B 1.7, 3-D DYNAMIC ANALYSIS)<

± 0.10 Dnx (4.1.8.11(10a), B 1.7 EQUIV. STATIC FORCE PROCEDURE)

VSTATIC = S(Ta)MV W/(RdRo)

<.

STRUCTURAL SEPARATION: THE ADJACENT STRUCTURES HAVE BEEN SEPARATED IN ACCORDANCE WITH 4.1.8.14(1) OF

THE 2012 O.B.C.

.N/A

STATIC MAXIMUM/MINIMUM VALUES:.NORTH-SOUTH: ( )

EAST-WEST: ( )

VMAX = S(0.2) W/(RdRo) = W * 0.22 = 17,400 KN2

3

VMIN = S(2.0)MV W/(RdRo) = W * 0.03 = 2,400 KN

DESIGN (D) LOADS

S.F. = g ٠Ie

RdRo= g 0.513٠

VDYINS = 11,200 KN

MDYINS = 140,000 KN • m

MPMR = 95.7 %

VDNS = 17,600 KN

MDNS = 220,000 KN • m

VDYIEW = 13,700 KN

MDYIEW = 180,000 KN • m

MPMR = 98.9 %

VDEW = 17,400 KN

MDEW = 230,000 KN • m

SEISMIC LOADS

NOTES:

(1) INITIAL DYNAMIC LOAD SCALING FACTOR

DYNAMIC ANALYSIS PROCEDURE LOADS ARE BASED ON THE EVALUATION OF THE BUILDING WITH THE INITIAL

SCALING FACTOR APPLIED. WHEN USED THESE ARE COMPARED TO THE STATIC FORCE VALUE IN ACCORDANCEWITH 4.1.8.12(6)-(7) TO DETERMINE DESIGN LOAD VALUES.

(2) DESIGN LOAD SHEAR VALUES ARE BASED ON THE EVALUATION OF VES AND VDYI IN ACCORDANCE WITH 4.1.8.12

(5),(6) AND (7) OF THE 2012 OBC. LOADS INDICATED SHOW THE DESIGN BASE SHEAR AND CORRESPONDING

OVERTURNING MOMENT.

(3) N/A = NOT USED IN THE DESIGN OF THE BUILDING.

BUILDING WEIGHT FOR SEISMIC DESIGN:. W = 80,000 KN

(1)(3) (2)

2012 OBC CLAUSE 4.1.8.11(1)-(10) 2012 OBC CLAUSE 4.1.8.12(1)-(5)

VESEW = W * 0.22 = 17,400 KNMESEW = 230,000 KN • m

NON-ORTHOGONAL EFFECTS

HAVE BEEN CONSIDERED IN

ACCORDANCE WITH 2012 OBCCLAUSE 4.1.8.8 (c)

YES

N/A

NORTH-SOUTH: ( ) NORTH-SOUTH: ( )

(INITIAL SCALING FACTOR)


HAVE BEEN CONSIDERED IN

ACCORDANCE WITH 2012 OBCCLAUSE 4.1.8.8 (c)

YES

N/A

EAST-WEST: ( )EAST-WEST: ( )

D03-2.1 TEST FACILITY: SEISMIC

UNLESS OTHERWISE OUTLINED IN GEOTECTNICAL REPORT DO NOT EXCAVATE BELOW A LINE EXTENDING

DOWNWARD FROM ANY BEARING STRATA AT A SLOPE OF 1 VERTICAL TO 2 HORIZONTAL. ADJUST FOOTING

AND TRENCH ELEVATIONS TO MEET THIS REQUIREMENT (SEE DIAGRAM).

EXCAVATION

12

FOUNDATIONEXISTING

NEW

ALL FOOTINGS TO BEAR ON UNDISTURBED NATIVE MATERIAL WITH MINIMUM ALLOWABLE BEARING STRENGTHS AS NOTED ON

PLANS / SCHEDULES / SECTIONS AND AS APPROVED BY GEOTECHNICAL ENGINEER ON SITE.

REFERENCE GEOTECHNICAL REPORT: PG 3563-2 (R1)

REPORT AUTHOR: PATERSON GROUP

LOCATIONS OF FOOTING STEPS TO BE APPROVED BY ENGINEER IN WRITING PRIOR TO CONSTRUCTION.

D03-3 DEFINITIONS:

THE FOLLOWING ABBREVIATIONS HAVE BEEN USED IN THESE NOTES AND DRAWINGS:

AT (SPACING c/c)

ARCHITECTURAL

BOTTOM

BOTTOM LOWER LAYER

BOTTOM UPPER LAYER

CENTRE TO CENTRE

CENTRE LINE

CONTINUOUS

CORE WALL

EACH

EACH END

EACH FACE

ELEVATION

EACH SIDE

EACH WAY

FAR FACE

HORIZONTAL

HEAVY DUTY GALVANIZED TRUSS

TYPE MASONRY REINFORCEMENT

INSIDE FACE

LOWER LAYER

METRES

MILLIMETRESMAXIMUM

MECHANICAL

MINIMUM

NEAR FACE

NOT TO SCALE

OUTSIDE FACE

PILE CUT-OFFPLATE

STANDARD GALVANIZED LADDER

MASONRY REINFORCEMENTS

SHEARWALL

TOP

TOP LOWER LAYER

TOP UPPER LAYER

TOP OF PILE CAP

TYPICAL

UNLESS OTHERWISE NOTED

UPPER LAYER

UNDERSIDE

VERTICAL

D31) FOUNDATIONS:

D31-1 FOOTINGS:

D31-3 PROTECT LATERAL STABILITY OF BEARING STRATA UNLESS NOTED:

D31-4 FOOTINGS STEPS:

@

ARCH.

B BLL

BUL

c/c

C

CONT.

CW

EA.

EE EF

EL.

ES

EW

FF

H

HDMR

IF

LL

m

mm

MAX.

MECH

MIN.

NF

NTS

OF

PCO

SMR

SWT TLL

TUL

TOPC

TYP.U/N

UL

U/S V

1. SUBMIT SHOP DRAWINGS FOR ALL STRUCTURAL WORK AND ANY WORK AFFECTING THE STRUCTURE TO THE CONSTRUCTION

MANAGER. OBTAIN ARCHITECT'S & ENGINEER'S APPROVAL BEFORE PROCEEDING WITH THE FABRICATION.

2. EACH OF THE FOLLOWING SHOP DRAWINGS MUST BEAR THE SIGNATURE AND STAMP OF A QUALIFIED PROFESSIONAL ENGINEER

REGISTERED IN THE PROVINCE (PLUS OTHER DRAWINGS AS NOTED).

a) DRAWINGS FOR ANY TEMPORARY WORK.

b) DRAWINGS FOR ANY STRUCTURAL PARTS DESIGNED BY THE CONTRACTOR'S FORCES INCLUDING EXTERIOR BUILDING

ENVELOPE.

c) STRUCTURAL STEEL/JOISTS.

d) FORMWORK

3. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED REVIEWED BY THE CONTRACTOR BEFORE ISSUING TO THE

ARCHITECT/ENGINEER. SHOP DRAWINGS NOT STAMPED BY THE CONTRACTOR WILL BE REJECTED. ANY DELAYS IN THE

CONSTRUCTION SCHEDULE DUE TO NONCOMPLIANCE WITH THIS REQUIREMENT SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR.

4. SUBMIT STRUCTURAL STEEL, STEEL JOIST AND STEEL DECK SHOP DRAWINGS FOR STRUCTURAL ENGINEER'S REVIEW BEFORE

FABRICATION. ALL SHOP DRAWINGS SHALL BEAR THE SEAL OF A REGISTERED PROFESSIONAL ENGINEER IN THE PROVINCE OF

ONTARIO.

5. SHOP DRAWINGS ARE REVIEWED FOR CONFORMANCE WITH THE GENERAL DESIGN CONCEPT. THIS REVIEW DOES NOT IMPLY

APPROVAL OF THE DETAILED DESIGN OR QUANTITIES DESCRIBED IN THE SHOP DRAWINGS. THE RESPONSIBILITY FOR THE

QUANTITIES AND DETAILED DESIGN OF THE MATERIALS AND COMPONENTS AS REQUIRED TO PROVIDE THE COMPLETE AND

SATISFACTORY JOB DESCRIBED IN THE DESIGN DOCUMENTS REMAINS WITH THE CONTRACTOR.

6. CONTRACTOR IS REQUIRED TO SUBMIT CONDUIT AND SLEEVING SHOP DRAWINGS FOR ALL FLOORS/ROOFS/WALLS/COLUMNS PRIOR

TO THE ERECTION/CONSTRUCTION/FABRICATION OF ANY OF THESE ELEMENTS. THE DRAWINGS ARE TO LOCATE/DIMENSION THE

CLEAR SIZES OF OPENINGS/SLEEVES/CONDUITS IN PLAN (FLOORS/ROOFS/COLUMNS) AND ELEVATION (WALLS/BEAMS). THE

COORDINATION OF THE VARIOUS DISCIPLINES/SUBTRADES TO ENSURE ALL ITEMS ARE CLEARLY INDICATED IS THE SOLE

RESPONSIBILITY OF THE CONTRACTOR. DRAWINGS ARE TO BE SUBMITTED A MINIMUM OF 4 WEEKS PRIOR TO THE CONSTRUCTION OF

THE AFFECTED ELEMENT.

D03-4 SHOP DRAWINGS

D31-2 EXCAVATION , FOUNDATIONS AND BACKFILL:

1. REFER TO GEOTECHNICAL REPORT FOR ALL REQUIREMENTS (ADDITIONAL REQUIREMENTS AS NOTED BELOW).

GEOTECHNICAL REPORT RECOMMENDATIONS GOVERN.

2. PRIOR TO ANY EXCAVATION, VERIFY LOCATION OF EXISTING SERVICES AND TAKE ALL NECESSARY MEASURES TO MAINTAIN

SERVICES WHERE REQUIRED. NOTIFY OWNER AND ENGINEER IF ANY SERVICES NOT SHOWN ON PLAN OR OTHERWISE

EXPECTED ARE ENCOUNTERED. DO NOT PROCEED FURTHER UNTIL DIRECTED.

3. CARE MUST BE TAKEN TO AVOID UNDERMINING EXISTING BUILDING FOUNDATIONS OR UNDERGROUND SERVICES.

4. PROTECT SUB-GRADE FROM FREEZING AND FROST ACTION AT ALL TIMES DURING CONSTRUCTION.

5. FOOTINGS MUST BEAR ON APPROVED BEARING SURFACES.

6. BACKFILL TO WITHIN 200mm OF UNDERSIDE OF SLAB WITH GRANULAR 'B' TYPE II IN LAYERS UP TO 12" THICK, COMPACTED TO

MINIMUM 100% SPMDD OR AS PER GEOTECHNICAL REPORT.

7. FINAL 200mm UNDER SLAB TO BE GRANULAR 'A' COMPACTED TO MINIMUM 100% SPMDD OR AS PER GEOTECHNICAL REPORT.

8. RE-USE OF EXCAVATED GRANULAR MATERIAL IS SUBJECT TO APPROVAL OF GEOTECHNICAL CONSULTANT.

NOTES:

1. IF 'D' EXCEEDS 1800 PROVIDE

HORIZONTAL SECTIONS OF 1200

MINIMUM LENGTH BETWEEN EVERY

SET OF STEPS.

2. STEPPED FOOTINGS SHALL BE CAST

AS A SINGLE UNIT.

3. 'T' DENOTES FOOTING THICKNESS.

FOOTING REINFORCEMENT

WHEN REQUIRED REFER TO

FOUNDATION PLAN

7 (MAX.)

10

1800900

(MIN.)

600

(MA

X.)

D

CLASS 'B'LAP SPLICE

(600 MIN.)

CLASS 'B'

LAP SPLICE(MIN. 600)

75 CLE

AR

T O

R150 M

IN.

T OR225 MIN.

T OR225 MIN.

T

T O

R

150 MIN

.

UNDISTURBED

SOIL/APPROVED

BEARING SOIL

600

WIND:

q= 0.41 KPa

(1 IN 50 YEARS)

= 1.0 (ULS) = 0.75 (SLS)

NORTH-SOUTH: ( )

Vbase = 80 KN

Mbase = 160 KN • m

EAST-WEST: ( )

Vbase = 110 KNMbase = 260 KN • m

@ HEATED BUILDINGS: 1500mm (5'-0")

@ HEATED BUILDING (SNOW CLEARED): 1800mm (6'-0")

@ ISOLATED AREAS: 2100mm (7'-0")

(NOTE: INCREASE DEPTHS AS REQUIRED BY GEOTECHNICAL REPORT/ENGINEER)

(NOTE: ONLY TO BE USED AFTER WRITTEN APPROVAL BY ENGINEER/WHERE GEOTECHNICAL REPORT REQUIRES

MORE SOIL COVER/EXTENTS OF INSULATION, SOILS REPORT GOVERNS)

UNDISTURBED SOIL/

ENGINEERED FILL

FOOTING

(REFER TO PLANS) 400 (

16")

MIN

.

1200(4'-0") VARIES 1200(4'-0")

50mm(2") OF APPROVED

COMPRESSIBLE MATERIAL

10 MPa(1500psi) LEAN

MIX CONCRETE

WALL STRIP FOOTING

(NOTE: LOCATIONS WHERE PIPES CROSS BELOW FOOTINGS ARE TO BE APPROVED BY ENGINEER IN

WRITING PRIOR TO CONSTRUCTION. ENGINEER RESERVES THE RIGHT TO RELOCATE PIPES AS REQUIRED

OR LOWER FOOTINGS TO SUIT.)

50mm(2") HI 100

RIGID INSULATION

D31-7 PIPE CROSING BELOW STRIP FOOTING:

D31-5 MINIMUM FROST COVER REQUIREMENTS:

D31-6 ALTERNATE FROST COVER DETAIL

1. SPACING OF BARS SHALL BE APPROXIMATELY UNIFORM WITHIN THE CORRESPONDING STRIPS. DO NOT

ELIMINATE OR DISPLACE REINFORCEMENT TO ACCOMMODATE HARDWARE. IF INSERTS CANNOT BE LOCATED AS

SPECIFIED, OBTAIN APPROVAL OF ALL MODIFICATIONS FROM ENGINEER BEFORE THE PLACING OF CONCRETE.

2. WHERE TENSION LAPS ARE SPECIFIED, LAP REINFORCING STEEL IN ACCORDANCE WITH THE REQUIREMENTS OF

CAN3-A23.3, LATEST EDITION. ALL OTHER LAPS AND EMBEDMENT OF DOWELS SHALL BE 24 BAR DIAMETERS, BUT

NOT LESS THAN 600mm IF NOT SPECIFIED OTHERWISE. WIRE MESH LAPS SHALL BE 150mm MINIMUM.

TYPICAL REBAR REQUIREMENTS:

LAPS: AS ON DRAWINGS

BAR DESIGNATION IN SLABS:

METRIC: 10-15M 6400/4100 T MEANS 10 BARS, SIZE 15M, TOP OF SLAB, 5-6400 LONG / 5-4100 LONG ALTERNATING

(+ HOOK LENGTH FOR TOP BARS @ SLAB EDGES)

IMPERIAL: 10-15M 150/086 MEANS 10 BARS, SIZE 15M, TOP OF SLAB, 5-15'-0" LONG / 5-8'-6" LONG ALTERNATING

(+HOOK LENGTH FOR TOP BARS @ SLAB EDGES)

PROVIDE HOOKS WHERE TOP BARS TERMINATE AT EDGES. PROVIDE HOOKS ON BOTTOM BARS WHERE NOTED AND

AT ALL CANTILEVER ENDS.

> 36 BAR DIA. > 1.5 d

> 600mm(24")

D03) CONCRETE

D03-1 CONCRETE COVER (CLEAR TO REINFORCING):

U/S FOOTINGS, PILE CAPS, GRADE BEAMS (AGAINST SOIL)

FOOTINGS, PILE CAPS, GRADE BEAMS (SIDES & TOP)

WALLS

SLABS

BEAMS

COLUMNS

BALCONIES

PROVIDE 32mm (114") COVER FOR BOTTOM STEEL FOR SLAB ABOVE 3HR, FIRE RATED AREAS. PROVIDE

50mm (2") COVER FOR COLUMN TIES IN 3HR, FIRE RATED AREAS.

75mm (3")

50mm (2")

40mm (112")

25mm (1") U/N

40mm (112")(TO STIRRUPS)

40mm (112")(TO TIES)

40mm (112")(TO TOP STEEL)

D03-2 SLAB REINFORCING STEEL:

1. AT SLAB EDGES AND OPENINGS CARRY ALL TOP BARS TO 50mm (2") FROM SLAB EDGE AND PROVIDE

STANDARD 90 OR 180 DEGREE HOOKS.

2. EXTEND BOTTOM BARS TO 50mm (2") FROM SLAB EDGES/OPENINGS.

3. EXTEND BOTTOM BARS MINIMUM 150mm (6") PAST OF SUPPORT AT ALL ENDS AND SINGLE SPANS

SUPPORTED ON WALLS/BEAMS.

4. WHERE 150mm (6") EMBEDMENT IS NOT POSSIBLE PROVIDE STANDARD 90 DEGREE HOOK LAID FLAT.

5. IN TWO-WAY SLABS WITHOUT BEAMS, MINIMUM LENGTH OF TOP/BOTTOM BARS IS TO BE AS PER REINFORCING

STEEL MANUAL FOR STANDARD PRACTICE (SECTION 5). REFER ALSO TO TYPICAL CS/MS LAYOUTS.

6. COLUMN STRIP WIDTH ON EACH SIDE OF COLUMN IS A SHOWN ON PLANS. REFER ALSO TO TYPICAL STRIP

DETAIL.

7. PLACE STRUCTURAL INTEGRITY BARS WITHIN WIDTH OF COLUMN OR CAPITAL, IN ACCORDANCE WITH

STRUCTURAL INTEGRITY STEEL TYPICAL DETAIL. PLACE OTHER BARS IN REMAINING WIDTH OF COLUMN STRIP.

8. PROVIDE CHAIRS AND BAR SUPPORTS IN ACCORDANCE WITH RSIC DETAILING MANUAL.

9. PLACE LONG AND SHORT BARS ALTERNATING.

10. PLACE BARS UNIFORMLY DISTRIBUTED EXCEPT A) PLACE AT LEAST 50% OF TOP BARS IN COLUMN STRIP

WITHIN SUPPORT WIDTH PLUS SLAB THICKNESS EACH SIDE OF COLUMN FACE OR EDGE OF COLUMN CAPITAL.

B) WHERE NOTED OTHERWISE ON PLAN.

11. BAR LENGTHS ARE AS SHOWN, UNLESS NOTED OTHERWISE ON PLAN.

D03-3 MINIMUM LENGTH OF SLAB REINFORCEMENT:

S000

A

SCALE: N.T.S.

SECTION: STEPPED FOOTING DETAIL

S000

C

SCALE: N.T.S.

SECTION: PIPE CROSSING BELOW STRIP FOOTING

3. Ln IS THE LONGER OF ADJACENT CLEAR SPANS FROM COLUMN OR CAPITAL FACE.

4. COLUMN STRIP WIDTH ON EACH SIDE OF COLUMN IS A SHOWN IN TYPICAL DETAIL, UNLESS NOTED

OTHERWISE ON PLAN.

5. PLACE STRUCTURAL INTEGRITY BARS WITHIN WIDTH OF COLUMN OR CAPITAL, IN ACCORDANCE WITH

STRUCTURAL INTEGRITY STEEL TYPICAL DETAIL. PLACE OTHER BARS IN REMAINING WIDTH OF COLUMN

STRIP.

6. 4. PROVIDE CHAIRS AND BAR SUPPORTS IN ACCORDANCE WITH ACI DETAILING MANUAL.

7. 5. PLACE LONG AND SHORT BARS ALTERNATING.

8. 6. PLACE BARS UNIFORMLY DISTRIBUTED EXCEPT A) PLACE AT LEAST 50% OF TOP BARS IN COLUMN

STRIP WITHIN SUPPORT WIDTH PLUS SLAB THICKNESS EACH SIDE OF COLUMN FACE OR EDGE OF

COLUMN CAPITAL. B) WHERE NOTED OTHERWISE ON PLAN.

9. BAR LENGTHS ARE AS SHOWN, UNLESS NOTED OTHERWISE ON PLAN.

10. TERMINATE TOP BARS AT DISCONTINUOUS EDGE IN STANDARD 90 DEGREE HOOK, OR EXTEND INTO

ADJACENT SLAB, IN ACCORDANCE WITH ONE-WAY SLAB DETAILS.

11. EXTEND BOTTOM BARS TO 75 (3) OF DISCONTINUOUS EDGE WITH NO SPANDREL BEAMS, OR EXTEND 150

(6) MINIMUM INTO SPANDREL BEAM. AT CONTINUOUS DROP EXTEND ALTERNATE BARS TO 75 (3) OF EDGE

AND 150 (6) INTO CONTINUOUS DROP.

1. PROVIDE ADDITIONAL INTEGRITY BARS IN THE BOTTOM OF SLABS, CENTRED ON EACH COLUMN.

2. INTEGRITY BARS SHALL BE AS INDICATED ON REINFORCING PLANS.

D03-4 INTEGRITY BARS:

(.0025Ag) (.0025Ag)

1. PROVIDE UPWARD SLAB AND BEAM CAMBERS AS INDICATED ON PLANS. CAMBER BOTH THE UNDERSIDE AND TOP

OF CONCRETE IN A PARABOLIC PROFILE SO AS TO MAINTAIN THE STRUCTURAL THICKNESSES SHOWN. ADJUST

CAMBERS AS DIRECTED BY CONSULTANT FOR "NON-TYPICAL BAYS" BASED ON SPAN AND SUPPORT CONDITIONS.

2. PRIOR TO CONCRETING VERIFY FORMWORK IN PLACE CAMBERS BY SURVEY AND REPORT THE RESULTS TO THE

ARCHITECT. (REFER ALSO TO SPECIFICATIONS FOR SURVEYING REQUIREMENTS).

3. PLACE, SCREED AND FINISH SLAB CONCRETE TO SPECIFIED SLAB AND BEAM THICKNESSES.

4. CARRY OUT SURVEYING IN ACCORDANCE WITH THE SPECIFICATIONS. CAMBERS ON SUBSEQUENT FLOORS MAY

BE ADJUSTED TO SUIT THE ACTUAL BEHAVIOUR OF FIRST TYPICAL FLOOR SLABS. REPEAT ITEMS 2 & 3 AS

REQUIRED.

5. WHERE NOT NOTED ABOVE OR ON PLANS, CAMBER BEAMS FOR SPAN/500 (SPAN DEFINED AS CENTRELINE TO

CENTRELINE OF SUPPORTS).

6. FOR SLAB CAMBERS ON UPPER FLOORS REFER TO PLANS.

CORNER BARS SAME SIZE AND

SPACING AS HORIZONTAL WALL

BARS.

4-20M VERT.

4-20M VERT.

STANDARD HOOK

>

>

D03-5 TYPICAL CAMBERING REQUIREMENTS:

D03-7 MINIMUM WALL REINFORCING:

D03-8 HORIZONTAL WALL STEEL DETAIL AT CORNERS U/N:

(NON-SHEAR WALL LOCATIONS)

TYPICAL CORNER

UNLESS OTHERWISE NOTED PROVIDE:

WALL

THICKNESS

VERTICAL

BARS

HORIZONTAL

BARS

VERTICAL

EACH END

150mm(6")200mm(8")250mm(10")300mm(12")350mm(14")400mm(16")

10M @ 250(10")15M @ 400(16")10M @ 300(12") EF10M @ 250(10") EF15M @ 450(18") EF15M @ 400(16") EF

10M @ 250(10")15M @ 400(16")10M @ 300(12") EF10M @ 250(10") EF15M @ 450(18") EF15M @ 400(16") EF

1-15M1-20M2-20M2-20M2-25M2-25M

REFER TO MECHANICAL

DWGS FOR SIZES AND

LOCATIONS• 1-15M H.E.F.

CONT. @ TOP

• 15M @ 300(12")

H.E.F.

ROUGHEN CONCRETE USING

BUSH HAMMER TECHNIQUE

ROUGHEN/CLEAN/WET

EXISTING SURFACE PRIOR

TO CONCRETE PLACEMENT.

10

0(4

")

HILTI HY-150

EPOXY ADHESIVE

10M @ 300(12")o.c. E.W.

(+1 ADD'L T&B AROUND

PERIMETER)

100

(4")

REFER TO MECHANICAL DWGS FOR

SIZES AND LOCATIONS

10M @ 500(20") @

PERIMETER

≤1

00

(4")

≥

D03-6 SLAB BAND

PLACE ALL COLUMN STRIP BOTTOM

STEEL CALLED UP ON PLAN IN

BOTTOM OF SLAB BAND

PROVIDE ADDITIONAL BOT. TIE BARS

10M @ 500(20")o.c. BOTTOM UPPER

LAYER.

ADD ADDITIONAL 15M @

400(16") BOT. IN PORTION OF

COLUMN STRIP OUTSIDE

REGION OF SLAB BAND.

S000

L

SCALE: N.T.S.

SECTION: HORIZONTAL WALL STEEL DETAIL @ CORNERS U/N

S000

M

SCALE: N.T.S.

TYPICAL MECHANICAL PADS

S000

N

SCALE: N.T.S.

TYPICAL MECHANICAL PADS: CURBS

≥

15M @ 400(16")

V.E.F.

• 1-15M H.E.F. CONT.

@ TOP

• 15M @ 300(12") H.E.F.

15M @ 400(16")

VERT.

S000

G

SCALE: N.T.S.

TYPICAL SLAB BAND

OPENING UP TO

300x300 (12"x12")

1-15M x 1000 (3'-4")

LONG IN MIDDLE OF

SLAB

1-15M x 1000 (3'-4")

LONG IN MIDDLE OF

SLAB

D03-7 TYPICAL TRIMMING DETAIL OF OPENING IN SLAB (U/N)

OPENINGS < 300x300(12"x12")

TERMINATE AFFECTED STEEL

@ FACE OF OPENING

PROVIDE EQUIVALENT AREA OF STEEL

(BASED ON TERMINATED BARS) E.S. OF

OPENING @ 12 SPACING (MIN. 2-15MB)


@ FACE OF OPENING

PROVIDE 1-15Mx800(32")

LONG ADD'L @ CORNERS

SLAB AND WALL OPENINGS:

1. DISPLACE BARS LATERALLY AT SLAB OPENINGS. D O N O T C U T. PLACE HALF OF DISPLACED BARS EACH SIDE OF

OPENING AND INFILL BETWEEN WITH BARS OF MATCHING SIZE & SPACING

2. PROVIDE 3-15M @ 150mm (6") o.c. TOP AND BOTTOM MINIMUM ADDITIONAL REINFORCEMENT AROUND SLAB OPENINGS

300x300 (12"x12") OR LARGER (UNLESS NOTED). EXTEND 24 BAR DIAMETER (600mm (24") MIN.) BEYOND CORNERS.

3. PROVIDE THE FOLLOWING MINIMUM ADDITIONAL REINFORCEMENT AROUND WALL OPENINGS 300x300 (12"x12") OR LARGER

(UNLESS NOTED). EXTEND 24 BAR DIAMETER BEYOND CORNERS EACH WAY.

200(8") WALLS: 1-20M

250(10") WALLS: 2-20M E.F

300(12") OR THICKER WALLS: 2-20M E.F.

4. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS TO THOSE INDICATED.

5. PROVIDE OPENINGS IN WALLS AND SLABS AS SHOWN ON STRUCTURAL DRAWINGS OR OTHERWISE REQUIRED BY VARIOUS

TRADES. ENGINEER'S APPROVAL MUST BE OBTAINED FOR LOCATIONS AND SIZES OF OPENINGS NOT SHOWN ON

STRUCTURAL DRAWINGS. ALL OPENINGS MUST BE FORMED BEFORE THE SLAB OR WALL IS POURED. DO NOT CUT ANY

OPENINGS, AFTER CONCRETING, UNLESS SPECIFICALLY AUTHORIZED BY THE ENGINEER.

6. PROVIDE SLEEVES IN SLABS OR WALLS FOR MECHANICAL PIPING AND AVOID OPENINGS WHERE POSSIBLE. ENGINEER'S

APPROVAL MUST BE OBTAINED FOR ANY CONCENTRATION OF SLEEVES IN COLUMN BAND AND AROUND COLUMN. SLEEVING

DRAWINGS MUST BE SUBMITTED FOR APPROVAL MINIMUM OF TWO WEEKS PRIOR TO POURING OF CONCRETE.

S000

H

SCALE: N.T.S.

OPENINGS < 300x300(12"x12")

TRIMMING NOTES:

1. SEE STRUCTURAL PLANS FOR APPROXIMATE SIZE AND LOCATION OF OPENINGS AND ARCH./MECH/ELECT. DRAWINGS

FOR EXACT DIMENSIONS.

2. IF OPENINGS LARGER THAN 300 (1'-0") WIDE ARE REQUIRED AND ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS

THE ENGINEER MUST BE INFORMED SO PROPER DETAILS CAN BE SUPPLIED.

3. UNLESS OTHERWISE NOTED OPENINGS SMALLER THAN 200x200 (8"x8") DO NOT REQUIRE TRIMMER BARS.

4. SLEEVES SHALL NOT BE PLACED NEAR COLUMNS, CAPITALS, OR DROP PANELS, UNLESS ENGINEER IS NOTIFIED.

5. INCREASE BAR LENGTHS BY 20% FOR EPOXY REBAR.

6. INFORM ENGINEER IF ANY SLEEVES EXCEED 200mm(8")Ø.

7. ALL SLEEVES SHALL BE COORDINATED WITH SUB-CONTRACTORS AND BE INDICATED ON REBAR SHOP DRAWINGS.

8. SLEEVE MAY NOT BE PLACED IN SLABS OR WALLS UNLESS APPROVED BY ENGINEER. CONTRACTOR TO SUBMIT

SLEEVE LAYOUT DRAWINGS A MINIMUM OF 4 WEEKS PRIOR TO CONCRETING.

9. SLEEVE NOT APPROVED BY ENGINEER SHALL BE REMOVED/RELOCATED AS DIRECTED BY ENGINEER AT THE

CONTRACTOR'S OWN EXPENSE.

1-15M x 1000 (3'-4") LONG IN

MIDDLE OF SLAB

1-15M IN MIDDLE

OF SLAB

450(18") MIN.100(4")

CLEAR MIN.450(18") MIN.

TERMINATE AFFECTED STEEL @ FACE OF OPENING (c/w:

HOOK) BARS ARE TO EXTEND FULL LENGTH NOTED ON

DRAWINGS (MIN. 1200mm (4'-0") FROM FACE OF OPENING)

PROVIDE 3-20M @ 150(6") ADD'L E.S.

OF OPENING (EXTEND 1200mm (4'-0")

PAST EDGE)



S000

I

SCALE: N.T.S.

BOTTOM STEEL: OPENINGS ≤ 1200x1200(4'-0"x4'-0")

S000

J

SCALE: N.T.S.

TOP STEEL: OPENINGS ≤ 1200x1200(4'-0"x4'-0")

S000

K

SCALE: N.T.S.

SLEEVES ≤ 200mm (8") DIA.INTEGRITY STEEL (SEE PLAN FOR TYPE/NUMBER OF BARS:

Rd = 1.5Ro = 1.3

. SEISMIC IMPORTANCE FACTOR: (2012 OBC CLAUSE 4.1.8.5)

. SITE CLASS:

PGA: 0.32.RESPONSE SPECTRUM DATA:.5% DAMPED SPECTRAL RESPONSE

ACCELERATION VALUES FOR REFERENCE CITY: (2012 OBC SUPPLEMENTARY STANDARD SB-1)

CLASS 'C': (Fa=1.0:Fv=1.0)

Sa(0.2)

Sa(0.5)

Sa(1.0)

Sa(2.0)

= 0.660

= 0.320

= 0.130

= 0.044

= 0.022= 0.044= 0.130

= 0.320

= 0.660= 0.660S(0)

S(0.2)

S(0.5)

S(1.0)

S(2.0)S(4.0)

.

DESIGN SPECTRAL RESPONSE ACCELERATION VALUES (DSRAV): (2012 OBC CLAUSE 4.1.8.4).

REFERENCE CITY: OTTAWA.

SFRS: SYSTEM & CONNECTIONS: (2012 OBC CLAUSE 4.1.8.9/4.1.8.10)

LATERAL LOAD RESISTING SYSTEM: CONVENTIONAL CONSTRUCTION

CSA STANDARD: CAN/CSA CAN/CSA S16-01(09) / A23.3-04 (10)

APPLICABLE CLAUSE(S): 27.10

SFRS: SYSTEM FOUNDATIONS: (2012 OBC CLAUSE 4.1.8.16)

CSA STANDARD: CAN/CSA APPLICABLE CLAUSE(S):

CONFIRMATION: FOUNDATIONS HAVE BEEN DESIGNED TO RESIST THE LATERAL

FORCES APPLIED TO THE SFRS IN ACCORDANCE WITH THE

2012 OBC INCLUDING ALL APPLICABLE AMPLIFICATION FACTORS.

SFRS: DIAPHRAGMS & CONNECTIONS: (2012 OBC CLAUSE 4.1.8.15)

CSA STANDARD: CAN/CSA S16-01(09) APPLICABLE CLAUSE(S): 27.10

SEISMIC FORCE RESISTING SYSTEM (SFRS).

