14096 structural pdf set -revit

FOOTINGS75mm (3") UNDERSIDE50mm (2") TOP AND ENDS

LOCATION CLEAR COVER

WALLS 50mm (2") AGAINST EARTH (20M BAR OR GREATER)40mm (1 1/2") AGAINST EARTH (15M BAR)40mm (1 1/2") AGAINST FORM (20M BAR OR GREATER)25mm (1") AGAINST FORM (15M BAR)

SLABS (SURFACES NOTIN CONTACT WITH YARD)

25mm (1") TOP BARS25mm (1") BOTTOM BARS

SURFACE IN CONTACTWITH GROUND

75mm (3")

LOCATION DESIGN STRENGTH(28 DAYS)

SLUMP EXPOSURECLASS

EXTERIOR FOOTINGS/ FOUNDATIONWALLS AND PIERS

25 MPa 80+/- 30 F-2

ALL EXTERIOR REINFORCEDCONCRETE

35 MPaU.N.O.

80+/- 30 C-1

EXTERIOR UN-REINFORCEDCONCRETE

(CURBS & CONCRETE WALKWAYS)

32 MPaU.N.O.

80+/- 30 C-2

INTERIOR SLAB ON GRADE 25 MPa 80+/- 30 N

-SPACING OF PIPES SHALL BE MINIMUM 3x THE PIPE DIAMETER ON CENTRE.-CONCRETE SHALL NOT BE PENETRATED WITHIN 600mm (24") OF CONCENTRATED LOADS-ANY PENETRATION SHALL BE A MINIMUM OF 600mm (24") FROM ALL EDGES SUCH AS ENDS AND TOPS OF WALLS.-FOR ANY PENETRATION GREATER THAN 300mm (12") CONSULT THE ENGINEER PRIOR TO PROCEEDING.-PROVIDE 20mm CHAMFER AT ALL EXPOSED FINISHED EDGES, U.N.O.

WIRE REINF. 200mm (8")10M BARS 400mm (16")15M BARS 600mm (24")20M BARS 800mm (32")

A. UNSUPPORTED ENDS OF WALLS

B. EACH SIDE OF CONTROL JOINTS, EXCEPT WHERE LOCATED DIRECTLY BELOW A WINDOWOPENING, BARS MAY BE OMITTED. PROVIDE CLEANOUT PORT AT BOTTOM OF EACH GROUTEDCORE WHEN REQUIRED BY ENGINEER. DO NOT CLOSE PORT OR PLACE GROUT UNTIL CORE ANDSTEEL HAVE BEEN INSPECTED.

LOCATION

LOAD BEARINGCONCRETE BLOCK

NON-LOAD BEARINGCONCRETE BLOCK

NET

20

15

GROSS (f*m)FOR HOLLOW BLOCK

13

9.8

GROSS (f*m)FOR SOLID OR

GROUTED BLOCK

10

7.5

CONCRETE BLOCK MASONRY COMPRESSIVE STRENGTH (MPa)

METRICFORCES kNMOMENTS kN*mLIVE LOADS kN/mDISTRIBUTED LOADS kPa

HSS COLUMN

2 STIFFENER PLATESEA. SIDE AS PER

FABRICATION ENGINEER

STIFFENER TO START OFFILLET (TYP) U.N.O.

STIFFENER PLATES EA.SIDE AS PERFABRICATION ENGINEER

W COLUMN

MIN. 4 BOLTS THRU BEAMFLANGE AND TOP PLATE

ZONE REINFORCEMENT SCHEDULE

Z1 GROUT SOLID REINFORCED CELLS




L1/L2 L4 L5L3 L6

NOTES:1. REFER TO GENERAL MASONRY NOTES FOR ADDITIONAL REINFORCEMENT.2. PROVIDE THE FOLLOWING TYPICAL LINTELS FOR ALL MECHANICAL AND MISC. OPENINGS, (U.N.O.) AT LOAD BEARINGWALLS:

L2 190 BLOCKL3 290 BLOCKL4 190 EXTERIOR BLOCK WITH VENEER

3. REFER TO DRAWINGS S202 AND S203 FOR LINTEL LOCATIONS.

4. REFER TO DETAIL 6/S102 FOR NON-LOAD BEARING WALL LINTEL SIZES AND VENEER LINTEL SIZES, U.N.O.

L7/L8

10MWELDABLEDOWEL TYP.




450 MIN.100 MIN.

OR DIA. OF LARGEST SLEEVE(WHICHEVER IS GREATER)

SLEEVE (TYP)

CONC. WALL

PUDDLE FLANGE

INTERIOR FACE

20x20mm RECESSFOR CAULKING

COUPLING AT EACH END

500 MIN. 500 MIN.

2-20M HORIZ. EACHFACE ADDITIONAL

PROVIDE ADDITIONAL 10M EACHSIDE OF SLEEVE. IF NOMINAL

WALL REINF. IS INSUFFICIENT:EXTEND 600mm MIN. PAST TOP

AND BOTTOM OF SLEEVE.

WALL FOOTING ASPER PLAN

50mm DRY-PACKIF FOOTING CONSTRUCTEDBEFORE BACKFILL

'T'

'T'

50mm COMPRESSIBLE MATERIALAROUND PIPE RUN

10 MPa CONCRETE BACKFILLWHERE EXCAVATION RUNSPERPENDICULAR TO AND UNDERLINE OF FOOTING. FOR OTHERCASES, MAINTAIN LINE OF SLOPEGIVEN IN GENERAL NOTES.

TO MAINTAIN A1800mm SPAN

IF MORE THAN 1800mm STEP FOOTING

NOTES:

1. REFER TO SPECIFICATIONS FOR SPACING OF SLEEVE PARTS.2. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF MASONRY.

MASONRY STRAPANCHOR BY OTHERS

60x5mm SLEEVEPLATES SHOP

WELDED TO COLUMN

STEEL COLUMNSEE PLANS FOR ACTUAL

COLUMN SHAPE AND SIZING

60x5mm SLEEVEPLATES SHOPWELDED TO BEAM


MA

SO

NR

YW

ALL

NOTES:

1. REFER TO SPECIFICATIONS FOR SPACING OF SLEEVE PARTS.2. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF MASONRY.


60x5mm SLEEVEPLATES SHOP

WELDED TO COLUMN

STEEL COLUMNSEE PLANS FOR ACTUAL

COLUMN SHAPE AND SIZING

60x5mm SLEEVEPLATES SHOPWELDED TO BEAM


MA

SO

NR

YW

ALL

EUCLID KWIK JOINT 200 FILLEROR APPROVED EQUAL

5

D/4

NOTES:

1. SAWCUTTING SHALL BE CARRIED OUT WITHIN 6 TO 18 HOURS OF PLACING CONCRETE.2. AFTER THE SLAB IS 30 DAYS OLD REMOVE ALL DEBRIS FROM THE SAWCUTS AND FILL WITH MORTAR CONTAINING

CEMENT, SAND AND LATEX BONDING AGENT, OR AS NOTED IN SPECIFICATIONS.3. SPACE SAWCUTS SHOWN ON PLANS OR AT 3000mm c/c MAX.4. SAWCUT LAYOUT TO BE REVIEWED/VERIFIED BY THE CONSULTANT DURING CONSTRUCTION.

CONC. SLAB AS PER PLAN

FORMED JOINT FORMED JOINT

STEEL WCOLUMN

STEEL HSSCOLUMN

SAWCUTS @3000mm c/c MAX., U.N.O., ANDAS CLOSE TO COLUMN AS POSSIBLE

CONC. SLAB AS PER PLANREFER TO PLANS FOR THICKNESS

1

1

PARTITION WALLREFER TO ARCH. DWGSFOR WALL LOCATIONS

10M @400mm c/c

3-15M CONT.

300

400

x x x x x x x x

DRILL AND EPOXY 10M x 600 LG. DOWELS @1200 c/cMAX. AND AT END OF WALLS TO MATCH NON-LOADBEARING WALL REINF. MIN EMBED = 125 INTO SLAB

THICKENING AND 400 EXTENSION (TYP)

EPOXY AND EMBED 200

1500

1500 1500

LOWER FOOTING TOMAINTAIN 7:10 SLOPE

LINE OF EXCAVATION

10

7

10

7

'T'

600 MIN.

600 MIN.

FTG. TH

ICKN

ESS

MAIN

TAIN

900 TYP.

600 M

IN. (

TY

P)

'D'

CONT. BOTTOM FOOTINGREINFORCING

15M TRANSVERSEREINF. @300mm c/c

CONT. BOTTOM FOOTINGREINFORCING

FOOTINGREINFORCEMENT

DE

PT

H O

FS

TR

IP F

TG

.

7

10

NOTE:IF TOTAL STEPPING DEPTH 'D' EXCEEDS 1200mm THEN PROVIDE INTERMEDIATEHORIZONTAL SECTION OF A MINIMUM LENGTH OF 1200mm BETWEEN STEPPED FOOTINGS.

FOR OPENING LENGTHS UP TO 1m USE L65x65x8 ANGLES.FOR OPENINGS 1m TO 1.8m USE C150x12.

FOR JOIST SPACING UP TO 1.8m USE C150x12.FOR LARGER OPENINGS REFER TO PLAN.

OWSJ OR STEEL BEAMREFER TO PLAN

NOTES:

1. TOP OF ALL TRIMMED STEEL SHALL BE AT THE UNDERSIDE OF METAL DECK, U.N.O.2. LOCATION OF ALL MECHANICAL UNITS AND OPENINGS THRU ROOF IS BASED ON INFORMATION SUPPLIED BY THE MECHANICAL DRAWINGS. THE

STRUCTURAL STEEL CONTRACTOR MUST CONFIRM ALL DIMENSIONS AND SIZES WITH THE MECHANICAL CONTRACTOR. OWSJ MUST BEDESIGNED FOR ADDITIONAL LOADS FROM MECHANICAL UNITS. IF LOCATION OR DETAILS VARY FROM THOSE SHOWN, THE STRUCTURALENGINEER MUST BE INFORMED AND INSTRUCTIONS RECEIVED BEFORE PROCEEDING WITH THE WORK.

3. THE STRUCTURAL STEEL CONTRACTOR SHALL SUBMIT ERECTION DRAWINGS FOR APPROVAL OF SIZE AND LOCATION OF OPENINGS FORMECHANICAL UNITS.

ADD ANGLE MIN. L55x55x6 AS REQUIREDWHERE CHANNEL OR 'W' SECTION IS NOTLOCATED AT TOP CHORD PANEL POINT.

REFER TO DETAILS ORSTRUCTURAL DRAWINGS

FOR ROOF OPENINGSUPPORT SIZES.

ROOF MOUNTED CURB BYMECHANICAL CONTRACTOR

DIRECTLY ON STRUCTURAL STEEL

LINE OF EQUIPMT

PROVIDE ADEQUATE SUPPORT TO WWF TOENSURE PROPER COVER IS MAINTAINED

COMPOSITE SLAB AS PER PLAN

25mm CHAIR @1200 c/c E.W.WIRE MESH

NOTE: MESH MUST BE ADEQUATELY CHAIRED. PULLING UP DURING POUR WILL NOT BE ACCEPTED.

PENTHOUSE ROOF FRAMINGEL. 11000

HIGH ROOF FRAMINGEL. 8200

PENTHOUSE FLOOR FRAMINGEL. 5850

LOW ROOF AND 2ND FLOOR FRAMINGEL. 4100

GROUND FLOOREL. 0000

BASE PLATE SIZE

ANCHOR BOLTS

U/S BASE PLATEEL. -150mm (TYP)

PENTHOUSE ROOF FRAMINGEL. 11000

HIGH ROOF FRAMINGEL. 8200

PENTHOUSE FLOOR FRAMINGEL. 5850

GROUND FLOOREL. 0000

BASE PLATE SIZE

ANCHOR BOLTS

U/S BASE PLATEEL. -150mm (TYP)

LOW ROOF AND 2ND FLOOR FRAMINGEL. 4100

U/S OF CANOPYEL. 3085

U/S OF CANOPYEL. 3085

* NOTE: BOLTS/WELDS SHALL BE DESIGNED BY THE FABRICATION ENGINEER.

20x400x400

(4) 20mmø x 525 LG+50mm HOOK

C4

HS

S15

2x1

52

x9.5

20x400x400


C3

HS

S 1

78x1

78x9

.5

20x400x400

C8

HS

S 1

52x1

52x7

.9

20x350x350


C5

HS

S 1

52x1

52x7

.9

20x400x400


C6H

SS

203x1

52x1

3

20x400x400


C2

HS

S 1

52x1

52x7

.9

20x400x400

N/A *

C9

HS

S 1

27x1

27x6

.4

20x400x400

C10

SLA

NT

ED

HS

S 2

03ø

x9.5

GA

LV

AN

IZE

D


20x400x400

C7

HS

S 1

52x1

52x9

.5G

ALV

AN

IZE

D


20x400x400

C1

HS

S 1

52x1

52x1

3


C11

HS

S 8

9x8

9x8

.0

N/A *

20x400x400


x xx

RIGID INSULATION(SEE ARCH.)

CONCRETE FOUNDATION WALLSEE PLAN AND SCHEDULE FORSIZE, LOCATION AND REINF.

STD. HOOKED DOWELTO MATCH VERT.

WALL REINF. (TYP)70

0

150

WELDED WIRE MESH

SLAB ON GRADE (TYP) , UNO

DRILL AND EPOXY 15M DOWELS TOMATCH WALL REINF. SPACING.MINIMUM 150 FDN. EMBEDMENTAND 600 EXTENSION (TYP).

CONCRETE FOOTINGSEE PLAN AND SCHEDULE FOR SIZE,LOCATION, ELEVATIONS AND REINF.

CONCRETE BLOCK WALLSEE PLAN AND SCHEDULE FORSIZE, LOCATION AND REINF.

EXTERIOR GRADE(SEE ARCH. DWGS..)

FR

OS

T P

RO

TE

CT

ION

MIN

. 1200

x

GROUND FLOOR 0000

NATIVE UNDISTURBED SOILAPPROVED BY THEGEOTECHNICAL ENGINEER

DETAIL 2

DETAIL 1

CL

150150

200

38224

300

100

WP1PL. 13x300x200mm(2) 19ø x 150mm EMBEDMENT HILTIHY 200 ANCHORS

W200

EMBEDED FLOOR SOCKETRECESS COORDINATE WITH

ARCH. / ELEC. REQUIREMNTS

SLAB AS PER PLAN

x x x

100 200 1002-10M

2-10M CRANKED BARS E.W.