= 1.0

THE NOTED SITE CLASSIFICATION FOR SEISMIC SITE RESPONSE

AND SHEAR STRENGTH PARAMETERS INDICATED ARE ASREPORTED IN THE GEOTECHNICAL REPORT

A (SITE SPECIFIC SPECTRUM: )B C D E F

FOR ANCHORED FOOTINGS

FOR UNANCHORED FOOTINGS

PERIOD DATA: (DIRECTION BASED ON DRAWING ORIENTATION).EMPIRICAL PERIOD: (2012 OBC CLAUSE 4.1.8.11.(3) )

SYSTEM RESTRICTION VALUE:. FaSa(0.2) = 0.66 > 0.35 YES

NO

Ta(EMPIRICAL)NS =

MODAL PERIOD: (2012 OBC CLAUSE 4.1.8.11.(3)(d) AND 4.1.8.3.(8))

Ta(MODAL)NS =

Ta(MODAL)EW =

DESIGN PERIODS/MODE & MOMENT FACTORS: (2012 OBC CLAUSE (4.1.8.11(5))

Sa(0.2)

Sa(2.0) = 30 > 8.0 YES

NO

Ta(DESIGN)NS = Mv = 1.0

Ta(DESIGN)EW = Mv = 1.0

Ta(EMPIRICAL)EW =

(a),(b)or(c)

0.13 sec

0.13 sec

N/A

N/A

0.13 sec

0.13 sec

J = 1.0

J = 1.0

VESNS = W * 0.22 = 1,200 KNMESNS = 5,100 KN • m

NORTH-SOUTH: ( )

. IRREGULARITY REVIEW: (2012 OBC CLAUSE 4.1.8.6)

1. VERTICAL STIFFNESS:

2. WEIGHT:

3. VERTICAL GEOMETRIC:

4. IN PLANE DISCONTINUITY:5. OUT OF PLANE:

6. WEAK STOREY:

7. TORSIONAL:

8. NON-ORTHOGONAL:

YES NO

YES NO

YES NOYES NO

YES NO

YES NOYES NO

YES NO

BNS = N/A

BEW = N/A

CONCLUSION: BUILDING IS REGULAR IRREGULARDYNAMIC ANALYSIS: REQUIRED NOT REQUIRED

BASE SHEARS/MOMENTS:.

EQUIVALENT STATIC (ES)

FORCE PROCEDURE

EAST-WEST: ( )

DYNAMIC ANALYSIS (DYI) PROCEDURE

VMAX = S(0.2) W/(RdRo) = W * 0.22 = 1,200 KN2

3

DESIGN FUNDAMENTAL PERIOD BASED DSRAV: (2012 OBC CLAUSE 4.1.8.11(2)). S(Ta)NS = 0.64

S(Ta)EW = 0.64

DYNAMIC PROCEDURE: METHOD: MODAL RESPONSE SPECTRUM NUMERICAL INTEGRATION TIME HISTORY N/A

VMIN = S(2.0)MV W/(RdRo) = W * 0.03 = 150 KN

TORSIONAL ECCENTRICITY:

± 0.10 Dnx (4.1.8.12(4a), B 1.7) >

± 0.05 Dnx (4.1.8.12(4b), B 1.7, 3-D DYNAMIC ANALYSIS)<

± 0.10 Dnx (4.1.8.11(10a), B 1.7 EQUIV. STATIC FORCE PROCEDURE)

VSTATIC = S(Ta)MV W/(RdRo)

<.

STRUCTURAL SEPARATION: THE ADJACENT STRUCTURES HAVE BEEN SEPARATED IN ACCORDANCE WITH 4.1.8.14(1) OFTHE 2012 O.B.C.

.

N/A

STATIC MAXIMUM/MINIMUM VALUES:.NORTH-SOUTH: ( )

EAST-WEST: ( )

VMAX = S(0.2) W/(RdRo) = W * 0.22 = 1,200 KN2

3

VMIN = S(2.0)MV W/(RdRo) = W * 0.03 = 150 KN

DESIGN (D) LOADS

S.F. = g ٠Ie

RdRo= g 0.513٠

VDYINS = N/A

MDYINS = N/A

MPMR = N/A

VDNS = 1,200 KN

MDNS = 5,100 KN • m

VDYIEW = N/A

MDYIEW = N/A

MPMR = N/A

VDEW = 1,200 KN

MDEW = 5,100 KN • m

SEISMIC LOADS

NOTES:

(1) INITIAL DYNAMIC LOAD SCALING FACTOR

DYNAMIC ANALYSIS PROCEDURE LOADS ARE BASED ON THE EVALUATION OF THE BUILDING WITH THE INITIAL

SCALING FACTOR APPLIED. WHEN USED THESE ARE COMPARED TO THE STATIC FORCE VALUE IN ACCORDANCE

WITH 4.1.8.12(6)-(7) TO DETERMINE DESIGN LOAD VALUES.

(2) DESIGN LOAD SHEAR VALUES ARE BASED ON THE EVALUATION OF VES AND VDYI IN ACCORDANCE WITH 4.1.8.12

(5),(6) AND (7) OF THE 2012 OBC. LOADS INDICATED SHOW THE DESIGN BASE SHEAR AND CORRESPONDINGOVERTURNING MOMENT.

(3) N/A = NOT USED IN THE DESIGN OF THE BUILDING.

BUILDING WEIGHT FOR SEISMIC DESIGN:. W = 5,100 KN

(1)(3) (2)

2012 OBC CLAUSE 4.1.8.11(1)-(10) 2012 OBC CLAUSE 4.1.8.12(1)-(5)

VESEW = W * 0.22 = 1,200 KN

MESEW = 5,100 KN • m

NON-ORTHOGONAL EFFECTSHAVE BEEN CONSIDERED IN

ACCORDANCE WITH 2012 OBC

CLAUSE 4.1.8.8 (c)

YES

N/A

NORTH-SOUTH: ( ) NORTH-SOUTH: ( )

(INITIAL SCALING FACTOR)


HAVE BEEN CONSIDERED INACCORDANCE WITH 2012 OBC

CLAUSE 4.1.8.8 (c)

YES

N/A

EAST-WEST: ( )EAST-WEST: ( )

WIND:

q= 0.41 KPa

(1 IN 50 YEARS)

= 1.0 (ULS) = 0.75 (SLS)

CpCg = 1.3 (1.95 AT ENDS)

NORTH-SOUTH: ( )

Vbase = 500 KN

Mbase = 5000 KN • m

EAST-WEST: ( )

Vbase = 800 KNMbase = 8000 KN • m

> 2 d

MIN. 800mm(32")

50mm(2")INTEGRITYBAR

HOOKATENDS

SLAB BOTTOM

BARS

S000

D

SCALE: N.T.S.

DETAIL: EXTERIOR SUPPORT

> 2 d

MIN. 800mm(32")50% BOTTOM

STEEL

50% BOTTOM

STEELINTEGRITY BAR

LAP INTEGRITY BARS WITHBOT SHORT BARS

S000

E

SCALE: N.T.S.

DETAIL: SUPPORT: DROP PANEL

> 2 d

MIN. 800mm(32")

BOTTOM

STEEL

INTEGRITY BAR

> 2 d

MIN. 800mm(32")

S000

F

SCALE: N.T.S.

DETAIL: SUPPORT: NO DROP PANEL

S000

B

SCALE: N.T.S.

DETAIL: ALTERNATE FROST PROTECTION

D03-1.2 MAIN BUILDING WIND:

D03-2.2 TEST FACILITY: WIND:

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY

The Contractor shall check and verify all dimensions on site.

This drawing is not to be used for construction unless

Do not scale drawings. Copyright reserved. This drawingis the exclusive property of Cleland Jardine Engineering Ltd.

stamped and signed by the Engineer.

1 DEC 17/15 ISSUED FOR PRELIMINARY FRAMING SH

TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:

B.J./S.M./B.A.DESIGNED:

CLELAND

JARDINEENGINEERING LTD

2 JAN 22/16 ISSUED FOR 25% REVIEW SH

3 APR 7/16ISSUED FOR 25% REVIEW -

REVISED ATRIUMSH

4 APR 25/16 ISSUED FOR 33% REVIEW SH

5 MAY 17/16 SHISSUED FOR 50% REVIEW

6 MAY 31/16 SHISSUED FOR FOUNDATION PERMIT

7 JULY 7/16 JLISSUED FOR SUPERSTRUCTURE

PERMIT


TENDER

9 JULY 7/16 JLISSUED FOR EXCAVATION/

FOUNDATION CONSTRUCTION

10 JULY 14/16 SHRE-ISSUED FOR EXCAVATION/


11 AUG 5/16 SHISSUED FOR BUILDING PERMIT

GENERAL NOTES AND

DETAILS

N.T.S.S000

12

BEND WALL BARS

INTO SLAB

1-10M

NOSING BAR

REFER TO PLANS FOR

WALL REINFORCING

COMPACTED SUBGRADE

1-15M TOP & BOTTOM

1

10M @

500mm(20")

2

400(16")

400(16")

D03-9 SLAB ON GRADE ELEVATION CHANGE U/N:

40

0(1

6")

MA

X

D03-10 SLAB ON GRADE AT DOORS:

600(24")

25

0(1

0")

MIN

FINISHED GRADE

COMPACTED

GRANULAR FILL

15M @ 300(12")o.c. EW

10M @ 300(12") E.W.

15M @ 200(8")

HOR. ADD'L IN

THICKENING

1

2

L51x51x6.4 (2"x2"x14") + STOP BAR

40mmx6.4mm (112"x

14") GALV. ANCHOR PLATE

@ 600mm(24") c/c

(OR AS NOTED)

600(24")

OR LESS

PIPING/TRENCHES

(SEE CIVIL/MECH)

25(1") HI-100

RIGID INSULATION

3-10M T&B (EXTEND

600(24") PAST EDGE)

12

NOTES:

1. WHERE BARS ARE EPOXY COATED INCREASE BAR LENGTHS BY 20%.

2. FOR TRANSFER BEAMS OR BEAMS GREATER THAN 900 DEEP, LOCATION AND DETAIL OF CONSTRUCTION JOINT TO BE APPROVED

BY ENGINEER. IT SHALL BE ASSUMED JOINTS ARE NOT PERMITTED FOR TENDERING PURPOSES.

3. CONCRETE SLABS SHALL BE CONCRETED IN SECTIONS NOT EXCEEDING 560m² (6000 ft²) IN AREA. EACH POUR SHALL BE BOUNDED

BY A VERTICAL BULKHEAD OR ABUTTING CONSTRUCTION. PROVIDE ADDITIONAL REINFORCING AS PER DETAILS ON TYPICAL

DETAILS DRAWING.

20x20(3 4"x3

4") REVEAL AT EXPOSEDCONCRETE.

FOR CONFIGURATION SEE

ARCHITECTURAL AND/OR

STRUCTURAL DRAWINGS.

REGULAR REINFORCING AS

INDICATED ON DRAWINGS

ADD 15M @ 450(18") TOP

CONSTRUCTION JOINT AT

THIRD OF SPAN UNLESS

APPROVED. ALL LOCATIONS TO

BE APPROVED BY ENGINEER IN

WRITING PRIOR TO

CONSTRUCTION

2nd POUR

38x89 (TAPERED) KEY FOR

SLABS UP TO 175(7") 38x140

(TAPERED) KEY FOR THICKER

SLABS.

600(24") 600(24")

D03-9 PITS/TRENCHES, PADS AND CURBS U/N:

600

CLASS `B'

TENSION LAP

≤ 1200(4'-0")

20

0(8

")

200(8")

600(24")

20

0(8

")

GRATING OR PLATE

AS SPECIFIED

D03-10 UNDERSLAB/UNDERGROUND PIPING TRENCHES

D03-11 EXTERIOR SLAB ON GRADE @ DOORS (WHERE EXTERIOR

CONC. PAD/WALKWAY INTERFACES WITH DOORWAY)

D03-12 CONSTRUCTION JOINTS

300(12")

MIN.

ENGINEERED FILL AS PER

GEOTECHNICAL ENGINEER'S

RECOMMENDATIONS

12

25mm(1")100mm(4")

MIN.

EXTERIOR

15M @ 250(10")

DWLS E.F.

2

1

THICKEN SLAB ON GRADE TO

MATCH SUSPENDED SLAB

3-15M BOT. CONT. IN

THICKENING

450(18")

S001

B

SCALE: N.T.S.

DETAIL: SLAB ON GRADE ELEVATION CHANGE U/N

S001

C

SCALE: N.T.S.

DETAIL: SLAB ON GRADE AT DOORS

G E

N E

R A

L

N O

T E

S

A N

D D

E T

A I L

S

S001

E

SCALE: N.T.S.

PIT: SHALLOW: < 400 (16")

S001

F

SCALE: N.T.S.

PIT: DEEP: < 1200 (4'-0")

15M @ 300(12") (MAX) ADD'L

BEND BACK UP INTO SLAB

1

2

200(8")

600(24")

GRATING AS PER ARCH/MECH

VA

RIE

SS

EE

PLA

N

(8"

MIN

.)

VA

RIE

S

PROVIDE CAST IN INSERTS TO SUIT (SEE

ALSO G/S001)(GALVANIZED)

15M @ 300(12") (MAX) ADD'L

ALL BARS TO BE EPOXY COATED

S001

D

SCALE: N.T.S.

SECTION: TRENCH DRAIN

S001

H

SCALE: N.T.S.

TYPICAL UNDERSLAB/UNDERGROUND PIPING TRENCHES

S001

I

SCALE: N.T.S.

EXTERIOR SLAB ON GRADE @ DOORS: SLAB ON GRADE

S001

J

SCALE: N.T.S.

EXTERIOR SLAB ON GRADE @ DOORS: SUSPENDED SLAB

NON FROST SUSCEPTIBLE

FILL (REFER TO GEOTECH

REPORT)

50(2") HI-60 RIGID INSULATION

(EXTEND 1800mm (6'-0") OUT FROM

FACE OF WALL (+E.S. OF

THICKENING)

S001

K

SCALE: N.T.S.

STRUCTURAL SLAB

50x100(2"x4") KEY

E.S.15M @ 450x1000(18"x40")

LONG TOP ADD'L

NOTES:

1. SLABS ON E.S. OF CLOSURE STRIPS TO BE CONCRETED FIRST.

2. ALL FORMS IN BAY CONTAINING CLOSURE STRIP SHALL REMAIN IN PLACE UNTIL THE CONCRETE IN THE CLOSURE STRIP

IS >10 DAYS OLD.

3. CLOSURE STRIP SHALL BE CONCRETED 28 DAYS (OR MORE) AFTER ADJACENT PORTIONS OF THE SLAB.

4. AFTER REMOVAL OF THE FORMS RESHORE THE ENTIRE BAY & KEEP SHORES IN PLACE UNTIL CONCRETE IN CLOSURE

STRIP IS 28 DAYS OLD. IF THE SLABS ARE TO BE SUBJECT TO CONSTRUCTION LOADS ADEQUATE SHORES SHALL BE

PROVIDED AND REMAIN IN POSITION FOR SUCH TIME AS THE LOADS ARE IMPOSED.

5. FORMS & SHORES UNDER CLOSURE STRIP TO STAY IN POSITION UNTIL CONCRETE IN THE STRIP IS 28 DAYS OLD.

6. REINFORCING SHOP DRAWINGS REQUIRED TO SHOW REINFORCING DETAILING/ADDITIONAL BARS AT STRIPS.

LAP BOTTOM BARS WITH

`CLASS B' TENSION LAP

1200(4'-0") MIN.

(INCREASE WIDTH TO SUIT TENSION LAP LENGTHS)

10

0(4

")

38x140(112"x51

2") KEY IN WALLS250(10") THICK OR MORE

38x89(112"x31

2") KEY IN 200(8")AND 150(6") WALLSEARTH

FIR

ST

PO

UR

PROVIDE 20x20(3 4"x34")

REVEAL AT EXPOSED

CONCRETE

ALL EXTERIOR

INTERIOR FACE

PROVIDE 20x20(3 4"x34") REVEAL

AT EXPOSED CONCRETE MAX.

DISTANCE BETWEEN JOINTS:

20m(60') U/N

ALL EXTERIOREARTH

THICKNESS OF

CONCRETE WALL

OR SLAB

CONSTRUCTION

JOINT (C.J.)

CONSTRUCTION JOINTS IN WALLS

75(3")

36 DIA. LAP

450(18") MIN.

75(3")

SE

CO

ND

PO

UR

36

DIA

. LA

P

45

0(1

8")

MIN

.

COORDINATE JOINT

LOCATION WITH

CONTROL JOINT

INTERIOR FACE

T

SECOND POUR FIRST POUR

T/4

T/3

40

(11

2")

T/4

T&G TYPE JOINT

TOOL EDGE TO MATCH

CONTROL JOINTS

FIRST SLAB

SLAB REINFORCING CONT.

(IF SPECIFIED)

TH

ICK

NE

SS

SL

AB

40

(11

2")

CL.

D03-13 CLOSURE STRIP (AS REQUIRED ON PLAN)

S001

L

TONGUE AND GROOVE JOINT

CONSTRUCTION JOINT IN SLAB ON GRADE

S001

M

SCALE: N.T.S.

CONSTRUCTION JOINT KEY DETAIL

S001

N

SCALE: N.T.S.

VERTICAL JOINT

S001

O

SCALE: N.T.S.

HORIZONTAL JOINT

S001

P

SCALE: N.T.S.

CLOSURE STRIP

300(12")

1200(4'-0")

10

0(4

")

2

20

0(8

")

17

5(9

")

75

(3") 1 3

50

(14

")

SLOPE PAD AS PER

LANDSCAPING

COMPACTED GRANULAR `A'

(PLACE IN MAX 200(8") LIFTS)

NOTE:

PROVIDE EXTERIOR PADS AS REQUIRED. REFER TO

ARCH/LANDSCAPE DWGS FOR LOCATIONS/DIMENSIONS.

PROPORTION NORMAL DENSITY CONCRETE IN ACCORDANCE WITH CAN/CSA-A23.1, TO GIVE THE FOLLOWING QUALITY FOR

ALL CONCRETE AS INDICATED.

28 DAY CLASS OF

LOCATION STRENGTH SLUMP EXPOSURE

SLAB ON GRADE (INTERIOR) 25 MPa 80mm(314")

SLAB ON GRADE (EXTERIOR) 32 MPa 80mm(314") C-2

FOUNDATIONS WALLS

(NOT IN SHEAR WALLS OR COLUMNS) 30 MPa 75mm(3") F-2

FOOTINGS REFER TO SCHEDULES 75mm(3")

SHEAR WALLS REFER TO SCHEDULES 75mm(3")

COLUMNS REFER TO SCHEDULES 75mm(3")

SUSPENDED SLABS REFER TO PLANS 75mm(3")

PAVEMENT & WALKS 32 MPa 75mm(3") C-2

RETAINING WALLS 35 MPa 75mm(3") C-1

EXTERIOR LANDSCAPE WALL ELEMENTS 35 MPa 75mm(3") C-1

*OBTAIN THESE SLUMPS WITH AID OF SPECIFIED WATER REDUCING AGENT.

*NOTE: ALL CONCRETE EXPOSED TO EXTERIOR CONDITIONS TO HAVE MINIMUM 6% AIR ENTRAINMENT.

READY-MIXED CONCRETE AND CONCRETE PROPORTIONS SHALL BE IN ACCORDANCE WITH CSA A23.1, CLAUSE 12 AND AS

FOLLOWS:

1. MINIMUM ALLOWABLE COMPRESSIVE STRENGTH SHALL BE 30 MPa(4400psi) AT 28 DAYS OF AGE, UNLESS OTHERWISE

NOTED OR SHOWN.

2. IF BLENDED NORMAL PORTLAND CEMENT/CEMENTITIOUS HYDRAULIC SLAG IS USED EXCEPT FOR FLOOR MIXES, SLAG

CONTENT SHALL NOT BE MORE THAN 25% OF TOTAL MASS OF CEMENT. TOTAL VOLUME OF CEMENT IN CONCRETE

FLOOR MIXES SHALL BE 100% NORMAL PORTLAND CEMENT.

3. PROVIDE CERTIFICATION THAT MIX PROPORTIONS SELECTED WILL PRODUCE CONCRETE OF SPECIFIED QUALITY AND

YIELD AND THAT STRENGTH WILL COMPLY WITH CAN/CSA-A23.1-M06.

4. USE OF CALCIUM CHLORIDE NOT PERMITTED.

5. DO NOT CHANGE CONCRETE MIX WITHOUT PRIOR APPROVAL OF CONSULTANT. SHOULD CHANGE IN MATERIAL SOURCE

BE PROPOSED, NEW MIX DESIGN TO BE APPROVED BY CONSULTANT.

D03-14 CONCRETE MIXES

D03-15 EXTERIOR EQUIPMENT PADS

400(16")

MIN.

400(16")

MIN.

10M @ 300(12") E.W.

1-15M TOP @

PERIMETER

2-15M BOTTOM

@ PERIMETER

50(2") HI-40

INSULATION

UNDISTURBEDMATERIAL

REGRADE TO PROVIDE

DRAINAGE AS PER

LANDSCAPING

S001

Q

SCALE: N.T.S.

EXTERIOR EQUIPMENT PADS

CR

AN

E O

PE

NIN

G

CRANE OPENING

S

2-20M TOP 2'-6" (750mm)

BEYOND OPENING MIN.

FILLER SLAB REINF.

MATCH REINFORCING NOTED

ON PLANS.

2-20M TOP 2'-6" (750mm)

BEYOND OPENING MIN.

1-15M T&B x 1500mm (5'-0")

TYP. AT EACH CORNER

TYP. SECTION ALL

AROUND

NOTES:

1. CUT BOTTOM REINF. STEEL RUNNING THROUGH CRANE OPENING.

2. PROVIDE ON EACH SIDE OF OPENING 12 OF AREA STEEL INTERRUPTED (CUT) BY THE CRANEOPENING 2-20M MIN. THESE BARS SHALL SPAN TO ADJACENT SUPPORTS.

FILLER SLAB SAME

THICKNESS AS

FLOOR SLAB

10M @ 300(12")

DOWELS

450(18")

ADDITIONAL REINFORCING

(SEE PLAN ABOVE)

NOTE: LOCATION OF CRANE

OPENING TO BE CO-ORDINATED

WITH STRUCTURAL CONSULTANT

BEFORE PROCEEDING.

CL

C L

50(2")

ROUGHEN EDGE 450(18")

D03-16 TYPICAL CRANE OPENING (U/N)

1-15M CONT.

t1 > t2

a ≤ t-50(2")

1-15M CONT. ADD'L

1-15M CONT.ADD'L

SPLICE WIDTH

t2

t1

t

t

CLASS `B'

TENSION LAP

≥ 600(24")

D03-17 CHANGE OF LEVEL IN REINFORCED SLAB (U/N)

50

(2")

MA

X.

SPLICE WIDTH

≤ 600(24")

CLASS `B'

TENSION LAP

≥ 600(24")

S001

R

SCALE: N.T.S.

PLAN

S001

S

SCALE: N.T.S.

DETAIL

S001

T

SCALE: N.T.S.

STEP WITH DIFFERENT SLAB THICKNESS

S001

U

SCALE: N.T.S.

STEP SMALLER THAN `t`

a ≤ t-50(2")

STEP GREATER THAN ' t '

1-20M CONT. ADD'L

1-20M CONT.

ADD'L

t

t

CLASS `B'

TENSION LAP

≥ 600(24")

CLASS `B'

TENSION LAP

≥ 600(24")

S001

V

SCALE: N.T.S.

STEP GREATER THAN `t`

1. CONDUIT SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB OR WALL.

2. CONDUIT SHALL NOT BE TIED TO REBAR.

3. CONDUIT SHALL ALWAYS RUN PARALLEL OR PERPENDICULAR TO COLUMN LINES.

4. CROSSING OF CONDUIT SHALL BE DONE AT 90° ANGLES.

5. CONDUIT MAY NOT BE PLACED IN SLABS OR WALLS UNLESS APPROVED BY ENGINEER. CONTRACTOR TO

SUBMIT CONDUIT LAYOUT DRAWINGS A MINIMUM OF 4 WEEKS PRIOR TO CONCRETING.

6. CONDUIT NOT APPROVED BY ENGINEER SHALL BE REMOVED/RELOCATED AS DIRECTED BY ENGINEER AT THE


1. CONDUIT PLACEMENT TO CONFORM TO CSA A23.1

2. CONDUIT AREA SHALL NOT EXCEED 1% OF THE GROSS AREA (bxh).

3. CONDUIT TO BE SECURED TO TIES. CONDUIT SHALL NOT BE TIED

TO VERTICAL REBAR.

4. CONDUIT MAY ONLY BE PLACED IN COLUMN AFTER RECEIVING

WRITTEN APPROVAL BY ENGINEER.

5. CONTRACTOR SHOULD ASSUME CONDUIT IS NOT PERMITTED TO

BE PLACED IN COLUMN FOR PRICING PURPOSES.

6. CONDUIT MAY NOT BE PLACED IN SLABS OR COLUMNS UNLESS APPROVED

BY ENGINEER. CONTRACTOR TO SUBMIT CONDUIT LAYOUT DRAWINGS A

MINIMUM OF 4 WEEKS PRIOR TO CONCRETING.

7. CONDUIT NOT APPROVED BY ENGINEER SHALL BE REMOVED/RELOCATED

AS DIRECTED BY ENGINEER AT THE CONTRACTOR'S OWN EXPENSE.

>

SLABS AND WALLS:

h

COLUMNS:

t

t/3

t/3

t/3

b

2-20M T&B

(USE 4-20 T&B FOR BEAMS

WITH DOUBLE STIRRUPS)

ADD 4 SETS OF ADDITIONAL

STIRRUPS (SAME AS BEAM STIRRUPS)BEAMS:

MIN.MIN. MIN.

SLEEVES ARE

200(8")Ø MAX.

900(36") 400(16") 900(36")

D03-18 EMBED CONDUIT AND PIPE

1. SLEEVES SHALL NOT BE PLACED IN BEAMS UNLESS ENGINEER IS NOTIFIED.

2. INCREASE BAR LENGTHS BY 20% FOR EPOXY REBAR.

3. INFORM ENGINEER IF ANY SLEEVES EXCEED 200mm(8")Ø.

4. ALL SLEEVES SHALL BE COORDINATED WITH SUB-CONTRACTORS AND BE INDICATED ON REBAR SHOP DRAWINGS.

5. SLEEVE MAY NOT BE PLACED IN SLABS OR WALLS UNLESS APPROVED BY ENGINEER. CONTRACTOR TO SUBMIT

SLEEVE LAYOUT DRAWINGS A MINIMUM OF 4 WEEKS PRIOR TO CONCRETING.

6. SLEEVE NOT APPROVED BY ENGINEER SHALL BE REMOVED/RELOCATED AS DIRECTED BY ENGINEER AT THE


H ≥

60

0(2

4")

11

23

13 ≤

20

0(8

")M

AX

.

1/3

S001

W

SCALE: N.T.S.

DETAIL: BEAM SLEEVES

D03-20 TYPICAL DETAILS:

• DETAILS NOTED ARE TO BE READ IN CONJUNCTION WITH PLANS/SPECIFICATIONS.

• DETAILS ARE APPLICABLE UNLESS OTHERWISE SHOWN ON DRAWINGS.

S <

30 x

t (

MIN

)

<

460

0(1

5'-0")

t = THICKNESS OF

SLAB

SUBMIT SAWCUT LAYOUT

DRAWING PRIOR TO

CONCRETE PLACEMENT

DEPTH OF CUT

D = 0.25 t

AREA OF

EQUIPMENT

PAD

TRENCHES/

RECESSES/PITS

c/w: LOADFLEX

JOINT FILLER

PROVIDE SAWCUTSAT ALL

• COLUMN LINES

• WALL LINES

• MAXIMUM SPACING

• CORNERS

• MID BAY

>400(16")

>4

00

(16")

RACKING POSTS

• ADJUST SAWCUTS

TO ENSURE POSTS

DO NOT BEAR ON

SAWCUTS

SAWCUT

PATTERNS TO BE

COORDINATED

WITH ARCH

LAYOUTS WHERE

CONC. IS

EXPOSED

D03-21 SLAB EDGE DETAILS: PARAPERTS/GLAZING U/N ON PLANS/SECTIONS:

D03-22 SLAB EDGE DETAILS: GLAZING/BRICK:

SCALE: N.T.S.

DETAIL: TYPICAL SAWCUT PATTERNS

S001

Y

UNDISTURBED SOIL

(REFER TO GEOTECHNICALREPORT)

CONC. SLAB

ON GRADE

REFER TO TYPICAL PIT

DETAILS FOR TRIMMERS

PRE-ENGINEERED STEEL

GRATE/COVER (REFER TO MECH.)

15M @ 300(12")

V.E.F. +DOWELS

15M @ 400(16") H.E.F. HOOK

@ CORNERS (+2-15M H.E.F.ADD'L AT TOP)

PVC WATERSTOP

1500(5'-0")

(MAX.)

250 (10") 250 (10")

'D'

ENGINEERED FILL

15M @ 300(12") B.E.W.

S001

G

SCALE: N.T.S.

DETAIL: DEEP SUMP/MECH PITS (4'-0"≤D≤10'-0")

D03-19 SLEEVES THROUGH BEAMS

CLA

SS

'B' T

EN

SIO

N

LA

P ≥

60

0(2

4")

CLASS 'B' TENSION

LAP ≥ 600(24")

BASE ON LARGER OF

SLAB/WALL BARS

WHERE WALL CONTINUSE

PROVIDE OPTIONS#2 DWLS

REBAR INTO SLAB:

OPTION#1: BEND VERTS (E.F.) INTO

TOP OF SLAB

OPTION#2: PROVIDE MATCHING

DWLS TO VERTS WITH

TENSION LAPS.

MIN. 38x100 (2"x4") SHEAR KEY

- KEY TO BE ± 12 WIDTH OFWALL (ie: 200mm WALL -

100mm KEY)

INTERFACE TO BE

ROUGHENED TO MIN

6.4mm(14") AMPLITUDE

S001

X

SCALE: N.T.S.

DETAIL: WALL/SLAB INTERFACE (EXCEPT SHEARWALL)

(SEE S300 FOR SHEARWALL CONDITIONS)

D03-8 SLAB ON GRADE DETAILS:

t1

t1

t1

t1RECESSED GRATE

(BY OTHERS)

≤75mm(3")

1

2

S001

A

SCALE: N.T.S.

DETAIL: SLAB ON GRADE AT FLOOR GRATES

OPENING TO BE LOCATED

AT MID/MID OF BAY

60

0(2

4")

< D

< 1

20

0(4

8")

C150x12 CONT.

CONNECTION OF CHANNEL

TO ANGLE/PLATE TO

DEVELOP 15 KNm

1-15M (MIN. 900(36") LONG)

ADD'L AT PLATE/ANGLE BENDS

L 203x152x13 (8"x6"x12") LLH

x200(8") WIDE

C150x12 @ 1200(48")o.c. MAX.

(+ENDS/CORNERS)

2-40x10(112"x

38")

STRAP ANCHORS

250(10")

75(3")

PROVIDE ON ALL FLOORS

WHERE GLAZING/OPENING

HORIZONTAL WIDTH ≥ 3000(10'-0")

≥(8

")

S001

Z

SCALE: N.T.S.

DETAIL: PARAPETS/STRIP GLAZING @ CONCRETE EDGES

BRACING AS PER DETAIL Ca/S001

60

0(2

4")

< H

< 1

20

0(4

8")

1-15M x900(36") LONG

ADD'L AT EACH

ANCHOR BEND

300x200x12 (12"x8"x12")

STEEL PLATE

C150x12 CONT.

C150x12 @ 1200(48")o.c. MAX.

(+ENDS/CORNERS)

CONNECTION OF CHANNEL TO

ANGLE/PLATE TO DEVELOP 15 KNm

4-40x10(112"x

38")

STRAP

ANCHORS

200(8")

75(3")

SCALE: N.T.S.S001

Aa DETAIL: PARAPETS/STRIP GLAZING @ INTERIOR

OF CONCRETE SLABS



WIDTH ≥

≥2

00

(8")

BRACING AS PER

DETAIL Ca/S001

11

90

0(3

6")

MA

X.

90

0(3

6")

MA

X.300x200x12 (12"x8"x1

2")ANCHOR PLATE

c/w: 2-16mm(5 8")Ø HILTI HSL-3ANCHORS (100mm(4") EMBED.)

(BOLTS TO BE 200(8")o.c.)

CONNECTION OF CHANNEL TO

ANGLE/PLATE TO DEVELOP 15

KNm

C150x12 HANGERS @ 1200(48")o.c. (MAX.)

(+ ENDS/CORNERS)

C150x12 CONT. AT BOTTOM

GLAZING: (MAX. HEIGHT TO LOWER

SUPPORT

= 3000(10'-0")

L 127x127x9.5(5"x5"x38") (GALV.)

SHELF ANGLE (BRICK ONLY)

L 203x152x12 (8"x6"x12") (LLH)

SUPPORT ANGLE

2-40x10(112"x

38")

STRAP ANCHORS

250(10")

75(3")

CEILING LINE

(MAX. DEPTH)

L 152x102x9.5(6"x4"x38") x150(6") WIDE SPACER

• WELD TO C150/SHELF ANGLE (BRICK ONLY)

CLADDING (REFER TO ARCH.)

L 102x102x6.4 (4"x4"x14")

KICKERS Tu=Cu=20 KN

1-15M x900(36") LONG ADD'L

AT EACH ANCHOR BEND

(NOTE: SHELF ANGLES/SPACERS AT BRICK ONLY)

SCALE: N.T.S.S001

Ba DETAIL: CLADDING/STRIP GLAZING SUPPORTS: DOWNSTAND ONLY

AT SUSPENDED SLABS



WIDTH ≥ 3000(10'-0")

BRACING AS PER

DETAIL Ca/S001

UPSTAND FRAMING (SEESECTIONS)

3"x316" AT EVERY 4th PANEL

(±16'-0") + ENDS (PLACE ON

EXTERIOR FACE OF HANGERS)

Cu=Tu=25 KN

DOWNSTAND FRAMING (SEE

SECTIONS)

END

16'-0" MAX. SPACING

16'-0" MAX.

SPACING

16'-0" MAX. SPACING

END

16'-0" MAX.

SPACING

S001

Ca

SCALE: N.T.S.

DETAIL: TYPICAL PARAPET/SPANDREL FRAMING BRACING

11

90

0(3

6")

MA

X.

90

0(3

6")

MA

X.

300x200x12 (12"x8"x12")

ANCHOR PLATE

c/w: 2-16mm(5 8")Ø HILTI HSL-3ANCHORS (100mm(4") EMBED.)

(BOLTS TO BE 200(8")o.c.)

CONNECTION OF

CHANNEL TO

ANGLE/PLATE TO

DEVELOP 15 KNm

C150x12 HANGERS @ 200(48")o.c. (MAX.)

(+ ENDS/CORNERS)

C150x12 CONT. AT

BOTTOM

GLAZING: (MAX. HEIGHT

TO LOWER SUPPORT

= 3000mm(10'-0")

L 127x127x9.5(5"x5"x38") (GALV.)

SHELF ANGLE (BRICK ONLY)

200x200x12 (8"x8"x12") PLATE

c/w: 2-40x10(112"x

38") STRAP

ANCHORS250(10")

75(3")

CEILING LINE

(MAX. DEPTH)

L 152x102x9.5(6"x4"x38") x150(6") WIDE SPACER

• WELD TO C150/SHELF ANGLE (BRICK ONLY)

CLADDING (REFER TO ARCH.)

L 102x102x6.4 (4"x4"x14") KICKERS

Tu=Cu=20 KN

1-15M x900(36") LONG ADD'L

AT EACH ANCHOR BEND

SCALE: N.T.S.S001

Da DETAIL: CLADDING/STRIP GLAZING SUPPORTS: UP/DOWNSTAND

AT SUSPENDED SLABS

12

00

mm

(48")

(MA

X)

GLAZING: MAX. HEIGHT

TO UPPER SUPPORT =

3000mm(10'-0")C150x12 CONT. AT TOP

15

0(1

52)



WIDTH ≥

BRACING AS PER

DETAIL Ca/S001

15

0(1

52)

2-L 52x52x6.4 (2"x2"x14")

x200/150 (8"/6") WIDE

ADJUSTABLE SPACERS

1-15M (MIN. 900(36") LONG)

ADD'L AT EACH BEND

CONT.

200x200x12 (8"x8"x12") PLATE

c/w: 2-40x10(112"x

38") STRAP

ANCHORS 250(10")

75(3")

L 127x127x9.5

(5"x5"x38") GALV.

SHELF ANGLE

BRICK CLADDING

ALIGN WITH SHELF

ANGLES AT ALL

FLOORS

S001

Ea

SCALE: N.T.S.

DETAIL: CLADDING SUPPORTS AT CONC. COL'S/WALLS

(PROVIDE ON ALL FLOORS ABOVE EL=±11m (33'))

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






GENERAL NOTES AND

DETAILS

N.T.S.S001

S002

A

SCALE: N.T.S.

TYPICAL COLUMN STRIP/MIDDLE STRIP LAYOUT

6.4x150mm(14"x6") WIDEPLATE @ 1200(48") o.c.

NON-LOADBEARING

SMR @ 400(16") 1-10M @

1200(48")

HDMR @ 600(24") 1-15M @

1200(48")

HDMR @ 400(16") 1-15M @

800(32")

HDMR @ 400(16") 1-20M @

800(32")

LOAD BEARING

HORIZ. SMR @ 200(8") OR

HDMR @ 400(16") VERT. 1-15M

@ 800(32")

HORIZ. HDMR @ 200(8") VERT.

1-20M @ 600(24")

HORIZ. HDMR @ 200(8") VERT.

1-20M @ 400(16")

HORIZ. HDMR @ 200(8") &

400(16") (ALTERNATE) VERT.

1-20M @ 1200(48")

1. ALL MASONRY WORK SHALL COMPLY WITH CAN3-S304.1-06, CAN3-A370-M84 AND A371-M84 UNLESS OTHERWISE

NOTED.

2. MINIMUM MASONRY REINFORCEMENT (UNLESS OTHERWISE NOTED):

3. VERTICAL BARS SHALL BE CONTINUOUS, LAPPED ONLY AT FLOORS, DOWELED INTO SUPPORTS AND GROUTED INTO CLEAR

VERTICAL BLOCK CORES SEALED ALL AROUND WITH MORTAR, PROVIDE CLEAN-OUT PORT AT BOTTOM OF EACH GROUTED

CORE. DO NOT CLOSE PORT OR PLACE GROUT UNTIL CORE AND STEEL HAVE BEEN INSPECTED. PROVIDE THREE GROUTED

REINFORCED (20M) CORES AT EACH CORNER AND INTERSECTION (MIN.).

4. PROVIDE 1-20M IN 2-COURSE DEEP FULLY GROUTED HORIZONTAL BOND BEAM AT THE TOP OF ALL LOAD BEARING WALLS U/N.

5. PROVIDE APPROVED LATERAL SUPPORT TO TOP AND BOTTOM OF MASONRY PANELS AT GROUTED CORE LOCATIONS OR AT

1800mm(6'-0") MAXIMUM SPACING WHERE NO VERTICAL REINFORCEMENT IS REQUIRED; ALSO AT SIDES OF MASONRY PANELS

AT 4 TIMES THE WALL THICKNESS.

6. COMPRESSIVE STRENGTH OF MATERIALS USED FOR LOAD BEARING AND PANEL WALLS SHALL BE IN EXCESS OF THE

FOLLOWING VALUES:

a) MASONRY UNITS - HOLLOW CONCRETE BLOCK 15 MPa (2200 psi)

- SOLID CONCRETE BLOCK (GROSS AREA) 15 MPa (2200 psi)

7. TYPE `S' MORTAR SHALL BE USED FOR MASONRY BELOW GRADE, MIN. STRENGTH fm = 12.4 MPa. (1800 psi) TYPE `N' MORTAR

SHALL BE USED ABOVE GRADE, MIN. STRENGTH fm = 5.2 MPa. (800 psi)

8. GROUT TO BE A MINIMUM OF 15 MPa (2900 psi) MIN. SLUMP OF 200mm (8").

9. MORTAR FOR EXPOSED MASONRY SHALL BE AIR ENTRAINED.

10. PROVIDE LINTELS FOR ALL OPENINGS AND/OR RECESSES IN MASONRY WALLS SHOWN ON THE ARCHITECTURAL OR

STRUCTURAL DRAWINGS INCLUDING THOSE FOR MECHANICAL OR ELECTRICAL SERVICES OR EQUIPMENT.

(SEE LINTEL SCHEDULE)

11. INTERSECTING OR ABUTTING WALLS SHALL BE BONDED ADEQUATELY TOGETHER.

12. PROVIDE MINIMUM 25mm(1") GROUT UNDER ALL WALL PLATES AND BASE PLATES.

D04) MASONRY

WALL

THICKNESS

140mm (6")

190mm (8")

240mm (10")

290mm (12")

D04-1 GENERAL:

D04-2 NON-LOADBEARING MASONRY WALL @ STEEL JOIST:

25mm (1") MIN.

COMPRESSIBLE MATERIALSTEEL DECK

25mm (1") MIN.

COMPRESSIBLE

MATERIAL AT ANGLE

LOCATION

L 76x76x6.4(L3"x3"x14") @

1200(4'-0") o.c. MAX.

MASONRY WALL

L76x76x6.4x150LG (L3"x3"x14"x6"LG) AT

L76x76x6.4(L3"x3"x14") LOCATION

FILL VOIDS UNDER

DECK

STEEL DECK

25mm (1") MIN.


25mm (1") MIN.


AT ANGLE LOCATION

MASONRY WALL

L76x76x6.4x150LG (L3"x3"x14"x6"LG) AT

L76x76x6.4(L3"x3"x14") LOCATIONSTEEL JOIST

STEEL JOIST

D04-3 NON-LOADBEARING MASONRY WALL @ CONCRETE SLAB:

CONCRETE SLAB

1-16mmØ(5 8"Ø) SELF DRILLINGCONCRETE HILTI KWIK BOLT III

ANCHOR (E/S)

L 127x76x6.4(L5"x3"x14") LLV x150(6")

LG. @ 1200 (48") c/c EA. SIDE (@

GROUTED CORES)

GAP OR COMPRESSIVE

MATERIAL BETWEEN SLAB

AND TOP OF WALL. SEE

MASONRY SPECIFICATIONS

10

0(4

")

1-16mmØ(5 8"Ø) SELF DRILLINGCONCRETE HILTI KWIK BOLT III

ANCHOR (E/S)

L 127x76x6.4(L5"x3"x14") LLV x150(6")

LG. @ 1200 (48") c/c EA. SIDE (@

GROUTED CORES)

GAP OR COMPRESSIVE

MATERIAL BETWEEN SLAB

AND TOP OF WALL. SEE

MASONRY SPECIFICATIONS

CONCRETE SLAB100(4")

10

0(4

")

10

0(4

")

G E

N E

R A

L

N O

T E

S

A N

D D

E T

A I L

S

400(32")

3-15M BOT. LONG.

10

0(4

")

ADD LAYER OF MESH

900mm(36") WIDE FOR FULL

LENGTH OF WALL

25

0(1

0")

D04-5 NON-LOADBEARING MASONRY WALL @ SLAB-ON-GRADE: H ≤ 5m(16'-0")

FOR BLOCK THICKNESS

AND LOCATIONS SEE

ARCH. FLOOR PLAN

600mm(24") LONG DOWELS TO

MATCH VERT. REINFORCING (DRILL

& GROUT 4")

ENGINEERED FILL

qSLS ≥ 100 KPa(2100psf)

600(24")

3-15M BOT. LONG.

ROUGHEN/CLEAN/WET

SURFACE PRIOR TO CONC

PLACEMENT

FOR BLOCK THICKNESS

AND LOCATIONS SEE

ARCH. FLOOR PLAN

600mm(24") LONG DOWELS TO

MATCH VERT. REINFORCING (DRILL

& GROUT 4")

ENGINEERED FILL

qSLS ≥ 100 KPa(2100psf)

50(2")MAX 100(4")MIN

25 MPa(3625psi) CONC

EXIST CONC SLAB

2-10M DOWELS @ 600(24")o.c.

(x400(16) LONG)

HILTI HIT HY-200 ADHESIVE

S002

C

SCALE: N.T.S.

WALL PARALLEL TO JOIST/BEAM

S002

D

SCALE: N.T.S.

WALL PERPENDICULAR TO JOIST/BEAM

S002

E

SCALE: N.T.S.

INTERIOR

S002

F

SCALE: N.T.S.

EXTERIOR

S002

G

SCALE: N.T.S.

NEW WALL/SLAB

S002

H

SCALE: N.T.S.

NEW WALL/EXISTING SLAB

OPENINGS > 1500(60")

< 2500(100")

40

0(1

6")

20

0(8

")

20MPa CONC.

2-10M B

OPENINGS < 1500(60")

40

0(1

6")

OPENINGS >2500(100")

2-15M T&B

20MPa CONC.

20MPa CONC.

2-20M BOT.

10M @ 200(8")

2-15M TOP

<4000(160")

D04-6 MASONRY LINTELS FOR NON-LOADBEARING WALLS:

PROVIDE 200(8") MINIMUM BEARING AT SUPPORTS

LOOSE LINTEL SCHEDULE

SPANS < 1200(48") L 90x90x6.4 (L312"x31

2"x1

4")

SPANS < 1800(72") L 102x90x7.9 (L4"x312"x

516")

SPANS < 2400(96") L 127x90x7.9 (L5"x312"x

516")

SPANS < 3000(120") L 152x102x10 (L6"x4"x38")

PROVIDE LOOSE LINTELS ABOVE ALL MASONRY CLADDING OPENINGS U/N.

ALL LOOSE LINTELS TO BE HOT DIPPED GALVANIZED AT EXTERIOR CONDITIONS U/N.

PROVIDE MIN. 150(6") BEARING EACH END.

LOOSE LINTEL SCHEDULE: NLB BLOCK WALLS (EXISTING)

SPAN 140(6") 190(8")

< 1200(48") 2-L 89x64x6.4 (2-L312"x21

2"x1

4") 2-L 89x89x6.4 (2-L312"x31

2"x1

4")

< 1800(72") L 127x127x7.9 (L5"x5"x516") 2-L 102x89x7.9 (L4"x31

2"x5

16")

< 2400(96") L 152x152x9.5 (L6"x6"x38") 2-L 127x89x9.5 (L5"x31

2"x3

8")

< 3000(120") N/A 2-L 152x89x9.5 (L6"x312"x3

8")

D04-7 LOOSE LINTEL SCHEDULE - 90mm(312") BRICK MASONRY:

GROUT BOTTOM

COURSE SOLID

L 6"x6"x 516" x WIDTH OF BLOCK AT 3rdCOURSE

WELD PLATE

LINTEL AS PER SCHEDULE

SCALE: N.T.S.

DETAIL: MASONRY SUPPORT AT CONCRETE COLUMN/WALL

S002

I

L 6"x6"x 516" x WIDTH OF BLOCK AT 3rdCOURSE

SCALE: N.T.S.

DETAIL: MASONRY SUPPORT AT STEEL COLUMN

S002

J

WELD ANGLE TO COLUMN

LINTEL AS PER SCHEDULE

SCALE: N.T.S.

DETAIL: MASONRY TIES AT STEEL COLUMN

S002

K

6mm(14")

6mm(14")

GROUT CORES SOLID THAT HOUSE

STRAP LEG.

10mm(3 8") THICKx40(112") WIDE

STRAP ANCHORS c/w ZINC RICH

PAINT @ 600mm (24") o.c.

STEEL COLUMN (SEE PLANS)

SCALE: N.T.S.

DETAIL: MASONRY TIES AT CONC COLUMN/WALL

S002

L

6mm(14")

6mm(14")

GROUT CORES SOLID THAT HOUSE

STRAP LEG.

10mm(3 8") THICKx40(112") WIDE

STRAP ANCHORS c/w ZINC RICH

PAINT @ 600mm (24") o.c.

CONC COLUMN (SEE PLANS)

STEEL TIES IN CONC COLUMN

400(16")

50(2

")

50(2

")

250mm(10")x6.4mm(14") CAST-IN PLATE AT OFMASONRY WALL IN COLUMN

c/w: 12mm(12")Ø NELSON STUDS @ 400(16")o.c. x200(8")LONG

64mm(212")x6.4mm(14") CAST-IN PLATE AT OF

MASONRY WALL IN COLUMN/WALL

c/w: 10mm(3 8")Ø NELSON STUDS @ 600(24")o.c.x200(8") LONG

SCALE: N.T.S.

DETAIL: BLOCK AT U/S OF BEAM

S002

M

LATERAL SUPPORTS

L 125x75x6.4(5"x3"x14") x150mm(6")

LONG @ S SPACING (STAGGERED)

25mm(1") COMPRESSIBLE

MATERIAL

L 65x65x6.4(212"x21

2"x14") BRACES

@ S SPACING

• TO ADJACENT MEMBERS

• Cu=Tu=15kN

S < 800mm(2'-8"): 90(4") BLOCK

S < 1200mm(4'-0"): 140(6") BLOCK

S < 1500mm(5'-0"): 190(8") BLOCK ORLARGER

D04.7 MASONRY SUPPORT AT COLUMNS

400(16")

50(2

")

50(2

")

GRID

GRID

GRID

GRIDGRIDGRID

C1 M1 C1 U/N M1 U/N C1 U/N

CA

MA

CA

U/N

MA

U/N

CA

U/N

21

WC

SW

CS

50% TOP (LONG) (TYP.)

50% TOP (SHORT) (TYP.)

50% BOT. (TYP.)

50% BOT. (TYP.)

50% TOP (LONG) (TYP.)

50% TOP (SHORT) (TYP.)

100% TOP (LONG) 100% TOP LONG

CLASS B

TENSION LAP

BOT.BOT.

TOP

U/N PROVIDE MATCHING STRIP STEELUNLESS NOTED OTHERWISE (TYP.)

LAP BOT. BARS ON OFFSET LINE

(TYP. ALL STRIPS WHERE

COLUMNS ARE OFFSET)

CENTRE TOP BARS ON OFFSET

LINE (TYP. ALL STRIPS WHERECOLUMNS ARE OFFSET)

SEE NOTE BELOW

SLAB EDGEFLARE:• tF = DEPTH/EXTENSION OF FLARE• tF = ≥ tS

2

• tF = ≥ 150mm (6")• ALL FLARES TO BE ON 45° ANGLES

INTEGRITY STEEL:• REFER TO PLANS FOR

QUANTITIES (SEE ALSO MIN.BELOW)

• REFER TO INTEGRITY STEEL

NOTES ON S000 SERIES FORLENGTHS/LAPS

• REQUIRED @ ALL COLUMNS

DROP PANEL:• tD ≥ 100mm (4")

• tD ≥ tS 2

ALTERNATE BARS (TYP.)

RD.

100

% T

OP

CO

NT

.

50%

TO

P (

SH

OR

T)

50%

TO

P (

LO

NG

)

50%

BO

T.

50%

BO

T.

100

% B

OT

@ C

AN

T.

50%

BO

T.

50%

BO

T.

100

% B

OT

@ C

AN

T.

100

% T

OP

BA

RS

@ C

AN

T.

54

3

ALTERNATE BARS (TYP.)

≥ 24 db U/N≥ 300mm (12") U/N

FOR BAYS CONTAINING SLOPES. (ie. SLOPE TO DRAINS)• SOFFIT OF SLAB TO REMAIN FLAT/CONSTANT U/N.

• VARY THE TOP OF THE SLAB TO SUIT DRAINAGE LINES(MAX. 150mm (6") SLOPE)

• USE VARYING HEIGHT CHAIRS TO TOP STEEL TO MAINTAIN

CONSTANT CONCRETE COVER SPECIFIED

WHERE SLAB BANDS OCCUR

LOWER PARALLEL BOTTOMSTEEL TO MAINTAIN SPECIFIED

CONCRETE COVER (TYP.)

HOOK ALL BOTTOM STEEL @

CANTILEVER ENDS (TYP.)- EXTEND BACKSPAN BARS FULL

LENGTH (NO BOT. SHORT

BARS)

CONCRETE SLAB:

• tS ≥ 150mm (6")

AT EXTERIOR EDGES EXTEND

TOP/BOT. BARS TO WITHIN 50mm(2") FROM EDGE (TYP.)

≥ 2

4

CLASS B

TENSION LAP

CLASS B

TENSION LAP

Wd

SLAB BAND

.

75

mm

(3

") M

IN.

D03-23: CONCRETE SLAB/REBAR NOTES

2-15M CONT. @

PERIMETER (TYP.)

TOP (END BAY)

WCS WCS

OF

FS

ET

LIN

E

TB

S

TB

L

TB

L

TO

P (

EN

D B

AY

)

TB

C

IF BOT. BARS ARE NOT CONT. TO

EDGE, LAP CANT. BARS WITHINTERIOR BAY BARS (CLASS 'B'

TENSIONS LAP) BOTH M.S./C.S.

PROVIDE ADD'L BARS FOR

AROUND SHOWER AS PER

G/H S002 AT ALL LOCATIONS

(TYP) E.S.

DRAIN (SEE PLANS)

25mm(1") MAX

USE VARYING HEIGHT CHAIRS

TO MAINTAIN COVER TO

REINFORCING STEEL

MAINTAIN STEEL AS PER PLANS

S002

B

SCALE: N.T.S.

DETAIL: RECESS IN BATHROOM AREAS

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH




7 JULY 7/16 JLISSUED FOR SUPERSTRUCTUREPERMIT

8 JULY 7/16 JLISSUED FOR SUPERSTRUCTURETENDER






GENERAL NOTES AND

DETAILS

N.T.S.S002

G E

N E

R A

L

N O

T E

S

A N

D D

E T

A I L

SAPPLICABLE SPECIFICATION (UNLESS OTHERWISE NOTED)

G40.21M - 350W

G40.21M - 350W (CLASS C)

A325 (BEARING TYPE)

A307 (UNLESS OTHERWISE NOTED IN BASEPLATE SCHEDULE)

G40.21M-300W

ITEM

ROLLED SECTIONS

HSS (TUBE) SECTIONS CONNECTION

BOLTS

ANCHOR BOLTS

BRACE FRAME/BEARING PLATES

STRUCTURAL STEEL SHALL COMPLY WITH CAN3-S16.1-01(06) UNLESS OTHERWISE NOTED.

1. ALL STEEL WORK SHALL BE GIVEN ONE COAT OF APPROVED PRIMER.

2. FIELD AND SHOP CONNECTIONS SHALL BE WELDED OR HIGH TENSILE BOLTED (ASTM STANDARD A325).

3. WELDING SHALL CONFORM TO LATEST CSA SPECIFICATION W59 AND BE UNDERTAKEN BY A FABRICATOR

APPROVED BY THE CANADIAN WELDING BUREAU TO THE REQUIREMENTS OF CSA SPECIFICATION W47.1.

4. ALL EXPOSED WELDS SHALL BE CONTINUOUS AND BE GROUND SMOOTH.

5. ALL EXTERIOR EXPOSED STRUCTURAL STEEL SHALL BE GALVANIZED OR PAINTED WITH APPROVED RUST

INHIBITIVE PAINT.

6. STRUCTURAL STEEL MEMBERS SHALL NOT BE SPLICED UNLESS APPROVED BY THE STRUCTURAL ENGINEER IN

WRITING.

7. WHERE STRUCTURAL STEEL MEMBERS SPECIFIED ON THE STRUCTURAL DRAWINGS ARE UNAVAILABLE TO THE

CONTRACTOR, THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE MEMBERS HAVING ALL SECTION

PROPERTIES EQUAL TO OR BETTER THAN THAT OF THE SPECIFIED MEMBERS AT NO ADDITIONAL COST. CONTACT

ENGINEER FOR ACCEPTANCE OF ANY AND ALL SUBSTITUTIONS.

1. ALL METAL DECK SHALL BE A MINIMUM OF 38mm(1 12") DEEP, WITH DECK FLUTES AT 150mm(6") CENTRES,CONTINUOUS OVER AT LEAST THREE SPANS, AND SHALL BE FORMED FROM SHEET STEEL CONFORMING TO CSSBI

10M/12M/20M, MINIMUM GRADE `A', WITH A BASE STEEL NOMINAL THICKNESS SPECIFIED ON PLANS, AND A MINIMUM

ZINC COATING DESIGNATION OF "WIPED COAT".

MINIMUM SIZES AS FOLLOWS (U/N ON PLANS):

ROOFS: 38x1.22 (1 12"x18 ga)

FLOORS: 38x1.22 (1 12"x18 ga) COMPOSITE

2. DECK CONNECTIONS TO SUPPORTING STRUCTURE TO BE AS FOLLOWS (U/N ON PLANS):

20mm(3 4")Ø FUSION WELDS @ 914/7

20mm(3 4")Ø FUSION WELDS @ 300mm(12") TRANS

20mm(3 4")Ø FUSION WELDS @ 300mm(12") PERIMETER. SIDE LAP: BUTTON PUNCH @ 300mm(12") o.c.

3. ALL WELDS SHALL BE PRIME PAINTED BY DECK CONTRACTOR.

4. STEEL DECK CONTRACTOR TO REINFORCE ALL OPENINGS IN DECK 18" IN SIZE OR SMALLER.

5. ALL DECK CLOSURES SHALL BE SUPPLIED AND INSTALLED BY THE DECK CONTRACTOR. (PROVIDE DECK CLOSURES

AT ALL AREAS WHERE DECK EDGES ARE WEAK).

6. WEDGE THE FLUTES OF THE STEEL ROOF DECK UNDER WOOD SLEEPERS CARRYING ROOF TOP UNITS (THIS SHALL

ALSO APPLY TO ROOF TOP UNITS WITH METAL CURBS).

7. NO MECHANICAL OR ELECTRICAL EQUIPMENT/ACCESSORIES SHALL BE HUNG FROM THE STEEL DECK.

8. HANGERS FOR SUSPENSION OF CEILING ARE TO BE ATTACHED TO THE STEEL JOISTS. THESE MAY HOWEVER BE

ATTACHED IN BETWEEN STEEL JOISTS TO THE SIDE OF THE DECK FLUTES AND BY LOOPING AND TYING AROUND,

BUT ON NO ACCOUNT SHOULD THESE HANGERS BE PUNCHED THROUGH THE BOTTOM FLUTES.

D05) STEEL

D05-1 STRUCTURAL STEEL:

D05-2 STEEL DECK:

STEEL DECK

JOISTS

SUPPORT BY OTHERS

MECH. PIPE

SCALE: N.T.S.

EQUIPMENT SUPPORTS

S003

A

• ALL EQUIPMENT SUPPORTS ARE THE

RESPONSIBILITY OF THE CONTRACTOR

UNLESS NOTED ON STRUCTURAL DRAWINGS

• SUPPORTS ARE TO BE PROVIDED AT TIME OF

STEEL SHOP DRAWING SUBMISSION AND

COORDINATED WITH STEEL ENGINEER'S

DRAWINGS/DETAILS

• SUPPORT LAYOUTS THAT AFFECT BASE

BUILDING ELEMENTS AND RESULT IN

CHANGES WILL BE DONE AT NO COST TO THE

CONTRACT.

1. ALL JOISTS ARE TO BE EQUALLY SPACED BETWEEN TIE JOISTS/BEAMS.

2. ALL JOISTS ARE TO BE CAMBERED FOR FULL DEAD LOAD DEFLECTION. LIMIT LIVE LOAD DEFLECTIONS TO NOT MORE

THAN L/360 FOR ROOF AREAS AND NOT MORE THAN L/480 FOR FLOOR AREAS. TOTAL LOAD DEFLECTION FOR FLOOR

JOISTS NOT TO EXCEED L/240. FLOOR JOISTS TO ALSO MEET VIBRATION CRITERIA OUTLINED IN 2012 OBC CLAUSE 4.1.3.6.

3. IN ORDER TO FACILITATE THE PASSAGE OF MECHANICAL DUCTS AND PIPES THROUGH THE ROOF JOISTS, THE JOIST

SUPPLIER SHALL LOCATE THE DIAGONALS SO THAT THEY LINE UP FROM JOIST TO JOIST.

4. SPECIFIED POINT LOADS ARE SHOWN ON PLANS.

5. ALL PIPES MUST BE HUNG FROM TOP CHORD OF JOISTS. IF A LOAD (APPROVED BY THE STRUCTURAL ENGINEER) IS

HUNG FROM A JOIST AT A LOCATION OTHER THAN THE PANEL POINT, THEN A WEB DIAGONAL SHALL BE WELDED FROM

THE HANGER LOCATION TO THE NEAREST PANEL POINT ON THE OPPOSITE CHORD.

6. LOADING DIAGRAMS:

AREAS SHADED ON ROOF PLAN INDICATE EXTENT OF ADDITIONAL SNOW PILING WITH PEAK (SPECIFIED) LOADS NOTED.

ROOF DECK AND JOISTS SHALL BE DESIGNED, MANUFACTURED AND ERECTED TO SUPPORT BASIC SPECIFIED AS WELL

AS ADDITIONAL SNOW LOADING.

7. a) PROVIDE 1 ROW OF HORIZONTAL BRIDGING AT FIRST BOTTOM CHORD PANEL POINT AT EACH END OF JOIST. PROVIDE

ADDITIONAL CROSS BRIDGING AS INDICATED ON PLAN.

b) STEEL CONTRACTOR SHALL DESIGN, SUPPLY AND ERECT REMAINDER OF HORIZONTAL JOIST BRIDGING OF

SUFFICIENT SIZE AND SPACING IN ACCORDANCE WITH CSA S16.1 LATEST EDITION.

8. DESIGN JOISTS FOR ALL LOADING CONDITIONS SPECIFIED IN THE NATIONAL BUILDING CODE IN ADDITION TO THE SNOW

LOADS SPECIFIED ON PLANS.

9. PROVIDE ADDITIONAL X-BRIDGING BETWEEN THE OUTSIDE PERIMETER BEAMS AND THE FIRST ROW OF JOIST RUNNING

PARALLEL. ADDITIONAL BRIDGING IS SHOWN AS ON PLAN. MINIMUM SIZE TO BE L 38x38x4 (L 112"x11

2"x18")

SPACED @ 1800(6'-8") c/c (MAX.) UNLESS OTHERWISE NOTED.

JOIST BRIDGING

TO BE CUT

MECHANICAL

DUCT

L 65x65x6 MIN. (L 212"x21

2"x316" MIN.) ADDED

X-BRIDGING IN EACH BAY ADJACENT TO CUT

BRIDGING ON EACH BRIDGING LINE

TYPICAL DETAIL WHERE BOTTOM CHORD JOIST BRIDGING AND/OR BRACING

D05-3 STEEL JOISTS AND BRIDGING: S16.1 AND S136:

SCALE: N.T.S.

IS REQUIRED TO BE CUT DUE TO INTERFERENCE BY MECHANICAL DUCTWORK

S003

B

OWSJ OR STEEL BEAMS

(SEE PLAN)

IF THIS DIMENSION EXCEEDS

2000mm (6'-8") CONSULTSTRUCTURAL CONSULTANT

BEFORE PROCEEDING

FOR JOIST SPACINGUP TO 2000mm (6'-8"): C130x10 (C5x6.7)

FOR LARGER SPACING: SEE PLAN

FOR OPENING LENGTHS

UP TO 900mm (3'-0"): L65x65x5 (L212"x21

2"x3

16")FROM 900mm (3'-0") TO 1800mm (6'-0"): C130x10 (C5x6.7)

OP

EN

NOTES:

1. TOP OF ALL TRIMMING STEEL AT UNDERSIDE OF STEEL DECK UNLESS OTHERWISE NOTED.

2. LOCATION OF ALL MECHANICAL UNITS AND OPENINGS THROUGH ROOF IS BASED ON INFORMATION SHOWN ON MECHANICAL

DRAWINGS. THE STRUCTURAL STEEL SUB-CONTRACTOR MUST CONFIRM ALL THESE DIMENSIONS AND SIZES WITH THEMECHANICAL CONTRACTOR.

3. OWSJ MUST BE DESIGNED FOR ADDITIONAL LOADS FROM MECHANICAL UNITS.

4. IF ACTUAL LOCATIONS OR DETAILS VARY FROM THOSE SHOWN, THE STRUCTURAL CONSULTANT MUST BE INFORMED ANDINSTRUCTIONS RECEIVED BEFORE PROCEEDING WITH THE WORK.

5. THE STRUCTURAL STEEL SUB-CONTRACTOR IS TO SUBMIT ERECTION DRAWINGS TO THE MECHANICAL ENGINEER AND/ORCONTRACTOR FOR APPROVAL OF SIZE AND LOCATION OF OPENINGS FOR MECHANICAL UNITS.

D05-5 TYPICAL DETAILS FOR TRIMMING TO OPENINGS THROUGH STEEL ROOF DECK:

SCALE: N.T.S.

DETAIL: ROOF ANCHOR SUPPORTS

S003

C

L 76x76x6.4(3"x3"x14") BRACES TO

ADJACENT MEMBERSPF = 25KN (±)

STEEL BEAM

OR JOIST

ASSEMBLY BY OTHERS

• ALL ANCHORS TO BE ALIGNED ON BEAMS OR JOISTS

• SHOP DRAWINGS FOR ANCHORS INCLUDING ALL LOADING TO BE INCLUDED WITHSTRUCTURAL STEEL SHOP DRAWINGS

PARAPET/STRIP WINDOW FRAMING AS REQ'D600(24")<H<1200(48"):

C150x12 @ 1200(48")o.c. (ALIGN WITH JOISTS)

c/w: CONTINUOUS C150x12 AT TOP(NOTE: PROVIDE FRAMING FOR ALL STRIP

GLAZING SITUATIONS WHERE H≤1200(48")EDGE ANGLE(SEE PLANS)

DECK AS PER

PLANS

CLADDING/BACK-UP WALL

(REFER TO ARCH.)

L 76x76x6.4(3"x3"x14")

KICKERS Cu=Tu=15KN U/N• PROVIDE TO 1st PANEL

POINT OF ALL JOISTS

(MAX. 60° ANGLE FROMHORIZONTAL)

BEAM (AS PER PLANS)

EXTEND JOISTSHOES TO SUIT

SCALE: N.T.S.

DETAIL: JOIST AT EDGE (TYP)

S003

D

DESIGN JOIST SHOE FOR

ROLLOVER FORCES (SEENOTES/PLANS)

DECK AS PERPLANS

CLADDING/BACK-UP WALL

(REFER TO ARCH.)

L 76x76x6.4(3"x3"x14")

KICKERS Cu=Tu=15KN U/N

• PROVIDE AT 14 POINTS OF BEAM(MAX 3m(10'-0")o.c.)

• MAX. 60° ANGLE FROM HOR.)

BEAM (AS PER PLANS)

>D

SCALE: N.T.S.

DETAIL: BEAM AT EDGE (TYP)

S003

E

PARAPET/STRIP WINDOW FRAMING AS REQ'D600(24")<H<1200(48")

C150x12 @ 1200(48")o.c.

c/w: CONTINUOUS C150x12 AT TOP(NOTE: PROVIDE FRAMING FOR ALL STRIP

GLAZING SITUATIONS O<H<1200(48"))

EDGE ANGLE (SEE PLANS)

WHERE:• D<100mm(4") NO CHANNEL STUB

• 100mm(4") < D < 300(12")

C100x9 @ 1200(48")o.c.• 300(12") < D < 600(24")

C200x17 @ 1200(48")o.c.

DECK AS PER PLANS

SCALE: N.T.S.

DETAIL: TYPICAL SHEAR TAB

S003

F

JOISTS (AS PER PLANS)CONNECTION OF HSS TO BEAM TO

MATCH DECK CAPACITY AT LINE BASEDON ATTACHMENT PATTERN

MIN.: V=15KN/m (ROOF DECK)

V=40KN/m (FLOOR DECK)

HSS 102x52x6.4(4"x2"x14") x1200(48")

LONG BETWEEN JOISTS

(PROVIDE ON ALL BRACE FRAME/MOMENT FRAME LINES U/N)

FOR OPENINGS IN NEW BUILDINGS:

• PROVIDE TRIMMER ANGLE CLOSER(MATCH TYP. PERIMETER ANGLE)

FOR OPENINGS IN EXISTING:

• MAKE GOOD ALL EXPOSEDSTEEL/CONCRETE SURFACES

• GRIND SMOOTH

PROVIDE NEW C-FRAMING ALLSIDES OF OPENING

SPAN:

<1200(4'-0"):C100x9 E.S.<1800(6'-0"):C150x12 E.S.

<2400(8'-0"):C200x17 E.S.

PROVIDE ADD'L L 52x52x6.4

(L2"x2"x14") DIAGONALS (1 E.S. OF

WEB) IF OPENING FRAMING DOESNOT ALIGN WITH PANEL POINTS

SCALE: N.T.S.

DETAIL: TRIMMING OF FLOOR DECK OPENINGS (NEW/EXISTING)

S003

G

(SEE ALSO ROOF OPENING FOR BASIC LAYOUT)

WHERE CROSS MEMBERS DO NOT ALIGN ON

PANEL POINTS TRIANGULATE TO BOTTOM

CHORD PANEL POINT WITH ADD'L

L52x52x6.4(L2"x2"x14") (1 E.S. OF WEB) (2 SETS

OF STRUTS, 1 TO EACH ADJACENT B.C. PANEL

POINT)

TRIM ALL OPENINGSWITH CHANNELS

TRIM ALL DECK EDGES WITH

TYPICAL PERIMETER ANGLE

CHANNEL FRAMING E.S. OF

UNIT/OPENINGSSPAN:

<1200(4'-0"):C100x9 E.S.