200

100

FLOOR FINISHSEE ARCH.

CONCRETE SETTING BED

100

200

100

200

EXTENT OFCONCRETESETTING BED

EMBEDDED FLO0R SOCKET

PLAN VIEW

Is = 1.15 (SNOW LOAD)Ie = 1.3 (EARTHQUAKE LOAD)Iw = 1.15 (WIND LOAD)

CONC. SLAB ON COMPOSITE DECK AS PER PLANREFER TO PLANS FOR THICKNESS

PARTITION WALLREFER TO ARCH. DWGSFOR WALL LOCATIONS

x x x x x x x x

DRILL AND EPOXY 10M x 600 LG. DOWELS @1200 c/cMAX. AND AT END OF WALLS TO MATCH NON-LOAD

BEARING WALL REINF.

EPOXY AND EMBED = 60

ASSOCIATES

(905) 666-5256

(905) 666-5252Tel:

Fax:

Suite 201

e-mail: [email protected]

BARRY BRYAN

Whitby, Ontario

DRAWING:

PROJECT:

DESIGN BY:

CHECKED BY:

DRAWING NO:PROJECT NO:

FILE:

DATE:

SCALE:

DRAWN BY:

REVISIONSNO.DATE BY

CHECK AND VERIFY ALL DIMENSIONS AT THE SITE.

ALL DRAWINGS, SPECIFICATIONS AND RELATED DOCUMENTS ARE THECOPYRIGHT PROPERTY OF THE CONSULTANT AND MUST BE RETURNEDUPON REQUEST. REPRODUCTION OF DRAWINGS IN PART OR WHOLEWITHOUT THE PERMISSION OF THE CONSULTANT IS FORBIDDEN.

DRAWINGS ARE NOT TO BE USED FOR CONSTRUCTION UNTIL SIGNED

ISSUES

AND SEALED BY THE CONSULTANT.

NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:

ArchitectsEngineersProject Managers

L1N 0G5

250 Water St.

Issued for 80% Pricing1Dec 12/

2014BBA

Issued for Permit and SPA2Dec 12/

2014 BBA

Re-Issued for Building Permit3June 9/

2015 BBA

Issued for Tender4July 10/

2015 BBA

14096-Struct.rvt

As indicated

S101

DM

RJK

DM

12/16/14

GENERAL NOTES ANDTYPICAL DETAILS

New TrentonElementary School84 Dixon DriveTrenton, Ontario

Hastings and Prince EdwardDistrict School Board

14096

GENERAL NOTES

1 ALL DIMENSIONS AND ELEVATIONS ARE IN MILLIMETERS UNLESS NOTED OTHERWISE.

2 SITE VERIFY ALL DIMENSIONS AND LEVELS PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THEDESIGN ENGINEER.

3 ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE ONTARIO BUILDINGCODE, LATEST EDITION AND THE OCCUPATIONAL HEALTH AND SAFETY ACT/REGULATIONS FORCONSTRUCTION PROJECTS.

4 CONFORM TO OWNERS GENERAL SPECIFICATONS INCLUDING ALL SAFETY REQUIREMENTS.

5 KEEP THE SITE THROUGHOUT THE WORK AREA IN A CLEAN AND ORDERLY CONDITION AT ALL TIMES TO THESATISFACTION OF THE OWNER.

6 THE LATEST EDITION OF ALL CODES AND STANDARDS SHALL BE USED.

7 ALL STRUCTURAL DRAWINGS ARE TO BE READ IN CONJUNCTION WITH OTHER CONSULTANTS DRAWINGS.

8 IMPORTANT CATEGORY FOR THIS BUILDING AS PER OBC TABLE 4.1.2.(3). ULS IMPORTANT FACTOR :

CONCRETE

1 CONCRETE CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF CAN/CSA-A23.3 WITH THEFOLLOWING PROVISION:

2 NO ADDITIONAL WATER SHALL BE ADDED AT THE JOB SITE. CONCRETE WHICH HAS BEEN WATERED ORDOES NOT MEET SPECIFICATIONS SHALL BE REJECTED.

3 WHEN THE OUTSIDE TEMPERATURE FALLS BELOW 5*C, PROVIDE TEMPORARY HEATING OF CONCRETE INACCORDANCE WITH THE REQUIREMENTS OF CSA A23.1.

4 STRUCTURAL GROUT SHALL BE NON-SHRINK, NON-METALLIC M-BED STANDARD PREMIX BY SIKA ORAPPROVED EQUIVALENT.

5 WHEN PIPES, CONDUITS OR SLEEVES ARE REQUIRED TO PENETRATE CONCRETE ASSEMBLIES, THEFOLLOWING CRITERIA SHALL BE MET: (SEE TYP. DETAILS FOR ADDITIONAL INFORMATION)

FOUNDATIONS

1 FOUNDATION DESIGN AND DESIGN SLS BEARING CAPACITY OF 150 kPa (SLS) AND 225 kPa (ULS) WAS BASEDON GEOTECHNICAL INVESTIGATION REPORT #3694-01 PREPARED BY CAMBIUM INC., DATED APRIL 10, 2015.THE BEARING CAPACITY MUST BE CONFIRMED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACINGFOUNDATIONS.

2 ALL FOOTINGS SHALL BEAR ON UNDISTURBED NATIVE SOIL AS APPROVED BY THE GEOTECHNICALCONSULTANT. REPORT ANY DOUBTFUL BEARING CONDITIONS TO THE STRUCTURAL ENGINEER BEFOREPLACING FOOTINGS. REFER TO SOILS REPORT FOR EXCAVATION, BACKFILLING AND DEWATERINGPROCEDURES.

3 MATERIALS FOR BACKFILL SHALL BE OF GRANULAR 'A' AND GRANULAR 'B' CONFORMING TO OPSSSTANDARDS COMPACTED TO 98% STANDARD PROCTOR MAXIMUM DRY DENSITY.

4 ALL EXTERIOR FOOTINGS SHALL BE MINIMUM 1530mm BELOW FINISHED GRADE, AS SHOWN ON DRAWINGS.

5 FROST COVER: BOTTOM OF FOUNDATION WALL AND GRADE BEAMS TO HAVE A MINIMUM 1200mm COVER TOFINISHED GRADE FOR FROST PROTECTION, U.N.O.

6 ALL PIERS AND FOOTINGS UNDER COLUMNS TO BE CENTRED UNDER THE COLUMNS UNLESS NOTEDOTHERWISE ON THE PLAN.

SLAB-ON-GRADE

1 CAST SLAB-ON-GRADE ON 150mm MINIMUM GRANULAR 'A' COMPACTED SUB-GRADE TO 98% SPMDD.

2 CONTRACTOR SHALL REMOVE ALL TOPSOIL, LOOSE AND WET SOILS AND ORGANICS TO APPROVED NATIVEBEARING SOIL. BUILD UP SUBGRADE WITH GRANULAR 'B' FILL WHICH SHALL BE PLACED IN 150mm TO 200mmTHICK LOOSE LIFTS COMPACTED TO 98% SPMDD TO UNDERSIDE OF 150mm GRANULAR "A" BASE. NOTE:EXISTING FILL MATERIAL DESIGNATED AS SUITABLE FOR RE-USE SHALL BE STOCK PILED ON SITE.

3 DO NOT CAST SLAB MORE THAN 30 METERS IN LENGTH IN EITHER DIRECTION. CONTRACTOR SHALL SUBMITA DETAILED POUR SCHEDULE TO THE CONSULTANT FOR REVIEW AND APPROVAL..

4 MAINTAIN MINIMUM SPECIFIED THICKNESS AT ALL DEPRESSIONS AND CHANGES IN ELEVATIONS.

5 WELDED WIRE MESH REINFORCING IN SLABS ON-GRADE MUST BE PROPERLY CHAIRED. LIFTING OF THEWIRE MESH DURING POURS WILL NOT BE ACCEPTED.

6 REFER TO ARCHITECTURAL DRAWINGS FOR EXTENT AND LOCATION OF ALL FINISHES, DEPRESSIONS ANDSLOPES.

7 PROVIDE SAWCUTS WITHIN 6 TO 18 HOURS. REFER TO TYPICAL SAWCUT DETAIL FOR SAWCUTREQUIREMENTS.

8 CONTRACTOR SHALL SUBMIT A SAWCUT PLAN COMPLYING TO DRAWING REQUIREMENTS TO THECONSULTANT FOR REVIEW AND APPROVAL.

9 PROVIDE VAPOUR BARRIER BELOW SLAB WHERE SHOWN ON ARCHITECTURAL DRAWINGS.

CONCRETE REINFORCEMENT

1 THE CLEAR DISTANCE BETWEEN REINFORCING STEEL AND SURFACE OF CONCRETE SHALL BE ASFOLLOWS, U.N.O. :

2 DETAIL REINFORCING STEEL IN ACCORDANCE WITH 'REINFORCING STEEL MANUAL OF STANDARD PRACTICE"BY THE REINFORCING STEEL INSTITUTE OF CANADA LATEST EDITION.

3 REINFORCING BAR SPLICES FOR DEFORMED BARS: COLUMNS ARE COMPRESSION LAP U.N.O., WALLS ARECLASS 'B' TENSION SPLICE, U.N.O. AND ALL OTHERS ARE CLASS 'B' TENSION LAP, U.N.O.

4 ALL REINFORCING STEEL SHALL BE DEFORMED HARD GRADE BILLET STEEL CONFORMING TO CSA G30.18GRADE 400.

5 WELDED STEEL WIRE FABRIC, PLAIN TYPE CONFORMING TO CSA G30.5M IN FLAT SHEETS NOT ROLLED.

6 ALL CONCRETE REINFORCEMENT MUST BE PROPERLY CHAIRED WITH APPROVED BAR SUPPORTS.

7 PROVIDE CHAIRS, SPACER BARS, SUPPORT BARS AND OTHER ACCESSORIES TO SUPPORT REINFORCING INACCORDANCE WITH THE LATEST EDITIONS OF CSA 23.1 AND CSA 23.3.

8 CHAIRS SHALL BE SPACED AT 1200mm (4'-0") c/c MAXIMUM.

9 THE CONTRACTOR SHALL PREPARE AND SUBMIT TO THE CONSULTANT FOR REVIEW REINFORCEMENT SHOPDRAWINGS INCLUDING SCALED PLANS, CONNECTIONS, ANCHORS, ELEVATIONS, LEVELS AND DETAILS.

MASONRY

1 PERFORM MASONRY WORK IN ACCORDANCE WITH CAN.CSA A370 AND CAN/CSA A371, EXCEPT WHERESPECIFIED OTHERWISE.

2 ONLY TYPE 'S' MORTAR SHALL BE USED, MINIMUM STRENGTH SHALL BE 12.4 MPa AT 28 DAYS. MORTAR FOREXPOSED EXTERIOR MASONRY SHALL BE AIR ENTRAINED.

3 PROVIDE VERTICAL WALL REINFORCING FOR FULL HEIGHT OF LIFT CONTINUOUS FROM FLOOR TOFLOOR/ROOF, WITH CLASS B LAPS. WELD REINFORCING TO ALL BEARING PLATES AND STEEL BEAMS WHICHINTERSECT AND CUT THE CONTINUOUS REINFORCING STEEL.

4 MASONRY WORK SHALL CONFORM TO CAN 3-S304 AND ITS REFERENCED DOCUMENTS.

5 SUBMIT EVIDENCE OF MORTAR AND GROUT STRENGTH. FIELD CONTROL AND TESTING SHALL COMPLY WITHREQUIREMENTS OF CLAUSE 5 OF CAN 3-304.

6 PROVIDE TEMPORARY BRACING OF MASONRY WORK UNTIL PERMANENT LATERAL SUPPORT IS IN PLACE.TEMPORARY BRACING IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.

7 PROVIDE LINTELS OVER ALL OPENINGS IN MASONRY WALLS. SEE LINTEL SCHEDULE FOR REQUIREMENTS.

8 REFER TO TYPICAL DETAILS FOR BOND BEAM AND BEARING REQUIREMENTS AT FLOORS AND ROOFS.

9 PROVIDE LATERAL RESTRAINT AT TOP OF NON-LOAD BEARING BLOCK PARTITIONS AS INDICATED ON TYPICALDETAILS.

10 MINIMUM STANDARD LAP LENGTH:

11 FILL CELLS CONTAINING VERTICAL REINFORCING AND BOLTS WITH GROUT VIBRATE OR PUDDLE TO FILLCELLS COMPLETELY.

12 UNLESS NOTED OTHERWISE, PROVIDE 2-15M VERTICAL BARS FULL HEIGHT AT:

13 CONTROL JOINTS SHALL BE INSTALLED AT MAXIMUM SPACING OF 6000mm (20`-0"). IF NOT OTHERWISESHOWN ON ARCHITECTURAL DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONALINFORMATION. NOTE: FULL HEIGHT CONTROL JOINTS ADJACENT TO WINDOW OR DOOR OPENINGS SHALLBE LOCATED TO ENSURE SOLID FILLED LINTELS ARE NOT CUT COMPRIMISING THE STRUCTURALINTEGRITY. HORIZONTAL STEPS IN CONTROL JOINTS IS UNACCEPTABLE. CONTRACTOR SHALL SUBMITPLAN OF CONTROL JOINTS TO CONSULTANT FOR REVIEW AND APPROVAL.

14 FILL BLOCK CORES UNDER ALL BEAMS, JOISTS AND OTHER CONCENTRATED POINT LOADS WITHCONCRETE GROUT. GROUT SHALL EXTEND A MINIMUM OF 600mm (24") BELOW LOAD.

15 NO MASONRY WORK SHALL BE PERMITTED WITH TEMPERATURE BELOW 5*C, UNLESS PROVISIONS AREMADE FOR HEATING THE MATERIALS AND PROTECTING THE WORK.