<1800(6'-0"):C150x12 E.S.<2400(8'-0"):C200x17 E.S.

BRIDGING (REFER

TO DETAILS FORINTERFERENCES)

MECH. UNITMAX. WEIGHT: 2.4 KPa(50psf)

JOIST ADJACENT TO MECH.

UNITS TO BE DESIGNED FORADD'L DRIFTS (ALL AROUND):

4.8kPa

(100psf)2.4kPa

(50psf)

3000 (10'-0")

(INCREASE SNOW LOADS

BY 25% FOR POST DISASTER)

SPAN

SCALE: N.T.S.

DETAIL: TYPICAL MECHANICAL UNIT FRAMING

S003

H

(SEE ALSO OPENING TRIMMING DETAILS)

STUB CHANNEL TO SUIT

OVERHANG

SHEAR TAB MAY BE DELETED

WHERE JOIST SHOES DESIGNED

FOR ROLL OVER FORCES

D05-6 TYPICAL ROOF SAFETY ANCHOR

D05-7 TYPICAL JOIST/BEAM/EDGE DETAILS (U/N ON PLANS/SECTIONS)

FINISH GRADE

SEE ARCH./SOILS REPORT

FOR DETAILS

500(20"Ø) CONC. PIER

CONCRETE: fc' = 20 MPa, F-2

COMPACTED SUBGRADE

152Øx6.4 (6"x14") STEEL PIPE

FILLED WITH CONC. AFTER SET IN

PLACE. (PAINTED AS PER NOTES)


DOME CONCRETE FILLING TO

PROVIDE RUN-OFF

15

0(6

")

15

00

(5'-0")

±1

50

0(5

'-0

") M

AX

.

500(20")

(SE

E A

RC

H.)

S003

I

SCALE: N.T.S.

DETAIL: BOLLARD AT GRADE

D06) TYPICAL BOLLARD DETAILS:DRAWING LIST:

S000 GENERAL NOTES AND DETAILS





S005 GENERAL NOTES AND DETAILS: SCHEDULES

S006 CONCRETE BEAM SCHEDULE AND DETAILS

S007 CAMBER DIAGRAMS

S100 FOUNDATION / GROUND FLOOR PLAN

S100R1 SHEAR WALL / CORE WALL FOOTING REINFORCING PLAN

S101 SECOND FLOOR PLAN

S101R1 SECOND FLOOR (REINFORCING PLAN)

S101R2 SECOND FLOOR (REINFORCING PLAN)

S102 THIRD FLOOR PLAN

S102R1 THIRD FLOOR PLAN (TYPICAL REINFORCING U/N)

S102R2 THIRD FLOOR PLAN (TYPICAL REINFORCING U/N)

S103 FOURTH FLOOR PLAN

S103R1 FOURTH FLOOR (REINFORCING PLAN)

S103R2 FOURTH FLOOR (REINFORCING PLAN)

S104 ROOF PLAN

S104R1 ROOF (REINFORCING PLAN)

S104R2 ROOF (REINFORCING PLAN)

S105 PENTHOUSE ROOF PLAN

S200 SECTIONS AND DETAILS

S201 SECTIONS AND DETAILS

S300 CORE WALL DETAILS: CW1

S301 CORE WALL DETAILS: CW2

S302 SHEAR WALL DETAILS

ST100 TEST FACILITY: FOUNDATION / GROUND FLOOR PLAN

ST101 TEST FACILITY: ROOF PLAN

ST200 TEST FACILITY: SECTIONS AND DETAILS

FINAL SIZING OF REINFORCING TO BEBASED ON ROOF ANCHOR SUPPLIERS

DESIGN. SUBMIT ANCHOR LOADING

WITH STRUCTURAL STEEL SHOPDRAWINGS.

DOME CONCRETE

FILLING TO PROVIDE

RUN-OFF

±15

00

(5'-0")

MA

X.

300Øx12(12"Øx12") B

c/w: 6-16mm(58")Ø STAINLESS STEEL

HILTI HY 200 ADHESIVE ANCHORS

(100(4") EMBEDMENT INTO CONCRETE)

BOLLARD PAINT FINISH

• PAINT STEEL WITH SHERWIN WILLIAMS ZINCCLAD II ETHYL SILICATE

INORGANIC ZINC-RICH COATING.

(PART E B69V3 BINDER, PART

F B69D11 ZINC-DUST)• APPLY IN STRICT ACCORDANCE WITH

MANUFACTURER'S INSTRUCTIONS.

• BOLLARDS TO BE SAFETY YELLOW

(CO

NF

IRM

WIT

H A

RC

H.)

152Øx6.4 (6"x14") STEEL PIPE

FILLED WITH CONC. AFTER SET INPLACE. (PAINTED AS PER NOTES)


200

(8")

(MIN

.)

SCAN REINFORCINGPRIOR TO DRILLING

(DO NOT DAMAGE BARS)

S003

J

SCALE: N.T.S.

DETAIL: BOLLARD ON SLAB

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






GENERAL NOTES AND

DETAILS

N.T.S.S003

G E

N E

R A

L

N O

T E

S

A N

D

D E

T A

I L

S

12"x8"x58" PLATE

c/w: 2-5 8"Ø HAS-E RODS WITHHILTI HY-200A ADHESIVE

(MIN. 6" EMBEDMENT)

8" CONC. BEAM AT ELEVATORS (SEEPLANS/SCHEDULES)

2-6"x12" BENT PLATE

+1-3 4"Ø BOLT FOR 2"VERTICALLY SLOTTEDCONNECTION

S 250x52

HSS 8"x4"x38"

CONC. SLAB/DROP PANEL(SEE PLANS FOR REINF.)

12"x8"x58" BASEPLATE

c/w: 2-5 8"Ø HAS-E RODS WITH HILTIHY-200A ADHESIVE

(MIN. 6" EMBEDMENT)(PROVIDE 1" THICK GROUT BED BELOWPLATE)

CONC. BEAM/SLAB AT ELEVATORS(SEE PLANS/SCHEDULE)

285

S 250x52


10"x6"x34" STEEL PLATE

c/w: 4-3 4"Ø ANCHOR BOLTS(MIN. 6" EMBEDMENT)

CONT. FILLET WELD TO PLATEWELD BEAM CONNECTION TO PLATE

CONC. BEAM/SLAB AT ELEVATORS(SEE PLANS/SCHEDULE)

2"

S 250x52


10"x6"x34" STEEL PLATE

c/w: 4-3 4"Ø ANCHOR BOLTS(MIN. 6" EMBEDMENT)CONT. FILLET WELD TO PLATE

WELD BEAM CONNECTION TO PLATE

8" CONC. BEAM AT ELEVATORS(SEE PLANS/SCHEDULE)

2"

256

6(M

IN)

NOTES ON DIVIDER/HOIST BEAMS:

1. ALL BEAM SIZES TO BE S250x52.

2. MAXIMUM SPACING OF DIVIDER BEAMS TO BE 10'-0"o.c. REFER TO ELEVATOR SUPPLIER'S REQUIREMENTS. IF

INCREASED SPACING (TO SUIT ELEVATOR SUPPLIER REQUIREMENT) OF BEAMS RESULTS IN LARGERBEAMS/MODIFICATIONS TO ANCHOR/POSTS, MODIFICATIONS TO BE DONE AT NO ADD'L COST TO THE CONTRACT.

3. PROVIDE HSS 8"x4"x38" POST AT LOCATIONS WHERE CONNECTION INTO CONCRETE SLAB OR BEAM IS NOT POSSIBLE.

4. ELEVATOR SHOP DRAWINGS ARE REQUIRED TO BE SUBMITTED WITH STEEL SHOP DRAWINGS TO VERIFY ELEVATORDATA/REACTIONS/BEAM GEOMETRY/ELEVATIONS. STEEL SHOP DRAWINGS SUBMITTED WITHOUT THIS INFORMATIONWILL BE RETURNED UNREVIEWED.

5. WHERE ELEVATOR SUPPLIER REQUIREMENTS RESULT IN MODIFICATIONS TO STEELFRAMING/CONNECTIONS/REINFORCING/CONC. ELEVATIONS NOTED, MODIFICATIONS TO BE DONE AT NO ADD'L COST

TO THE CONTRACT.

6. DETAILS/INFORMATION PROVIDED FOR BUDGETING PURPOSES ONLY. DESIGN/DETAILING/CERTIFICATION OF THEELEVATOR SUPPORT FRAMING (INCLUDING DIVIDERS/HOISTS/SUPPORTS/ANCHORS/INSERTS) TO BE BY DIVISION 05.COORDINATE ALL REQUIREMENTS WITH ELEVATOR SUPPLIER.

WHERE PROPOSED BEAM

SPACING WILL NOT RESULT INMIN. 450 (1'-6") CLEARANCE,PROVIDE ADDITIONAL BEAMS

AS REQUIRED TO MEETCLEARANCE NOTED. PROVIDE 2-15Mx800 (32") LONG ADD'L

@ PLATE BENDS/HOOKS

VARIES

(SEE PLANS)

PROVIDE 2-15Mx800 (32") LONG ADD'L

@ PLATE BENDS/HOOKS

ELEVATOR DIVIDER POST (ASREQUIRED)

15M VERTS INTO SLAB (MATCHSPACING OF WALL BARS)

SLAB ON GRADE

(SEE PLANS)

ELEVATOR WALLS (SEEPLANS)

1

2

30

0(1

2")

S004

G

SCALE: N.T.S.

DETAIL: SLAB ON GRADE AT ELEVATOR DOOR

S004

F

SCALE: N.T.S.

DETAIL: ELEVATOR DIVIDER BEAM AT OPENING

S004

E

SCALE: N.T.S.

DETAIL: ELEVATOR DIVIDER BEAM AT CONC. SLAB

S004

D

SCALE: N.T.S.

DETAIL: ELEVATOR DIVIDER BEAM AT CONC. BEAM/WALL

TYPICAL ELEVATOR SHAFT DETAILS

300

(12")

300

(12")

1350(4'-6")

CLA

SS

`B

'

TE

NS

ION

LA

P.

15M @ 12" T.E.W.(HOOK AT ENDS)

1500

(5'-0

" M

AX

.)

180

0 (

6'-0")

MIN

.

(FR

OS

T C

OV

ER

)

30

0(1

2")

COMPACTED ENGINEEREDFILL qall ≥ 150 kPa

GEOTECHNICAL ENGINEERTO REVIEW PRIOR TO

CONC. PLACEMENT

300

(12")

CLA

SS

`B

'

TE

NS

ION

LA

P.

300

(12

")

1370(4'-6")

15M @ 300 (12") B.E.W.

(HOOK AT ENDS)

180

0 (

6'-0")

MIN

.

(FR

OS

T C

OV

ER

)

SIDEWALK (REFER TOLANDSCAPE PLANS)

300

(12")

15M @ 300 (12") H.E.F.

15M @ 300 (12") V.O.F. (+DWLS)

1500

(5'-0

") M

AX

.

COMPACTED ENGINEEREDFILL qall ≥ 150 kPaGEOTECHNICAL ENGINEER

TO REVIEW PRIOR TOCONC. PLACEMENT

15M @ 300 (12") V.O.F.

(+ DWLS)

15M @ 300 (12") H.E.F.

20M @ 300 (12") V.I.F.(+ DWLS)

20M @ 300 (12") V.I.F. (+DWLS)

WEEP HOLES

@ 1800 (6'-0") MAX.

WEEP HOLES

@ 1800 (6'-0") MAX.

NOTE:

THESE DETAILS ARE TO BE USED WHERE ELEMENTS ARE

NOT OTHERWISE ON DRAWINGS.

300

(12")

CLA

SS

`B

'

TE

NS

ION

LA

P.

300

(12

")

800 (32")

15M @ 300 (12") B.E.W.

(HOOK AT ENDS)

180

0 (

6'-0")

MIN

.

(FR

OS

T C

OV

ER

)

SIDEWALK (REFER TOLANDSCAPE PLANS)

300

(12")

15M @ 300 (12") H.E.F.

15M @ 300 (12") V.O.F. (+DWLS)

VA

RIE

S

600

(24")

MA

X.

COMPACTED ENGINEEREDFILL qall ≥ 150 kPaGEOTECHNICAL ENGINEER

TO REVIEW PRIOR TOCONC. PLACEMENT

15M @ 225 (9") V.I.F. (+DWLS)

WEEP HOLES

@ 1800 (6'-0") MAX.

15M @ 300 (12") T.E.W.

250

(10

")

fc'=25MPa(3625psi), N

fc'=35MPa(5076psi), C-1

GUARDRAIL (REFER TOARCH/CIVIL/LANDSCAPE)GUARDRAIL (REFER TO

ARCH/CIVIL/LANDSCAPE)

fc'=35MPa(5076psi), C-1


fc'=35MPa(5076psi), C-1


GUARDRAIL (REFER TO

ARCH/CIVIL/LANDSCAPE)

S004

J

SCALE: N.T.S.

SECTION: TYPICAL PLANTER RETAINING WALL

S004

I

SCALE: N.T.S.

SECTION: TYPICAL SIDEWALK/RAMP RETAINING WALL (HIGH)

S004

K

SCALE: N.T.S.

SECTION: TYPICAL SIDEWALK/RAMP RETAINING WALL (LOW)

TYPICAL EXTERIOR LANDSCAPE ELEMENTS

TYPICAL DETAILS: FOUNDATIONS

REINFORCING AS

PER PLANS

DOWELS AS PER

PLANS

REINFORCING:15M @ 200(8")o.c. BOT.

LONG.

250(10") MIN.250(10") MIN.

t VARIES (REFER

TO PLANS)

30

0(1

2")

600(24")

MIN

VERTS TO BE FULL HEIGHT ATBRACE FRAME/MOMENT FRAMELOCATIONS

UNDISTURBED MATERIAL/ENGINEERED FILL

(APPROVED BY GEOTECHNICAL ENGINEER)TIES AS PER SCHEDULEMIN: 10M TIES @ 300mm(12")o.c.

U/N

VERTS AS PER SCHEDULE

MIN: 8-20M VERT. U/N

ANCHOR BOLT EMBEDMENT DEPTH(NOTED IN BASEPLATE SCHEDULE)

(PLACE TIES @ 12 SPACING IN THIS ZONE U/N)

ANCHOR BOLTS (AS PER SCHEDULE)

MIN: NO BRACE/MOMENT FRAME:

4-20mm(3 4")Ø ANCHORS

BRACE/MOMENT FRAME:

8-25mm(1")Ø SEISMIC HEADED ANCHORS

400(16")

50(2")

900mm(36")

1

2

75m

m

(28

6)

300

mm

(12

") U

/N

SLAB ON GRADE(SEE PLANS)

BITUMINOUS BOND BREAK (TYP)

>65mm(238) U/N (TYP)

100mm(4") MIN.

COLUMN AS PER SCHEDULE

B AS PER SCHEDULE


20mm(3 4") THICK U/N

BRACE/MOMENT FRAME:50mm(2") THICK U/N

>75mm(3")

U/N (TYP)

VA

RIE

S T

O S

UIT

GE

OT

EC

HN

ICA

L C

ON

DIT

ION

S>

150

0m

m(5

'-0

") S

OIL

CO

VE

R A

T E

XT

ER

IOR

PIE

RS

/WA

LLS

>1

80

0m

m(6

'-0

") S

OIL

CO

VE

R A

T I

NT

ER

IOR

PIE

RS

WIT

HB

RA

CE

/MO

ME

NT

FR

AM

E

(IN

CR

EA

SE

SO

IL D

EP

TH

WH

ER

E R

EQ

UIR

ED

TO

EN

SU

RE

CL

EA

RA

NC

E O

F A

NC

HO

R B

OLT

S T

O T

OP

OF

FO

OT

ING

)

SHEAR LUG (REFER TO B SCHEDULE)

VERTS TO BE FULL HEIGHT ATBRACE FRAME/MOMENT

FRAME LOCATIONS

UNDISTURBED MATERIAL/ENGINEEREDFILL (APPROVED BY GEOTECHNICALENGINEER)

TIES AS PER SCHEDULE

MIN: 10M TIES @300mm(12")o.c. U/N

VERTS AS PER SCHEDULEMIN: 8-20M VERT. U/N

DOWELS FOR VERTICALS PERMITTED WHERE NOBRACE/MOMENT FRAME IS PRESENT OR PIER HEIGHT >

2400(8'-0")LAP: NO BRACE/MF: COMPRESSION (>600(24"))

BRACE/MF: > CLASS `B' TENSION> 1/5 d> 600(24")

ANCHOR BOLT EMBEDMENT DEPTH

(NOTED IN BASEPLATE SCHEDULE)

(PLACE TIES @ 12 SPACING IN THIS ZONE U/N)

ANCHOR BOLTS (AS PER SCHEDULE)MIN: NO BRACE/MOMENT FRAME:

4-20mm(34")Ø ANCHORS

BRACE/MOMENT FRAME:

8-25mm(1")Ø SEISMIC HEADED ANCHORS

400(16")

50(2")

900mm(36")

25mm(1") GROUT BED (TYP)

(NON-SHRINK)

75m

m

(28

6)

300

mm

(12

") U

/N

SLAB ON GRADE

(SEE PLANS)

BITUMINOUS BOND BREAK (TYP)

>65mm(238) U/N (TYP)

COLUMN AS PER SCHEDULE

B AS PER SCHEDULE


20mm(3 4") THICK U/N

BRACE/MOMENT FRAME:

50mm(2") THICK U/N

>75mm(3")

U/N (TYP)

SHEAR LUG (REFER TO B SCHEDULE)

FDN WALL/FOOTING

REINFORCING TO BECONTINUOUS THROUGHPIERS/FTGS (TYP)

DOWELS FOR VERTICALS PERMITTED WHERE NOBRACE/MOMENT FRAME IS PRESENT OR PIER HEIGHT >

2400(8'-0")LAP: NO BRACE/MF: COMPRESSION (>600(24"))

BRACE/MF: > CLASS `B' TENSION> 1/5

25mm(1") GROUT BED (TYP)(NON-SHRINK)

100mm(4") MIN. CLEARANCE

TO END OF BOLT

PROVIDE DRAINAGE TILEAT ALL FDN WALLS

(SEE MECH/ARCH)

VA

RIE

S T

O S

UIT

GE

OT

EC

HN

ICA

L C

ON

DIT

ION

S

>1

50

0m

m(5

'-0

") S

OIL

CO

VE

R A

T E

XT

ER

IOR

PIE

RS

/WA

LLS

>1

80

0m

m(6

'-0

") S

OIL

CO

VE

R A

T I

NT

ER

IOR

PIE

RS

WIT

HB

RA

CE

/MO

ME

NT

FR

AM

E

(IN

CR

EA

SE

SO

IL D

EP

TH

WH

ER

E R

EQ

UIR

ED

TO

EN

SU

RE

CL

EA

RA

NC

E O

F A

NC

HO

R B

OLT

S T

OT

OP

OF

FO

OT

ING

)

100mm(4") MIN. CLEARANCETO END OF BOLT

S004

C

SCALE: N.T.S.

DETAIL: TYPICAL FOUNDATION WALL STRIP FOOTING (TYP)

S004

B

SCALE: N.T.S.

DETAIL: TYPICAL STEEL COL/BASEPLATE/PIER/FOOTING: INTERIOR

S004

A

SCALE: N.T.S.

DETAIL: TYPICAL STEEL COL/BASEPLATE/PIER/FOOTING: EXTERIOR

FINISHED STEPS (REFER TOARCH/CIVIL/LANDSCAPE)

COMPACTED ENGINEERED FILL

qall ≥ 150 KPa

GEOTECHNICAL ENGINEER TO REVIEWPRIOR TO CONCRETE PLACEMENT

NON-FROST SUSCEPTIBLEENGINEERED FILL (APPROVED BYGEOTECH)

15M @ 300(12")o.c. DOWELS

PAVING (REFER TOLANDSCAPE PLANS)

18

00

(6

84

0)

(MIN

.) F

RO

ST

CO

VE

R

150(570)

200(760)

150(570)

150(5

70)M

INTH

RO

AT

15M @ 300(12")o.c. VERT.

3-15M BOT. LONG.(TYP.)


15M @ 300(12") B.E.W.

1-10M NOSING BAR (EPOXY COATED)TYP. EACH STEP

H

S004

DETAIL: CONCRETE STAIRS

SCALE: N.T.S.

200(760)

PAVING (REFER TO LANDSCAPE PLANS)

2-15M HOR. ADD'L AT

TOP (TYP)

600(24")(MIN)15M @ 400(16")o.c. HOR.

REFER TO ARCH/CIVIL/LANDSCAPE FORRISE/RUN OF STEPS

fc'=35MPa(5076psi), C-1

U/N OTHERWISE WHERE FINISHEDSTEPS ARE NOT PROVIDED, PROVIDENON-SLIP BROOM FINISH

PROVIDE 200(8") WALL E.S. OF STAIR• TOP OF WALL TO EXTEND TO HEIGHT

NOTED ON ARCH/CIVIL/LANDSCAPE

GUARDRAIL (REFER TOARCH/CIVIL/LANDSCAPE)

NOTE: PROVIDE SAMECONCRETE STAIR WHERE

ARCH CONC/PRECASTPAVERS NOT REQUIRED

TYPICAL DETAILS: EXPANSION JOINTS AT FLOORS

NOTE:



NOTE:



TYPICAL DETAILS: FOLDING PARTITION SCREENS

TYPICAL DETAILS: RETAINING WALLS

NOTE:

STEEL SHOP DRAWING SUBMISSIONS TO BE SUBMITTED

WITH SCREEN REQUIREMENTS. SCREEN DATA TO INCLUDE

WEIGHTS AND DEFLECTION CRITERIA.

1" COMPRESSIBLE

MATERIAL ON TOP

L 152x102x9.5(6"x4"x38") (LLV)

x100mm(4") WIDE E.S. OF COLUMN

c/w: 1-HILTI HDA-P ANCHORS

(M12x120/50) + SLOTTED CONNECTION

FOR 25mm(1") MOVEMENT OF SLAB

DOWNWARD

NEW/EXISTING

CONCRETE SLAB

PRESSURE GROUT AS

REQUIRED TO PROVIDE

LEVEL BEARING SURFACE

FOLDING SCREEN

WMAX = 0.4KPa (8psf)

NEW/EXISTING SLAB

1" GROUT BED

SCREEN SUPPORT BEAMS:

l < 6100mm(20'-0") = W360x45

NEW HSS 102x102x6.4

(4"x4"x14") E.E.

(PLACE IN STUD WALLS)

E

S002C

FPA 1: 250x102x12(10"x4"x12")


(M12x120/50)

x

x

VA

RIE

S 3

10

0m

m(1

0'-0")

MA

X.

VA

RIE

S 4

00

0m

m(1

3'-0")

MA

X.

DIAGONALS

≥ (10

")

125

(5")

≥ (10

")

S004

N

SCALE: 1:25

DETAIL: TYPICAL SCREEN BEAM SUPPORT AT END

HSS 102x102x6.4(4"x4"x14")

HANGERS @ ENDS/MID POINT

NEW/EXISTING CONCRETE SLAB

PRESSURE GROUT AS

REQUIRED TO PROVIDE

LEVEL BEARING SURFACE

FOLDING SCREEN

WMAX = 12 lb/ft

W 250x24 SCREEN

SUPPORT BEAMS

L 76x76x6.4(3"x3"x14")

KICKERS AT ENDS 1

1

S004

P

(MAY ONLY BE USED IF END POST NOT PERMITTED)

FPA 3: 225x200x10(9"x8"x38")


(M12x125/50) @ 150(6") o.c.

FPA 2: 225x225x16(9"x9"x58")


(M12x125/50)150(6")

≥ (10

")

125

(5")

S004

O

SCALE: 1:25

DETAIL: SCREEN BEAM SUPPORT: ALTERNATE

FPA 3

1

1

VA

RIE

S

L 76x76x6.4(3"x3"x14") KICKERS @

1200mm(48")o.c. (MAX.)

(+1 ADD'L AT EA. END/HANGER)

SCREEN BEAM (SEE DETAIL)

NEW/EXISTING

CONCRETE SLAB

1

1

FPA 3

HANGER (SEE DETAIL)

≥ (10

")

PROVIDE @ ENDS (SPACING NOTE)S004

P

SCALE: 1:25

DETAIL: SCREEN BEAM SUPPORT: LATERAL SUPPORTS

x

x

FPA 1: 350x300x16(14"x12"x58")

c/w: 4-20mm(3 4")Ø ANCHORS

BEAM/CLIP ANGLE

(WELD TO PLATE)

CONC. COLUMN

(SEE PLANS)

>400mm(16")

VARIES(SEE PLANS)

300(12")

75(3")

CONCRETE ELEMENT

TO BE MIN. 400mm(16")

WIDE

S004

Q

SCALE: 1:25

DETAIL: SCREEN BEAM SUPPORT @ CONC. COLUMN/WALL

LIGHT WEIGHT FILL

(EPS GEO FOAM OR

EQUIVALENT) AS DIRECTED

BY GEOTECHNICAL ENGINEER

S004

R

SCALE: N.T.S.

SECTION: BERM RETAINING WALLS

UNDISTURBED BEARING SURFACE

• qSLS = 200 kPa

qULS = 350 kPa

450

REINFORCED SLOPE TO BE

INSTALLED/APPROVED BY

GEOTECHNICAL ENGINEER ON SITE

600

20M @ 250 BUL

20M @ 100 BLL

ENGINEERED BACKFILL

AS PER GEOTECHNICAL

REPORT

5000 (

MA

X.)

DRAINAGE

(REFER TO CIVIL) fc' = 30 MPa, F-2

WEEP HOLES @ 1800 o.c. (MAX.)

CONC. WALL

fc' = 35 MPa, C-1

20M @ 200 V.I.F.

15M @ 400 H.E.F.

15M @ 400 V.O.F.

300 (MAX.)REINFORCED SOIL/BACKFILL

2600600 500

CLASS 'B' TENSION LAPS (TYP.)

(MIN. 900)

VARIES ±20(3 4") TYP(REFER TO ARCH.)

VARIES

±100(87)TYP

VARIES±100(87)

TYP

EXP. JOINT VARIES IN

WIDTH (SEE PLANS)

EXPANSION JOINT COVER (SEE ARCH.)

-INSTALL AS PER MANUFACTURER'S

INSTRUCTIONS

LOCALLY VARY CHAIRS AS REQUIRED TO

MAINTAIN COVER AT EXPANSION JOINT

COVER

CAST-IN INSERTS AS PER

SUPPLIER'S REQUIREMENTS

IF ON EXISTING SLAB

-GRIND/SAWCUT DOWN EXISTING

CONCRETE

-DO NOT CUT/DAMAGE EXISTING BARSEXPANSION JOINT (REFER TO ARCH.)

(INSTALL AS PER MANUFACTURER'S

INSTRUCTIONS)

S004

L

SCALE: N.T.S.

TYPICAL DETAIL: EXPANSION JOINT COVER: FLOORS: CONCRETE

VARIES ±20(3 4") TYP(REFER TO ARCH.)

VARIES±100(87)

TYP

VARIES±100(87)

TYP

EXP. JOINT VARIES IN WIDTH

(SEE PLANS)

EXPANSION JOINT COVER

(SEE ARCH.)

-INSTALL AS PER

MANUFACTURER'S

INSTRUCTIONS

CAST-IN INSERTS AS PER

SUPPLIER'S REQUIREMENTS

IF ON EXISTING DECK

-SAWCUT DOWN EXISTING

CONCRETE (DO NOT OVER CUT)

-FLAME CUT EXISTING ANGLE

EXPANSION JOINT (REFER TO ARCH.)

(INSTALL AS PER MANUFACTURER'S INSTRUCTIONS)

EDGE ANGLE

-LOCALLY NOTCH AS

REQUIRED TO PLACE EXP.

JOINT COVER

S004

M

SCALE: N.T.S.

TYPICAL DETAIL: EXPANSION JOINT COVER: FLOORS: CONCRETE/DECK

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






GENERAL NOTES AND

DETAILS

N.T.S.S004

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






GENERAL NOTES AND

DETAILS

N.T.S.S004

G E

N E

R A

L

N O

T E

S

A N

D

D E

T A

I L

S

NOTES:

1. ALL FOOTINGS TO BEAR ON SUITABLE BEARING STRATA AS APPROVED BY

GEOTECHNICAL ENGINEER/IN ACCORDANCE WITH GEOTECHNICAL REPORT

WITH MINIMUM BEARING PRESSURES NOTED IN TABLE.

2. PROVIDE MINIMUM 1500(5'-0") FROST COVER TO ALL FOOTINGS EXPOSED TO

EXTERIOR CONDITIONS U/N ON DRAWINGS/GEOTECHNICAL REPORT.

3. CONCRETE STRENGTH: fc' = 35 MPa U/N.

4. TOPS OF INTERIOR FOOTINGS TO BE A MINIMUM OF 300mm(12") BELOW THE

U/S OF THE SLAB ON GRADE. STEP DOWN INTERIOR FOOTINGS TO EXTERIOR

FOOTINGS AS REQUIRED. FINAL BEARING ELEVATIONS TO BE BASED ON

GEOTECHNICAL INVESTIGATION.

5. FOOTING AND BOTTOM OF WALL ELEVATIONS TO BE ESTABLISHED FROM

PLANS AND GEOTECHNICAL REPORT. WALLS/COLUMNS ARE TO BE

TERMINATED SUCH THAT THEY ARE FOUNDED ON COMPETANT BEDROCK

(WITH APPROPRIATE FROST COVER) APPROVED BY GEOTECHNICAL ENGINEER

ON SITE.

6. GEOTECHNICAL ENGINEER TO CONFIRM ALL BEARING CAPACITIES ON SITE

PRIOR TO PLACING CONCRETE.

7. FOOTINGS ARE TO BE LOWERED AS REQUIRED IN THE AREAS OF PITS/SHAFTS

@ FOUNDATION LEVEL SUCH THAT THE U/S OF THE PIT /SHAFT IS AT THE TOP

OF THE FOOTING. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF

ELEVATIONS/STEPS IN FOOTINGS. CONTRACTOR IS REQUIRED TO PREPARE

FOOTING ELEVATION DRAWINGS PRIOR TO EXCAVATION.

8. 15M SIDE BARS @ 200mm (8") o.c. REQUIRED FOR FOOTINGS 600mm (24") DEEP

AND GREATER.

9. HOOK FOOTING BARS 90° WHERE EDGE OF FOOTING IS LESS THAN 600mm(24")

PAST EDGE OF SUPPORTED PIER/WALL.

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

FOOTING SCHEDULE

NOTESMARK

F1 TYPICAL CORNER FOOTINGS

25M @ 200 B.E.W.

fc' = 35 MPa, N

4500x4500x1000

SIZE (LxWxT)CC2

NOTES:

1. PROVIDE CAISSON/FOOTING DOWELS TO MATCH VERTICAL REINFORCING.

2. REFER TO PLANS FOR ADDITIONAL DETAILS/NOTES.

3. PROVIDE ADD'L TIE GROUPS AS NOTED IN DETAIL A U/N.

4. BEND VERTICAL BARS INTO SLAB WHERE COLUMNS TERMINATE.

5. FOOTING AND BOTTOM OF COLUMN ELEVATIONS TO BE ESTABLISHED FROM PLANS AND GEOTECHNICAL

REPORT. COLUMNS ARE TO BE TERMINATED SUCH THAT THEY ARE FOUNDED ON UNDISTURBED NATIVE

MATERIAL (WITH APPROPRIATE FROST COVER) OR PILE/CAISSON CAPS APPROVED BY GEOTECHNICAL

ENGINEER ON SITE. REFER ALSO TO GEOTECHNICAL REPORT.

fc'=

35 M

Pa

, N

U/N

ROOF

EL. 16.2m

4TH

EL. 12.2m

3RD

EL. 8.2m

2ND

EL. 4.2m

GROUND

EL. 0.0

600mmØ

14-30M VERT. +DWLS

1-10M TIE @ 300o.c.

600mmØ

14-25M VERT. +DWLS

1-10M TIE @ 300o.c.

CC3CC1 CC4

600mmØ

14-30M VERT. +DWLS

1-10M TIE @ 300o.c.

600mmØ

14-30M VERT.

1-10M TIE @ 300o.c.

600mmØ

14-25M VERT.

1-10M TIE @ 300o.c.

600mmØ

14-25M VERT.

1-10M TIE @ 300o.c.

350x1175

12-30M VERT. +DWLS

3-10M TIES @ 300o.c.

350x1175

12-30M VERT.

3-10M TIES @ 300o.c.

SIZEMARK

SC1 HSS 152x152x8.0

STEEL COLUMN SCHEDULE: TOWER

NOTES

600mmØ

14-30M VERT.

1-10M TIE @ 300o.c.

600mmØ

14-25M VERT.

1-10M TIE @ 300o.c.

600mmØ

14-25M VERT.

1-10M TIE @ 300o.c.

fc'=

30 M

Pa

, N

U/N

PLACE ADD'L TIE GROUPS AT 12

SPACING AT TOP & BOTTOM OF EACH

LIFT OVER A HEIGHT OF B

B > LARGEST COLUMN DIMENSION

> 450mm(18")

> 1/6 HEIGHT OF STOREY

(MIN. 5 ADD'L GROUPS)

PROVIDE DOWELS

INTO FOOTINGS TO

MATCH VERTICALS

FOOTING (SEE PLANS)

CLASS `B'

TENSION LAPS

(MIN. 600 (24"))

(LAPS TO BE 1.5 ld)

TIES TO BE CONTINUOUS

THROUGH SLAB/DROPS

(AT HALF SPACING)

10

0(4

")

800(32")

20M DWLS TO

MATCH VERTICAL

BAR NUMBER

ROOF

CLASS `B' TENSION LAPS

(MIN. 600 (24"))

(LAPS TO BE 1.5 ld)

RE

FE

R T

O P

LA

NS

/

GE

OT

EC

HN

ICA

L R

EP

OR

T

FO

R E

LE

VA

TIO

NS

600(24") 600(24")

600(24") 600(24")

WHERE CONCRETE COLUMN

STRENGTH EXCEEDS SLAB STRENGTH

BY GREATER THAN 10 MPa, PUDDLE

CONCRETE IN SLAB/DROP/FLARE

AROUND COLUMNS AS SHOWN.

CONCRETE TO MATCH STRENGTH OF

COLUMN IN PUDDLE.

SPACING OF TIES TO BE:

<8xDIAM. OF LONG BARS

<24xDIAM. OF TIE

<1/2 LEAST COL. DIM.

<300mm(12")

DETAIL: POUR BREAK @ COLUMNS/WALLS

SCALE: N.T.S.

DETAIL: TYPICAL COLUMN REQUIREMENTS U/N

SCALE: N.T.S.

A

S005

B

S005

COLUMN/SHEAR WALLS

CONCRETE STRENGTH

AS PER SCHEDULES

FOUNDATION WALLS:

CONCRETE AS PER

SPECIFICATIONS

CONSTRUCTION JOINT

-JOINT LOCATIONS TO BE

SUBMITTED TO ENGINEER IN

WRITING PRIOR TO

CONSTRUCTION

DETAIL IS TO BE PERFORMED IN

ALL LOCATIONS WHERE

SHEARWALL/COLUMN CONCRETE

STRENGTHS EXCEED

FOUNDATION WALL STRENGTH

CONCRETE COLUMN SCHEDULE

300(12") (MIN.)

- INCREASE AS

REQUIRED TO SUIT

BEARING LEVELS

1. REFER TO PLANS FOR ELEVATIONS AND ORIENTATIONS.

2. ALL HSS COLUMNS TO BE CLASS 'C'.

NOTES:

PENTHOUSE INTERIOR COLUMN

SC2 HSS 203x203x9.5 MECH. SCREEN VERTICAL COLUMNS

(HOT DIP GALV.)

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

F2 TYPICAL EXTERIOR FOOTINGS

30M @ 250 B.E.W.

fc' = 35 MPa, N

5000x5000x1100

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

F3 TYPICAL EXTERIOR STRIP FOOTINGS

4-15M BOT. LONG.

fc' = 25 MPa, N

800x300

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

F4 FIN WALL STRIP FOOTING

15M @ 200 BLL TRANS.

15M @ 200 BUL LONG.

fc' = 25 MPa, N

1500x350

TYP. FLOOR

350x1175

12-30M VERT.

3-10M TIES @ 300o.c.

350x117512-30M VERT.

3-10M TIES @ 300o.c.

F5 ELEVATOR CORE FOOTING/TIE

(SEE PLANS FOR REBAR)1500 DP FTG

F6 STAIR CORE FOOTING/TIE

(SEE PLANS FOR REBAR)1500 DP FTG

FOOTING

EL. VARIES

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






GENERAL NOTES AND

DETAILS

N.T.S.S005

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






GENERAL NOTES AND

DETAILS: SCHEDULES

N.T.S.S005

4 3 2 11500 9000 6000 9000 1500

650 650 650 650

10-30M TOP (2 LAYERS) 10-30M TOP (2 LAYERS)10-30M TOP (2 LAYERS)

10-25M BOT. (2 LAYERS) 10-25M BOT. (2 LAYERS)10-30M BOT. (2 LAYERS)

2-10M STIRRUPS

@ 250 o.c. (MAX.) U/N

3 26000

650 650

10-30M TOP (2 LAYERS)

10-25M BOT. (2 LAYERS)

ELEVATION: CB3B: 700x600

(GRID D)SCALE: N.T.S.

ELEVATION: CB4A: 700x600

(GRID D)SCALE: N.T.S.

4 3 2 1

500

9000 6000 9000

500

650 600 600 650


CLASS'B' TENSION

LAP

CLASS'B' TENSION

LAP


10-30M BOT. (2 LAYERS) 10-30M BOT. (2 LAYERS)

2-10M STIRRUPS@ 250 o.c. (MAX.)


(GRID C)SCALE: N.T.S.

4 3 2 11500 9000 6000 9000 1500

650 600 600 650


CLASS'B' TENSION

LAP

CLASS 'B' TENSION

LAP





(GRID C)SCALE: N.T.S.

C C C C C C C C

D D D D D D

ELEVATION: CB2B: 700x600

(GRID D)SCALE 1:100

4 3 2 1

D D D D

15M @ 200 H.E.F.(TYP)

15M @ 200 H.E.F.

(TYP)

CLASS `B'

TENSION LAP

CLASS `B'

TENSION LAP (TYP.)

15M @ 200 H.E.F.(TYP)

CONCRETE BEAM SCHEDULE (W x H)

LEVEL 2 LEVEL 3 LEVEL 4 LEVEL 5

70

0

70

07

00

2-10M STIRRUPS @150 o.c. (MAX.)

500

70

0

500

2-10M STIRRUPS @

200 o.c. (MAX.)

1000 1000 1000 1000


15M @ 200 H.E.F.(TYP)

2-10M STIRRUPS

@ 250 o.c. (MAX.)

15M @ 200 H.E.F.(TYP)

500

9000 6000 9000

500

650 600 600 650


CLASS'B' TENSION

LAP

CLASS'B' TENSION

LAP



15M @ 200 H.E.F.

(TYP)

70

0

CLASS `B'

TENSION LAP (TYP.)

CLASS'B' TENSION

LAP

CLASS'B' TENSION

LAP

2-10M STIRRUPS

@ 250 o.c. (MAX.) U/N

2-10M STIRRUPS

@ 150 o.c. (MAX.)


10-30M BOT. (2 LAYERS)

OF BEAM

OF COLUMN

STIRRUPS:

- PROVIDE 1 VERTICAL LEG AT

EACH HORIZONTAL BAR (TYP)

- ALL STIRRUPS TO BE CLOSED

LOOPS

OF COLUMN

≥0.33L1

U/N

600 (24")

TENSION LAP

L1

≥0.33L1(U/N)

≥0.33L2(U/N)

WHERE BEAMS CANTILEVER

PAST SUPPORT, HOOK BOT

BARS 90° AT ENDS

NOT MORE THAN 50% OF BARS TO

BE TERMINATED SHORT OF

MIDPOINT

UNLESS NOTED LAP ALL TOP BARS

FROM ADJACENT SUPPORTS @ OF

BEAM SUPPORT

L2

≥ 10db

≥ 150(6")

≥ 10db

≥ 150(6")

50mm(2")

CLEAR

50mm(2")

CLEAR

50mm(2")

CLEAR

≥ 0.33L1(U/N)

≥ 0.33L2(U/N)

S S

S/2(≥50(2")

S006

A

SCALE: N.T.S.

SECTION: TYPICAL BEAM REINFORCEMENT (U/N IN SCHEDULE)

A

4-10M STIRRUPS

@ 150 o.c. (MAX.)

PROVIDE STIRRUPS @ 12

SPACING FOR 600mm AT POST

S006

B

SCALE: N.T.S.

DETAIL: ROOF SLAB BAND: RSB1: 3000 x 550 (MIN)

4-10M CLOSED

STIRRUPS @ 150 o.c.

14-30M BOT. (1st LAYER)

14-30M BOT. (2nd LAYER)

14-30M TOP (1st LAYER)

c/w: HOOK AT ENDS

(FULL LENGTH OF BEAM)

TOP OF STIRRUP TO

BE AT U/S OF TLL

550mm (MEASURED

FROM SLAB LOW POINT)

1-15M ADD'L CONT.

GL

4-10M STIRRUPS

@ 150 o.c. (MAX.)

S006

C

SCALE: N.T.S.

DETAIL: ROOF SLAB BAND: RSB2: 3000 x 490 (MIN)

4-10M CLOSED

STIRRUPS @ 150 o.c.




c/w: HOOK AT ENDS


TOP OF STIRRUP TO

BE AT U/S OF TLL

490mm (MEASURED


1-15M ADD'L CONT.

GL GL

4-10M STIRRUPS

@ 200 o.c. (MAX.)

S006

D

SCALE: N.T.S.

DETAIL: 4TH FLOOR SLAB BAND: 4SB1: 3000 x 490

4-10M CLOSED

STIRRUPS @ 200 o.c.




c/w: HOOK AT ENDS


TOP OF STIRRUP TO

BE AT U/S OF TLL

490mm (MEASURED


1-15M ADD'L CONT.

GL

GL

4-10M STIRRUPS

@ 150 o.c. (MAX.)

S006

E

SCALE: N.T.S.

DETAIL: 2ND FLOOR SLAB BAND: 2SB1: 1800 x 550

4-10M CLOSED

STIRRUPS @ 150 o.c.




c/w: HOOK AT ENDS


TOP OF STIRRUP TO

BE AT U/S OF TLL

490mm (MEASURED


1-15M ADD'L CONT.

GL

2SB2

10

GL

5-10M STIRRUPS

@ 150 o.c. (MAX.)

S006

F

SCALE: N.T.S.

DETAIL: 2TH FLOOR SLAB BAND: 2SB2: 3000 x 550

5-10M CLOSED

STIRRUPS @ 150 o.c.

16-25M BOT.


c/w: HOOK AT ENDS


TOP OF STIRRUP TO

BE AT U/S OF TLL

490mm (MEASURED


1-15M ADD'L CONT.

GL

2SB1

BOT. BARS OF 2SB2 TO GO

BELOW BOT. BARS OF 2SB1

TOP BARS OF 2SB2 TO GO

ABOVE TOP BARS OF 2SB1

10

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






N.T.S.S006

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






CONCRETE BEAM

SCHEDULE AND DETAILS

10 10

BBBBB

AAAAA B A A B B

BB

AA

B

AAAAA BA A

B B

BBBB

B

200

BBBBB

A BAAAAABAB

BB

BB

BB AA

BB

ABB AAAAABA

BBBBB

BB

200

BBBCBB

A BAAACAABAB

BB

BB

BB AA

BB

ABB AAACAABA

BBBCBB

BBBCBB

A BAAACAABAB

BA

BB

BB A

BA

ABB AAACAABA

BBBCBB

BB

CAMBER SIZES

A= 20mm

B= 16mm

C= 30mm

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






N.T.S.S007

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






CAMBER DIAGRAMS

CAMBER DIAGRAM: SECOND FLOOR

CAMBER DIAGRAM: THIRD FLOOR

CAMBER DIAGRAM: FOURTH FLOOR

CAMBER DIAGRAM: ROOF

6950

H

J

FOUNDATION/GROUND FLOOR PLAN

SCALE: 1:100

CC2

CC2

CC1

CC1

CC2

CC2

CC1

CC1

UP

F1

150mm CONC. SLAB ON GRADE

c/w: 152x152 MW18.7x18.7

T.O.C. EL. 0000 (DATUM)

200

200

20

0

20

0

CW1CW2

CW3

PRE-ENG. STEEL STAIR

(REFER TO ARCH.)

UP

UP

CONCRETE STAIR

(REFER TO DETAILS)

CONCRETE STAIR

(REFER TO DETAILS)

RETAINING WALLS

• REFER TO ARCH/CIVIL/LANDSCAPE

FOR EXTENTS

S200

1

S200

1

S200

2

S200

2

S200

2

PROVIDE MIN. 1800

FROST COVER TO

EXTERIOR FOOTINGS

PROVIDE MIN. 1800 FROST

COVER TO EXTERIOR

FOOTINGS

35

0

35

0

35

0

400

400 400

STEP FTG

DOWN

ST

EP

FT

GD

OW

N


COVER TO EXTERIOR

FOOTINGS

STEP FTG

DOWN

ST

EP

FT

G

DO

WN

STEP FTG

DOWN

ST

EP

FT

GD

OW

N

40mm DEEP SAWCUTS

c/w: LOADFLEX JOINT FILLER

ST

EP

FT

G

DO

WN

35

03

50

400

400

STEP FTG

DOWN

T.O.C. EL. 0000 (DATUM)

CC2

CC2

CC1

CC1

CC3

SCT5

CC1

F2 F1

F2

CC2

F2

F1 F2

CC1

F1

CC1

F1

CC1

CC1

CC2

F2

CC2

F2

F1

F3

F2

CC2

F2

F1F1

CC1

F2F2

FW

1

B1

B1

FW

1

B1

B1

FW2

FW2 FW2

FW2

B1B1

FW

1

FW

1

B1 B1

B1

B1

B1

B1

B1

FW

1F

W1

B1

B1

FW

2

B1

FW

1 FW

1

B1

B1B1

B1

RECESSED FLOOR GRATES

• SEE TYPICAL DETAILS

• REFER TO ARCH FOR EXTENTS

FW2: 300mm THICK

• 20M @ 200 V.I.F. + DWLS

• 15M @ 400 V.O.F. + DWLS

• 15M @ 400 H.E.F.

• ALL BARS TENSION LAP (CLASS 'B')

• HOOK HOR. AT WALL ENDS.CORNERS

FW1: 350mm THICK

• 20M @ 250 V.I.F. + DWLS

• 15M @ 250 V.O.F. + DWLS

• 20M @ 250 H.E.F.

• ALL BARS TENSION LAP (CLASS 'B')

• HOOK HOR. AT WALL ENDS.CORNERS

B1: REINFORCING BUNDLE:

• 6-30M @ 150 VERT. + DWLS

• 1-10M TIE @ 150 o.c.

PROVIDE SLAB THICKENING/FOOTING

AT BASE OF STAIRS TO SUIT

SUPPLIERS REQUIREMENTS

(ASSUME 600 W x 250 THICKENING

c/w: 4-15M BOT. LONG. FOR PRICING)

CC4

B1

COLUMN FOOTING

(SEE SCHEDULE FOR

REINFORCING TYP.)

S200

5

SIM.

S200

5

COLUMN FOOTING

(SEE SCHEDULE FOR

REINFORCING TYP.)

1500 DEEP

FOOTING U/N

1500 DEEP

FOOTING U/N

F3

S200

5

SIM.

S200

5

SIM.

FW

3

F3

F3

FW

3F

3

F3F3

F4F3

FW3

F4S200

2

F4

F4

S200

2

S200

2

F4

FW3

FW3

F4F3

F4

EX

TE

NS

ION

:

75

0 (

TY

P.)

F4

F4

S200

2

F4

S200

2

REFER TO ARCH. PLANS FOR MULLION

SUPPORT ANGLE LOCATIONS/EXTENTS

(TYP. ALL AREAS)

BTF

SCT5

SCT5

SCT5

PT3

BTF

PT3

BTF

PT3

BTFP

T3

FT6FT6

FT6

FT6


COVER TO LINK FOOTINGS /

FOOTINGS OF TOWER THAT

ARE IN PROXIMITY

F7

S200

1

INCREASE THICKNESS OF FT6

TO MATCH TOWER FOOTINGS

WHERE THEY COMBINE

FW3 (REFER TO SECTIONS)

BACKFILL BERMS WITH LIGHT

WEIGHT FILL/ENGINEERED

SOIL STABILIZATION AS PER

GEOTECHNICAL REPORT

(TYPICAL ALL LOCATIONS)

FOOTING STEP

(SEE SECTION)TOP OF F5 TO MATCH U/S OF

PIT/SUMP LOW POINT

(LOWER IF REQUIRED TO SUIT

GEOTECHNICAL REQUIREMENTS)

F5F6

TOP OF FOOTING TO BE -300

FROM U/S OF SLAB (MIN.)

- INCREASE CLEARANCE TO SUIT

MECH/ELECT. UNDER SLAB

REQUIREMENTS

- INCREASE DEPTH TO SUIT

GEOTECHNICAL REQUIREMENTS

S200

1

FOOTINGS AT CORE WALL "TIES" TO BE

-1500 FROM FINISHED T.O.C. SLAB TO

U/S OF FOOTING (INCREASE DEPTH TO

SUIT BEARING REQUIREMENTS)

13

25

13

25

1500 1500 1500 1500 1500 1500

1500 1500

13

25

13

25

RECESSED FLOOR GRATES

• SEE TYPICAL DETAILS

• REFER TO ARCH FOR EXTENTS

PROVIDE SLOPES TO DRAINS

AS PER ARCH/TYP. DETAILS

- COORDINATE SAWCUT

PATTERN IN THIS AREA WITH

ARCH.

PROVIDE SLOPES TO DRAINS AS

PER ARCH/TYP. DETAILS

- COORDINATE SAWCUT PATTERN

IN THIS AREA WITH ARCH.

SUMP PIT WALLS

(SEE TYP. DETAILS)

200

GENERAL NOTES:

1. ALL BEARING ELEVATIONS ARE TO BE CONFIRMED/COORDINATED WITH

GEOTECHNICAL REPORT/DATA. WHERE GEOTECHNICAL REPORT INDICATES

BEARING ELEVATIONS THAT ARE LOWER THAN THOSE PROVIDED,

GEOTECHNICAL REPORT VALUES GOVERN. CONTRACTOR IS RESPONSIBLE

FOR COORDINATION BETWEEN BOTH SETS OF DATA PROVIDED.

2. LOWER FTGS IN AREAS ADJACENT TO UNDERGROUND SERVICES/PITS AS

REQUIRED TO MAINTAIN MINIMUM 2H/1V ELEVATION OFFSET FOR BEARING

SURFACES (REFER TO S000) (TYP. ALL LOCATIONS).

3. ENGINEERED FILL/COMPACTED GRANULAR:

REFER TO GEOTECHNICAL REPORT FOR ALL REQUIREMENTS.

FOUNDATION / GROUND

FLOOR PLAN

1:100S100

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






RE

FE

R T

O D

RA

WIN

G S

T1

00

FO

R T

ES

T F

AC

ILIT

Y

6950

H

J

30

M @

12

5 T

UL

40

00

25

M @

25

0 T

AD

D'L

30

M @

12

5 T

UL

T.L

.

30

M @

12

5 T

UL

30

M @

12

5 T

UL

15

00

15

00

30

M 6

00

0 @

125 T

UL

(2n

d L

AY

ER

AD

D'L

)

30

M 6

00

0 @

125 T

UL

(2n

d L

AY

ER

AD

D'L

)T

.L.30

M @

12

5 T

UL

25

M @

25

0 T

AD

D'L

30

M 5

00

0 @

125 B

LL

(2n

d &

3rd

LA

YE

RS

AD

D'L

)

(CE

NT

RE

D O

N G

RID

)

T.L

.3

0M

@ 1

25 B

LL

25

00

3-1

5M

ST

IRR

UP

S

@ 2

00

o.c

.

3-1

5M

ST

IRR

UP

S

@ 3

00

o.c

.

25

00

3-1

5M

ST

IRR

UP

S

@ 2

00

o.c

.

3-1

5M

ST

IRR

UP

S

@ 3

00

o.c

.

15

00

15

00

SLO

PE

FO

OT

ING

UP

30

M @

160 B

LL

30M @ 225 BUL

T.L.

2500

30M @ 225 BUL

15

00

15

00

30M 5500 @ 225 BUL

(2nd & 3rd LAYERS ADD'L)

25

M @

20

0 T

UL

30M @ 225 TLL

2500

30M 5500 @ 225 TLL

(1 LAYER ADD'L)

30

M @

125 B

LL

30M 5500 @ 225 BUL


30

M @

125 B

LL

30

M @

125 B

LL

30

M 6

00

0 @

125 B

LL

(2n

d L

AY

ER

AD

D'L

)3

0M

60

00

@ 1

25 B

LL

(2n

d L

AY

ER

AD

D'L

)

25

M @

25

0 T

AD

D'L

30

M @

12

5 T

UL

T.L

.

12

00

30

M @

12

5 T

UL

30

M @

12

5 T

UL

15

00

15

00

30

M 6

00

0 @

125 T

UL

(2n

d L

AY

ER

AD

D'L

)

30

M 6

00

0 @

125 T

UL

(2n

d L

AY

ER

AD

D'L

)T

.L.

25

M @

25

0 T

AD

D'L

40

00

3-1

5M

ST

IRR

UP

S

@ 3

00

o.c

.

30

M 6

00

0 @

12

5 B

LL

(2nd L

AY

ER

AD

D'L

)3

0M

60

00

@ 1

25

BL

L (

2nd L

AY

ER

AD

D'L

)

30M 5000 @ 225 BUL


30M 5000 @ 225 TLL

(1 LAYER ADD'L)

30M 5000 @ 225 BUL


3-1

5M

ST

IRR

UP

S

@ 3

00

o.c

.

3-1

5M

ST

IRR

UP

S

@ 3

00

o.c

.

3-1

5M

ST

IRR

UP

S

@ 3

00

o.c

.

30M @ 225 TLL

30

M @

12

5 T

UL

35

M @

125 B

LL

25

M @

25

0 T

AD

D'L

30

M @

12

5 T

UL

T.L

.

15

00

30

M 5

00

0 @

150 T

UL

(2n

d L

AY

ER

AD

D'L

)

30

M 5

00

0 @

150 T

UL

(2n

d L

AY

ER

AD

D'L

)T

.L.

30

M @

12

5 T

UL

25

M @

25

0 T

AD

D'L

15

00

T.L

.

25

M @

25

0 T

AD

D'L

30

M @

12

5 T

UL

T.L

.3

0M

50

00

@ 1

50 T

UL

(2n

d &

3rd

LA

YE

R A

DD

'L)

30

M 5

00

0 @

150 T

UL

(2n

d L

AY

ER

AD

D'L

)T

.L.

30

M @

12

5 T

UL

25

M @

25

0 T

AD

D'L

T.L

.

30M @ 225 BUL

30

M @

125 B

LL

30

M 6

00

0 @

12

5 B

LL

(2nd L

AY

ER

AD

D'L

)3

0M

60

00

@ 1

25

BL

L (

2nd L

AY

ER

AD

D'L

)

40

00

40

00

15

00

15

00

15

00

15

00

3-1

5M

ST

IRR

UP

S

@ 3

00

o.c

.

3-1

5M

ST

IRR

UP

S

@ 3

00

o.c

.

SLO

PE

FO

OT

ING

UP

T.L

.

SLO

PE

FO

OT

ING

UP

30

M 5

00

0 @

125 B

LL

(2n

d &

3rd

LA

YE

RS

AD

D'L

)

(CE

NT

RE

D O

N G

RID

)

T.L

.

T.L

. T.L

.

T.L

.

SLO

PE

FO

OT

ING

UP

T.L

.

T.L

.

T.L

.T.L

.

30M 5500 @ 225 TLL

(1 LAYER ADD'L)

30M 5000 @ 225 TLL

(1 LAYER ADD'L)

600

400

2600

200

TUL (1st LAYER)

TUL (2nd LAYER)

TUL (3rd LAYER)

TLL (1st LAYER)

TLL (2nd LAYER)

TLL (3rd LAYER)

BLL (3rd LAYER)

BLL (2nd LAYER)

BLL (1st LAYER)

BUL (3rd LAYER)

BUL (2nd LAYER)

BUL (1st LAYER)

MIN

. 50

mm

CLE

AR

SP

AC

E (

TY

P)

BLL & TUL

BUL & TLL

TYPICAL REINFORCING LAYOUT

SHEAR WALL / CORE WALL

1:100S100R1

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






RE

FE

R T

O D

RA

WIN

G S

T1

00

FO

R T

ES

T F

AC

ILIT

Y

SECOND FLOOR PLAN

SCALE: 1:100

15

00

1500

15

00

15

00

15

00

CB

2A

W410x46

W410x46

W

1

L 152x102x7.9 (LLH) ATPERIMETER

PROVIDE 25mm EXP. JOINT

(MIN.) BETWEEN EDGE OF

FLOOR SLABS/BRIDGE

PERIMETER ANGLE (TYP.)


(REFER TO ARCH.)

CW2CW3

CW1

CONCRETE STAIR

(REFER TO DETAILS)

UPDN

UPDN

CONCRETE STAIR

(REFER TO DETAILS)

SLEEVING FOR PLUMBING/ELECT.

• REFER TO TYP. DETAILS FOR MIN.

SPACING/REINFORCING

• REFER TO MECH/ELECT. FOR

QUANTITY/SIZE

• TYPICAL ALL LOCATIONS

MOBILE STORAGE

AREA (L.L.= )

6950

H

J

S200

4

S200

2

S200

2

S200

3

35

0

35

0

35

0

400

400 400

35

03

50

400 400

8.6

kP

a

2.4

kP

a6

.8 k

Pa

8.6

kP

a

2.4

kP

a5

.6 k

Pa

70

0

600

70

0

600

DENOTES AREA WITH MAX.

300mm SOIL/STONE

550 CONC. SLAB

550 CONC. SLAB

CB

2B

W5

30x123

W530x123

W530x123

700 DP OWSJ @ 1000 o.c. (MAX.)

C20

0x17

AT

ED

GE

350 WIDE x 240 DEEP DROP BAND

c/w: - 2-15M T&B ADD'L LONG (CONTINUOUS)

- EXTEND 900mm PAST WALL AT EACH END

- 10M STIRRUPS @ 300 o.c.

CC2

CC2

CC1

CC1

CC2

CC2

CC1

CC1

CC2

CC2

CC1

CC1

CC1

CC2

CC1

CC1

CC1

CC1

CC2

CC2

CC2

CC1

50

0

50

05

00

50

0

30

0

30

0

U/S OF DROP PANELS IN

STORAGE AREA MATCHES U/S

IN REMAINING PART OF FLOORS

350

PUDDLE CONCRETE AT

CORE WALLS (SEE NOTE 5)

100mm INSULATION

BREAK (SEE ARCH.)

CC4

TOP OF RETAINING WALL

TO TIE INTO SLAB ABOVE

550 CONC. SLAB

1500

FW

1F

W1

FW2

FW2 FW2

FW2

FW

1

FW

1

FW

1F

W1

FW

2

FW

1 FW

1

S200

2

S200

3

200x750 HIGH CONC. CURB

• fc" = 25 MPa, N

• REINFORCING: SEE SECTIONS

S200

2

S200

2

S200

2

75

0

700

75

0



(TYP. ALL AREAS)

700

Cu=Tu=120 kN

SCT5

SCT5

SCT5

SCT5

W530x123

Cu=Tu=120 kN

SKEW BEAM AS REQ

TO FRAME ONTO

BEARING PLATE

FRAME INTO SIDE

OF GIRDER

500 DP OWSJ @ 1000 o.c. (MAX.)

Cu=Tu=120 kN

W530x123

Cu=Tu=120 kN

W530x123

Cu

=T

u=

150 k

NW5

30x123

Cu

=T

u=

150 k

N

C150x12 STUB EX

@ 1000 o.c. (MAX.

DENOTES FULL MOMENT/SHEAR

CONNECTION OF BEAM TO COLUMN

CANTILEVER JOIST SHOES

TO SUIT DECK EDGE

PROVIDE L 76x76x

2000 o.c. (MAX.) O

- CONNECT TO JO

- Cu=Tu=15 KN

- TYP. ALL BEAMS

FORCES NOTED

WALL CONTINUOUS

BELOW

WALL CONTINUOUS

BELOW

550 CONC. SLAB

100mm INSULATION GAP

(SLAB ONLY)

S201

9

700x750 DROP BAND

DROP PANEL SET BACK

@ 2nd FLOOR ONLY

700x750 DROP BAND

S201

9

8.3 KPa

9800A

2B

A2B

PARTITION SUPPORT GIRT (TYP. EACH FLOOR):

HSS 254x152x8.0 (LLV)

c/w: A 2B E.E.

- CONTRACTOR TO PROVIDE WEIGHTS OF ALL

PIPES/DUCTS/MECH. ELEMENTS TO BE

SUPPORTED ON BEAM (INCLUDING SUPPORT

DETAILS) PRIOR TO SHOP DRAWING SUBMITTAL

FOR GIRT (TYP. ALL FLOORS)

ELEVATOR SUPPORT/DIVIDER

BEAMS BY DIVISION 05 (INCLUDING

DESIGN/CERTIFICATION)

2SB1

2S

B2

A 2B: 300x300x16

c/w: 4-20mmØ ANCHORS

- PROVIDE 1-15M x900 LONG

ADD'L AT BEND IN ANCHOR/

BACK SIDE OF PLATE

300

50

100

100

100


AS PER ARCH. LAYOUTS

(SEE TYP. DETAILS)

FOLDING PARTITION SCREEN SUPPORT

BEAM/BRACING

- CONTRACTOR TO SUBMIT SCREEN DATA

SHEETS FOR REVIEW PRIOR TO STEEL

FABRICATION/SHOP DRAWING SUBMITTAL

- SEE TYPICAL DETAILS FOR STEEL SUPPORT

C100x9 @ 1100 o.c.

(MAX.)

W

1 W

1

W

1

S201

10

S201

11

200

CB

2A

10

OUTLINE OF

2SB1/2SB2 IN SLAB

MAIN SLAB THICKNESS

AT 550mm TO EDGE

10

BLL

TUL

CONCRETE SLAB/REBAR NOTES:

1. COVER: BOT. = 25mm CLEAR TO BLL

TOP = 25mm CLEAR TO TUL

2. REINFORCING STEEL LAYOUT:

REINFORCING TO BE SIMILAR TO 3rd FLOOR U/N.

3. MINIMUM REINFORCING:

BOT: CS: 20M @ 250 (+ HOOK AT CANTILEVER ENDS)

MS: 15M @ 300 (+ HOOK AT CANTILEVER ENDS)

TOP(INT.): CS: 20M @ 250

TOP(EXT.): CS: 20M 3300/6600 @ 250 (+ HOOK AT DISCONTINUOUS

ENDS) (EXTEND 3300 INTO CONTINUOUS SIDE)

MS: 15M 130 @ 300 (+ HOOK AT DISCONTINUOUS EDGE)

(6600 LONG @ EXTERIOR EDGES EXTEND 3300 INTO

CONTINUOUS SIDE)

4. INTEGRITY STEEL @ COLUMNS:

(OVER WIDTH OF COLUMN CAP)

PROVIDE ADD'L BOTTOM STEEL AT ALL COLUMNS U/N.

INTERIOR COLUMN: 3-25M B.E.W.

EXTERIOR COLUMN: 3-25M B + HOOK.

EXTERIOR CORNER: 4-20M B +HOOK

5. FLAT SLAB GEOMETRY U/N:

BUL

TLL

7. TYPICAL DETAIL: OPENINGS (U/N)

TERMINATE

AFFECTED STEEL @

FACE OF OPENING

PROVIDE EQUIVALENT AREA OF

STEEL (BASED ON TERMINATED

BARS) E.S. OF OPENING @ 12

SPACING (MIN. 2-15MB)

TERMINATE AFFECTED STEEL @

FACE OF OPENING

(c/w: HOOK)

BARS ARE TO EXTEND FULL

LENGTH NOTED ON DRAWINGS

(MIN. 1200mm (4'-0") FROM FACE

OF OPENING)

PROVIDE 3-20M @ 150(6")

ADD'L E.S. OF OPENING

(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL

CONTRACTOR IS REQUIRED TO SUBMIT SLEEVING AND CONDUIT DRAWINGS (IN-SLAB)

TO ENGINEER FOR REVIEW A MINIMUM OF 20 WORKING DAYS

PRIOR TO CONC. PLACEMENT. DRAWINGS ARE TO DETAIL AND DIMENSION ALL

ELEMENTS PASSING THROUGH/IN SLAB. ANY SLEEVING/OPENINGS/ IN

SLAB ELEMENTS NOT INDICATED ON REVIEWED DRAWINGS MAY BE REMOVED BY

ENGINEER ON SITE AT CONTRACTOR'S OWN EXPENSE. NO CONCRETE

IS TO BE PLACED PRIOR TO RECEIVING WRITTEN APPROVAL OF ENGINEER. SEE ALSO

S000 SERIES OF DRAWINGS FOR DETAILS. DURING SHOP DRAWING REVIEW ENGINEER

MAY REMOVE ANY/ALL CONDUIT FROM SLAB NOT DEEMED SATISFYING TYPICAL

REQUIREMENTS AT NO ADDITIONAL COST TO THE PROJECT.

8. SLEEVING/CONDUIT

9. EXTERIOR EDGE CONDITIONS:

UNLESS OTHERWISE NOTED ON PLANS, PROVIDE COLUMN STRIP TOP/BOT BARS AT

EXTERIOR EDGES, WITH REDUCTION IN BAR SPACING OF 50mm (2``). BAR SIZE TO

REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:

IN PORTIONS OF SLAB CONTAINING SLAB BANDS LOWER LONGITUDINAL BOTTOM

STEEL TO BOTTOM OF SLAB BAND. PROVIDE TYPICAL BOTTOM STEEL COVER

REQUIREMENTS U/N.

11. CLADDING SUPPORTS:

ALL CLADDING ELEMENTS (CURTAIN WALL/MASONRY/METAL PANELS) TO BE

SUPPORTED VERTICALLY/LATERALLY AT EACH FLOOR LEVEL. DESIGNS FOR THESE

ELEMENTS THAT ARE SHOWN SUPPORTING MULTI FLOORS AT A SINGLE LEVEL WILL

BE REJECTED AND REDESIGNED/CONSTRUCTED AT CONTRACTOR'S OWN COST.

12. REFER TO S000 SERIES DRAWINGS FOR CAMBERING OF SLAB.

13. ADD'L 3-20M T & B @ FACE OF SLAB OPENINGS TO BE PROVIDED.

2nd FLOOR: BRIDGE:

DEAD: 100 CONC./DECK: 2.00 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

STEEL: 0.25 kPa

2.85 kPa

LIVE: ASSEMBLY: 4.80 kPa

2nd FLOOR: MOBILE STORAGE:

DEAD: 300 CONC.: 7.20 kPa

190 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

PARTITION: 0.00 kPa (INCLUDED IN STORAGE LOAD)

9.45 kPa

LIVE: MOBILE STORAGE: kPa

2nd FLOOR: OFFICE:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

9.35 kPa

LIVE: OFFICE: 3.80 kPa

EXITS: 4.80 kPa


SLAB: 250 THICK

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N

CONCRETE: 30 MPa U/N

T.O.C. EL.: 4200

WHERE fc' WALL OR COLUMN > 10 MPa + fc' SLAB: PROVIDE PUDDLE OF

CONCRETE AT COLUMNS/SHEARWALLS THAT MATCHES STRENGTH OF VERTICAL

ELEMENT. EXTEND PUDDLE TO MIN. OF 600mm ALL AROUND VERTICAL ELEMENT.