16 SET BASE PLATES ON MASONRY ON MINIMUM 25 MPa NON-SHRINK GROUT FOR LEVELING.

17 FIRST COURSE OF MASONRY TO BE LAID IN A FULL BED OF MORTAR. ALL OTHER COURSES TO BE LAIDWITH MORTAR AT FACE SHELL AND HEAD JOINTS.

18 POCKETS FOR STEEL BEAMS AND JOISTS SHALL BE GROUTED SOLID AND THE WALL MADE GOODAFTERPLACEMENT OF THE BEAMS AND/OR JOISTS.

19 ALL NON-LOAD BEARING MASONRY WALLS SHALL BE REINFORCED WITH HORIZONTAL SDMR WIREREINFORCEMENT AT 400mm (16") c/c IN BED JOINTS (TYP.).

20 ALL NON-LOAD BEARING MASONRY WALLS SHALL BE REINFORCED WITH VERTICAL 10M BARS IN GROUTEDCELLS AT EACH END OF WALL OPENINGS GREATER THAN 1800mm (70") AND AT ALL UNSUPPORTED ENDSOF WALLS.

21 FILL CELLS IN 1500mm (60") LIFTS MAXIMUM OR BETWEEN BOND BEAMS, WHICHEVER IS LESS, UNLESSSPECIAL PROVISIONS ARE MADE TO ENSURE FULL GROUT COLUMNS HAVE BEEN MADE TO THESATISFACTION OF THE ENGINEER.

STRUCTURAL STEEL

1 STRUCTURAL STEEL HSS SHALL BE G40.21M-350W CLASS 'C'. W SECTIONS SHALL BE G40.21M-350W. ALLOTHERS SHALL BE G40.21M-300W.

2 DESIGN FORCES INDICATED ON DRAWINGS FOR STRUCTURAL STEEL WORK ARE UN-FACTORED FORCES,U.N.O. :

3 ALL CONNECTIONS SHALL BE DESIGNED BY THE FABRICATOR, U.N.O. ALL BEAM CONNECTIONS TO BESTANDARD SHEAR CONNECTIONS IN COMPLIANCE WITH CISC, UNLESS NOTED OTHERWISE.

4 DRAWINGS OF COMPONENTS AND CONNECTIONS DESIGNED BY THE FABRICATOR'S ENGINEER SHALL BESIGNED AND SEALED BY THAT ENGINEER.

5 BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO (2) BOLTS IN EACH CONNECTED PIECE. ALLERECTION BOLTS SHALL BE ASTM GRADE A325 MINIMUM AND SHALL BE DESIGNED BY STEEL FABRICATORSENGINEER FOR TRANSFER OF ALL LOADS.

6 FABRICATION, ERECTION AND WORKMANSHIP SHALL CONFORM TO CSA S16.1.

7 ALL WELDING SHALL CONFORM TO CSA W59 AND SHALL BE PERFORMED BY A QUALIFIED WELDER QUALIFIEDUNDER CSA W47.

8 ALL CONNECTIONS SHALL BE WELDED USING E490XX ELECTRODES OR BOLTED USING ASTM A325 HIGHSTRENGTH BOLTS.

9 ALL STRUCTURAL STEEL SHALL BE PAINTED WITH ONE SHOP APPLIED COAT OF PRIMER. SPOT PRIME ALLWELDED AREAS. SPOT PRIME AS AND WHEN REQUIRED.

10 REMOVE PAINT FILM FROM ALL STEEL SURFACES TO BE WELDED.

11 DO NOT CUT OR CORE ANY OPENINGS IN ANY STRUCTURAL STEEL MEMBERS WITHOUT PRIOR APPROVALFROM THE STRUCTURAL ENGINEER.

12 WHERE A STRUCTURAL STEEL SHAPE SHOWN ON THE DRAWING(S) IS UNAVAILABLE, A SHAPE OF EQUAL ORGREATER SECTION PROPERTIES AND STRUCTURAL CAPACITY SHALL BE SUBSTITUTED UPON APPROVAL BYTHE OWNER AND CONSULTANT AT NO EXTRA COST.

13 ALL SHOP DRAWINGS MUST BE STAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN THE PROVINCE OFONTARIO.

14 FABRICATORS ENGINEER SHALL DESIGN TOP PLATES AND THEIR CONNECTIONS TO FULLY TRANSFERVERTICAL AND HORIZONTAL LOADS AS WELL AS MOMENTS WHEN REQUIRED PER CISC STANDARDS.

15 PROVIDE DRAINAGE HOLES TO ARCHITECTS APPROVAL IN ALL EXPOSED EXTERIOR HSS FRAMING.

16 UNLESS NOTED OTHERWISE, BEAM FRAMING INTO FACE OF COLUMNS WHERE BEAMS FRAME OVER COLUMNSPROVIDE FULL HEIGHT, FULL WIDTH STIFFENER PLATES ON EACH SIDE OVER COLUMN AS SHOWN BELOW.

STEEL JOIST

1 STEEL JOIST AND BRIDGING TO BE IN ACCORDANCE WITH CAN/CSA S16.1 LATEST EDITION AND CSA-S136LATEST EDITION WITH BRIDGING DESIGNED AND DETAILED BY THE MANUFACTURER. BRIDGING SHALL EXTENDAND BE CONNECTED TO ABUTTING WALLS AND BEAMS.

2 JOIST ENGINEER SHALL BE RESPONSIBLE FOR CONNECTIONS BETWEEN BRIDGING AND SUPPORTING AND/ORMASONRY STRUCTURE.

3 MECHANICAL LOADING ALLOWANCES SHOWN ON THE DRAWINGS ARE FOR DESIGN PURPOSES ONLY. THECONTRACTOR SHALL BE RESPONSIBLE FOR CONFIRMING THAT THE LOADS USED BY THE JOIST DESIGNERACCURATELY REFLECT THE ACTUAL UNIT OPERATING WEIGHTS INCLUDING PIPES, DUCTS AND OTHEREQUIPMENT BEING INSTALLED.

4 CAMBER JOISTS FOR DEAD LOAD.

5 LIMIT LIVE LOAD DEFLECTION OF JOISTS TO L/360 FOR LIVE LOAD AND L/240 FOR SERVICE LOADS UNLESSNOTED OTHERWISE ON PLANS.

6 WHERE CONCENTRATED LOADS DO NOT INTERSECT OWSJ PANEL POINTS PROVIDE ADDITIONAL JOIST WEBDIAGONAL BEWTEEN CONCENTRATED LOAD AND NEAREST PANEL POINT. REFER TO TYPICAL DETAILS FORADDITIONAL INFORMATION.

7 HANGERS FOR SUSPENSION OF DUCTS, PIPES OR CEILING SHALL BE CONNECTED TO JOIST PANEL POINT ONLY.PIPES 50mM O.D. OR LAGER SHALL BE HUNG FROM TOP CHORD PANEL POINTS. USE APPROVED CLAMPINGDEVICE OR U-BOLT TYPE CONNECTION ONLY. NO WELDING, CUTTING OR DRILLING IS PERIMTTED OF OWSJ ORBRIDGING.

STEEL DECK

1 STEEL SHEET TO CSSB1-10M GRADE 'A' STRUCTURAL QUALITY (fy = 230 MPa)

2 SPAN DECK OVER AT LEAST 3 SPANS AND PROVIDE INCREASED MATERIAL THICKNESS TO COMPENSATE FORDISCONTINUITY WHERE LESS THAN 3 SPANS OCCUR.

3 DO NOT SUPPORT CEILING, LIGHTS, PIPES OR PIPING FROM STEEL DECK.

4 STEEL DECK SHALL BE WELDED TO SUPPORT STRUCTURAL STEEL WITH A MINIMUM 19mmø PUDDLE WELD ATA 36/7 SUPPORT PATTERN. THE SIDE-LAP FASTENING SHALL BE BUTTON PUNCHED AT 610mm (24") c/c.

5 STEEL DECK SHALL HAVE ADEQUATE CAPACITY TO SUPPORT LOADS GIVEN ON DRAWINGS.

6 STEEL DECK SUB-CONTRACTOR SHALL REINFORCE DECK FOR ROOF OPENINGS 150mm (6") TO 300mm (12")SQUARE ON SITE.

7 THE CONTRACTOR SHALL SUBMIT SHOP AND ERECTION DRAWINGS WHICH CLEARLY DETAIL DESIGN LOADS,THICKNESS AND GRADE OF STEEL DECK, FRAMING SUPPORTS, MINIMUM BEARING, ANCHORAGES, SIZES ANDSPACING OF FASTENING, DETAILS OF CONSTRUCTION, ETC. THE SHOP DRAWINGS SUBMITTED SHALL BEARTHE SIGNATURE AND SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE PROVINCE OF ONTARIO FORTHE DECK DESIGN.

8 PROVIDE CELL CLOSURES AT SUPPORTS, UNLESS NOTED OTHERWISE.

9 PROVIDE CLEAN FORMED EDGE AT ENDS OF COMPOSITE SLAB OPENINGS.

10 GROUT UNDERSIDE OF STEEL FLUTES WHERE FLOOR DECK SUPPORTS MASONRY WALLS.

LINTEL SCHEDULE

MARK LINTEL DESCRIPTION/SIZE REMARKS

L1 190x390 1-15M TOP & BOT., 10M SINGLE LEGGED STIRRUPS @200mm c/c + LOOSE LINTELWHERE REQ'D. MIN. BEARING LENGTH 200mm



L4 W200X36 +10mm x 190mm TOP PLATE AND 10mm x 300mm BOT. PLATE c/w 10mmSTIFFENERS @800mm c/c WHERE REQ'D. AT BRICK SUPPORT MIN. BEARINGLENGTH 200mm +10M REBAR @800 c/c

L5 W200X52 10M WELDABLE DOWELS AT REINFORCED BLOCK CORES +10M REBAR @800 c/c

L6 W410X39 +10mm x 190mm TOP PLATE AND 10mm x 300mm BOT. PLATE c/w 10mmSTIFFENERS @800mm c/c WHERE REQ'D. AT BRICK SUPPORT MIN. BEARINGLENGTH 200mm +10M REBAR @800 c/c

L7 W200X36 +10mm x 180mm BOT. PLATE, MIN. BEARING LENGTH 400mm +10M REBAR @800 c/c

L8 W200X19 +10mm x 180mm BOT. PLATE, MIN. BEARING LENGTH 200mm

WALL FOOTING SCHEDULE

MARK WIDTH DEPTH FOOTING REINFORCEMENT

WF1 950 450 3-15M CONT. BOT., 15M @400 c/c BOT. SHORT

WF2 650 400 3-15M CONT. BOT., 15M @400 c/c BOT. SHORT

WF3 400 250 3-15M BOT. LONG

WF4 600 300 3-15M CONT. BOT.

FOOTING SCHEDULE

MARK WIDTH LENGTH DEPTH REINFORCEMENT

F1 1980 1980 450 7-20M B.E.W.

F2 1530 1530 450

F3 3220 2590 450 11-20M T&B LONG, 10-20M T&B SHORT

F4 1250 1250 375

F5 600 1800 350 3-15M BOT. LONG, 6-15M BOT. SHORT

F6 1720 4200 350 20M @300 c/c T&B, E.W.

F7 800 3000 450 5-15M B.E.W.

F8 700 700 450 5-15M B.E.W.

F9 700 800 450 5-15M B.E.W.

F10 900 900 450 4-15M B.E.W.

CONCRETE FOUNDATION WALL SCHEDULE

MARK THICKNESS HORIZ. REINF. VERT. REINF. REMARKS

W1 375 15M @400 E.F. 15M @400 E.F. 2-15M TOP & BOT.

W2 190 10M @400 c/c 10M @300 c/c

W3 290 10M @400 E.F. 10M @300 E.F.

W4 150 15M @400 c/c 15M @400 c/c SINGLE LAYER CENTRED

W5 150 10M @400 c/c 10M @300 c/c STUB WALL AT STAGE STAIR ENDS

W6 240 15M @400 E.F. 15M @400 E.F.

CONCRETE PIER SCHEDULE

MARK WIDTH LENGTH VERT. REINF. TIES REMARKS

P1 500 500 8-20M 10M @300 c/c SEE DETAIL 1

P2 8-20M 10M @300 c/c SEE DETAIL 1

P4 600 2800 28-20M 3 LAYERS 10M@300 c/c

SEE DETAIL 2

P5 500 500 5-15M B.E.W. 10M @300 c/c SEE DETAIL 1

P6 500 600 5-15M B.E.W. 10M @300 c/c SEE DETAIL 1

MASONRY WALL SCHEDULE

MARK DESCRIPTION HORIZ. REINF. VERT. REINF. REMARKS

MW1 190 CONC. BLOCK HEAVY DUTY HORIZ. JOINT TRUSSREINF. @400 c/c

15M @800 c/c GROUT SOLID REINF. CELLS


25M @800 c/c GROUT SOLID REINF. CELLSCONT. REINF. THRU ALLACOUSTIC BLOCK


SEE SECTION FOR DOWELS


25M @800 c/c

NTSS101

SLEEVES THRU CONCRETE WALLS1

NTSS101

BACKFILL UNDER CONT. WALL FOOTING2

NTSS101

MASONRY ANCHORAGE TO HSS COLUMN AND BEAM7

NTSS101

MASONRY ANCHORAGE TO W COLUMN AND W BEAM9

NTSS101

TYP. SLAB SAWCUT6

NTSS101

TYP. SLAB THICKENING4

NTSS101

TYP. SLOPE BETWEEN ADJACENT EXCAVATIONS5

NTSS101

TYP. STEP DOWN FOOTING DETAIL3

NTSS101

TYP. TRUSS ROOF OPENING FRAMING11

NTSS101

WELDED WIRE MESH PLACEMENT8

COLUMN SCHEDULE

BEARING PLATE SCHEDULE

MARK ANCHORAGE SIZE REMARKS

BP-01 2-15mm ø x 300mm LG 12x180x200mm GROUT SOLID (2) COURSES BELOW BEARING PLATE,PROVIDE AT ALL STEEL BEARING ON BLOCK WALLS TYP.,U.N.O.

BP-02 2-15mm ø x 300mm LG 16x180x350mm GROUT SOLID (2) COURSES BELOW BEARING PLATE,PROVIDE AT ALL STEEL BEARING ON BLOCK WALLS TYP.,U.N.O.

BP-03 2-15mm ø x 300mm LG 16x280x400mm GROUT SOLID (2) COURSES BELOW BEARING PLATE MIN.

BP-04 1-15M HOOKED ANCHOR 12x180x250mm GROUT SOLID (2) COURSES BELOW BEARING PLATE MIN.

NTSS101

TYP. MASONRY WALL DOWEL DETAIL12

WALL PLATE SCHEDULE

MARK DESCRIPTION COMMENTS

WP1 PL. 13x300x200mm (2) 19ø x 150mm EMBEDMENT HILTI HY 200 ANCHORS

1 : 10S101

WP1 DETAILWP1

NTSS101

TYP. FLOOR/SLAB SOCKET DETAIL10

NTSS101

TYP. NON-LOAD BEARING WALL ON SLAB13

TOP OF EXPOSED CONCRETE POUR DIMENSIONS SHALL BE REVIEWED WITH ARCHITECTURAL DRAWINGS.

NOTE: PROVIDE 15M VERT. BAR TYP. AT 190 BLOCK AND 25M VERT. BAR TYP. AT 240 AND 290 BLOCK. FULL LENGTH INGROUTED CELLS POSITIONED AS SHOWN. PROVIDE Z1 TYP. BACK SIDE OF ALL OPENINGS GREATER THAN 1.5m IN SPAN.

11

38x89 KEY

CONC. SLABREFER TO PLANS FOR THICKNESSES

15M DOWELS@16" c/c (TYP).

600

60

0

GRADE BEAM ORFOUNDATION WALL

10M CONT.

SLA

B T

HK

.P

ER

PLA

N

4"M

AX

6"M

AX

LOCATE AS PERMECHANICALAND ELECTRICAL DRAWINGS

ROUGHEN SURFACE

ADD 1-10M CONTALL AROUND

152x152xMW18.7/MW18.7@ MID HEIGHT

ADD 10M DOWELS@ 24" ALL AROUND

ADD 1-10M CONTALL AROUND

10M @ 24" EACHWAY @ MID HEIGHT

ROUGHEN SURFACE

ADD 10M DOWELS @24" ALL AROUND

TOP OF SLAB

TOP OF SLAB

LOCATE AS PERMECHANICALAND ELECTRICAL DRAWINGS

4" HOUSEKEEPING PAD

6" HOUSEKEEPING PAD

*NOTE: DETAIL IS SIMILAR AT ALL COMPOSITE SLABS.CONT. CLOSURE ANGLE

STEEL BEAM

GROUT SOLID 4 CELLS ATBEARING LOCATIONS

CONT. BOND BEAMSEE MASONRY WALL SCHEDULE

BEARING PLATEc/w ANCHORS ON A 25mm GROUT BED

MASONRY WALL

VERT. WALL REINF.

VERT. REINF. TO BECONT. ABOVE BEAM OR

WELDED TO TOP FLANGE 5

5

GROUT SOLID POCKETS AFTERBEAM INSTALLATION (TYP)

H/1

2 T

YP

.

H/651 MIN.

@ HORIZ. BARSCLASS 'B' LAP

140"

MIN

. H>

200

89 M

IN. H

<200

APPLY BONDING AGENT TOCLEAN, DRY SURFACE

PRIOR TO SECOND POUR

H/2

2ND POUR1STPOUR

C L

REGLET FOR ARCH. CONC. ONLY

TYP. VERTICAL CONSTRUCTION JOINT

TYP. SLAB ON GRADE CONSTRUCTION JOINT

200

200

xxx xxx x

C L

OF

KE

YW

AY

100 T

O C

TR

C L

38x89 KEYWAY SLAB ON GRADEAS PER PLAN

10M x600 LG. DOWELS @600 c/c

100 (2) CONT. 10M

UNIT MASONRY WALL

STEEL BEAMAS PER PLAN

*GROUT BEAM POCKET SOLID AFTER BEAM INSTALLATION

200 MIN.

BEARING PLATEAS PER PLANALSO SEE BEARING PLATE SCHEDULE

MASONRY UNITS GROUTED TO AMIN. DEPTH OF 400mmPROJECTING A MIN. 200mmBEYOND EDGE OF BEARING PLATE

90 VENEER

140

190

240

290

1-L90x90x6

2-L65x65x6

2-L90x75x6

1-L100x75x6+1-L125x75x6

3-L90x75x6

1-L100x90x8

2-L90x65x6

2-L90x90x6

1-L100x100x6+1-L125x75x6

3-L90x90x6

1-L125x90x8

2-L90x65x8

2-L100x90x8

1-L100x100x8+1-L125x90x8

3-L100x90x8

WALLTHICKNESS

UP TO 1200 1200 TO 1800 1800 TO 2400

CLEAR SPAN DETAIL

65 LEGS HORIZ.

90 LEGS HORIZ.

100 & 125 LEGS HORIZ.

STEEL LINTELS FOR MASONRY WALLS NOTES:

1. CONNECT ANGLES AT 600 c/c BY WELDING ORBOLTING FOR ANGLES WITH A TOTAL LENGTH OF1800 OR MORE. USE 16ø BOLTS OR 6x50 LONGWELDS.

2. USE SCHEDULES FOR LINTELS OVER MECHANICALOPENINGS IN ALL MASONRY WALLS, U.N.O. ON PLAN.REFER TO MECHANICAL DWGS FOR LOCATIONS.

3. OPENINGS TO BE LOCATED MIN. 3 COURSES BELOWUNDERSIDE OF SLAB UNLESS APPROVED BYSTRUCTURAL ENGINEER.

UP TO 1200

1200 TO 1800

140

140

CLEARSPAN

t

TOP & BOT. REINF. FOR BLOCK THICKNESS (t) AND HEIGHT (h)

MASONRY LINTELS FOR MASONRY WALLS

190

190

h

1-10M

1-10M

As

190

190

t

190

190

h

2-10M

2-10M

As

240

240

t

190

190

h

2-10M

2-10M

As

290

290

t

190

190

h

2-10M

2-10M

As

h

t

MASONRYGROUT

As

CLEAR SPAN

SOLID BEARINGMASONRY

ALL SOLID MASONRYWHEN PIERS ARE LESSTHAN 600mm WIDE

n = BEARING LENGTH

n = 150mm (6") MIN. EACH END FOR STEEL ANGLE LINTEL

n = 200mm (8") MIN. EACH END FOR BLOCK LINTELS

BOND BEAM AT TOP COURSEr/w 1-15M BOT. CONT. (TYP)

50

L127x76x6 (LLV) x 200 LG EACH SIDEOF WALL AT 1800 c/c, WELD TO BEAM

L51x51x6 EVERY SECONDJOIST TO PANEL POINT

WALL DIRECTLY BENEATH STEEL BEAM

WALL PARALLEL TO JOIST OR BEAM

50


L100x76x6 (LLV) x 200 LG EACH SIDEOF WALL AT 1800 c/c, WELD TO BEAM

C100x8 @1800 c/c, WELD TO JOISTTOP CHORD OR COPE CHANNEL TO

STEEL SUPPORT BEAM

JOIST OR BEAM

BLOCK BEYOND STOPS50mm FROM U/S OF DECK

(2) L51x51x3.8 AT PANEL POINTSON JOIST AS REQ'D. (TYP)

FLOOR OR ROOF


WALL PERPENDICULAR TO JOIST OR BEAM

L100x76x6 (LLV) x 200 LG EACHSIDE OF WALL AT 1800 c/c, WELD

U/S OF BEAM OR JOIST

50

JOIST OR BEAM

BLOCK BEYOND STOPS50mm FROM U/S OF DECK

GROUT SOLID 3 CELLS ATANCHOR LOCATIONS,ALTERNATELY PROVIDECONTINUOUS SOLID COURSE

CONCRETE BLOCKPARAPET GROUT SOLID

CONT. BOND BEAMr/w 1-15M BOT.

VERT. WALL REINF.

L127x102x6.4 (LLV)c/w 16ø x 127EMBEDMENT

HILTI HY 150 MAX.ANCHORS @800 c/c MAX.

STEELSUPPORT

STEEL DECK

11

38x89 KEY

CONC. SLABREFER TO PLANS FOR THICKNESSES


600

60

0


10M CONT.

SLA

B T

HK

.P

ER

PLA

N

FIN. GRADE

LIGHT POLE REFER TOELECTRICAL DWG.

SCHEDULE

644 ø

1000

460 ø

850

50

COVER75 MIN.

8-20M DEFORMED DOWELS

10M TIES @300 c/c

10M TIES @300 c/c

FIN. GRADE

GALV. STEEL "J" BOLTSAS SUPPLIED BY MANUFACTURER

RIGID PVC CONDUIT WITHADAPTOR AS REQUIRED

INSERT 50mm RIGID PVC CONDUITSLEEVES (RADIUS = 915)

LOCK NUT (TYP)

LEVELING NUT (TYP)


600

60

0


WA

LL T

HK

.P

ER

PLA

N



600

60

0


WA

LL T

HK

.P

ER

PLA

N


100

7520mmx45°CHAMFER (TYP)

CONC. ON STEELDECK AS PER PLAN

10M @600 c/c MAX.EPOXY AND EMBED

60mm TO CONC. (TYP.)

1-10M CONT.

T.O. 1st Floor0 VA

RIE

S S

EE

PL

AN

xxx

xxx x

1-10M CONT.

150 COMPACTED GRANULAR 'A' FILLON GRANULAR 'B' FILL

125 SLAB ON GRADE (TYP)r/w 152x152WMWx18.7mWx18.7MW WWM


10M DOWELS @400 c/c

ASSOCIATES

(905) 666-5256

(905) 666-5252Tel:

Fax:

Suite 201


BARRY BRYAN

Whitby, Ontario

DRAWING:

PROJECT:

DESIGN BY:

CHECKED BY:


FILE:

DATE:

SCALE:

DRAWN BY:

REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.

Issued for Tender1 BBAJuly 10/

2015

14096-Struct.rvt

As indicated

S102

DM

RJK

DM

06/19/15

TYPICAL DETAILS



14096

1 : 20S102

FOUNDATION AT INTERIOR DOORS5

NTSS102

HOUSEKEEPING PADS AND SLAB THICKENING2NTSS102

TYP. STEEL SUPPORT BEARING ON MASONRY3

NTSS102

TYP. CONSTRUCTION JOINT DETAILS9 1 : 20S102

NON-LOAD BEARING MASONRY LINTEL SCHEDULES7 1 : 20S102

LATERAL SUPPORT OF TOP MASONRY WALLS8

NTSS102

SUPPORT FOR DECK ABUTTING TO MASONRY4

1 : 20S102

FOUNDATION AT EXTERIOR DOORS6NTSS102

TYP. LIGHT CONCRETE BASE - HIGH BASE1

NTSS102

TYP. WALL REINF AT CORNERS10

NTSS102

TYP. WALL REINF AT WALL TEE11

1 : 10S102

TYP. CURB DETAIL12 1 : 10S102

SLAB DEPRESSION SECTION13

U/S EL. -1530WF2

U/S

EL. -

1530

WF

2

U/S EL. -1530WF2

U/S

EL. -

1530

WF

2

U/S EL. -1530WF2

U/S EL. -1530WF2

U/S

EL. -

1530

WF

2

U/S EL. -1530WF2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S EL. -1530WF2

U/S EL. -1530WF2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S EL. -1530WF2

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

U/S EL. -1530WF2

U/S

EL. -

1530

WF

2U

/S E

L. -

1530

WF

2

U/S EL. -1530WF2

U/S EL. -1530WF2

U/S EL. -1530F1

U/S

EL. -

2025

F3

U/S

EL. -

1530

WF

2

U/S EL. -1530WF2

U/S EL. -1530WF2

U/S EL. -1530F6

MW

1 /

W1 /

MW

2 /

W3 /

MW

1 /

W2 /

MW1 / W1 /

MW

1 /

W2 /

MW1 / W1 /

MW

1 /

W1 /

MW

1 /

W2 /

MW

1 /

W2 /

MW1 / W2 /

MW2 / W3 /

MW

1 /

W2 /

MW1 / W1 /

MW

1 /

W2 /

MW

1 /

W2 /

MW

1 /

W1 /

MW1 / W1 /

MW

1 /

W1 /

MW

1 /

W1 /

MW1 / W1 /

MW

1 /

W1 /

U/S EL. -2025WF1

MW

1 /

W2 /

MW

1 /

W2 /

MW1 / W2 /

MW

1 /

W2 /

MW1 / W1 /

MW

1 /

W2 /

MW

1 /

W2 /

MW2 / W3 /

MW

2 /

W3

MW

2 /

W3

MW

2 /

W3

MW

2 /

W3

MW2 / W3

MW

1 /

W2

MW1 / W2

MW1 / W2

MW

1 /

W2

MW

1 /

W2 /M

W1 /

W2 /

U/S EL. -1530F5MW1 / W2 /MW1 / W2

U/S EL. -1530F1

U/S EL. -1530F1

U/S EL. -1530F1

P1C5

P1C5

P1C5

P1

C5

U/S EL. -1530F2P1

P1

SD

FS

DF

MW

1 /

W2 /

MW

1 /

W2 /

U/S

EL. -

1530

WF

2

U/S EL. -1530WF2MW1 / W2 /

U/S

EL. -

1530

WF

2

U/S

EL. -

1530

WF

2

MW

1 /

W2 /

MW

1 /

W2 /

MW

1 /

W2 /

U/S

EL. -

1530

WF

2M

W1 /

W2 /

U/S

EL. -

1530

WF

2M

W1 /

W2 /

U/S

EL. -

1530

WF

3W

4 /

U/S EL. -1530WF3W4 /W4 / U/S EL. -1530WF3

W4 / U/S EL. -1530WF3

W4 / U/S EL. -1530WF3

W4 / U/S EL. -1530WF3

W4 / U/S EL. -1530WF3

W4 / U/S EL. -1530WF3

U/S

EL. -

1530

WF

2

1S501

1S501

TYP1

S501

TYP

1S501

TYP

1S501

TYP

1S501

TYP

1S501

TYP

2S501

TYP. AT ALLFROST SLABS

2S501

TYP

2S501

TYP

2S501

TYP

3S501

3S501

TYP

3S501

TYP

3S501

TYP

3S501

TYP

3S501

TYP

3S501

TYP

3S501

TYP

3S501

TYP

3S501

TYP

4S501

4S501

TYP

4S501

TYP

4S501

TYP

5S501

MW2 / W3 /

MW1 / W1 /

MW

1 /

W2 /

U/S EL. -1530WF2

MW1 / W2 /

MW1 / W2 /

6S501

TYP AT DOOROPENINGS

6S501

TYP

6S501

TYP

6S501

TYP

6S501

TYP

6S501

TYP

MW3

MW3

MW3

MW3

MW3

MW3

MW3

MW

3

MW3

MW

3

7S501

9S501

10S501

10S501

SIM

POURED CONCRETE STAIRr/w 10M @300 c/c E.W.+1-10M NOSING BAR PER TREAD

150mm CONC. END WALL AT EXPOSEDENDS OF STAIRS AND INTERMEDIATELOCATIONS r/w 10M @400 c/c HOR. / VERT.