2nd FLOOR: LANDSCAPE:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

ROOFING: 0.60 kPa

300 SOIL: 6.00 kPa

14.85 kPa

LIVE: ROOF: 1.0 kPa

SNOW: 2.4 kPa (+ DRIFT)

550 CONC.: 13.20 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

ROOFING: 0.60 kPa

100 SOIL: 2.00 kPa

16.30 kPa

6. DESIGN LOADS

SECOND FLOOR PLAN

1:100S101

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH











RE

FE

R T

O D

RA

WIN

G S

T1

01

FO

R T

ES

T F

AC

ILIT

Y

SECOND FLOOR PLAN

SCALE: 1:100

M2

2250

MA

22

50

15

00

225022502250

22

50

15

00

22

50

C1 U

/N

22

50

M1 U

/N

2250 2250

CA

2250 2250 2250 2250

6950

H

J

35

0

35

0

35

0

400

400 400

35

03

50

400 400

30M @ 180 B

20M @ 250 T

2-20M T&B ADD'L

@ 180 AT EDGE

REBAR AS PER TYPICAL

LAYOUTS IS ADD'L TO

20M @ 250 T


LAYOUTS IS ADD'L TO

20M @ 250 T

30M @ 180 B

20M @ 250 T


LAYOUTS IS ADD'L TO

20M @ 250 T


LAYOUTS IS ADD'L TO

20M @ 250 T

2-20M T&B ADD'L

@ 180 AT EDGE

C2 U

/N*

* REFER TO NOTE 9

C2*

20M @ 250

30M @ 180

FW

1F

W1

FW2

FW2 FW2

FW2

FW

1

FW

1

FW

1F

W1

FW

2

FW

1 FW

1

20M @ 250

30M @ 180

20M @ 250 T

15M @ 300 T

20M @ 250 T

20M @ 300 B

15M @ 200 B

20M @ 200 B

20M @ 200 T

*20M @ 200 B

20M @ 250 T

20M @ 300 B

20M @ 250 T

20M @ 250 T

*20M @ 200 B

20M @ 250 T

CLASS 'B' TENSION

LAP (TYP.)

15M @ 200 B

15M @ 300 T

20M @ 150 T

20M @ 200 T

*20M @ 200 B

20M @ 200 B

20M @ 250 T

20M @ 150 T

20M 3300 @ 250 T

20M 3300 @ 150 T

20M @ 150 T

20M @ 200 T20M @ 250 T

20M @ 200 B

20M @ 250 T

20M @ 250 T20M @ 250 T

20M @ 200 T20M @ 150 T

20M @ 200 B

20M @ 250 T

20M @ 300 B

20M @ 200 T

20M @ 300 B

20M @ 200 T

20M @ 300 B

1650/3300 (TYP.) 1650/3300 (TYP.) 1650/3300 (TYP.)

15M @ 250 T

15M @ 250 T15M @ 250 T

15M @ 200 B

15M @ 250 B15M @ 300 B

20M @ 200 T

20M @ 200 B

20M @ 250 T

20M @ 200 B20M @ 300 B

20M @ 175 T

20M @ 250 T 20M @ 200 T

NOTE:

* BOTTOM REINFORCING TO BE EXTENDEDFROM GRID E TO F @ 300mm SLAB

3300 (TYP.)

1650/3300 (TYP.)

3300 (TYP.)

3300 (TYP.)

15M @ 250 T

15M @ 200 B

20M @ 200 B

15M @ 250 T

3300 (TYP.)

1650/3300 (TYP.)

15M @ 200 B15M @ 250 B

15M @ 200 T

20M @ 200 B

20M @ 200 B

CLASS 'B'

TENSION LAP

(TYP)

20M @ 200 B

20M @ 250 T

20M @ 200 B

20M @ 200 B

20M @ 200 T20M @ 200 B

15M @ 250 T15M @ 250 B

20M @ 250 T

20M @ 250 T

15M @ 200 T

EXTEND TOP & BOTTOM

BARS INTO STAIRS (TYP)

(SEE SECTION)

HOOK BOTTOM BARS

AT CANTILEVER ENDS

(TYP.)

20M 6000/3000 @ 250 T

3-20M 1800 @ 150 T ADD'L

AT EACH WALL/STAIR

CORNER (TYP)

3-20M @ 100 T&B ADD'L AT

PERIMETER OF ALL SLAB

EDGES (ALL FLOORS)

- BARS TO BE CONTINUOUS

CLA

SS

'B'

TE

NS

ION

LA

P

(MIN

. 9

00m

m)

20M 6000/3000 @ 250 T

CLASS 'B' TENSIONS

LAP (TYP.)

20M 6000/3000 @ 250 T20M 6000/3000 @ 250 T

REFER TO STAIR SECTIONS

FOR ADD'L REBAR AT STAIR

EDGES (TYP.)

PROVIDE ADD'L INTEGRITY BARS

AT ALL COLUMNS (SEE NOTES)

- ALL COLUMNS TO BE

CONSIDERED AS "INTERIOR" U/N.

3-20M @ 150 T&B ADD'L

- EXTEND 1200 PAST FACE OF OPENING

- HOOK 90° AT DISCONTINUOUS EDGES

- DIAGONALS: 1200 LONG

200

BLL

TUL









TOP(INT.): CS: 20M @ 250





CONTINUOUS SIDE)








TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.








2nd FLOOR: BRIDGE:


CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

STEEL: 0.25 kPa

2.85 kPa




190 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa


9.45 kPa


2nd FLOOR: OFFICE:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

9.35 kPa


EXITS: 4.80 kPa


SLAB: 250 THICK

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N


T.O.C. EL.: 4200






240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

ROOFING: 0.60 kPa

300 SOIL: 6.00 kPa

14.85 kPa

LIVE: ROOF: 1.0 kPa


550 CONC.: 13.20 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

ROOFING: 0.60 kPa

100 SOIL: 2.00 kPa

16.30 kPa

6. DESIGN LOADS

SECOND FLOOR

(REINFORCING PLAN)

1:100S101R1

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH











SECOND FLOOR PLAN

SCALE: 1:100

CB

2A

M2

2250

MA

22

50

15

00

225022502250

22

50

15

00

22

50

C1 U

/N

22

50

M1 U

/N

2250 2250

CA

2250 2250 2250 2250

6950

H

J

35

0

35

0

35

0

400

400 400

35

03

50

400 400

20M

@ 2

50

B

20

M 1

50

0 @

250

20

M @

250

20

M 1

500

@ 2

50

20

M 1

500

@ 2

50

2-20M T&B ADD'L

@ 180 AT EDGE

20

M 1

50

0 @

250

2-20M T&B ADD'L

@ 180 AT EDGE

CB

2B

C2 U

/N*

* REFER TO NOTE 9

C2*

15M @ 200

15M @ 200

FW

1F

W1

FW2

FW2 FW2

FW2

FW

1

FW

1

FW

1F

W1

FW

2

FW

1 FW

1

15M @ 200

15M @ 200

20M

6000

@ 2

25 T

20M

@ 2

25 T

15M

@ 2

50 T

15M

@

250 T

20M

@ 1

80 T

20M

@ 2

50 T

20M

@ 1

80 T

16

50

/33

00 (

TY

P.)

20M

@ 2

00 T

20M

@ 2

00 T

20M

@ 2

30 T

20M

@ 2

00 T

20M

@ 2

00 T

20M

@ 2

75 T

20M

@ 2

75

20M

@ 2

25 T

20M

@ 2

50 T

15M

@ 3

00 B

15M

@ 2

50 T

20M

@ 2

25 T

20M

@ 2

25 T

32

50

(T

YP

.)

20M

@ 2

25 T

20M

@ 2

25 T

20M

@ 2

25 T

20M

@ 2

50 T

15M

@

250 B

15M

@ 3

00 B

15M

@ 2

50 T

15M

@ 2

50 T

15M

@ 2

50 T

20M

@ 2

25 T

16

50

/33

00 (

TY

P.)

20M

@ 2

75 T

15M

@ 2

50 T

20M

@ 2

25 T

15M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 B

33

00

(T

YP

.)

16

50

/33

00 (

TY

P.)

33

00

(T

YP

.)

20M

@ 2

75 T

15M

@ 2

50 B

15M

@ 2

50 B

20M

@ 2

25 T

33

00

(T

YP

.)

16

50

/33

00 (

TY

P.)

2SB1

2S

B2

20M

3300

@ 2

25 T

20M

@ 2

25 T

15M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 T

15M

@ 2

50 T

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P)20M

@ 2

50 B

20M

@ 2

50 B

33

00

18

00

/33

00

20M

@ 2

50 B

20M

@ 2

25 T

EXTEND TOP & BOTTOM


(SEE SECTION)

20M

@ 2

25 T

20M

@ 3

00 B

20M

@

250 B

20M

@ 3

00 B

20M

@ 2

50 B

20M

@ 2

50 B

3-20M 1800 @ 150 T ADD'L

AT EACH WALL/STAIR

CORNER (TYP)

3-20M @ 100 T&B ADD'L AT


EDGES (ALL FLOORS)


CLA

SS

'B'

TE

NS

ION

LA

P

(MIN

. 9

00m

m)

CL

AS

S 'B

' TE

NS

ION

LA

P (

TY

P.)

CL

AS

S'B

' T

EN

SIO

N

LA

P (

TY

P.)

HOOK BOTTOM BARS AT

CANTILEVER ENDS (TYP.)

20M

@ 2

50 B



EDGES (TYP.)



- ALL COLUMNS TO BE


3-20M @ 150 T&B ADD'L




4-20M @ 100 T&B

ADD'L AT OPENING

EDGE (EXTEND

1200 PAST FACE)

200

CB

2A









TOP(INT.): CS: 20M @ 250





CONTINUOUS SIDE)








BUL

TLL


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.








2nd FLOOR: BRIDGE:


CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

STEEL: 0.25 kPa

2.85 kPa




190 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa


9.45 kPa


2nd FLOOR: OFFICE:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

9.35 kPa


EXITS: 4.80 kPa


SLAB: 250 THICK

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N


T.O.C. EL.: 4200






240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

ROOFING: 0.60 kPa

300 SOIL: 6.00 kPa

14.85 kPa

LIVE: ROOF: 1.0 kPa


550 CONC.: 13.20 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

ROOFING: 0.60 kPa

100 SOIL: 2.00 kPa

16.30 kPa

6. DESIGN LOADS

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






SECOND FLOOR

(REINFORCING PLAN)

1:100S101R2

THIRD FLOOR PLAN

SCALE: 1:100

CB

3A

CB

3B

L 152x102x7.9 (LLH)

AT PERIMETER

HSS 305 GIRT

NEOPRENE BEARING PADS

FOR W410 (SEE DETAILS) (TYP)

PROVIDE 28mm EXP. JOINT

(MIN.) BETWEEN EDGE OF

FLOOR SLABS/BRIDGE

PERIMETER ANGLE (TYP.)

A3B A

3B

CONCRETE STAIR

(REFER TO DETAILS)

CONCRETE STAIR

(REFER TO DETAILS)



SPACING/REINFORCING


QUANTITY/SIZE


15

00

1500

15

00

15

00

15

00

CW2CW3CW1

UPDN

UPDN

35

0

35

0

35

03

50

1500

A3B

A3B

W410x46

W410x46

W

1

W

1


(REFER TO ARCH.)

A3B

A3B

A3B

A3B

CC2

CC2

CC1

CC1

CC2

CC2

CC1

CC1

CC2

CC2

CC1

CC1

CC1

CC2

CC1

CC1

CC1

CC1

CC2

CC2

CC2

CC1

400 400

400 400

350

PUDDLE CONCRETE AT

CORE WALLS (SEE NOTE 5)

CC4

15

00

1500

15

00

SEE DETAILS/SECTION

FOR A 3B

S201

7

S201

5

S201

5

S201

7

SEE SECTIONS/DETAILS

FOR ADD'L REBAR AT

GIRT ANCHOR PLATES

S200

6

S200

7

S200

8

S200

8

TYP.



(TYP. ALL AREAS)

HSS 305 GIRT

HSS 305 GIRT

S201

6

TYP.

HSS 305 GIRTTYP.

S200

8

S200

8






(SEE TYP. DETAILS)

A3C

A3C

PARTITION SUPPORT GIRT (TYP. EACH FLOOR):

HSS 254x152x8.0 (LLV)

c/w: A 2B E.E.

- CONTRACTOR TO PROVIDE WEIGHTS OF ALL

PIPES/DUCTS/MECH. ELEMENTS TO BE

SUPPORTED ON BEAM (INCLUDING SUPPORT

DETAILS) PRIOR TO SHOP DRAWING SUBMITTAL

FOR GIRT (TYP. ALL FLOORS)

A 3C: 300x300x16


- PROVIDE 1-15M x900 LONG

ADD'L AT BEND IN ANCHOR/

BACK SIDE OF PLATE

300

50

100

100

100



(SEE TYP. DETAILS)

49

02

10

C100x9 @ 1100

o.c. (MAX.)

S201

10

S201

11

W

1

W

1

200

400

1500

35

0

CB

3A

BLL

TUL






BUL

TLL


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.









SLAB: 250 THICK

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N


T.O.C. EL.: 8200

WHERE fc' WALL OR COLUMN > 10 MPa + fc' SLAB: PROVIDE PUDDLE OF CONCRETE AT

COLUMNS/SHEARWALLS THAT MATCHES STRENGTH OF VERTICAL ELEMENT. EXTEND

PUDDLE TO MIN. OF 600mm ALL AROUND VERTICAL ELEMENT.

6. DESIGN LOADS

3rd FLOOR:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

9.35 kPa


EXITS: 4.80 kPa

BRIDGE:


CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

STEEL: 0.25 kPa

2.85 kPa





TOP(INT.): CS: 20M @ 250





CONTINUOUS SIDE)







THIRD FLOOR PLAN

1:100S102

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






THIRD FLOOR PLAN

SCALE: 1:100

M2

2250

MA

22

50

15

00

225022502250

22

50

15

00

22

50

C1 U

/NC

2 U

/N*

22

50

M1 U

/N

2250 2250

CA

2250 2250 2250 2250

* REFER TO NOTE 9

C2*

20M @ 200 T

20M @ 250 B

20M @ 250 T

20M @ 250 B

20M @ 250 T

20M @ 250 B

20M @ 250 T

15M @ 250 B15M @ 250 B15M @ 250 B

15M @ 300 T15M @ 225 T15M @ 300 T 15M @ 250 T

20M @ 200 T20M @ 250 B

20M @ 200 B20M @ 200 B

20M @ 200 T20M @ 250 T20M @250 T

20M @ 200 T

15M 3300 @ 225 T

20M @ 250 T 20M @ 200 T

15M @ 250 T15M @ 225 T

20M @ 250 T

20M @ 200 B

20M @ 250 B20M @ 250 B

20M 1650/3300 @ 250 T20M @ 250 T20M @ 200 T

3000 (TYP.) 1650/3300 (TYP.) 1650/3300 (TYP.)

15M @ 250 B15M @ 250 B

15M 3300 @ 250 T15M @ 225 T15M @ 300 T

20M @ 200 B20M @ 250 B

20M 1650/3300 @ 250 T20M @ 200 T

20M @ 200 B

20M @ 250 T20M @ 200 T20M @ 200 T

15M @ 225 T

1500/3000 (TYP.)

3000 (TYP.)

15M @ 250 T

3300 (TYP.)

1650/3300 (TYP.)

15M @ 250 B20M @ 250 B20M @ 250 B

15M @ 250 T15M @ 250 T

15M @ 250 B

CLASS 'B'

TENSION LAP

(TYP.)

CLASS 'B'

TENSION LAP

(TYP.)

CLASS 'B'

TENSION LAP

(TYP.)

3300 (TYP.)

CLASS 'B'

TENSION LAP

(TYP.)

20M @ 200 B

20M @ 250 B

20M @ 200 T20M @ 250 T

20M @ 200 B

20M @ 200 B

20M 3300 @ 200 T20M @ 250 T

20M @ 200 B

SEE RS1C / TYPICAL DETAILS FOR

SHORT BAR/LONG BAR BOTTOMSTEEL LENGTHS WHERE SLAB IS

CONTINUOUS AT GRIDS E / F / B

20M @ 250 B

15M @ 250 B

20M @ 250 B

20M @ 200 T

20M @ 250 T

20M @ 200 B

15M @ 250 T

15M @ 250 B

20M @ 200 T

CLASS 'B'

TENSION LAP

(TYP.)

15M @ 250 B

CLASS 'B'

TENSION LAP

(TYP.)



EDGES (TYP.)



- ALL COLUMNS TO BE


3-20M @ 150 T&B ADD'L




3-20M 1800 @ 150 T ADD'L

AT EACH WALL/STAIR

CORNER (TYP)

3-20M @ 100 T&B ADD'L AT


EDGES (ALL FLOORS)


CLA

SS

'B'

TE

NS

ION

LA

P

(MIN

. 9

00m

m)

HOOK BOTTOM BARS

AT CANTILEVER ENDS

(TYP.)

20M @ 250 B

15M @ 250 B

20M @ 250 B

15M @ 250 B200

EXTEND TOP & BOTTOM


(SEE SECTION)









TOP(INT.): CS: 20M 3300/6600 @ 250

TOP(EXT.): CS: 20M @ 250 (+ HOOK AT DISCONTINUOUS ENDS)

(EXTEND 3300 INTO CONTINUOUS SIDE)

MS: 15M @ 300 (+ HOOK AT DISCONTINUOUS EDGE)

(6600 LONG @ EXTERIOR EDGES 3300 INTO

CONTINUOUS SIDE)




INTERIOR COLUMN: 4-25M B.

EXTERIOR COLUMN: 3-20M B. + HOOK.


BLL

TUL


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.









SLAB: 250 THICK

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N


T.O.C. EL.: 8200




6. DESIGN LOADS

3rd FLOOR:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

9.35 kPa


EXITS: 4.80 kPa

BRIDGE:


CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

STEEL: 0.25 kPa

2.85 kPa


1:100S102R1

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






THIRD FLOOR PLAN(TYPICAL REINFORCING U/N)

THIRD FLOOR PLAN

SCALE: 1:100

CB

3A

CB

3B

M2

2250

MA

22

50

15

00

225022502250

22

50

15

00

22

50

C1 U

/NC

2 U

/N*

22

50

M1 U

/N

2250 2250

CA

2250 2250 2250 2250

* REFER TO NOTE 9

C2*

20M

@ 1

50 T

20M

@ 2

00 T

15M

@ 3

00 T

33

00

(T

YP

.)

20M

@ 2

00 T

20M

@ 2

50 T

20M

@ 2

75 B

20M

@ 2

00 T

20M

@ 2

50 B

15M

@ 2

50 B

20M

@ 3

00 T

18

00

/33

00 (

TY

P.)

20M

@ 3

00 T

CL

AS

S 'B

' TE

NS

ION

LA

P (

TY

P.)

15M

@ 2

50 B

20M

@ 2

00 T

20M

@ 2

50 B

20M

@ 2

00 T

20M

@ 2

00 T

20M

@ 2

75 B

20M

@ 1

50 T

20M

@ 2

00 T

15M

@ 3

00 T

20M

@ 2

00 T

20M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 T

15M

@ 2

50 T

20M

@ 2

50 T

20M

@

250 T

20M

@ 2

00 T

20M

@ 2

00 T

20M

3300

@ 2

00 T

20M

@ 2

00 T

20M

3300

@ 2

50 T

20M

3300

@ 2

50 T

20M

3300

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

33

00

18

00

/33

00

33

00

33

00

33

00

18

00

/33

00

15M

@ 2

50 B

15M

@ 2

50 B

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P)20M

@ 2

50 B

20M

@ 2

50 B

BEND TOP/BOT.

BARS INTO STAIR

(SEE SECTION)



EDGES (TYP.)



- ALL COLUMNS TO BE


3-20M @ 150 T&B ADD'L




3-20M 1800 @ 150 T ADD'L

AT EACH WALL/STAIR

CORNER (TYP)

3-20M @ 100 T&B ADD'L AT


EDGES (ALL FLOORS)


CLA

SS

'B'

TE

NS

ION

LA

P

(MIN

. 9

00m

m)

20M @ 200 T&B ADD'L

4-20M @ 100 T&B

ADD'L AT OPENING

EDGE (EXTEND

1200 PAST FACE)

20M

@ 2

50 T

20M

@ 2

75 B

20M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 B

20M

@ 2

50 B

20M

@ 2

75 B

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

3300

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

33

00

(T

YP

.)C

LA

SS

'B

' TE

NS

ION

LA

P (

TY

P.)

BEND TOP/BOT.

BARS INTO STAIR

(SEE SECTION)

HOOK BOTTOM BARS

AT CANTILEVER ENDS

(TYP.)

20M

@ 2

50 B

CB

3A

200

EXTEND TOP & BOTTOM


(SEE SECTION)


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.









SLAB: 250 THICK

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N


T.O.C. EL.: 8200




6. DESIGN LOADS

3rd FLOOR:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

9.35 kPa


EXITS: 4.80 kPa

BRIDGE:


CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

STEEL: 0.25 kPa 2.85 kPa










TOP(INT.): CS: 20M 3300/6600 @ 250




(6600 LONG @ EXTERIOR EDGES 3300 INTO

CONTINUOUS SIDE)




INTERIOR COLUMN: 4-25M B.



BUL

TLL

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






1:100S102R2

THIRD FLOOR PLAN(TYPICAL REINFORCING U/N)

FOURTH FLOOR PLAN

SCALE: 1:100

CONCRETE STAIR

(REFER TO DETAILS)

CONCRETE STAIR

(REFER TO DETAILS)



SPACING/REINFORCING


QUANTITY/SIZE


15

00

1500

15

00

15

00

15

00

CW2 CW3CW1

UPDN

UPDN

35

0

35

0

35

03

50

1500


(REFER TO ARCH.)

50

05

00

300 SLAB

500

(TYP)

CC2

CC2

CC2

CC1

CC1

CC2

CC2

CC1

CC1

CC2

CC2

CC1

CC1

CC1

CC2

CC1

CC1

CC1

CC1

CC2

CC2

CC1

4S

B1

4S

B1

4S

B1

4S

B1

400 400

400 400

350

CC4

PROVIDE VERTICAL SUPPORT

FOR CURTAIN WALL AT 4th

FLOOR (REFER TO ARCH.)






(SEE TYP. DETAILS)



(SEE TYP. DETAILS)

200

35

0

400

CB

4A

BLL

TUL









TOP(INT.): CS: 20M @ 250





CONTINUOUS SIDE)







BUL

TLL


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.









SLAB: 250 THICK

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N


T.O.C. EL.: 12,200




6. DESIGN LOADS

4th FLOOR:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

9.35 kPa


EXITS: 4.80 kPa

300 CONC.: 7.20 kPa

240 DROP: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

10.45 kPa

FOURTH FLOOR PLAN

1:100S103

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






FOURTH FLOOR PLAN

SCALE: 1:100

M2

2250

MA

22

50

15

00

225022502250

22

50

15

00

22

50

C1

U/N

22

50

M1

U/N

2250 2250

CA

2250 2250 2250 22502700 2700

C2

U/N

*

* REFER TO NOTE 9

C2*

20M @ 200 T

15M @ 300 T

20M @ 175 T

20M @ 250 B

20M 5000/8000 @ 175 T

20M @ 250 B20M @ 250 B*20M @ 225 B20M @ 250 B20M @ 250 B

20M @ 200 T20M @ 200 T20M @ 200 T

20M @ 200 T20M @ 200 T

2500/40002500/4000

CLASS 'B' TENSION

LAP (TYP.)

15M @ 250 B15M @ 200 B15M @ 250 B*20M @ 225 B15M @ 250 B15M @ 250 B

20M 8000 @ 250 T15M @ 250 T20M @ 250 T20M @ 250 T15M @ 250 T15M @ 300 T

4000 4000

20M @ 250 B20M @ 200 B20M @ 255 B*20M @ 250 B20M @ 225 B20M @ 250 B20M 6000 @ 175 T20M @ 175 T

20M @ 175 T20M @ 175 T20M @ 175 T20M @ 175 T

2000/40002500/40002500/40001650/3300 (TYP.)3300 (TYP.)

20M @ 175 T20M @ 175 T20M @ 175 T

20M @ 250 T20M @ 200 B

15M @ 200 T15M @ 200 T

2500/400020M @ 175 T20M @ 175 T

20M @ 175 T

20M @ 175 T

NOTE:

* BOTTOM REINFORCING TO BE EXTENDED

FROM GRID TO GRID @ 300mm SLAB

4000

2500/4000

15M @ 250 B

15M @ 250 T

15M@ 250 T

20M @ 250 B20M@ 250 T

20M @ 250 B

15M@ 250 T15M@ 250 T

15M @ 250 B

3-20M @ 100 T&B ADD'L AT


EDGES (ALL FLOORS)


CLA

SS

'B'

TE

NS

ION

LA

P

(MIN

. 9

00m

m)

CLASS 'B'

TENSION LAP

(TYP.)

CLASS 'B'

TENSION LAP

(TYP.)

20M @ 250 B

15M @ 250 B

CLASS 'B'

TENSION LAP

(TYP.)

20M @ 250 B

15M @ 250 B

4000

4000

20M @ 200 B

20M 3300 @ 175 T20M 3300 @ 175 T20M @ 175 T

CLASS 'B' TENSION

LAP (TYP.)

CLASS 'B' TENSION

LAP (TYP.)

20M @ 200 B

20M @ 225 B

20M @ 175 T

20M @ 225 B

20M @ 175 T

20M @ 250 B

20M @ 175 T

20M @ 250 B20M @ 225 B

CLASS 'B' TENSION

LAP (TYP.)

20M @ 175 T20M @ 250 T20M @ 250 B

20M @ 175 T

33003300 (TYP)

20M @ 250 B

15M @ 250 B

20M @ 250 B

15M @ 250 B






- ALL COLUMNS TO BE


3-20M @ 150 T&B ADD'L




3-20M 1800 @ 150 T ADD'L

AT EACH WALL/STAIR

CORNER (TYP)

HOOK BOTTOM BARS

AT CANTILEVER ENDS

(TYP.)

20M @ 200 T

20M @ 250 T

20M @ 175 T

CLASS'B' TENSION

LAP (TYP.)



EDGES (TYP.)

200









TOP(INT.): CS: 20M 3300/6600 @ 250



MS: 15M @ 300 (+ HOOK AT DISCONTINUOUS EDGE) (6600

LONG @ EXTERIOR EDGES EXTEND 3300 INTO

CONTINUOUS SIDE)







BLL

TUL


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.









SLAB: 250 THICK

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N


T.O.C. EL.: 12,200




6. DESIGN LOADS

4th FLOOR:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

9.35 kPa


EXITS: 4.80 kPa

300 CONC.: 7.20 kPa

240 DROP: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

10.45 kPa

1:100S103R1

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






FOURTH FLOOR

(REINFORCING PLAN)

FOURTH FLOOR PLAN

SCALE: 1:100

M2

2250

MA

22

50

15

00

225022502250

22

50

15

00

22

50

C1 U

/N

22

50

M1 U

/N

2250 2250

CA

2250 2250 2250 22502700 2700

C2 U

/N*

* REFER TO NOTE 9

C2*

20M

@ 2

25 T

20M

@ 2

25 T 18

00

/33

00 (

TY

P.)

20M

@ 2

25 T

20M

@ 2

25 T

15M

@ 2

50 T

15M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

20M

@ 3

00 T

20M

@ 1

75 T

15M

@ 3

00 T

33

00

(T

YP

.)

20M

@ 3

00 T

20M

@ 3

00 T

33

00

(T

YP

.)

20M

@ 2

50 T

20M

@ 1

75 T

15M

@ 2

50 T

15M

@ 3

00 T

15M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 T

33

00

(T

YP

.)

20M

@ 2

50 B

20M

@

250 B

20M

@ 2

50 T

20M

@ 2

50 B

20M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

25 B

3-20M @ 100 T&B ADD'L AT


EDGES (ALL FLOORS)


CLA

SS

'B'

TE

NS

ION

LA

P

(MIN

. 9

00m

m)

20M

@ 2

25 B

20M

@ 3

00 T

BEND TOP/BOT.

BARS INTO STAIR

(SEE SECTION)



- ALL COLUMNS TO BE


3-20M @ 150 T&B ADD'L




3-20M 1800 @ 150 T ADD'L

AT EACH WALL/STAIR

CORNER (TYP)

BEND TOP/BOT.

BARS INTO STAIR

(SEE SECTION)

EXTEND ALL BOTTOM

BARS INTO STAIR (TYP)

HOOK BOTTOM BARS

AT CANTILEVER ENDS

(TYP.)

20M

@ 2

25 B

20M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 B

20M

@ 2

50 B

20M

@ 2

25 B

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

33

00

(T

YP

.)

20M

@ 2

50 B

20M

@ 2

50 B

15M

@ 2

50 T

15M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

20M

@ 2

50 T

18

00

/33

00 (

TY

P.)

33

00

(T

YP

.)

18

00

/33

00 (

TY

P.)

33

00

(T

YP

.)

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

CL

AS

S'B

' T

EN

SIO

N

LA

P (

TY

P.)

CL

AS

S'B

' T

EN

SIO

N

LA

P (

TY

P.)

20M

@ 2

50 B

20M

@ 2

50 B

33

00

(T

YP

.)

33

00

(T

YP

.)

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

15M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 B

15M

@ 2

50 T

18

00

/33

00 (

TY

P.)

15M

@ 2

50 T

20M

@ 2

50 B

20M

@ 2

50 B

20M

@ 2

50 B

20M

@ 2

50 B

20M

@ 2

50 T

20M

@ 2

50 T

CL

AS

S'B

' T

EN

SIO

N

LA

P (

TY

P.)

20M

@ 3

00 T

20M

@ 3

00 T

20M

@

250 B

20M

@ 2

50 B

18

00

/33

00 (

TY

P.)

15M

@ 2

50 B

15M

@ 2

50 B

33

00

(T

YP

)

20M

@ 2

50 B

20M

@ 2

50 B



EDGES (TYP.)

4-20M @ 100 T&B

ADD'L AT OPENING

EDGE (EXTEND

1200 PAST FACE)

200









TOP(INT.): CS: 20M 3300/6600 @ 250



MS: 15M @ 300 (+ HOOK AT DISCONTINUOUS EDGE) (6600

LONG @ EXTERIOR EDGES EXTEND 3300 INTO

CONTINUOUS SIDE)







BUL

TLL


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.









SLAB: 250 THICK

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N


T.O.C. EL.: 12,200




6. DESIGN LOADS

4th FLOOR:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

9.35 kPa


EXITS: 4.80 kPa

300 CONC.: 7.20 kPa

240 DROP: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

PARTITION: 1.00 kPa

FLOORING: 0.10 kPa

10.45 kPa

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






1:100S103R2

FOURTH FLOOR

(REINFORCING PLAN)

ROOF PLAN

SCALE: 1:100

SC1

CW3CW1

15

00

1500

15

00

CONCRETE STAIR

(REFER TO DETAILS)

CONCRETE STAIR

(REFER TO DETAILS)

15

00

15

00

DN

DN

6.6

KP

a

70

00

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

H.P

.(0)

SC1S

C1

SC1

SC1

SC1

SC1

SC1

H.P

.(0)

H.P

.(0)

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

50

300mm/450mm SLAB

500

(TYP)

RS

B2

RS

B2

RS

B2

RS

B2

35

0

35

0

400 400

35

03

50

35

0

400

400 400

35

0

200x700 CONC. CURB

(REFER TO SECTION FOR

REINFORCING)

SC2

SC2

SC2

SC2

SC2

SC2

SC2

SC2

SC2

SC2

SC2

SC2

S201

4

S201

4

S201

4

B5C

(TYP)

B 5C: MECH. SCREEN B

350x350x40

c/w: 4-25mmØ HEADED ANCHORS

- WASHER PLATE: 76x76x16

c/w: NUT ON BOTTOM (TACK

WELD TO BOLT)

- STAINLESS STEEL ANCHORS

21

0

ALL STEEL IN SCREEN FRAMING

TO BE HOT DIPPED GALV.

• FABRICATE FRAME TO

MITIGATED SITE WELDING

• ALL BOLTS TO BE STAINLESS

STEEL

SCREEN HORIZONTALS:

HSS 203x102x9.5 (SEE SECTION)

WHERE ROOF ANCHORS ARE REQUIRED

PROVIDE ADD'L REINFORCING STEEL TO

SUIT SUPPLIERS REQUIREMENTS

• SUBMIT ROOF ANCHOR SHOP DRAWING

WITH REBAR SHOP DRAWINGS

• PROVIDE MIN. 2-20M 1800 T&B E.W. AT

ANCHORS

B 5A: TYP. PENTHOUSE COLUMN B350x350x20


B5A

B5A

B5A B

5A

B5A

B5A

B5B

B5B

RSB1

RSB1

200

50

B 5B: PENTHOUSE

EXTERIOR COLUMN B

350x152x20


200

S201

2

S201

2

S201

8

S201

8

S201

8

REFER TO ARCH. PLANS FOR

PARAPET SUPPORT FRAMING

LOCATIONS/EXTENTS

(TYP. ALL AREAS)

CC2

CC2

CC1

CC1

CC2

CC2

CC1

CC1

CC2

CC2

CC1

CC1

CC1

CC2

CC1

CC1

CC1

CC1

CC2

CC2

CC2

CC1

CC4




S201

8

PROVIDE HOIST BEAM/HOIST TO OWNER'S

SPECIFICATIONS AT U/S OF STAIR ROOF FRAMING

- TYPICAL EACH STAIR

- DESIGN/DETAILING/CERTIFICATION BY DIVISION 05

MAX. 100mm THICK MECH. PADS

SUPPORTED ON JACK-UP

ISOLATION PADS. BELOW ALL

MECH. UNITS

- REFER TO MECH. FOR EXTENTS

- DESIGN/DETAILING OF PADS AS

PER MECH. CONTRACTOR'S

REQUIREMENTS

35

0

PROVIDE MAX. 100mm PADS BELOW EQUIPMENT

- REFER TO MECH./ARCH. FOR EXTENTS

- REFER TO TYP. DETAILS FOR PAD REINFORCING

150mm HIGH x 150mm WIDE CONC. CURBS @ ISOLATION PADS.

c/w: - 10M @ 200 VERTS.

- 2-15M HORIZ. @ TOP

- HOOK VERTS. 90° INTO SLAB @ BOT. (NORMAL DWL)

- HOOK VERTS. 90° INTO CURB @ TOP

(100mm BEND)

200

PARTIAL PLAN: ELEVATOR OVERRUN

SCALE: 1:100

250mm CONC. SLAB

20M @ 300 TUL

20M @ 300 TLL

15M

@ 3

00

BU

L

15M 1800 @ 300 TLL (E.E.)