140mm CONC. BLOCK STUB WALLS (MW3)ANCHORED TO SLAB w/ 10M DOWELS @

1200 c/c (TYP)

12S501

11S501

W5

W5 /

Z2

Z4 Z4

Z1 TYP. ON EACH SIDEOF DOOR OR WINDOWOPENING, U.N.O.

Z4 Z4 Z4 Z4 Z1 TYP.

Z4 Z2

Z2

Z1 TYP. EACH SIDE OFDOOR OR WINDOWOPENING, U.N.O.

Z1

Z4

Z4

Z4

U/S EL. -1530F4

Z3

Z4Z4Z4Z2

Z2

Z4

Z3

Z4

Z4 TYP.4 CORNERS

Z4

Z4

Z1 TYP.

Z4

Z4

Z2

Z4

Z4

Z4

Z2

Z2

Z4Z4Z2

Z1 Z1

Z4

Z4

Z2

Z2

Z4

Z4

Z2Z4

Z4

Z3 Z1

Z1

125mm THK. CONC. FROST SLAB(TYP) AT ALL EXTERIOR DOORS



200 SLAB ON GRADE r/w 10M @300 c/c(HATCHED AREA)

/SEE DETAIL 3 S101

SLAB THICKENING UNDER NON-LOADBEARING WALLS (TYP)

/SEE DETAIL 4 S101

6

6

5

5

4

4

3

3

2

2

1

1

Q Q

P

8

8

7

7

N N

M M

L L

1a

1a

1d

1d

J

F F

E E

D D

C

B B

A A

9

9

10

10

11

11

12

12

K

G

6.4

L6

4.3

4.3

F.5

6.5

U/S

EL. -

1530

WF

2

MW

1 /

W2 /

U/S

EL. -

1530

WF

2

MW

4 /

W6

MW

1 /

W2 /

MW4 / W6

MW1 / W2 / U/S EL. -1530WF2 MW1 / W2 / U/S EL. -1530WF2

MW4 / W6

MW3

MW3

MW3

MW3

L1

MW

1 /

W2 /

ELEVATOR SUMPSEE MECH. DWGS

P1

C5

U/S EL. -1530F4

H

1c

1c

1b

1b

2.9

2.9

4.1

4.1

Z4Z2Z4

U/S EL. -1830F7

P4

P4

U/S EL. -1830F7

C10 C10

Z2

Z4

Z4Z4

U/S EL. -1555F1P2C6


U/S EL. -1530F1

C6P2

U/S EL. -1530F2P1C1

U/S EL. -1530F1

P1C3

Z4

U/S EL. -1530F2

U/S EL. -1530F1

P1

C1

P1

C3

Z2

U/S EL. -1530F2

U/S EL. -1530F1

U/S EL. -1530F1

U/S EL. -1530F1

P1C3


C1P1

U/S EL. -1530F2P1C3

C4P1

C1P1

SLAB THICKENING REQUIRED FORFLOOR SOCKETS SEE ARCH. FOR

TYP. FLOOR SOCKET DETAIL

C10P5

P6

C7

C7

8.18.4 4.9

U/S EL. -2025F4

U/S EL. -2025F4

P2C5

P2C5

U/S EL. -1530F8

U/S EL. -1530F9

U/S EL. -1530F10

MW

4/ W

6

TYP. AT FROST SLAB

AT FROST SLAB

Z1 Z1

Z1

TYP. AT ALL FROST SLABS

TYP. ATDOORS

Z1

U/S EL. -1530WF2

MW1 / W2 /

U/S EL. -1530F1

U/S EL. -1530F1

P1

P1

C2

C2

P6

U/S EL. -1530F9

CONCRETE HOUSEKEEPING PADBELOW ALL LOCKERS. SEE TYPICALDETAILS AND ARCH. DWGS FORLOCKER LOCATIONS (TYP)

C2

C2

P1U/S EL. -1530F2

U/S EL. -1530F1

U/S EL. -1530F1

C2P1

P1C2

C9 C9

C5 C5

N1 N1

N5 N5

13S102

T/O SLAB -100

U/S

EL. -

1530

WF

2

/SEE DETAIL 10 S101

U/S

EL. -

1530

WF

2

U/S EL. -2025WF1

U/S EL. -1680WF2

MW

1/W

2

U/S EL. -2025WF1

MW

1 /

W2 /

U/S EL. -1680WF2

MW1/W2

/SEE DETAIL 10 S101

MW

1/W

2 /

U/S

EL. -

1530

WF

2M

W1/W

2 /

U/S

EL. -

1530

WF

2U

/S E

L. -

1530

WF

2

MW

1/W

2 /

8S501

TYP

8S501

TYP

U/S EL. -1530WF2

U/S EL. -1530F1

P1

C5

C5P1

U/S EL. -1530F1

125mm THK. CONC. FROST SLAB(TYP) AT ALL EXTERIOR DOORS

T/O SLAB -50

SLABDEPRESSION

SLABDEPRESSION

FLOOR EMBEDDED SOCKETSEE ARCH. DWGS FOR LOCATIONS

FLOOR EMBEDDED SOCKETSEE ARCH. DWGS FOR LOCATIONS

U/S EL. -1530F4

C8P1

C10

C7

C7

U/S EL. -1530F4

P1C4

AA2

AA1

AA

13S501

U/S EL. -1530WF4

CONCRETE TRAIN FEATURESEE ARCH. DWGS FOR

DETAILS AND FEATURES

U/S EL. -1530F8P5

U/S EL. -1530F9P6

Z3

MW1 / W2 /

TYP.

Z1

TYP. AT SIDE OFOPENING ABOVE

13S102

TYP

10S204

Z1

Z1

Z1

TYP. AT SIDE OFOPENING ABOVE

Z1

Z1Z1

Z1

Z1

Z1

Z1

Z1

SLAB THICKENING UNDER ALL NON-LOADBEARING MASONRY PARTITIONS (TYP)

/SEE DETAIL 4 S101

PROVIDE SLABTHICKENING

BELOW ALL STAIRSTRINGERS

SUPPORTED ATGRADE LEVEL (TYP)

SAWCUTS/SEE DETAIL 6 S101

UP

UP

SAWCUTS/SEE DETAIL 6 S101

SLAB THICKENING UNDER ALL NON-LOADBEARING MASONRY PARTITIONS (TYP)

/SEE DETAIL 4 S101

SDF STEP DOWN FOUNDATION

MASONRY ZONE REINFORCEMENT TYPEZX

NON-LOAD BEARING WALL

LOAD BEARING WALL

ASSOCIATES

(905) 666-5256

(905) 666-5252Tel:

Fax:

Suite 201


BARRY BRYAN

Whitby, Ontario

DRAWING:

PROJECT:

DESIGN BY:

CHECKED BY:


FILE:

DATE:

SCALE:

DRAWN BY:

REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.


2014BBA


2014 BBA


2015 BBA


2015 BBA

14096-Struct.rvt

1 : 100

S201

DM

RJK

DM

04/01/15

FOUNDATION PLAN



14096

1 : 100S201

GROUND FLOOR FRAMING PLAN @ EL. 00001

NO

RT

H

FOUNDATION LEGEND

FOUNDATION PLAN NOTES

1 FINISHED GROUND FLOOR IS AT ELEVATION 000m (GEODETIC 84.62m) EXCEPT ASCROSSED AND NOTED. ELEVATIONS FOR AREAS CROSSED AND ARE TO BE READFROM FINISHED FLOOR ELEVATION 000m, UNLESS OTHERWISE NOTED.

2 ALL EXTERIOR FOOTINGS SHALL BE FOUNDED AT MINIMUM DEPTH EL. -1530mm FROMFINISHED FLOOR ELEVATION 0000mm. TYPICAL ALL FOOTINGS, U.N.O.

3 ALL INTERIOR FOOTINGS SHALL BE FOUNDED AT MINIMUM DEPTH ELEVATION -1350mmFROM FINISHED FLOOR ELEVATION 0000mm, U.N.O.

4 ALL FOOTINGS TO BE CENTRED UNDER PIERS, WALLS AND/OR COLUMNS, EXCEPT ASNOTED ON PLAN.

5 SEE ARCHITECTURAL DRAWINGS FOR SLOPES AND DRAINS. MAINTAIN SLAB THCKNESSSHOWN.

6 ALL LOADS INDICATED ON THE DRAWINGS ARE UNFACTORED, U.N.O.

7 EXCAVATE NATIVE SOIL AND ENGINEERED FILL TO REQUIRED BEARING DEPTHAPPROVED BY GEOTECHNICAL ENGINEER. FILL WITH GRANULAR "B" TO UNDERSIDEOF GRANULAR "A" SUB-BASE LAYER. ALL BACKFILL BELOW THE GRANULAR "A" BASEAS NECESSARY TO ACHIEVE THE NEW GRADES SHALL BE COMPACTED GRANULAR":B".

8 VERIFY FOOTING ELEVATIONS AND SITE SERVICES PRIOR TO PROCEEDING WITHWORK. NOTIFY CONSULTANTS OF ANY DISCREPANCIES. REFER TO MECHANICAL ANDARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION.

9 LOWER FOOTINGS TO ACCOMODATE NEW, MECHANICAL, ELECTRICAL AND CIVILSERVICES. FOOTINGS ARE NOT TO BE UNDERMINED BY EXCAVATION FOR SERVICES.

10 PROTECT ALL EXISTING SUB-GRADE SERVICES DURING INSTALLATION OFFOUNDATIONS.

11 REFER TO GENERAL NOTES AND TYPICAL DETAILS ON DRAWINGS FOR ADDITIONALINFORMATION.

12 `Z`DENOTES MASONRY ZONE REINFORCING, REFER TO SCHEDULES.

13 PROVIDE 125mm SLAB-ON-GRADE REINFORCED WITH 152x152xMW18.7xMW18.7WELDED WIRE MESH, TYPICAL U.N.O. NOTE: SLAB IS DESIGNED FOR OCCUPANT LOADOF 4.80 kPa. THE SLAB IS NOT DESIGNED FOR CONCENTRATED HEAVY MACHINERYAND/OR FORK LIFT TRUCK LOADING.

14 PROVIDE DOWELS IN THE FOOTINGS TO MATCH ALL VERTICAL WALLREINFORCEMENT.

15 SDF DENOTES STEP DOWN FOOTING. REFER TO TYPICAL DETAIL FOR ADDITIONALINFORMATION.

16 PLACE ALL CONCRETE SLAB-ON-GRADE ON A 150mm COMPACTED GRANULAR 'A'SUB-BASE.

17 EXCAVATE AND REMOVE ALL EXISTING SUB-GRADE MATERIALS TO THE EXTENTS TOUNDERSIDE OF APPROVED SUBBASE / UNDISTURBED NATIVE MATERIAL (ELEVATION83.00).ALL EXISTING EXCAVATED FILL SHALL BE REMOVED AND DISPOSED OFF-SITE.EXCAVATIONS AND REMOVAL OF EXISTING FILL SHALL INCLUDE REMOVAL OF ANYPOOR FILL / ORGANIC MATERIALS AND LOOSE FILL. PLACE AND COMPACT NEWENGINEERED GRANULAR 'B' FILL MATERIAL ABOVE ELEVATION 83.00M TO FINISHEDFLOOR ELEVATIONS AND SECTIONS. THE ENGINEERED FILL SHALL BE PLACED IN300mm MAX. LIFTS AND COMPACTED TO 98% SPMDD.NOTE: SOME OF THE EXISTING SOIL MATERIALS IF APPROVED BY THE GEOTECHNICALENGINEER CAN BE REMOVED AND STOCK PILED ON SITE AND RE-USED AS NEWCOMPACTED BACKFILL MATERIAL. PROVIDE UNIT RATE FOR REMOVAL AND RE-USE OFANY EXISTING FILL MATERIALS DESIGNATED BY THE GEOTECHNICAL ENGINEER ASACCEPTABLE FOR BACKFILL MATERIAL. REFER TO THE TENDER FORM FORADDITIONAL INFORMATION. PROVIDE ALLOWANCE IN THE UNIT RATE FOR ALLNECESSARY DRYING AND/OR OTHER PREPARATION WORK OUTLINED IN THEGEO-TECHNICAL REPORT NECESSARY TO RE-USE EXISTING FILL MATERIALS.

18 GRANULAR "B" BACKFILL SHALL BE PLACED IN 150mm TO 200mm LIFTS TO UNDERSIDEOF NEW 150mm GRANULAR 'A' BASE. NOTE: SIGNIFICANT BACKFILL MAY BE REQUIREDIN SOME LOCATIONS. REFER TO THE SOIL REPORT FOR EXISTING SOIL CONDITIONSAND TOPOGRAPHICAL SURVEY AND GRADING PLAN FOR FURTHER EXCAVATION ANDBACKFILL REQUIREMENTS.

19 ALLOW FOR TEMPORARY CONSTRUCTION ENTRANCES TO THE SITE TO CAUSEMINIMAL DISTURBANCES TO THE EXISTING SUBSURFACE SOIL CONDITIONS.

1S502

OWSJ 550 DP. @ 1325 MAX.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

W150X24 @ 1325 MAX.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

W150

X24 @

1335 M

AX

.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

OW

SJ

40

0 D

P. @

133

5 M

AX

.O

WS

J 40

0 D

P. @

133

5 M

AX

.