SLAB: 425 MAX./275 MIN. THICK - 450 MAX/300 MIN.

DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N


T.O.C. EL.: P.H. FLOOR: 16,200

T.O.C. EL.: ROOF: 16,200 (LOW POINT)

T.O.C. EL.: ROOF: 16,350 (HIGH POINT)




PROVIDE VARYING HEIGHT CHAIRS TO TOP STEEL TO MAINTAIN 25mm CLEAR COVER FROM

TOP OF SLOPING SLAB.

REFER TO LEVEL 3 REINFORCING U/N.

6. DESIGN LOADS

ROOF AREAS: CONCRETE SLAB:

DEAD: 425 MAX/275 MIN. CONC.: 9.00 kPa

240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

ROOFING: 0.60 kPa (CONVENTIONAL)

11.75 kPa

LIVE: ROOF: 1.00 kPa


BLL

TUL









TOP(INT.): CS: 20M @ 250





CONTINUOUS SIDE)







BUL

TLL


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.








MECH. AREAS: CONCRETE SLAB:


240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

8.85 kPa

LIVE: MECH. ROOM: 7.20 kPa (INCL. 100mm EQUIP/PADS)

ELEVATOR OVERRUN:


CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

5.40 kPa


ROOF PLAN

1:100S104

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER







SCALE: 1:100

15M @ 350 TUL/BLL

15M @ 350 TLL/BUL

250mm CONC. SLAB

200mm CONC. SLAB

20M @ 300 TUL

20M @ 300 TLL

15M

@ 3

00

BU

L

15M 1800 @ 300 TLL (E.E.)



DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N











6. DESIGN LOADS



240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa


11.75 kPa











TOP(INT.): CS: 20M @ 200







EXTERIOR COLUMN: 4-25M B + HOOK


BLL

TUL


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.










240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

8.85 kPa


ELEVATOR OVERRUN:


CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

5.40 kPa


ROOF PLAN

SCALE: 1:100

M2

2250

MA

22

50

15

00

225022502250

22

50

15

00

22

50

C1

U/N

22

50

M1

U/N

2250 2250

CA

2250 2250 2250 22502700 2700

* REFER TO NOTE 9

300mm/450mm SLAB

500

(TYP)

RS

B2

RS

B2

RS

B2

RS

B2

RSB1

RSB1

REFER ALSO TO 8/S201

FOR ADD'L 15M CONT.

AT SLAB EDGE

20M @ 250 T

20M @ 250 B

15M @ 225 T

20M @ 200 T

20M @ 225 T

3300 (TYP.)

20M 3500/7000 @ 250 T20M @ 250 T20M @ 200 T

20M @ 200 T20M @ 250 T

20M @ 250 T

20M @ 250 B20M @ 250 B20M @ 250 B *20M @ 250 B

20M @ 250 B

15M @ 200 B15M @ 200 B15M @ 200 B15M @ 250 B *15M @ 200 B15M @ 250 B

15M 7000 @ 225 T15M @ 225 T15M @ 225 T

15M @ 225 T15M @ 225 T

15M @ 225 T

40004000

20M @ 250 B20M @ 200 B20M @ 250 B20M @ 225 B *20M @ 250 B20M @ 200 B20M @ 175 T20M @ 200 T20M @ 175 T20M @ 175 T

20M @ 200 T20M @ 200 T

CLASS'B' TENSION

LAP (TYP.)

2500/40002500/40001650/3300 (TYP.)3300 (TYP.)

20M @ 175 T

20M @ 250 B

20M 3500 @ 225 T

20M @ 175 T20M @ 200 T

20M @ 250 B

20M @ 225 T20M @ 225 T

20M @ 250 B

20M @ 225 T20M @ 225 T

20M @ 225 T20M @ 225 T

20M @ 200 B

3-20M @ 100 T&B ADD'L AT


EDGES (ALL FLOORS)


CLA

SS

'B'

TE

NS

ION

LA

P

(MIN

. 9

00m

m)






- ALL COLUMNS TO BE


3-20M @ 150 T&B ADD'L




3-20M 1800 @ 150 T ADD'L

AT EACH WALL/STAIR

CORNER (TYP)

20M @ 250 B

15M @ 200 B

20M @ 250 B

15M @ 250 B

20M @ 250 B

15M @ 250 B

20M @ 250 B

20M @ 200 B

HOOK BOTTOM BARS

AT CANTILEVER ENDS

(TYP.)

CLASS 'B'

TENSION LAP

(TYP.)

CLASS 'B'

TENSION LAP

(TYP.)

C2

U/N

*C

2*

2500/4000 2500/4000

CLASS 'B' TENSION

LAP (TYP.)2500/4000 2500/4000

CLASS 'B'

TENSION LAP

(TYP.)

4000

CLASS 'B'

TENSION LAP

(TYP.)

20M @ 175 T

20M @ 200 T

20M 3300 @ 175 T20M @ 175 T

20M @ 225 B

20M @ 175 T

20M @ 225 B

20M @ 250 T

20M @ 250 B

4000

20M @ 225 B20M @ 175 T

4000

20M @ 225 B

20M @ 225 B

20M @ 225 B

20M @ 175 T

CLASS 'B'

TENSION LAP (TYP.)

CLASS 'B'

TENSION LAP (TYP.)

20M @ 175 T 20M @ 175 T

CLASS 'B'

TENSION LAP (TYP.)

20M @ 200 T

20M @ 200 B

20M @ 175 TCLASS 'B'

TENSION LAP (TYP.)

20M @ 175 T

20M @ 200 B

20M @ 200 T

NOTE:* BOTTOM REINFORCING TO BE EXTENDED

FROM EDGE TO EDGE @ 300mm/450mm SLAB



EDGES (TYP.)

20M @ 250 B

1:100S104R1

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






ROOF

(REINFORCING PLAN)

ROOF PLAN

SCALE: 1:100

M2

2250

MA

22

50

15

00

225022502250

22

50

15

00

22

50

C1

U/N

22

50

M1

U/N

2250 2250

CA

2250 2250 2250 22502700 2700

* REFER TO NOTE 9

300mm/450mm SLAB

500

(TYP)

RS

B2

RS

B2

RS

B2

RS

B2

RSB1

RSB1

REFER ALSO TO 8/S201

FOR ADD'L 15M CONT.

AT SLAB EDGE

15M

@ 2

25 T

20M

@ 2

00 T

20M

@ 2

25 T

15M

@ 2

00 B

15M

@ 2

25 T

15M

@ 2

25 T

15M

@ 2

25 T

33

00

(T

YP

.)3

30

0 (

TY

P.)

15M

@ 2

00 B

15M

@ 2

00 B

20M

@ 2

00 T

20M

@ 2

00 T

20M

@ 2

00 T

33

00

(T

YP

.)1

80

0/3

30

0 (

TY

P.)

CL

AS

S'B

' T

EN

SIO

N

LA

P (

TY

P.)

20M

@ 2

50 B

20M

@ 2

50 B

20M

@ 2

50 B

20M

@ 2

25 T

20M

@ 2

25 T

20M

@ 2

00 B

20M

@ 2

00 B

20M

@ 1

75 B

20M

@ 1

75 B

20M

@ 2

50 B

20M

@ 2

50 B

15M

@ 2

00 B

3-20M @ 100 T&B ADD'L AT


EDGES (ALL FLOORS)


CLA

SS

'B'

TE

NS

ION

LA

P

(MIN

. 9

00m

m)

BEND TOP/BOT.

BARS INTO STAIR

(SEE SECTION)



- ALL COLUMNS TO BE


3-20M @ 150 T&B ADD'L




3-20M 1800 @ 150 T ADD'L

AT EACH WALL/STAIR

CORNER (TYP)

HOOK BOTTOM BARS

AT CANTILEVER ENDS

(TYP.)

20M

@ 2

00 B

20M

@ 2

50 B

15M

@ 2

00 B

15M

@ 2

00 B

20M

@ 2

50 B

20M

@ 2

00 B

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

20M

@ 1

75 B

20M

@ 1

75 B

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

15M

@ 2

50 B

15M

@ 2

50 B

20M

@ 1

75 B

20M

@ 1

75 B

20M

@ 2

50 B

C2

U/N

*C

2*

33

00

(T

YP

.)

33

00

(T

YP

.)

20M

@ 1

75 B

20M

@ 1

75 B

20M

@ 2

00 T

20M

@ 2

00 T

18

00

/33

00 (

TY

P.)

33

00

(T

YP

.)

20M

@ 2

00 T

20M

@ 2

00 T

20M

@ 2

25 T

BEND TOP/BOT.

BARS INTO STAIR

(SEE SECTION)

EXTEND ALL BOTTOM

BARS INTO STAIR (TYP)

33

00

(T

YP

.)

20M

@ 2

50 B

20M

@ 2

00 T

20M

@ 2

00 T

15M

@ 2

25 T

15M

@ 2

25 T

20M

@ 2

00 T

15M

@ 2

25 T

15M

@ 2

25 T

20M

@ 2

00 T

20M

@ 2

00 T

CL

AS

S 'B

'

TE

NS

ION

LA

P

(TY

P.)

18

00

/33

00 (

TY

P.)

20M

@ 2

25 T

20M

@ 2

25 T

20M

@ 2

50 B

18

00

/33

00 (

TY

P.)

15M

@ 2

00 B

15M

@ 2

00 B

33

00

(T

YP

.)

20M

@ 2

00 T

20M

@ 2

50 B

33

00

(T

YP

.)

15M

@ 2

25 T

15M

@ 2

00 B

15M

@ 2

00 B

15M

@ 2

25 T

15M

@ 2

00 B

PROVIDE 180° HOOK

OUTSIDE OF STAIR

(TYP.)

CL

AS

S'B

' T

EN

SIO

N

LA

P (

TY

P.)



EDGES (TYP.)

4-20M @ 100 T&B

ADD'L AT OPENING

EDGE (EXTEND

1200 PAST FACE)


SCALE: 1:100

15M @ 350 TUL/BLL

15M @ 350 TLL/BUL

250mm CONC. SLAB

200mm CONC. SLAB

20M @ 300 TUL

20M @ 300 TLL

15M

@ 3

00

BU

L

15M 1800 @ 300 TLL (E.E.)



DROPS: 3000x3000x240 U/N

SLAB BANDS: 240 U/N

FLARES: 200 U/N











6. DESIGN LOADS



240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa


11.75 kPa











TOP(INT.): CS: 20M @ 200







EXTERIOR COLUMN: 4-25M B + HOOK


BLL

TUL

BUL

TLL


TERMINATE

AFFECTED STEEL @

FACE OF OPENING






FACE OF OPENING

(c/w: HOOK)




OF OPENING)

PROVIDE 3-20M @ 150(6")


(EXTEND 1200mm (4'-0")

PAST EDGE)


@ FACE OF OPENING



BOTTOM STEEL



TOP STEEL











8. SLEEVING/CONDUIT




REMAIN AS NOTED

(ie. C#(INT): 20M @ `250 B, C#(EXT): 20M @ 200 B)

10. SLAB BANDS:



REQUIREMENTS U/N.










240 DROPS: 1.65 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

8.85 kPa


ELEVATOR OVERRUN:


CEILING: 0.25 kPa

MECH.: 0.25 kPa

FLOORING: 0.10 kPa

5.40 kPa


DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






1:100S104R2

ROOF

(REINFORCING PLAN)

PENTHOUSE ROOF PLAN

SCALE: 1:100

B C D E F

3

2

7500 10500 7500 9000

60

00

NOTES:

DESIGN OWSJ SHOES FOR THE FOLLOWING ULTIMATE ROLL OVER

FORCES (PLUS APPLICABLE AMPLIFICATION FACTORS) DUE TO SEISMIC

LOADS: 15 KN (APPLIED AT TOP OF JOIST SHOE)

DENOTES COLLECTOR FORCES MULTIPLY VALUES BY 1.5 FOR

CONNECTION DESIGN.

W15

0x37

400

DP

OW

SJ @

100

0 o

.c.

(MA

X.)B

6A

(TYP)

400

DP

OW

SJ @

100

0 o

.c.

(MA

X.)

38mmx1.52(16ga.) GALV. STEEL DECK

c/w: 19mm Ø PUDDLE WELDS

(SCREWS NOT ACCEPTABLE ALTERNATE)

• @ 914/9 TRANSVERSE

• @ 150mm o.c. AT PERIMETER

• SIDE LAP BUTTON PUNCH @ 300 o.c.

L 51x38x6.4 (LLH) CONT.

AT PERIMETER/EDGES

OF OPENINGS

B 6A (TYP):

400x250x16


(WELD ANCHORS TO U/S OF PLATE FOR FULL

SHEAR/TENSION CAPACITY OF ANCHOR)

150 DEEP JOIST SHOE

EXTENSIONS (TYP)

2-LINES DIAGONAL

X-BRIDGING (MIN.)

S201

1

W460x128 W460x128 W460x60 W460x128

W460x128 W460x128 W460x60 W460x128

CRANK W150 FRAMING

OVER STAIRS TO

CREATE SLOPES (TYP)

70 kN

SC2

SC2

SC2

SC2

SC2

SC2

SC2

SC2

SC2

SC2S

C2

SC2

S201

4

S201

4

S201

4

350

75

W150x37 @ 500 o.c.W150x37 @ 500 o.c.

C150x12 BETWEEN JOIST

SHOE EXTENSIONS (TYP)

SEE SECTION FOR

KICKERS TO BEAM FLANGE

CRANK JOISTS ACROSS

ROOF AS REQUIRED TO

CREATE SLOPES (TYP)

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

T.J

.T

.J.

T.J

.T

.J.

T.J

.T

.J.

S201

3

TYP.

SCREEN DIAGONAL:

HSS 102x102x8.0 (HOT DIP GALV.)

• BRACES TO BE DESIGNED WITH

BOLTED CONNECTIONS TO ALLOW

FOR REMOVAL/REINSTATEMENT

DURING MECH. UNIT SERVICING

BRIDGING SUPPLIER TO

PROVIDE CONNECTION

PLATE AT CONC. WALLS (TYP)

REFER TO SECTIONS FOR

SHEAR TABS BETWEEN BEAMS

80 kN 100 kN70 kN

80 kN 70 kN

30 k

N

70 kN

20

0 k

N

100 kN100 kN

100 kN

20

0 k

N

30 k

N

S201

1

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

R.D

.(-15

0)

EL. T.O.S. (U/S OF DECK): 20.325mm (HP)

EL. T.O.S. (U/S OF DECK): 20.175mm (LP)

1. DESIGN LOADS:

DEAD: DECK: 0.10 kPa

JOISTS: 0.25 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

ROOFING: 0.60 kPa

1.45 kPa


SNOW: 2.40 kPa + DRIFT U/N

PENTHOUSE ROOF NOTES:

PENTHOUSE ROOF PLAN

1:100S105

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






6900

6175

6175

10900

6950

525

0

517

5

535

0

570

0

590

0

H

J

K

L

M

N

5

6

7

8

9

10

11

532

5

K'

75

5'

600

CC2

CC1

CC1

200

S200

1

S200

2


COVER TO EXTERIOR

FOOTINGS

STEP FTG

DOWN

STEP FTG

DOWN

40mm DEEP SAWCUTS


BF

1

SCT3

SCT3

SCT3

SCT2

SCT5

SCT4

SCT4

SCT1

PT1

FT2

SCT1

PT1

FT2

RETAINING WALLS

• REFER TO ARCH/CIVIL/LANDSCAPE

FOR EXTENTS

150mm CONC. SLAB ON GRADE

c/w: 152x152 MW18.7x18.7

T.O.C. EL. 0000 (DATUM)CC2

B1

B1

B1

FW

1F

W1

B1

S 'B')

RNERS

FW

3F

3

F4

F4

S200

2

FWT1

FW

T1

FWT1

350

BTD

FT1PT1

FT3BTD

PT1

BTD

BTE

PT2

FT3

3000

300

0

BTE

PT2

150

0

SCT1

PT1

FT2

SCT4

PT2

SCT1

PT1

FT2

PT1

BTD

FT3

3000

150

0

SCT4

BTE

PT2

SCT4

BTE

PT2

BF

1

FT

1

FT

1

FT

1

FT

1

SCT1

PT1

FT2

BTD

BTD

BTE

BTD

BTD

TOP OF FOOTINGS AT BRACE TO

BE -1200 FROM T.O.PIER TO

ALLOW ANCHOR CLEARANCE

(INCREASE DEPTH TO SUIT

GEOTECHNICAL REQUIREMENTS)

FT2

STEP FTGDOWN

PROVIDE 190mm CONC. FDN WALL

AT BLOCK WALL ENCLOSURE

c/w: 15M @ 300 VERT. + DWLS

15M @ 300 HOR. CONT.

(REFER TO TYPICAL NOTES FOR

MASONRY REQUIREMENTS)

STEP FTGDOWN

PROVIDE MIN. 1800mm FROST

COVER TO EXTERIOR WALL

FOOTINGS OF TEST BUILDING

PROVIDE B1 BUNDLE

AT WALL ENDS (TYP)

- SEE TOWER PLANS

350

B1

B1

B1

B1

B1

FT

1

FWT1: 350mm CONC. WALL

c/w: • 25M @ 150 V.I.F. + DWLS

• 15M @ 300 V.O.F. + DWLS

• 15M @ 300 H.I.F. CONT.

• 15M @ 300 H.O.F. CONT.

• 2-20M H.E.F. CONT. AT TOP

• fc' = 25 MPa, F-2

BTF

SCT5

SCT5

SCT5

PT3

BTF

PT3

BTF

PT3

BTFP

T3

FT6FT6

FT6

FT6


COVER TO LINK FOOTINGS /

FOOTINGS OF TOWER THAT

ARE IN PROXIMITY

PT1B

TD

FT7

FT5

FT

5

FT5

ST200

1

INCREASE THICKNESS OF FT6

TO MATCH TOWER FOOTINGS

WHERE THEY COMBINE

FW3 (REFER TO SECTIONS)




GEOTECHNICAL REPORT





GEOTECHNICAL REPORT


ST200

1

FWT1

REFER TO 4/ST200

FOR REINFORCING

OF FWT1FT

5

FT7

FW

T2

FW

T2

FW

T2

FWT2

FW

T2

U/S OF FOOTINGS AT

BRACE TO BE -1500

FROM T.O.C. (MIN.)

TOP OF CONC. PIERS

TO BE AT -300 FROM

U/S OF SLAB

ST200

1

350

ST200

4

ST200

4A

ST200

4

ST200

5

ST200

4

ST200

6

ST200

5

ST200

4

40mm DEEP SAWCUTS


350

IN FWT1 ALONG LOADING

DOCK DOORS PROVIDE

15M @ 300 V.I.F. - NOT 25M)

1500FT4

BF2

SCT2

PT1B

TD

FT7

FT

4

SCT4

PT2

BTE

325

SCT4

PT2

BTE

1500FT4

BF2

SCT4

PT2

BTE

325

150

0

150

0

300

0

FT

4

SCT3

PT1

BTD

FT3

REFER TO ARCH. FOR FLOOR

SLOPES/EXTENTS

- SEE ALSO TYPICAL DETAILS

ST200

7

PROVIDE BENT PLATE

SILL AT EACH DOOR

(TYP) (SEE SECTION)

C150x19 E.E. OF OVERHEAD DOOR:

c/w: 200x150x12 B WITH 2-16mmØ ANCHORS

• PROVIDE SLOTTED CONNECTION TO

BEAM AT TOP TO ALLOW FOR -25mm

DOWNWARD DEFLECTION

• PROVIDE C150x19 HOR. AT TOP OF

DOOR c/w: 12mmØ SAG ROD TO ROOF

BEAM AT MID-POINT

250

50

1500

PROVIDE 300x175x16 B

c/w: 4-16mmØ ANCHORS FOR

SCT1 @ O.H. DOOR

300

50 EXTEND CONCRETE FDN WALL TO

BE FLUSH WITH TOP OF SILL PLATE

BETWEEN O.H.D. FRAMES

350x400 PIER

c/w: 6-20M VERTS. + DWLS

4-10M TIES @ 150 o.c.

SCT1

10

GENERAL NOTES:

1. ALL BEARING ELEVATIONS ARE TO BE CONFIRMED/COORDINATED WITH

GEOTECHNICAL REPORT/DATA. WHERE GEOTECHNICAL REPORT INDICATES

BEARING ELEVATIONS THAT ARE LOWER THAN THOSE PROVIDED,

GEOTECHNICAL REPORT VALUES GOVERN. CONTRACTOR IS RESPONSIBLE

FOR COORDINATION BETWEEN BOTH SETS OF DATA PROVIDED.

2. LOWER FTGS IN AREAS ADJACENT TO UNDERGROUND SERVICES/PITS AS

REQUIRED TO MAINTAIN MINIMUM 2H/1V ELEVATION OFFSET FOR BEARING

SURFACES (REFER TO S000) (TYP. ALL LOCATIONS).

3. ENGINEERED FILL/COMPACTED GRANULAR:

REFER TO GEOTECHNICAL REPORT FOR ALL REQUIREMENTS.

NOTES:

1. ALL FOOTINGS TO BEAR ON SUITABLE BEARING STRATA AS APPROVED BY

GEOTECHNICAL ENGINEER/IN ACCORDANCE WITH GEOTECHNICAL REPORT

WITH MINIMUM BEARING PRESSURES NOTED IN TABLE.

2. PROVIDE MINIMUM 1500(5'-0") FROST COVER TO ALL FOOTINGS EXPOSED TO

EXTERIOR CONDITIONS U/N ON DRAWINGS/GEOTECHNICAL REPORT.

3. CONCRETE STRENGTH: fc' = 25 MPa U/N.

4. TOPS OF INTERIOR FOOTINGS TO BE A MINIMUM OF 300mm(12") BELOW THE

U/S OF THE SLAB ON GRADE. STEP DOWN INTERIOR FOOTINGS TO EXTERIOR

FOOTINGS AS REQUIRED. FINAL BEARING ELEVATIONS TO BE BASED ON

GEOTECHNICAL INVESTIGATION.

5. FOOTING AND BOTTOM OF WALL ELEVATIONS TO BE ESTABLISHED FROM

PLANS AND GEOTECHNICAL REPORT. WALLS/COLUMNS ARE TO BE

TERMINATED SUCH THAT THEY ARE FOUNDED ON COMPETANT BEDROCK

(WITH APPROPRIATE FROST COVER) APPROVED BY GEOTECHNICAL ENGINEER

ON SITE.

6. GEOTECHNICAL ENGINEER TO CONFIRM ALL BEARING CAPACITIES ON SITE

PRIOR TO PLACING CONCRETE.

7. FOOTINGS ARE TO BE LOWERED AS REQUIRED IN THE AREAS OF PITS/SHAFTS

@ FOUNDATION LEVEL SUCH THAT THE U/S OF THE PIT /SHAFT IS AT THE TOP

OF THE FOOTING. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF

ELEVATIONS/STEPS IN FOOTINGS. CONTRACTOR IS REQUIRED TO PREPARE

FOOTING ELEVATION DRAWINGS PRIOR TO EXCAVATION.

8. 15M SIDE BARS @ 200mm (8") o.c. REQUIRED FOR FOOTINGS 600mm (24") DEEP

AND GREATER.

9. HOOK FOOTING BARS 90° WHERE EDGE OF FOOTING IS LESS THAN 600mm(24")

PAST EDGE OF SUPPORTED PIER/WALL.

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

FOOTING SCHEDULE - TEST FACILITY

NOTESMARK

FT1 EXTERIOR STRIP FOOTING AT GLAZING

3-15M BOT. LONG.

fc' = 25 MPa, N

500x250

SIZE (LxWxT)

1. TOPS OF INTERIOR/EXTERIOR PIERS TO BE @ 300(12") BELOW THE

UNDERSIDE OF THE SLAB ON GRADE.

2. PIER DIMENSIONS ARE TO BE CENTRED ON SUPPORTED COLUMNS (U.N.O.).

INCREASE CONCRETE SIZE TO SUIT FOUNDATION WALL OFFSETS.

3. VERTICAL BARS IN PIERS MAY BE LAPPED WITH COMPRESSION LAPS WHERE

NO BRACE/MOMENT FRAMES ARE PRESENT. WHERE BRACE/MOMENT

FRAMES ARE PRESENT VERTICAL BARS ARE TO EXTEND TO FULL HEIGHT

ABOVE FOOTING TO TOP OF PIERS (NO LAPS ARE PERMITTED UNLESS

APPROVED BE ENGINEER IN WRITING). CLASS `B' TENSION LAPS (MIN. 1.5 ld)

MAY BE USED WHERE HEIGHT OF PIER EXCEEDS 2400(8'-0").

4. SEE ALSO TYPICAL DETAILS S004.

NOTES:

PIER SCHEDULE - TEST FACILITY

REINFORCINGSIZE

TYPICAL PIER

c/w: 8-20M VERT. + DWLS

2-10M TIES @ 300 o.c.

(+ ADD'L T&B)

PT1 500x500

MARK

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

FT2 INTERIOR FOOTINGS

15M @ 300 B.E.W.

fc' = 25 MPa, N

1200x1200x300

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

FT3 EXTERIOR PAD FOOTINGS

3-15M B.E.W.

fc' = 25 MPa, N

800x800x300

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

FT4 BRACE FRAME PAD FOOTINGS

20M @ 250 B.E.W.

20M @ 250 T.E.W. IN 3mx3m MAT AT EACH COL.

fc' = 25 MPa, N

3000x500

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

FT6 LINK PIER FOOTINGS

20M @ 200 B.E.W.

20M @ 200 T.E.W.

fc' = 25 MPa, N

3000x3000x600

BRACE PIER

c/w: 16-20M VERT. (FULL HEIGHT)

3-10M TIES @ 250 o.c.

(+ ADD'L T&B)

PT2 650x650

LINK MOMENT FRAME PIER

c/w: 20-25M VERT. (FULL HEIGHT)

5-10M TIES @ 300 o.c.

(+ ADD'L T&B)

PT3 1000x1000

REMARKSMARK SIZE

250x200x16450

50

GIRDER PLATE

4-16mmØ ANCHOR BOLTS

(WELD TO U/S OF PLATE)

B TA

BASEPLATE SCHEDULE - TEST FACILITY

(SEE 1/S200T) COLLECTOR GIRDER PLATE

(SEE 1/S200T FOR DETAILSB TB

150x200x16

(MIN. SIZE)300

50

TYP. JOIST ANCHOR

2-16mmØ ANCHOR BOLTS

(INCREASE SIZE OF PLATE TO SUIT

JOIST DESIGN REQUIREMENTS)

B TC

300x300x20300

50

INTERIOR BASEPLATE

4-16mmØ ANCHOR BOLTSB TD

450x450x50900

BRACE BASEPLATE

4-32mmØ SEISMIC HEADED ANCHORS

+ W200x71 SHEAR STUB x 250 LONG

B TE

850x850x751100

LINK PIER MOMENT FRAME PLATE

8-32mmØ SEISMIC HEADED ANCHORSB TF

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

FT5 SHEAR WALL STRIP FOOTING

4-15M BOT. LONG.

fc' = 25 MPa, N

800x300

SIZEMARK

SCT1 HSS 152x152x8.0

STEEL COLUMN SCHEDULE - TEST FACILITY

NOTES

1. REFER TO PLANS FOR ELEVATIONS AND ORIENTATIONS.

2. ALL HSS COLUMNS TO BE CLASS 'C'.

NOTES:

TYPICAL INTERIOR COLUMN

SCT2 INTERIOR COLUMN AT BRIDGEHSS 152x152x13

SCT3 EXTERIOR COLUMNHSS 152x152x6.4

SCT4 BRACE COLUMNHSS 152x152x13

SCT5 BRIDGE COLUMNHSS 508 Ø x 13

qSLS ≥ 200 kPa

qULS ≥ 350 kPa

FT7 LINK PADS AT BUILDING

20M @ 300 B.E.W.

fc' = 25 MPa, N

1800x1800x400

1. LENGTH OF ANCHORS IS EMBEDMENT LENGTH. FABRICATOR TO PROVIDE

ADDITIONAL LENGTH AS REQUIRED FOR THREADS/NUTS/TOLERANCES, ETC.

2. ALL ANCHORS TO BE CAST-IN OR GROUTED INTO PLACE.

3. PROVIDE MIN. 25(1") THICK GROUT BED BELOW BASE PLATE

NOTES:

BASEPLATE

(REFER TO SCHEDULE)

COLUMN

(REFER TO PLANS)

CAST-IN POCKET

FOR LUG

50

(2")

(TY

P.)

30

0(1

2")

ANCHOR BOLTS

(REFER TO SCHEDULE)

GROUT TUBE INTO

POCKET @ ERECTION

CONCRETE PIER

(REFER TO PLANS)

SHEAR LUG

(REFER TO SCHEDULE)

4. SEISMIC SHEAR LUG DETAIL (PROVIDE AS REQUIRED IN SCHEDULE)

5. SEISMIC HEADED ANCHORS: FOLLOWING OUTLINES MINIMUM WASHER PLATE

(c/w: NUT ABOVE/BELOW PLATE) SIZES FOR BOLT ENDS.

(5 8"Ø: 2"x2"x58")

(3 4"Ø: 2 12"x2 12"x5

8")

(1"Ø: 3"x3"x34")

(1 14"Ø: 3 12"x3 12"x3

4")

(1 12"Ø: 4"x4"x34")

6. ANCHOR BOLT EMBEDMENT LENGTHS HAVE BEEN DEVELOPED IN

ACCORDANCE WITH CAN/CSA A23.3-04 CLAUSES 7.1.4, ANNEX D, 12.2, AND

21.2.7. DEPTHS ARE BASED ON MINIMUM EMBEDMENTS AND THE

DEVELOPMENT OF THE PIER REINFORCING STEEL IN TENSION ABOVE THE

CONE OF FAILURE CREATED BY THE BOLT HEAD.

7. VERTICAL ANCHOR PLATES/CONTINUOUS WELD PLATES:

• PROVIDE MIN. 1-10M HOR. AT END/BEND OF ALL STUD/STRAP ANCHORS.

10M TO BE CONTINUOUS WHERE MULTIPLE PLATES ALIGN. WHERE PLATE IS

ISOLATED, PROVIDE MIN. 36" LONG BAR.

• FACE OF PLATES TO BE CAST-IN FLUSH WITH FACE OF CONCRETE.

• WELD ANCHORS TO PLATE TO DEVELOP FULL SHEAR/TENSION CAPACITY

OF ANCHORS.

OF BRACE

16mmØ: 52x52x16mm

19mmØ: 63x63x16mm

25mmØ: 76x76x20mm

32mmØ: 76x76x20mm

38mmØ: 102x102x20mm

DETAIL

8. PROVIDE MIN. 1-15M x 32" LONG REBAR AT EACH STRAP ANCHOR AT

EMBEDDED ENDS.

TEST FACILITY: FOUNDATION/GROUND FLOOR PLAN

SCALE: 1:100

STORAGE ROOF:

DEAD: 200mm CONC. 4.80 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

5.30 kPa

LIVE: ROOF: 1.0 kPa

DESIGN LOADS:

TEST FACILITY: NUCLEAR STORAGE ROOF PLAN

SCALE: 1:100

ALL BLOCK VERT'S TO

BE IN GROUTED CORE

190 BLOCK WALLS BELOW:

• 15M @ 600 o.c. VERT. + DWLS

• 3-15M VERT. + DWLS ADD'L AT CORNERS

• 2-15M VERT. + DWLS ADD'L E.S. OF DOOR

• HDMR (TRUSS TYPE) @ 200 o.c.

• 1-20M HOR. ADD'L IN 2 COURSE DEEP

BOND BEAM CONT. AT TOP OF WALLS

• ALL LAPS TO BE CLASS 'B' TENSION

• PROVIDE LINTEL OVER DOOR AS PER

TYP. DETAILS ON S002

200 CONCRETE SLAB:

• fc' = 25 MPa, N

• 15M @ 300 T.E.W.

• 15M @ 300 B.E.W.

BEND BLOCK WALL

DOWELS INTO SLAB

TEST FACILITY:

FOUNDATION / GROUND

FLOOR PLAN

1:100ST100

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






RE

FE

R T

O D

RA

WIN

G S

10

0 F

OR

MA

IN B

UIL

DIN

G

6900

6175

6175

10900

6950

525

0

517

5

535

0

570

0

590

0

H

J

K

L

M

N

5

6

7

8

9

10

11

532

5

K'

75

5'

600

S200

3

BTA

BTA

T.J.T.J.

T.J. T.J.

W310x39

T.J.

W5

30x123

W530x123

W530x123

700 DP OWSJ @ 1000 o.c. (MAX.)

500 DP OWSJ @ 1000 o.c. (MAX.)

W410x39

W360x33

C20

0x17

AT

ED

GE

SCT1

SCT1

SCT4

SCT4

SCT1

SCT3

SCT3

SCT3

SCT3

SCT3

SCT4

SCT4

SCT4

SCT4

SCT1

SCT1

SCT2

38mmx1.52(16ga.) GALV. STEEL DECK

c/w: • HILTI-X-ENP19 FASTENERS @ 914/9

• HILTI SLC SIDE LAPS @ 150 o.c.

• PERIMETER/EDGES: HILTI-X-ENP19 @ 150 o.c.

L 152x102x7.9 (LLH) CONT.AT PERIMETER

CC2

CC1

CC1

CC2

FW

1F

W1

S200

3

200

350

W460x74W

460x52

Cu

=T

u=

125 k

N

Cu

=T

u=

250 k

N

Cu

=T

u=

400 k

N

Cu

=T

u=

250 k

N

Cu

=T

u=

400 k

N

Cu

=T

u=

120 k

N

T.J.

T.J.

T.J.

500 DP OWSJ @ 1000 o.c. (MAX.)

BTA

150

Cu=Tu=120 kN

SCT5

SCT5

SCT5

SCT5

W530x123

Cu=Tu=120 kN

BTB

SKEW BEAM AS REQUIRED

TO FRAME ONTO OF

BEARING PLATE

SEE SECTION

1/S200T

FRAME INTO SIDE

OF GIRDER

Cu=Tu=220 kNW310x39

Cu=Tu=360 kN W460x74

Cu=Tu=530 kN

150200

350

BTB

W410x39Cu=Tu=150 kN

Cu=Tu=80 kN

W360x51

W360x33

W360x33

W360x33

W460x52

W310x21

W360x51

W360x51

W460x52

W360x51

W360x51

W360x51

W360x51

W360x51

W360x51

150

200 2

00

ST200

3

500 DP OWSJ @1000 o.c. (MAX.)

500 DP OWSJ @ 1000 o.c. (MAX.)

500 DP OWSJ @ 1000 o.c. (MAX.)500 DP OWSJ @ 1000 o.c. (MAX.)

500 DP OWSJ @ 1000 o.c. (MAX.)

500 DP OWSJ @ 1000 o.c. (MAX.)500 DP OWSJ @ 1000 o.c. (MAX.)

500 DP OWSJ @ 1000 o.c. (MAX.)

Cu=Tu=120 kN

W530x123

Cu=Tu=120 kN

W530x123

Cu

=T

u=

150 k

NW5

30x123

Cu

=T

u=

150 k

N

C150x12 STUB EXTENSIONS

@ 1000 o.c. (MAX.)

DENOTES FULL MOMENT/SHEAR

CONNECTION OF BEAM TO COLUMN

CANTILEVER JOIST SHOES

TO SUIT DECK EDGE

PROVIDE L 76x76x6.4 KICKERS @

2000 o.c. (MAX.) ON BEAM

- CONNECT TO JOIST PANEL POINTS

- Cu=Tu=15 KN

- TYP. ALL BEAMS WITH COLLECTOR

FORCES NOTED

ALL JOISTS TO BE DESIGNED

FOR A ROLLOVER FORCE

VULT = 25 KN APPLIED AT TOP

OF SHOE (U/S OF DECK)JOIST FABRICATOR TO DETAIL

BRIDGING CONNECTION PLATE

TO CONC. WALL

DIAGONAL X-BRIDGING

(MIN. 2-LINES)

C100x9 @ 1000 o.c. BETWEEN

JOISTS TO U/S OF DECK

• FASTEN TO DECK @ 150 o.c.

• ANCHOR PLATE AT WALL:

150x150x12 c/w: 4-12mmØ

NELSON STUDS (x200 LONG)

• TYP. AT GRID 5 / 12 ALONG

CONC. WALLS

• 3 JOIST SPACES

EACH JOIST BETWEEN GRIDS K

AND N TO BE DESIGNED FOR

ADD'L T.C. COMPRESSION

FORCE OF 100 KN (ULT) APPLIED

AS FACTORED LIVE LOAD

EXTEND 200 WIDE PARAPET ABOVE

ROOF DECK (SEE SECTIONS)

- MAINTAIN REINFORCING STEEL NOTED

FOR BEAMS ALONG BRACE LINES

PROVIDE L 76x76x6.4 KICKERS TO

3RD POINTS (E.S. OF BEAM) / TO

BOTTOM FLANGE

• Cu=Tu=15 KN

• TYP. GRIDS 7/9/5/12

ST200

2

ST200

1

ST200

2NOTES:

DESIGN OWSJ SHOES FOR THE FOLLOWING ULTIMATE ROLL OVER

FORCES (PLUS APPLICABLE AMPLIFICATION FACTORS) DUE TO SEISMIC

LOADS: 25 KN (APPLIED AT TOP OF JOIST SHOE)

DENOTES COLLECTOR FORCES MULTIPLY VALUES BY 1.5 FOR

CONNECTION DESIGN.

SKEW BEAM AS REQUIRED

TO FRAME INTO END OF

WALL/BEARING PLATE

LOCALLY NOTCH CURB AT

GIRDER BASEPLATES

(TYP. ALL LOCATIONS)

ST200

3

8.3 KPa

9800

20M @ 250 T

5M @ 300 T

0M @ 250 T

20M

6000

@ 2

25 T

20M

@ 2

25 T

0 (TYP.)

5M @ 250 T

BF

1

BF

1

BF2

BF2

W310x39

Cu=Tu=220 kNW310x39

Cu=Tu=360 kNW310x39

Cu=Tu=530 kN BTA

SCT4

325

SCT4

T.J.T.J.

T.J. T.J.

T.J.

T.J.

BTA

W410x46

BTA

L 52x52x6.4 KICKERS FROM

W410 BOT. FLANGE TO W460

TOP FLANGE

Cu=Tu=15 KN

- ALIGN ON O/H DOOR VERT'S

EXTEND JOIST SHOES TO

EDGE OF DECK (TYP.)

3-20M @ 100 T&B ADD'L AT


EDGES (ALL FLOORS)


CLA

SS

'B'

TE

NS

ION

LA

P

(MIN

. 9

00m

m)

W360x33

W360x33

W360x33

W460x68

W460x68

SCT1

C150x19

C150x19

C150x19 @ 800 o.c.

C150x19 @ 800 o.c.

500 DP OWSJ @1000 o.c. (MAX.)

10

TEST FACILITY: ROOF PLAN

SCALE: 1:100

DESIGN LOADS:

TEST FACILITY:

DEAD: STEEL: 0.25 kPa

DECK: 0.10 kPa

CEILING: 0.25 kPa

MECH.: 0.25 kPa

ROOFING: 1.50 kPa

2.35 kPa


SNOW: 2.40 kPa (+ DRIFT U/N)

TEST FACILITY:

ROOF PLAN

1:100ST101

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






RE

FE

R T

O D

RA

WIN

G S

10

1 F

OR

MA

IN B

UIL

DIN

G

S200

1

SCALE 1:20

SECTION: FOUNDATION WALL: CURTAIN WALL SUPPORT

GR. FLOOR

T.O.C. EL. 0.000


• REFER TO SCHEDULES FOR ULS/SLS

• GEOTECHNICAL TO APPROVE PRIOR

TO CONC. PLACEMENT

F3 (SEE PLAN)

ENGINEERED FILL

CONC. SLAB ON

GRADE (SEE PLAN)

CURTAIN WALL

(REFER TO ARCH.)

>1

50

0 (

MIN

. F

RO

ST

CO

VE

R)

WALL FINISH

(REFER TO ARCH.)

FW3: 200 CONC. FDN WALL

c/w: • 15M @ 300 VERT. + DWLS

(HOOK 600mm INTO SLAB)

• 15M @ 300 HOR. (CONT.)

• PROVIDE 1-15M HOR. (CONT.)

ADD'L AT WELD PLATE ANCHOR

INCREASE DEPTH OF FOOTINGS TO SUIT:

• FROST COVER REQUIREMENTS

• ADJACENT DEEPER FOOTINGS

• MECH/ELECT TRENCHES/PITS/SERVICES

MULLION SUPPORT ANGLE

(REFER TO 2/S200)

MULLION SUPPORT ANGLE TO

BE CONTINUOUS AT DOORS

• REFER TO ARCH. FOR

EXTENTS

• PROVIDE WELD PLATE @

750 o.c. IN THOSE AREAS

• SEE 1A/S200

WELD PLATE (REFER TO 2/S200)

SEE PLANS FOR

RECESS LOCATIONS

200

PROVIDE 1-15M ADD'L (CONT.)

AT TOP/ANCHOR ELBOW

2nd FLOOR

T.O.C. EL. 4.200

GR. FLOOR

T.O.C. EL. 0.000

30

0

(MIN

.)

S200

2

SCALE 1:20

SECTION: TYPICAL FOUNDATION WALL

ENGINEERED FILL

(REFER TO

GEOTECHNICAL REPORT)

CONC. SLAB ON

GRADE (SEE PLAN)

REINFORCED CONC.

SLAB (SEE PLAN)

200

CURTAIN WALL

(REFER TO ARCH.)

L 102x102x13 (x150 WIDE) MULLION

SUPPORT ANGLE @ ±1500 o.c.

• COORDINATE LOCATIONS OF

SUPPORTS / WELD PLATES WITH ARCH.

WALL FINISH

(REFER TO ARCH.)

200 CONC. CURB

c/w: • 15M @ 300 VERT.

• 4-15M HOR. (CONT.)

(1 TOP / 1 AT ANCHORS /

2 EQ. SPACING)

MULLION WELD PLATE:

L 203x152x9.5 (x200 WIDE) (LLV)

BENT PLATE @ ± 1500 o.c.

c/w: • 2-20mm Ø ANCHORS

(CAST-IN) 150

50 BUILT-UP SOIL/ROOFING

• MAX. DEPTH OF SOIL = 300mm

(REMAINING HEIGHT TO BE

PROVIDED USING L.W. INSULATION)

VARY CONCRETE TOP

(MAX. 100mm INCREASE

AT HIGH POINTS)

42

00

(M

AX

.)


• REFER TO SCHEDULES FOR ULS/SLS

• GEOTECHNICAL TO APPROVE PRIOR

TO CONC. PLACEMENT

F3/F4 (SEE PLANS)

INCREASE DEPTH OF FOOTINGS TO SUIT:

• FROST COVER REQUIREMENTS

• ADJACENT DEEPER FOOTINGS

• MECH/ELECT TRENCHES/PITS/SERVICES

CL

AS

S 'B

'

TE

NS

ION

LA

P

900 (TYP)

BEND ALL VERTICALS INTO

SLAB AT TOP (OR PROVIDE

MATCHING DOWELS)

FW1/FW2 (SEE PLANS)

350/300

(SEE PLANS)

WALL FINISH

(REFER TO ARCH.)

10

0

ALL EXTERIOR SUPPORT ANGLES

TO BE HOT DIP GALVANIZED

(TYP. ALL LOCATIONS)

2nd FLOOR

T.O.C. EL. 4.200

S200

3

SCALE 1:20

SECTION: 2ND FLOOR CURTAIN WALL CURB

(SOUTH END)

G

REINFORCED CONC.

SLAB (SEE PLAN)

200

CURTAIN WALL

(REFER TO ARCH.)MULLION SUPPORT ANGLE

(REFER TO 2/S200)

WELD PLATE

(REFER TO 2/S200)

200 CONC. CURB

(SEE 2/S200)

REFER TO PLANS /

2/S200 FOR FOUNDATION

WALL DETAILS

S200

4

SCALE 1:20

SECTION: 2nd FLOOR NORTH ENTRANCE ROOF

A

CURTAIN WALL

(REFER TO ARCH.)


(REFER TO 2/S200) WELD PLATE

(REFER TO 2/S200)

WALL FINISH

(REFER TO ARCH.)

VARY CONCRETE TOP


AT HIGH POINTS)

BUILT-UP SOIL/ROOFING




SHOCK CONNECTION BARS

• COORDINATE LOCATIONS

WITH MULLION SUPPORT

ANGLES

• IDENTIFY INTERFERENCES

ON SHOP DRAWINGS

200 CONCRETE CURB

c/w: 15M @ 200 HOR. CONT.

10M @ 300 VERT.

2-20M HOR. ADD'L T&B

(fc' = 35 MPa, C-1)

(FINAL REBAR LAYOUT TO BE

DETERMINED BASED ON

SHOCK CONNECTION SHOP

DRAWINGS/DETAILS)

MULLION WELD PLATE

(REFER TO 2/S200)

DROP BAND (SEE PLANS)

1-15M ADD'L CONT. AT MULLION

WELD PLATE ANCHORS


(REFER TO 2/S200)

200 CONC. CURB

(SEE 2/S200)

REINFORCED CONC.

SLAB (SEE PLAN)

200

PRE-ENGINEERED REINF.

BARS BY SHOCK CANADA INC.

S200

6

SCALE 1:20

SECTION: 3rd FLOOR: CURTAIN WALL SUPPORT

A

REINFORCED CONC.

SLAB (SEE PLAN)

HSS 76x76 CROSS

MEMBERS (SEE 5/S201)

HSS 76x76 HOR.

(SEE 5/S201)

CONC. COLUMN

(BEYOND)

PRE-ENG. CURTAIN WALL

(REFER TO ARCH.) L 152x102 MULLION CLIPS

(SEE 5/S201)

HSS 76x76 HANGERS

(SEE 5/S201)

HSS 52x52 BRACING

(SEE 5/S201)

HSS 76x76 CONT. HOR.

(SEE 5/S201)


(REFER TO ARCH.)

CURTAIN WALL SUPPORT

FOR LATERAL LOADS ONLY

CURTAIN WALL SUPPORT INSERTS

(REFER TO SUPPLIER'S DETAILS)

ENSURE LAST ROW OF

TRANSVERSE BARS IS

LOCATED EXTERIOR TO

ANCHOR PLATE (TYP)

HANGER ANCHOR PLATE:

150x150x12

c/w: 4-12mmØ NELSON

STUDS x200 LONG

150

G

REINFORCED CONC.

SLAB (SEE PLAN)

HSS 76x76 CROSS


HSS 76x76 HOR.

(SEE 5/S201)

CONC. COLUMN

(BEYOND)


(REFER TO ARCH.)L 152x102 MULLION

CLIPS (SEE 5/S200)

HSS 76x76 HANGERS

(SEE 5/S201)

HSS 52x52 BRACING

(SEE 5/S201)


(SEE 5/S201)


(REFER TO ARCH.)




INSERTS (REFER TO

SUPPLIER'S DETAILS)

ENSURE LAST ROW OF

TRANSVERSE BARS IS

LOCATED EXTERIOR TO

ANCHOR PLATE (TYP)

HANGER ANCHOR PLATE:

150x150x12


STUDS x200 LONG

S200

7

SCALE 1:20


150

HSS 76x76 CROSS


HSS 76x76 HOR.

(SEE 5/S201)

HSS 52x52 BRACING

(SEE 5/S201)


(SEE 5/S201)


(REFER TO ARCH.)



CURTAIN WALL SUPPORT INSERTS

(REFER TO SUPPLIER'S DETAILS)

ENSURE LAST ROW OF

TRANSVERSE BARS IS

LOCATED EXTERIOR TO

ANCHOR PLATE (TYP)

150

L 152x102 MULLION CLIPS

(SEE 5/S201)

HSS 76x76 HANGERS

(SEE 5/S201)

1

4

REINFORCED CONC.

SLAB (SEE PLAN)

CONC. COLUMN

(BEYOND)

PRE-ENG PURLIN/CAP

(REFER TO ARCH.)


(REFER TO ARCH.)

S200

8

SCALE 1:20


GR. FLOOR

T.O.C. EL. 0.000

S200

A

SCALE 1:25

DETAIL: TYPICAL CONCRETE STAIR

900 (TYP)

200

25

0

LA

ND

ING

25

0

LA

ND

ING

30

0

(MIN

)

75 (TYP. ALL MID

LANDINGS/ALL SIDES)

200

MIN

.

TH

RO

AT (TYP.)

PROVIDE RECESS FOR

NON-SLIP INSERTS IF

REQUIRED (SEE ARCH.)

10M NOSING BAR

(TYP. EACH STEP)

BEND TOP BARS INTO

TOP OF STAIR

STAIR EDGE BEAM:

• 4-20M T @ 100 o.c.

• 4-20M B @ 100 o.c.

• 2-10M TIES @ 250 o.c.

• TYP. AT FLOORS/LANDINGS

150 (TYP)

SLAB/DROP BAND

(SEE PLANS)

BEND BOTTOM BARS

INTO STAIR (TYP)

CONCRETE SHEAR

WALLS (SEE PLANS)

PROVIDE 50x100 SHEAR KEY

INTO WALLS AT SIDE OF STAIRS

c/w: 15M @ 300 DOWELS

900

900

15M @ 300 DWLS

ALL AROUND

LANDINGS (TYP)

900

900

15M @ 200 BLL

(TYP)

15M @ 300 BUL

(TYP)

PRE-ENG. STEEL RAILING

(REFER TO ARCH.)

15M @ 300 TLL

15M @ 200 TUL

15M @ 300 BUL (TYP)

15M @ 200 BLL (TYP)

BEND BOTTOM BARS

INTO STAIR (TYP)

BEND BOTTOM

BARS INTO TOP

(TYP)

SLAB ON GRADE

(SEE PLANS)

15M @ 200 TIES

2-20M T&B

600x250 FTG

c/w: 3-15M BOT.

ENGINEERED FILL

qSLS > 150 kPa

qUSL > 200 kPa

GEOTECHNICAL ENGINEER TO

VERIFY PRIOR TO CONC. PLACEMENT

GR. FLOOR

T.O.C. EL. 0.000

1

1500

T.L.

1500

15

00

T.L.

T.L.

T.L.

300

T.L.

15

00

(M

IN.)

FR

OS

T C

OV

ER

FOOTING (SEE

SCHEDULE FOR DEPTH

AND REINFORCING)

EDGE OF PAD

FOOTING

CONC. SLAB ON

GRADE (SEE PLAN)

WALL REINFORCING

(SEE SCHEDULES)

TOP OF FOOTING ELEV.

TO BE CONFIRMED.

CONTRACTOR TO

COORDINATE ELEVATOR

REQUIREMENTS

EDGE OF FOOTING

FOOTING REINFORCING

(SEE PLAN)

OF WALL

NOTE:

ADDITIONAL REINFORCING LAYERS

ARE NOT SHOWN FOR CLARITY.

S200

5

SCALE 1:25

DETAIL: STEP IN FOOTING

REFER TO PLANS FOR

DEPTH TO TOP OF FTG.

(MEET ELEVATOR

REQUIREMENTS)TIE BEAM

MIN. 50mm THICK

CONCRETE TOPPING

c/w: FIBRE MESH

REINFORCING TO SUIT

DRAINAGE (SEE ARCH.)

S200

1A

SCALE 1:20

SECTION: FOUNDATION WALL: CURTAIN WALL SUPPORT AT DOORS

GR. FLOOR

T.O.C. EL. 0.000

ENGINEERED FILL

CONC. SLAB ON

GRADE (SEE PLAN)

WALL FINISH

(REFER TO ARCH.)

12

CONC. WALL (REFER TO 1/S200)

L 178x102x13 (LLH)

CONTINUOUS AT DOORS

c/w: 6mm STIFFENERS @ 750 o.c.

(MATCH WELD PLATE SPACING)

SEE PLANS FOR

RECESS LOCATIONS

30

0

500

200

WELD PLATE

(REFER TO 2/S200)

PROVIDE 1-15M ADD'L (CONT.)

AT TOP/ANCHOR ELBOW

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






SECTIONS & DETAILS

AS SHOWNS200

3rd FLOOR

T.O.C. EL. 8.200

LATERAL CURTAIN WALL

SUPPORT (BY OTHERS)

• NO VERTICAL SUPPORT

AT THIS LEVEL

38mmx0.91 GALV.

STEEL DECK

L 38x38x6.4 EDGE ANGLE

PRE-ENG MULLION

CAP FINS (SEE ARCH.)

PRE-ENG CURTAIN

WALL (SEE ARCH.)

DRYWALL/STUD FINISH

(REFER TO ARCH.)

HSS 76x76x8.0

@ 1500 o.c.

HSS 76x76x8.0

CROSS MEMBERS

HSS 52x52x6.4

BRACE @ 1500 o.c.

PRE-ENG PURLIN/CAP

(REFER TO ARCH.)

HSS 76x76x8.0

CONT. AT EDGES

HSS 76x76x8.0 @ 1500 o.c. (MAX.)

• ALIGN ON MULLIONS (REFER TO ARCH.)

• REFER TO ARCH FOR LAYOUTS

250 SLAB (BEYOND)

240 SLAB BAND

(BEYOND)

FINISHES (REFER

TO ARCH.)

L 152x102x9.5 (x150 WIDE)

(LLH) @ 1500 o.c. (MAX.)

• ALIGN WITH CURTAIN

WALL MULLIONS

• REFER TO ARCH. FOR

LAYOUTS

HSS 52x52x6.4 DIAGONAL

BRACES AT EVERY 3rd

SPACING + ENDS

PRE-ENG CURTAIN

WALL (SEE ARCH.)

25

02

40

OF

SLAB/BAND

S201

5

SCALE 1:20

SECTION: 3rd FLOOR: ATRIUM GIRT FRAMING

550

75

75

12

51

25

30025

300

HSS 76x76x8.0 HSS 76x76x8.0

HSS 305x305

HSS 305x305

HSS 76x76 (HIGH)

HSS 76x76 (LOW)

65x65x12 SQUARE

WASHER + NUT E.S.

20mmØ ANCHOR

BOLTS (x6)

PROVIDE ADD'L 10M

TIES IN SLAB BAND

@ 100 o.c. IN

ANCHOR AREAS

5-10M TIES ADD'L

(CLOSED HOOP)

A 3B: 490x400x25

ANCHOR PLATE

VF = 70 KN (TYP)

VF = 0 KN @ GRID C

40 KN @ GRID D

S201

6

SCALE 1:20

SECTION: 3rd FLOOR: ATRIUM GIRT SUPPORT AT SLAB

HSS 305x305

S201

7

SCALE 1:20

SECTION: 3rd FLOOR: ATRIUM GIRT SUPPORT AT SLAB

VF = 70 KN (TYP)

CONNECTION AT GRID C:

ALLOW SLOTTED MOVEMENT /

ROTATION AT PIN

CONNECTION AT GRID D:

ROTATION AT PIN ONLY

A 3BSLAB BAND (REFER TO

PLANS FOR REBAR)

REFER TO PLANS

FOR REINFORCING

49

0 ±25 ±25

150

PARAPET ANCHOR PLATE:

150x150x12


STUDS x200 LONG

LATERAL SUPPORT CLIP FOR

CURTAIN WALL (NO VERTICAL)

(REFER TO ARCH. FOR DETAILS)

HSS 52x52x6.4 DIAGONALS AT

EVERY 3rd SPACING (+ ENDS)

PROVIDE VARYING HEIGHT

CHAIRS TO TOP BARS TO

MAINTAIN COVER (TYP)

ROOF SLAB

(REFER TO PLANS)

HSS 76x76x8.0 FRAMING @ 1500 o.c. (MAX.)

• CONNECT ALL MEMBERS TOGETHER

FOR FULL M/V CAPACITY OF SECTION

PROVIDE 1-15M ADD'L CONT. AT

-150 FROM TOP OF SLAB OUTSIDE

OF ANCHOR PLATE


(REFER TO ARCH.)

S201

8

SCALE 1:20

SECTION: ROOF: PARAPET SUPPORT FRAMING

VARIES (700 MAX.)

(REFER TO ARCH.)

CURTAIN WALL

(REFER TO ARCH.)

VARY CONCRETE TOP


AT HIGH POINTS)200 CONC. CURB/MULLION

SUPPORT (SEE 2/S200)

200

750

70

055

0

200

CONC. SLAB

(SEE PLANS)

700x750 DROP BAND

c/w: 5-30M BOT. LONG

2-10M TIES @ 250 o.c.

2-15M H.E.F. ADD'L

MULLION SUPPORT

(SEE 4/S200)

PRE-ENG CURTAIN

WALL (SEE ARCH.)

200 CONC. CURB

(SEE 2/S200)

2nd FLOOR

T.O.C. EL. 4.200

BUILT-UP SOIL/ROOFING




100mm RIGID INSULATION

(REFER TO ARCH.)

S201

9

SCALE 1:20

SECTION: 2ND FLOOR: EXTERIOR ROOFS AT ENTRANCES

S201

10

SCALE 1:20

SECTION: BRIDGE CONNECTION: @ BIG POD

D

25

0

600

10

0

250 CONCRETE SLAB (SLAB

REINFORCING NOT SHOWN FOR

CLARITY/REFER TO REINFORCING

DRAWINGS)

CONCRETE BEAM (REFER TO

SCHEDULE) (REINFORCING NOT

SHOWN FOR CLARITY)

W 1:

500(V) x 350(H) x 16

c/w: 6-20mmØ ANCHOR RODS

- INCREASE SIZE AS REQ. TO SUIT

SHELF ANGLE/BEAM CONNECTION

W410 GIRDER

C100x9 @ 1100 o.c. (TYP.)

38x0.91 COMPOSITE STEEL DECK (TRIPLE SPAN)

w/ 62mm OF CONC. ON TOP (TOTAL DEPTH OF 100mm)

c/w 152x152 MW 18.7x18.7 WIRE MESH @ MID-DEPTH

(REFER TO S000 FOR WELDS)

25

45

0

SHELF ANGLE SUPPORT +

PAD (BY DIV.05)

PRE-ENG. NEOPRENE

BEARING PAD PLUS

ANCHORS TO ALLOW ±

25mm HOR. MOVEMENT

(EACH DIRECTION)

1-15M x 900 LONG @

BENDS/ANCHOR-PLATE ADD'L

2nd/3rd

EXPANSION JOINT COVER

(REFER TO ARCH.)

450

75

S201

11

SCALE 1:20

SECTION: BRIDGE CONNECTION: @ SMALL POD

C

25

04

50

600

10

0

C100x9 @ 1100 o.c. (TYP.)

38x0.91 COMPOSITE STEEL DECK (TRIPLE SPAN)

w/ 62mm OF CONC. ON TOP (TOTAL DEPTH OF 100mm)

c/w 152x152 MW 18.7x18.7 WIRE MESH @ MID-DEPTH

(REFER TO S000 FOR WELDS)

250 CONCRETE SLAB (SLAB

REINFORCING NOT SHOWN FOR

CLARITY/REFER TO REINFORCING

DRAWINGS)

CONCRETE BEAM (REFER TO

SCHEDULE) (REINFORCING NOT

SHOWN FOR CLARITY)

W 1 CAST-IN WALL PLATE (REFER

TO SCHEDULE)

15M @ 200 x 1000 LONG INTO BRIDGE DECK/SLAB

2nd/3rd

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






SECTION AND DETAILS

AS SHOWNS201

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






TEST FACILITY:

SECTION AND DETAILS

AS SHOWNST200

COREWALL/SHEAR WALL NOTES:

1. CONCRETE STRENGTH:

FTG - 2ND: fc' = 40 MPa

2ND - 3RD: fc' = 40 MPa

3RD - 4TH: fc' = 35 MPa

4TH - ROOF: fc' = 35 MPa

ROOF - PHR: fc' = 30 MPa

• MAXIMUM AGGREGATE SIZE IS 20mm UNLESS NOTED ON

COREWALL PLANS.

2. REINFORCING:

ALL WALLS TO BE REINFORCED AS FOLLOWS U/N ON DETAILED

DRAWINGS:

• 20M @ 100 H.E.F.

• 20M @ 350 V.E.F.

• 10-35M @ 150 VERT. +10M TIES @ 100 @ ENDS/EACH SIDE OF

DOORS/OPENINGS/CORNERS

• 4-20M T&B/E.S./E.F. OF MECH. OPENINGS U/N (EXTEND MIN. 600

PAST FACE OF OPENINGS)

• BEND VERTICALS INTO SLAB WHERE WALLS TERMINATE

• ALL LAPS TO BE CLASS `B' TENSION LAPS (MIN. 600, MIN. 1.5 d)

• WHERE WALLS INTERSECT SPACING OF CONCENTRATED

REINFORCING TO BE BASED ON GEOMETRY OF WALLS (AREA OF

CORE CREATED BY INTERSECTION). SPACE ALL OTHER VERT'S

AT SPACING NOTED.

3. GEOMETRY:

FDN - ROOF LEVEL: 350 (MIN.), 400 (MAX.) (SEE PLANS)

SEE COREWALL PLANS FOR DIMENSIONS. REFER TO ARCH.

4. WB1: 350/400x1600

10-25M T (3 LAYERS)

10-25M B (3 LAYERS)

15M @ 150 H.E.F.

2-10M STIRRUPS @ 100 o.c.

WB2: 200x1600

6-25M T (3 LAYERS)

6-25M B (3 LAYERS)

20M @ 100 H.E.F. (OR 150 @ UPPER FLOORS)

10M STIRRUPS @ 100 o.c.

(EXTEND HOR. BARS TO GRID 2&3)

SPACING

NOTED

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






COREWALL DETAILS: CW1

AS NOTEDS300COREWALL DETAIL CW1: FOUNDATION TO SECOND

SCALE 1:50

COREWALL DETAIL CW1: SECOND TO THIRD

SCALE 1:50

COREWALL DETAIL CW1: THIRD TO FOURTH

SCALE 1:50

COREWALL DETAIL CW1: FOURTH TO ROOF

SCALE 1:50

COREWALL DETAIL CW1: PENTHOUSE ROOF

SCALE 1:50




2ND - 3RD: fc' = 40 MPa

3RD - 4TH: fc' = 35 MPa




COREWALL PLANS.

2. REINFORCING:


DRAWINGS:

• 20M @ 100 H.E.F.

• 20M @ 350 V.E.F.










AT SPACING NOTED.

3. GEOMETRY:



4. WB1: 350/400x1600

10-25M T (3 LAYERS)

10-25M B (3 LAYERS)

15M @ 150 H.E.F.


WB2: 200x1600

6-25M T (3 LAYERS)

6-25M B (3 LAYERS)




SPACING

NOTED

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






COREWALL DETAILS: CW2

AS NOTEDS301COREWALL DETAIL CW2: FOOTING TO SECOND

SCALE 1:50

COREWALL DETAIL CW2: SECOND TO THIRD

SCALE 1:50

COREWALL DETAIL CW2: THIRD TO FOURTH

SCALE 1:50

COREWALL DETAIL CW2: FOURTH TO ROOF

SCALE 1:50

COREWALL DETAIL CW2: PENTHOUSE ROOF

SCALE 1:50

MIN. 2-20M ADD'L

EACH FACE (U.N.O.)

DWLS TO MATCH VERTICALS

MECH. OPENINGS < 650x650

2-15M T&B/E.S./CORNERS ADD'L

(EXTEND 600 PAST EDGE OF OPENING)

(ALL OPENINGS NOT NOTED ON

STRUCTURAL DRAWINGS MUST BE

APPROVED BY ENGINEER IN WRITING

PRIOR TO CONSTRUCTION)

BEND VERTICALS INTO TOP OF

SLAB WHERE BARS

TERMINATE AT AN OPENING

VA

RIE

S (

24

00 M

AX

.)

CONCENTRATED REINFORCING

@ SIDES OF DOORS + WINDOWS (AS

PER PLANS/SCHEDULE)

>800

(UNO)

100

mm

(TY

P)

HOOK VERTICAL BARS INTO

SLAB AT TOP OF WALL

CONCENTRATED

REINFORCEMENT

EACH END OF WALL

S301

A

SCALE: N.T.S.

TYPICAL SHEARWALL & COREWALL REQUIREMENTS/

OPENING DETAILS (U/N)

DISTRIBUTED REINFORCEMENT

(VERTICAL & HORIZONTAL)

TYPICAL FLOOR LAPS:

CLASS `B' TENSION LAP (LAP

LENGTH BASED ON LARGER

BAR SIZE) (MIN. 1.3 d)

REINFORCING OVER OPENINGS

AS NOTED ON ELEVATIONS

HOOK HORIZONTAL BARS

AT END/OPENINGS AS PER

TYPICAL DETAILS

HOOK HORIZONTALS AT OPENINGS

AS PER TYPICAL DETAILS

DISPLACE DISTRIBUTED STEEL HOR/VERT.

E.S. OF OPENING (12 TO EACH SIDE)- INFILL SPACE WITH BARS OF MATCHING

SIZE/SPACING

10

0

FOOTING (SEE PLANS)

150 MAX.

U/N

TIES/HORIZONTAL

BARS IN SAME PLANE

HORIZONTAL BARS

ON INSIDE FACE

SPACING AS

NOTED ON PLANS

THICKNESS AS

PER PLANS

PLAN DETAIL: 2-10M TIES: 8 VERT. BARS

SCALE: N.T.S. @ WALL ENDS

PLAN DETAIL: TYPICAL REINFORCING LAYOUT

SCALE: N.T.S. @ WALL ENDS (Rd = 1.5)

CONCENTRATED REINFORCING STEEL LAYOUTS AND TYPICAL COREWALL DETAILS

PROVIDE 90° HOOK

@ END OF HORIZONTAL

BARS WHERE

B ≤ 800mm(32")

B

(UNLESS OTHER WISE NOTED ON SCHEDULES)

DETAIL: 2-10M TIES: 12 VERT. BARS

SCALE: N.T.S. @ WALL ENDS (6-V.E.F.)

DETAIL: TYPICAL REINFORCING LAYOUT

SCALE: N.T.S. @ WALL CORNERS (Rd=1.5)

PROVIDE 90° HOOKS ON

HORIZONTAL BARS. NOT

REQUIRED IF

B ≥ 800mm(32")

WHERE B ≥ 800mm(32")

PROVIDE ALTERNATE SHOWN:

MATCH HOR. BAR

SIZE/SPACING800(32")

80

0(3

2")



S0

.5S

150 MAX.

U/N

150 MAX.

U/N

B0

.5S

S



150 MAX.

U/N



150 MAX.

U/N



150 MAX.

U/N

SLAB (SEE PLANS)

SLAB (SEE PLANS)

CLA

SS

`B

'

TE

NS

ION

LA

P

(MIN

. 1.3

d

)

DISTRIBUTED VERTICAL/

HORIZONTAL REINFORCINGSFRS CLASSIFICATION:

CONVENTIONAL SHEAR WALLS

Rd = 1.5

Ro = 1.3

NO CRANKED BARS

S300

B

SCALE: N.T.S.

DETAIL: TYPICAL SHEARWALL & COREWALL REINFORCING

LAPS: CONCENTRATED STEELS300

C

SCALE: N.T.S.

DETAIL: TYPICAL FLOOR DOWELS/LAPS:

DISTRIBUTED STEEL

CLA

SS

`B

'

TE

NS

ION

LA

P

(MIN

. 1.3

d

)

0.5

t

t

15M @ 300 E.F.

900

900




2ND - 3RD: fc' = 40 MPa

3RD - 4TH: fc' = 35 MPa




COREWALL PLANS.

2. REINFORCING:


DRAWINGS:

• 20M @ 100 H.E.F.

• 20M @ 350 V.E.F.










AT SPACING NOTED.

3. GEOMETRY:



4. WB1: 350/400x1600

10-25M T (3 LAYERS)

10-25M B (3 LAYERS)

15M @ 150 H.E.F.


WB2: 200x1600

6-25M T (3 LAYERS)

6-25M B (3 LAYERS)




SPACING

NOTED

DRAWING No.

PROJECT No:

DATE:

SCALE:

DRAWN:

DRAWING

PROJECT

REVISIONS

STAMPPROJECT NORTH

No. DATE BY






TOMLINSON

NEW BUILDING

S.H.

B.J.

OCT. 2015

15-0179

APPROVED:


CLELAND




REVISED ATRIUMSH





PERMIT


TENDER






SHEAR WALL DETAILS

AS NOTEDS302

g e n e r a l n o t e s a n d d e t a i l s · steel stairs shall be designed and certified by the...

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