DO

DO

DO

DO

DO

DO DO

DO

DO

DO

DO

DO

DO

DO

OW

SJ

40

0 D

P. @

133

5 M

AX

.

DO

DO

DO

DO DO

DO

DO

OW

SJ

40

0 D

P. @

133

5 M

AX

.W

150

X24 @

1335 M

AX

.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

W150

X24 @

1335 M

AX

.

OWSJ 650 DP.

DO

DO

DO

DO

OWSJ 650 DP. @ 1530 MAX.

OWSJ 650 DP.

OWSJ 650 DP.

OWSJ 650 DP. @ 1530 MAX.

W410X39

DO

DO

OWSJ 450 DP. @ 1530 MAX.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

OWSJ 450 DP. @ 1530 MAX.

OWSJ 450 DP. @ 1530 MAX.

DO

DO

DO

OWSJ 450 DP. @ 1530 MAX.

DO

DO

DO

DO

DO

DO

DO

OWSJ 650 DP. @ 1530 MAX.

DO

DO

DO

OWSJ 650 DP.

OWSJ 650 DP.

DO

DO

DO

DO

W530X66

W530X

74

-100

W460X

60

-100

W410X

54

W410X39 -250

W410X

68

W410X

68

W410X

68

C150X12

C150X12

DO

DO

152x102X8.0 DECK CLOSURE PLATE

152x102x8.0 CLOSURE PLATE

W410X39 -250

W410X

74

-100

W410X

39

-280

ELE

VA

TOR

SH

AFT

OP

EN

ING

L102

x102

x6.4

CLO

SU

RE

AN

GLE

ALL

AR

OU

ND

OP

EN

ING

EXTEND JOIST TOPCHORD AND BEAMS ATBAY WINDOWS (TYP)SEE ARCH. DWGS FORDETAILS ANDDIMENSIONS

OP

EN

TO

BE

LOW

OPEN TO BELOW

2S502

3S502

2S502

SIM4

S502

3S502

SIM

5S502

5S502

SIM

11S502

13S502

38m

m x

0.9

1m

m S

TE

EL D

EC

K

15S502

6S502

7S502

9S502

23S502

12S502

18S502

13S504

16S502

10S502

10S502

SIM

12S502

SIM

13S502

SIM

13S502

SIM 14S502

14S502

SIM

17S502

18S502

SIM

TYP. AT FEATUREWINDOW LOCATIONS.REFER TO ARCH.DWGS. FOR LOCATIONS

/SEE DETAIL 26 S502/SEE DETAIL 27 S502/SEE DETAIL 28 S502

12S504

T/O SLAB 2700

23S502

SIM

22S502

22S502

TYP

W200X

36

W200X

36

STAIRS UP TOMECH. ROOM

DN

DN

DN

DN

OWSJ 550 DP. @ 1325 MAX.

JOIST BRIDGING ASREQUIRED BY JOIST

DESIGNER (TYP)

W310X

28 W

310X

39


DESIGNER (TYP)

38mm x0.91mm STEEL DECK

/SEE PLAN 7 S204FOR PENTHOUSE FLOOR FRAMING

(TYP)

BP-02 AT DOUBLEBEARING OF JOISTSAND BEAMS, U.N.O.

W310X

28

BP-02 AT DOUBLEBEARING OF JOISTSAND BEAMS, U.N.O. TYP.

6

6 5

4

4

3

3

2

2

1

1

Q Q

P

8

8

7

7

N N

M M

L L

1a

1a

1d

1d

J

F F

E E

D D

CB

A A

9

9

10

10

11

11

12

12

K

G

6.4

L6

L6

4.3

F.5

6.5

6.5

1.93 kPa

6.5 kPa

1.93

kP

a

6.5

kPa

1.93

kP

a

6.5

kPa

1.93 kPa

6.5 kPa

1.93 kPa

3.8 kPa

TYP. SNOW ACCUMULATION ALL AROUND RTU UNITS, U.N.O.

L1

W200X36

W530X

66

H

W200X36 W310X24

W310X24 W610X82

W610X82

W250X

39

W250

X39 @

1500 M

AX

.

DO

DO

DO

DO

W250

X39 @

1500 M

AX

.

W250X

39

W250X

39

1c

1c

1b

1b

2.9

2.9

4.1

4.1

W310X

21

EL. -400 EL. -437

8.18.4 4.9

W150X24 @ 1325 MAX.

S301 1

S301 2

S301 3

S301

4

S301

5

CONT. L76x76x4.8 DECK CLOSUREANGLE AROUND PERIMETER OFROOF AND OPENINGS IN DECK(TYP)

L102x102x6.4 DECK CLOSUREANGLE AROUND PERIMETER OFCOMPOSITE SLAB AND OPENINGSIN SLAB (TYP)

CONT. L76x76x4.8 DECKCLOSURE ANGLE AROUNDPERIMETER OF ROOF ANDOPENINGS IN DECK (TYP)

L102x102x6.4 DECK CLOSUREANGLE AROUND PERIMETER OFCOMPOSITE SLAB AND OPENINGSIN SLAB (TYP)

MAU-1(723 lbs)

1854x1106x915P=80006

OWSJ 650 DP. @ 1530 MAX.

DO

DO

21S502

62m

m C

ON

CR

ET

E c

/w 1

52x1

52 M

W18.7

xMW

18

.7 W

IRE

ME

SH

ON

38

mm

x 0

.76m

m C

OM

PO

SIT

E S

TE

EL D

EC

K

6600

2.6 kPa

6.8 kPa

DO

DO

DO

DO

FC-1(5141 lbs)

7316x2362x1600

OW

SJ

40

0 D

P. @

133

5 M

AX

.W

150

X24 @

1335 M

AX

.

C150X12

C150X12

1S204

T/O SLAB 2700

Sim1

S204

2S204

Sim2

S204

Sim2

S204

Sim2

S204

1.93 kPa

6.5 kPa

6600

4000


DO DO

W150X24 @ 1530 MAX.

OWSJ 650 DP. @ 1530 MAX.

OWSJ 650 DP. @ 1530 MAX.

62mm CONCRETE c/w 152x152MW18.7xMW18.7 WIRE MESH ON 38mm x0.76mm COMPOSITE STEEL DECK

JOIST BRIDGING ASREQUIRED BY JOISTDESIGNER (TYP)

L127x102x6.4 DECKSUPPORT ANGLE

c/w 16ø EPOXYANCHORS @800 c/cMIN. EMBED. 127mm

L127x102x6.4 LLV DECK SUPPORT ANCHORSc/w 16ø EPOXY ANCHORS @800 c/c (TYP)MIN. EMBED. 127mm

4S204

Sim4

S204

19S502

6600

6600


6600

6S204

BP-01 TYP. ATJOIST BEARING,

U.N.O.

BP-01 TYP. AT JOISTBEARING, U.N.O.

BP-03 TYP. AT 290BLOCK BEARING

LOCATIONS, U.N.O.

BP-03 TYP. AT 290BLOCK BEARING

LOCATIONS, U.N.O.


W410X

45

100

W410X39

W410X39

W410X39

W410X39

W410X39

W410X39

152x152x6.4CLOSURE PLATES

152x152x6.4CLOSURE PLATE

OWSJ 450 DP. @ 1530 MAX.

W150

X24 @

1335 M

AX

.

DO

DO

DO

DO

W150

X24 @

1335 M

AX

.

W150

X24 @

1335 M

AX

.

DO DO

DO

DO

W150

X24 @

1335 M

AX

.

L6

24S502

24S502

SIM

24S502

SIM

24S502

SIM



(TYP)

23S502

SIM

23S502

SIM

25S502

25S502

SIM

L6

L6

DO

DO

W200X36


OW

SJ

65

0 D

P. @

153

0 M

AX

.

DO

DO

L127x102x6.4 DECKSUPPORT ANGLEc/w 16ø EPOXYANCHORS @800 c/cMIN. EMBED. 127mm

OW

SJ

55

0 D

P. @

167

5 M

AX

.

OW

SJ

55

0 D

P. @

153

0 M

AX

.

DO

DO

DO

DO

DO

DO

DO

DO

OW

SJ

65

0 D

P. @

153

0 M

AX

.

W310X

24

OW

SJ

55

0 D

P. @

167

5 M

AX

.

DO

DO

DO

DO

DO

OW

SJ

55

0 D

P. @

167

5 M

AX

.

DO

L127x102x6.4 DECK SUPPORT ANGLEc/w 16ø EPOXY ANCHORS @800 c/cMIN. EMBED. 127mm

OW

SJ

55

0 D

P. @

135

5 M

AX

.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

OW

SJ

55

0 D

P. @

135

5 M

AX

.






DESIGNER (TYP)

C9 C9

C5 C5

N1 N1

N5 N5

29S502


29S502

SIM

29S502

SIM29

S502

SIM

TJ

DO

DO





DO

DO DO


W410X39

W310X

21


FRAMING AROUNDRWL (TYP)

L76X76X6.4

RWL

RWL

L76X76X6.4FRAMING AROUNDRWL (TYP)

RWL

RWL

RWL


L76X76X6.4

STAIRS BY OTHERSSEE ARCH. DWGS


L76X76X6.4

L127x102x6.4 DECK SUPPORT ANGLEc/w 16ø EPOXY ANCHORS @800 c/cMIN. EMBED. 127mm (TYP)

RWL RWL RWL

RWLRWL RWL

RWL RWL RWL

HSS 102ø STUB POSTc/w 12x150x150mm BASE PLATE

(3 PLACES)

STAIRS BY OTHERSSEE ARCH. DWGS.

PAVERSSEE ARCH. DWGS.C200X17

C200X17

C200X17 C200X17 C200X17 C200X17 C200X17

C200X17 C200X17 C200X17 C200X17 C200X17 C200X17 C200X17

C200X17 C200X17

CU-1(139 lbs)

826x300x737

AA2

AA1

AA

WELD PLATE TYP. ATALL WALL TO ROOF

DECK LOCATIONS/SEE PLAN 14 S503

WELD PLATE TYP. ATALL WALL TO ROOF

DECK LOCATIONS/SEE PLAN 14 S503

C1 C1

C2

C2

C6

C5C5

C5C5C5

C5

C5C5

C10C10

C2C2

C5

C4C6C4

C3C1 C8 W530X66C1

C2C2

W530X

74

-100

ALL BRIDGING CONNECTIONSAT BLOCK WALL SHALL BEDESIGNED AND SUPPLIED BYCONTARACTOR (TYP)

9S204

5S504

W200x19 STRINGERS AT SUPPORT

C3C3

C3

BO

X B

EA

M

PARAPET PARAPET

PA

RA

PE

T

PARAPET

PA

RA

PE

T

PARAPET

SEE ENLARGED PLAN

SEE ENLARGED PLAN

SEEENLARGEDPLAN



DENOTES MOMENTCONNECTIONMf = 20kN*m

c/w

10m

m E

ND

PLA

TE

S @

WA

LLS

W150x24 @ 1530 MAX.

DO

DO

W150X24 @ 1530 MAX.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

W150x24 @ 1530 MAX.

C10 C10

W200X19

W200X19

W200X19

W200X19

W200X19

W200X19

W310X

45

-100

W410X

68

100

+10m

m E

ND

PLA

TE

WA

LLS

HS

S203X

102X

8.0

100

30S502

1

1

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2

L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2 L2

L1 L2L2 L2 L2 L1 L2 L1 L2 L1 L1 L2 L2

L1 L1 L2 L2 L2

L3 L3

L3

L3

L3

L3

L3 L3 L3

L1L2

L1

L2 L2 L6

L1

L2 L2 L2 L2

L1 L1 L2 L2 L2 L2

L2 L1 L2 L2 L1 L2L1 L1L1 L1

L2

L1

L2

L2

L1

L1

L1

L2

L1

L1

L1

L1

L2

L2

L1

L8

L8

L1

L8

L8

L8

L8

L8

L8

L8

L1

L1

L1

L4

L4

L4

L4

L4

L4

L4

L4

L4

L5 L4

L8

L1L1L1L2L1L2L2L1

L2L1

L.B

.

W200X

27

H.B

.

L.B

.

W200X

27

H.B

.

L.B

.

W200X

27

H.B

.

L.B

.

W200X

27

H.B

.

CLASS ROOMS 2.40 kPaCORRIDORS 4.80 kPa

SUPERIMPOSED DEAD LOADS ARE:

62mm CONCRETE ON COMPOSITE STEEL DECK 1.85 kPaSUSPENDED CEILING 0.20 kPaELECTRICAL/MECHANICAL 0.25 kPaFRAMING 0.45 KPaPARTITION ALLOWANCE 1.00 kPaFLOOR FINISH 0.50 kPaTOTAL 4.25 kPa

ROOF:CEILING 0.20 kPaROOFING AND INSULATION 0.25 kPaELECTRICAL/MECHANICAL 0.25 kPaDECK 0.10 kPaFRAMING 0.35 kPaTOTAL DEAD LOAD: 1.15 kPa

NET UPLIFT 1.00 kPaTYPICAL ROOF LIVE LOAD IS 1.00 kPa EXCEPT AS CROSSED ANDNOTED. ADDITIONAL SNOW ACCUMULATION IS SHOWN ON PLAN.

BASIC SNOW LOAD: 1.93 kPaBASIC RAIN LOAD: MAX. 1 DAY RAINFALL = 103mm(0.99 kPa)IMPORTANCE CATEGORY FOR THIS BUILDING IS HIGH AS PER OBCTABLE 4.1.2.1(3).ULS IMPORTANCE FACTOR: Is = 1.15 FOR SNOW LOAD

Ie = 1.30 FOR EARTHQUAKELOAD

Iw = 1.15 FOR WIND LOAD

WIND qv 50 = 0.47 kPa Ce= 1.02

MASONRY ZONE REINFORCEMENT TYPE

ZX



ASSOCIATES

(905) 666-5256

(905) 666-5252Tel:

Fax:

Suite 201


BARRY BRYAN

Whitby, Ontario

DRAWING:

PROJECT:

DESIGN BY:

CHECKED BY:


FILE:

DATE:

SCALE:

DRAWN BY:

REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.


2014BBA


2014 BBA


2015 BBA


2015 BBA

14096-Struct.rvt

As indicated

S202

DM

RJK

DM

04/13/15

2ND FLOOR AND LOWROOF FRAMING PLAN



14096

1 : 100S202

LOW ROOF AND SECOND FLOOR FRAMING @ EL. 41001

SECOND FLOOR FRAMING PLAN

1 TOP OF STRUCTURAL SLAB IS 4200mm FROM FINISHEDGROUND FLOOR ELEVATION 000m, EXCEPT AS CROSSED ANDNOTED. ELEVATIONS FOR AREAS CROSSED AND NOTED ARE TOBE READ FROM FINISHED FLOOR ELEVATION OF 4200mm.

2 TOPS OF STEEL BEAMS ARE 100mm BELOW ELEVATION 4200mmEXCEPT AS NOTED THUS +/-

3 ELEVATIONS TO TOP OF STRUCTURAL STEEL ARE BASED ONAN ASSUMED JOIST SHOE DEPTH OF 100mm, U.N.O. ON PLANSECTIONS.

4 LIVE LOADS ARE:

5 OPENINGS IN STEEL DECK TO BE FRAMED IN ACCORDANCEWITH TYPICAL DETAILS, U.N.O.

6 PROVIDE FRAMING FOR LATERAL SUPPORT OF NON-LOADBEARING BLOCK PARTITIONS AS PER TYPICAL DETAILS.

7 REFER TO DRAWING S100 SERIES FOR GENERAL NOTES ANDTYPICAL DETAILS.

8 PROVIDE NECESSARY TEMPORARY SHORING OF BUILDINGSTRUCTURE AND WALLS WHEN INSTALLING LINTELS IN BLOCKWALLS.

9 ALL OPENINGS IN STEEL DECK 150mm TO 450mm SHALL BEREINFORCED BY STEEL DECK CONTRACTOR. LARGEROPENINGS TO BE TRIMMED IN ACCORDANCE WITH TYPICALDETAILS. SHOULD FRAMING NOT ALIGN WITH OWSJ PANELPOINT REINFORCE IN ACCORDANCE WITH TYPICAL DETAILS.

NO

RT

H

GENERAL ROOF AND SECOND FLOORFRAMING NOTES1 ALL MECHANICAL UNIT LOADS ARE UNFACTORED AND DO NOT

INCLUDE WEIGHT OF CONCRETE HOUSEKEEPING PADS.

2 T.J. DENOTES TIE JOIST. FULL BOTTOM CHORD SHALL BEEXTENDED AND FRAMED INTO COLUMN.

3 CANTILEVER MOMENT CONNECTIONS SHALL BE DESIGNATEDFOR A MINIMUM OF 15 kN*m, UNLESS NOTED OTHERWISE.

4 PROVIDE C150x12 AROUND ALL ROOF TOP UNITS (RTU) ANDHATCHES, U.N.O.

5 DO NOT ATTACH SUSPENDED CEILING DIRECTLY TO ROOFDECK.

6 STEEL ROOF DECK SHALL BE FASTENED WITH 19mmø PUDDLEWELDS IN A 36/7 SUPPORT PATTERN. SIDE LAPS SHALL BEBUTTON PUNCHED @610mm c/c.

7 ALL OWSJ, SHEAR BEAMS, CHANNELS, ETC. MUST BECOMPLETE WITH BEARING PLATE BP-01, U.N.O.

LOW ROOF FRAMING PLAN

1 UNDERSIDE OF ROOF DECK IS AT ELEVATION +4100mmEXCEPT AS CROSSED AND NOTED. ELEVATIONS FOR AREASCROSSED AND NOTED ARE TO BE READ FROM ELEVATION+4100mm

2 TOPS OF STEEL BEAMS, JOISTS ARE 0 BELOW ELEVATION+4100mm EXCEPT AS NOTED +/-XXX

3 ELEVATIONS TO TOP OF STRUCTURAL STEEL ARE BASED ONAN ASSUMED JOIST SHOE DEPTH OF 100mm.

4 DESIGN LOADS:

5 TYPICAL STEEL DECK GAUGE = 0.76mm. INCREASE DECKGAUGE TO SUIT SNOW ACCUMULATION OR RAIN LOAD.

6 CENTRE JOIST SHOES ON CENTRELINES OF SUPPORTINGBEARING PLATES.

7 REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FORSIZE AND LOCATION OF ALL MECHANICAL UNITS ANDOPENINGS IN THE ROOF DECK NOT INDICATED ONSTRUCTURAL DRAWINGS

8 PROVIDE CONTINOUS TOP AND BOTTOM CHORD BRIDGINGCOMPLETE WIT CROSS BRIDGING AT END SPAN, TYPICAL ALLBAYS. BRIDGING FOR STEEL JOISTS SHALL COMPLY WITH THEREQUIREMENTS OF CAN/CSA STANDARDS S16.1

FRAMING LEGEND

L152x89x6.4 DECKCLOSURE ANGLE (TYP)

C150X12

C150X12

W200X

46

-1230

W150X37@ 2100 MAX.

W150X37

-1392

DO

DO

DO

DO

DO

W150X37@ 2100 MAX.

W200X42 -390

C150X12

JOIST BRIDGING ASREQUIRED BY JOISTDESIGNER (TYP)


L127X102X6.4

OWSJ 550 DP. @ 1240 MAX.

OWSJ 550 DP. @ 1240 MAX.

DO

DO

DO

DO

DO

DO

DO

DO

DO


W250X22

W310X28

W310X28

W360X39


DESIGNER (TYP)

W410X

74

-100

W410X

45

-100

W360X

33

-300

W360X

33

-300

W530X

82

-300

W410X45

OWSJ 550 DP. @ 1710 MAX.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

W150X24 @ 1710 MAX.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

W150X24 @ 1710 MAX.


DESIGNER (TYP)

OWSJ 550 DP. @ 1710 MAX.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

W200X19 465

W200X19 465


15S503

15S503

L76x76x4.8 DECK CLOSURE ANGLE(TYP) AT TOP ALL AROUNDELEVATOR ROOF FRAMING

W410X39

W410X39

OWSJ 600 DP. @ 1710 MAX.

OWSJ 600 DP. @ 1710 MAX.

W410X39

W410X39

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO


W310X

45

W410X

60

W310X

45

W410X68

W410X68

W410X

60

400

W410X85

FOR PENTHOUSE ROOF FRAMING/SEE PLAN 8 S204

1S503

2S503

3S505

3S505

2S503

TYP

2S503

TYP

C150X12

C150X12

C150X12

C150X12 C150X12

C150X12

38mm x0.91mm ACOUSTIC STEEL DECK

38mm x0.91mm ACOUSTIC STEEL DECK

3S503

7S503

4S503

5S503

6S503

7S503

SIM

6S503

TYP

10S503

11S503

12S503

8S503

8S503

SIM

38m

m x

0.9

1m

m A

CO

US

TIC

ST

EE

L D

EC

K

TYP. THISSIDE

9S503

8S503

SIM

12S503

SIM

13S503

13S503

TYP

16S503

17S503

TYP

TYP. AT BAYWINDOWS

17S503

SIM

14S503

127x12mm WELD PLATE

127x12mm WELD PLATE14

S503

SIM

19S503

6

6

5

5

4

4

3

3

2

2

1

1

Q Q

P

8

8

7

7

N N

M M

L L

J J

F F

E E

D D

C

B B

A A

9

9

10

10

K

G

6.4

L6

4.3

F.5 F.5

6.5

6.5

1.93

kP

a

4.6

kPa1.93 kPa

4.6 kPa

1.93

kP

a

4.6

kPa

L1

H

DO

DO

DO

2.9

2.9

4.1

4.1

BP-02 TYP. AT DOUBLEBEARING OF JOISTSAND BEAMS, U.N.O.

AR

OU

ND

ELE

VA

TO

R (

TY

P)

4000

TY

P A

LL

4000

TYP.THISSIDE

DO

DO

DO

DO

DO

DO

DO

W250X22

C150X12

C150X12

C150X12

8.4

8.4

S301 1

S301 2

S301 3

S301

4

S301

5

3S204

BP-02 TYP. AT DOUBLEBEARING OF JOISTSAND BEAMS, U.N.O.


L127x89x6.4 LLV DECK SUPPORT ANGLEc/w 16ø EPOXY ANCHORS @800 c/cMIN. EMBED. 127mm (TYP)

RTU-1(7.5 kN)

(1545 lbs)2083x1111x1118

RTU-2(7.0 kN)

(1192 lbs)2083x1111x1118

BP-03 TYP. AT 290 CONC.BLOCK BEARINGLOCATIONS, U.N.O.

BP-03 TYP. AT 290CONC. BLOCKBEARING LOCATIONS,U.N.O.



4000

TY

P. A

LL A

RO

UN

D R

TU

3000

3.4

kP

a

1.9

3 k

Pa

TY

P. A

LL A

RO

UN

D R

TU

3000

3.4

kP

a

1.9

3 k

Pa

1.93 kPa

4.6 kPa

4000

BP-01 AT JOIST BEARINGLOCATIONS, U.N.O.(TYP)

BP-01 AT JOIST BEARINGLOCATIONS, U.N.O. (TYP)

38m

m x

0.9

1m

m S

TE

EL D

EC

K

38m

m x

0.9

1m

m S

TE

EL D

EC

K

38m

m x

0.9

1m

m S

TE

EL D

EC

K


DO

Sim3

S204

Sim3

S204

Sim3

S204

DO

C9 C9

C5 C5

N5 N5

TJ

TJ

DO

DO

TJ

DODO

TJ

DODO

DODO

TJ

DO

DO

DO

DO

CONT. L76x76x4.8 DECK CLOSUREANGLE AROUND PERIMETER OFROOF AND OPENINGS IN DECK(TYP)

L127x89x6.4 LLV DECK SUPPORT ANGLEc/w 16ø EPOXY ANCHORS @800 c/cMIN. EMBED. 127mm (TYP)

CONT. L76x76x4.8 DECK CLOSUREANGLE AROUND PERIMETER OF ROOFAND OPENINGS IN DECK (TYP)


L127x89x6.4 LLV DECKSUPPORT ANGLEc/w 16ø EPOXYANCHORS @800 c/cMIN. EMBED. 127mm(TYP)

CONT. L76x76x4.8 DECK CLOSUREANGLE AROUND PERIMETER OFROOF AND OPENINGS IN DECK (TYP)

CONT. L76x76x4.8 DECK CLOSUREANGLE AROUND PERIMETER OFROOF AND OPENINGS IN DECK (TYP)

DO

DO

DO

13S503

TYP

L127x102x6.4 DECKCLOSURE ANGLE(TYP)

+W200x27 HOISTBEAM @ +245 EL.

CONT. L76x76x4.8 DECKCLOSURE ANGLE AROUNDPERIMETER OF ROOF AND

OPENINGS IN DECK (TYP)

RWLRWL

RWL RWL

L76X76X6.4FRAMING AROUND

RWL (TYP)

RWL

RWL

RWL

RWL


L76X76X6.4

L76X76X6.4FRAMING AROUND

RWL (TYP)

POSITION AT OWSJ PANEL POINTS (TYP)PROVIDE ALLOWANCE IN JOIST DESIGN FOR 30kN POINTLOAD ON THE U/S OF THE JOIST AT ANY POINT OR 2kN*mUNIFORM LOAD ON THE BOTTOM CHORD . VERTICALDEFLECTION LIMIT SHALL BE L/600 FOR PARTITIONSUPPORTING OWSJ.

ROOF ACCESS LADDER

ROOFACCESSLADDER

W200X36W200X36

W200X36

W200X36

W200X36

W200X36

W200X36

W200X36

PAVERSSEE ARCH.

PAVERSSEE ARCH.

FRAMING AND POINT LOADS FORHANGING BASKETBALL NETS Pf = 8kNAT CONNECTIONS TO JOINT (TYP)

FRAMING AND POINT LOADS FORHANGING BASKETBALL NETS Pf = 8kN

AT CONNECTIONS TO JOINT (TYP)

RWL

SIM

C6C5

C6

W310X

33

-130

C4

C4C8C1C1

C3C3 C3

C3

C1 C1

OW

SJ

1200

DP

. @12

00 c

/c M

AX

.

OW

SJ

1200

DP

. @12

00 c

/c M

AX

.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

5S504

W530X

82

-300

PROVIDE A CROSSBRACING TYP. AT EACH

END OF PARTITIONS(TYP)

Mf = 50kN*mMf = 50kN*m

Mf = 50kN*m Mf = 50kN*m

DENOTES MOMENT CONNECTIONMf = kN*m , U.N.O.35 kN*m TYP. U.N.O.

11S204

Mf = 20kN*m

Mc = 20kN*m

L2L2 L2 L1L1

L2

L2 L2 L2 L2

L3

L3

L3

L3

L3

L1

L1

L1

L1

L1

L1

L1

L1

L1

L1

L1

L1

L2

L2

L2

L2

L1

L2

L2

L1

L2

L2

L1

L2

L1

L2

L2

L1

L2

L2

L2

L2

L1

L2

L2

L2

L2

L2

L2

L1

L2

L2

L2

L2

L2

L2

L2

L1

L1

L3L3L3 L3 L3 L3

ROOF:ROOFING AND INSULATION 0.25 kPaELECTRICAL/MECHANICAL 0.25 kPaDECK 0.10 kPaFRAMING 0.35 kPaTOTAL DEAD LOAD: 0.95 kPa

NET UPLIFT 1.00 kPaTYPICAL ROOF LIVE LOAD IS 1.00 kPa EXCEPT AS CROSSED AND NOTED. ADDITIONAL SNOWACCUMULATION IS SHOWN ON PLAN.

BASIC SNOW LOAD: 1.93 kPaBASIC RAIN LOAD: MAX. 1 DAY RAINFALL = 103mm (0.99 kPa)IMPORTANCE CATEGORY FOR THIS BUILDING IS HIGH AS PER OBC TABLE 4.1.2.1(3).ULS IMPORTANCE FACTOR: Is = 1.15 FOR SNOW LOAD

Ie = 1.30 FOR EARTHQUAKE LOADIw = 1.15 FOR WIND LOAD



PARAPET ABOVE

PARAPET ABOVE

PARAPET ABOVE

PARAPET ABOVE

ASSOCIATES

(905) 666-5256

(905) 666-5252Tel:

Fax:

Suite 201


BARRY BRYAN

Whitby, Ontario

DRAWING:

PROJECT:

DESIGN BY:

CHECKED BY:


FILE:

DATE:

SCALE:

DRAWN BY:

REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.


2014BBA


2014 BBA


2015 BBA


2015 BBA

14096-Struct.rvt

As indicated

S203

DM

RJK

DM

05/04/15

HIGH ROOF, PENTHOUSEFLOOR AND ROOFFRAMING PLANS



14096

1 : 100S203

HIGH ROOF FRAMING PLAN @ EL. 82001

HIGH ROOF FRAMING PLAN

1 UNDERSIDE OF ROOF DECK IS AT ELEVATION +8200mm EXCEPT AS CROSSED AND NOTED. ELEVATIONS FOR AREASCROSSED AND NOTED ARE TO BE READ FROM ELEVATION +8200mm

2 TOPS OF STEEL BEAMS, JOISTS ARE 0 BELOW ELEVATION +8200mm EXCEPT AS NOTED +/-XXX

3 ELEVATIONS TO TOP OF STRUCTURAL STEEL ARE BASED ON AN ASSUMED JOIST SHOE DEPTH OF 100mm.

4 DESIGN LOADS:

6 CENTRE JOIST SHOES ON CENTRELINES OF SUPPORTING BEARING PLATES.

7 REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF ALL MECHANICAL UNITS ANDOPENINGS IN THE ROOF DECK NOT INDICATED ON STRUCTURAL DRAWINGS

8 PROVIDE CONTINOUS TOP AND BOTTOM CHORD BRIDGING COMPLETE WIT CROSS BRIDGING AT END SPAN, TYPICALALL BAYS. BRIDGING FOR STEEL JOISTS SHALL COMPLY WITH THE REQUIREMENTS OF CAN/CSA STANDARDS S16.1

9 TYPICAL STEEL DECK GAUGE = 0.76mm. INCREASES DECK GAUGE TO SUIT SNOW ACCUMULATION OR RAIN LOAD.

NO

RT

H

FRAMING LEGEND

1 : 100

Ground Floor Framing Plan

GENERAL ROOF FRAMING NOTES

1 ALL MECHANICAL UNIT LOADS ARE UNFACTORED AND DO NOT INCLUDE WEIGHT OF CONCRETE HOUSEKEEPINGPADS.

2 T.J. DENOTES TIE JOIST. FULL BOTTOM CHORD SHALL BE EXTENDED AND FRAMED INTO COLUMN.

3 CANTILEVER MOMENT CONNECTIONS SHALL BE DESIGNATED FOR A MINIMUM OF 15 kN*m, UNLESS NOTEDOTHERWISE.

4 PROVIDE C150x12 AROUND ALL ROOF TOP UNITS (RTU) AND HATCHES, U.N.O.

5 DO NOT ATTACH SUSPENDED CEILING DIRECTLY TO ROOF DECK.

6 STEEL ROOF DECK SHALL BE FASTENED WITH 19mmø PUDDLE WELDS IN A 36/7 SUPPORT PATTERN. SIDE LAPS SHALLBE BUTTON PUNCHED @610mm c/c.

7 ALL OWSJ, SHEAR BEAMS, CHANNELS, ETC. MUST BE COMPLETE WITH BEARING PLATE BP-01, U.N.O.

1S505

1S505

2S505

3 2

C

B

AC200X17

W200X19

W200X19W

200X

5262mm CONCRETE c/w 152x152

MW18.7xMW18.7 WIRE MESH ON 38mm x0.76mm COMPOSITE STEEL DECK


C200X17 -1500

C200X

17

-1500

C200X21 -1500

C200X21 -1500

C200X17 -1500

T/O SLAB 4200 T/O SLAB 2700

L102x102x6.4 CLOSUREANGLE (TYP)

L102x102x6.4 CLOSUREANGLE (TYP)c/w 16ø EPOXY ANCHORS @800 c/cMIN. EMBED. 127mm

c/w 16ø EPOXY ANCHORS @800 c/cMIN. EMBED. 127mm

STAIR FRAMING BY OTHERS

BP-01

BP-01

BP-01

BP-01 TYP., U.N.O.

W200X

36

L102x102x6.4 OUTRIGGERS@ 600 c/c MAX.

L2

CRANKED STAIRSTINGERS TO W200

BP-04

27S502

26S502

28S502

1

D

L102x102x6.4 CLOSUREANGLE TYPICAL ALL AROUND

EXTEND JOIST TOP CHORD AND BEAMSAT BAY WINDOWS (TYP) SEE ARCH.DWGS FOR DETAILS AND DIMENSIONS

OWSJ 650 DP.

OWSJ 650 DP.

W410X39

C200X

21

POST ABOVEPf = 28 kNPs = 15 kN

POST ABOVEPf = 28 kNPs = 15 kN

CANT

CANT

CANT

CANT


W410X39

C11

C11

BLOCK WALL

3S504

1

OWSJ 600 DP.

OWSJ 600 DP.

W200X

19

-500


1S504

----

2S504

WP1

WP1

WP1

WP1

W200X19

C200X17

W200X19

C200X17

C200X17

L1

OWSJ 600 DP.

OWSJ 600 DP.

NOTE:REFER TO ARCH DWGS FORELEVATIONS, LOCATIONSAND DIMENSIONS.

C11C11

BLOCK WALL

8

A

7S504

8.18.4

W200X

27

W200X

27

W200X

27

W200X

27

W200X

27

W200X

27

W200X42

C10

C7

C7

T.O.S. 3700 T.O.S. 3663

9S504

8S504


CANTW200

CANT

76x4.8 HORIZONTALBRACING ACROSS TOPOF BEAM FLANGES

CURVED C310X31

AA2

AA1

AA

W200X

27

W200X

27

W200x27OUTRIGGERS

BP-01 (TYP)

CANTW200

1

1

1a

1a

1d

1d

J

H

1c

1c

1b

1b

6S504

----

W200X

27

W200X

27

W200X

31

W200X

27

W200X

27


CANT

CANT

DENOTES MOMENT CONNECTIONMf = 40kN*m (TYP) U.N.O.

C150X12

C150X12

C150x12 BOT BRIDGINGOVER ARCH. FEATURE (TYP)

127x6.4mm HORIZ. PLATEBRACING ACROSS TOP OFBEAM FLANGES

L76x76x6.4 DECK CLOSUREANGLE ALL AROUND (TYP)

W250X

37

C2

C10

C10C10

C10

C2

11S504

18S503

12S504

112 C

ON

CR

ET

E c

/w 1

0M

@40

0 c

/c O

N 3

8m

m x

0.9

1m

m C

OM

PO

SIT

E S

TE

EL D

EC

K

21S503

21S503

22S503

DN

DN

W360X33 @ 1350 MAX.

DO

DO

DO

DO

DO

DO

DO

DO

DO

DO

W360X33 @ 1350 MAX.

W410X39

W410X39

C150x12 +PL.152x102x8.0AROUND OPENINGS (TYP)VERIFY WITH MECH. DWGS.

23S503

W410X

39

W530X

74

W410X

39

W410X

39

W530X

74

W410X

54

23S503

TYP

20S503

8 7

L L

F F

K

G

L6

C150X12

T/O SLAB 6000

DO

TJ TJ

TJ TJ

AROUND PENTHOUSE FLOORAND FLOOR PENETRATIONS

SERRATED GRATINGPROVIDED AS PART PF PV .05500

W200X27

W200X27OUTRIGGERS

L64x64x6.4 X-BRACINGBETWEEN POSTS

C150X12

PROJECTION UNITCOORDINATE C150's WITHARCH. DWGS FOR MOUNTING

PROJECTION UNITCOORDINATE C150's WITH

ARCH. DWGS FOR MOUNTING

@1000 c/c

@1000 c/c

DENOTES MOMENT CONNECTIONMf = 30 kN*m (TYP., U.N.O.)

T/O SLAB 6000

C1

C150x12 +L152x102x8.0AROUND OPENINGS (TYP)VERIFY WITH MECH. DWGS.

75mm W x 100mm HT CURBAROUND OPENINGS

11S204

W200X27

W200X27

CONC. HOUSEKEPINGPAD SEE MECH. DWGSFOR LOCATION (TYP)

Mf = 40 kN*mMf = 40 kN*m

Mf = 40 kN*m

Mf = 40 kN*m

12S102

SIM

ERV-16000 lbs

HWT1500 lbs

1100 lbs

3500 lbs

700 lbs

PUMP350 lbs

29S503

29S503

28S503

28S503

27S503

27S503

25S503

25S503

SIM

DO

DO

DO

DO

DO

W200X36 @ 1550 MAX.

W310X28

W310X28

W310X

28

W310X

39

W310X

28

W310X

45

-150

W310X

39

-150

W310X

28

-150

26S503

26S503

24S503

TYP.

8

8

7

7

L L

F

K

G

6.4

L6

W310X28

38m

m X

0.7

6m

m S

TE

EL D

EC

K

S301 1

S301 2

S301

4

S301

5


TJ TJ

DO

DO

DOTJ TJ

W200X27

W200X27

HSS 102x102x6.4X-BRACING

(2) HSS 102x102x6.4X-BRACING

L76X76X6.4FRAMING AROUNDRWL (TYP)

RWL

RWLPAVERS AT LADDERSEE ARCH. DWGS

W200X36 @ 1550 MAX.

HSS 102x102x6.4X-BRACING

W310X28

ROOF:ROOFING AND INSULATION 0.25 kPaELECTRICAL/MECHANICAL 0.25 kPaDECK 0.10 kPaFRAMING 0.35 kPaTOTAL DEAD LOAD: 0.95 kPa

NET UPLIFT 1.00 kPaTYPICAL ROOF LIVE LOAD IS 1.00 kPa EXCEPT AS CROSSED AND NOTED. ADDITIONALSNOW ACCUMULATION IS SHOWN ON PLAN.

BASIC SNOW LOAD: 1.93 kPaBASIC RAIN LOAD: MAX. 1 DAY RAINFALL = 103mm (0.99 kPa)IMPORTANCE CATEGORY FOR THIS BUILDING IS HIGH AS PER OBC TABLE 4.1.2.1(3).ULS IMPORTANCE FACTOR: Is = 1.15 FOR SNOW LOAD

Ie = 1.30 FOR EARTHQUAKE LOADIw = 1.15 FOR WIND LOAD

112mm CONCRETE ON COMPOSITE STEEL DECK 3.02 kPaCEILING 0.20 kPaELECTRICAL/MECHANICAL 0.35 kPaFRAMING 0.43 KPaSPRAY FIRE PROOFING 0.35 kPaTOTAL 4.35 kPa

MECHANICAL EQUIPMENT AS NOTED

12S501

11S501

MW3 CONC. BLOCKWALL SUPPORT (TYP)

/SEE PLAN 1 S201

CONC.STAIRS

62m

m C

ON

CR

ET

E c

/w 1

52

x152

MW

18.7

xMW

18.7

WIR

E M

ES

H O

N 3

8m

m x

0.7

6m

m C

OM

PO

SIT

E S

TE

EL

DE

CK

8

8

7

7

L

F

K

G

T/O SLAB 1000

C1C1C3 C3

C3C3

C1C1

L102x102x6.4 PERIMETERDECK CLOSURE ANGLE

TYP. AROUND ENTIREPERIMETER. FASTEN TO

WALL WITH 16ø HILTIWEDGE ANCHORS @400c/c WHERE APPLICABLE.

L102x102x6.4 PERIMETERDECK CLOSURE ANGLETYP. AROUND ENTIREPERIMETER. FASTEN TOWALL WITH 16ø HILTIWEDGE ANCHORS @400c/c WHERE APPLICABLE.

STAGE AREA 2.40 kPa

SUPERIMPOSED DEAD LOADS ARE:

62mm CONCRETE ON COMPOSITE STEEL DECK 1.85 kPaSUSPENDED CEILING 0.20 kPaELECTRICAL/MECHANICAL 0.25 kPaFRAMING 0.45 KPaPARTITION ALLOWANCE 1.00 kPaFLOOR FINISH 0.50 kPaTOTAL 4.25 kPa

7S502

8S502

11S504

6 57

L

6.4

L6

6.5

C1

C4C8

C6

W410X45 W410X39

W200X

36

W310X

45

-100

W200X

36

W410X

54

C150x12OUTRIGGERS@900 c/c


W200

X36 @

1530 M

AX

.

DO

DO

W200X

36

C150x12 +PL.152x102x8.0AROUND OPENINGS (TYP)VERIFY WITH MECH. DWGS.

AROUND PENTHOUSE FLOORAND FLOOR PENETRATIONS

75mm W x 100mm HT CURBAROUND OPENINGS

L102x102x6.4 DECKCLOSURE ANGLE

STAIRS BY OTHERSSEE ARCH. DWGS.

W530X66 W530X66

/SEE PLAN 1 S202

/S

EE

PLA

N1

S202

HSS 127x127x6.4 STUBCOLUMN BELOW

Mf = 25kN*m

Mf = 25kN*m

T/O SLAB 4200

12S102

7

L

WF2

F1

WF2

P1

C1

MW3

MW

3M

W3

U/S High Roof Deck (H.P.)8200

Penthouse Floor Framing5850

F

W410

W410C150

C150

NON-LOAD BEARING WALLSEE ARCHITECTURALDRAWINGS

152x38x200mm LG BENT PLATE @900 c/c DRILL AND EPOXY (2) 16ø

BOLTS AT EACH CLIP

NON-LOAD BEARING WALLSEE ARCHITECTURALDRAWINGS

ASSOCIATES

(905) 666-5256

(905) 666-5252Tel:

Fax:

Suite 201


BARRY BRYAN

Whitby, Ontario

DRAWING:

PROJECT:

DESIGN BY:

CHECKED BY:


FILE:

DATE:

SCALE:

DRAWN BY:

REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.


2015

14096-Struct.rvt

As indicated

S204

DM

RJK

DM

06/24/15

ENLARGED PLANS ANDSECTIONS



14096

1 : 50S204

2ND FLOOR STAIRWELL FRAMING PLAN @ EL. 41001 1 : 50S204

TYP. FEATURE WINDOW @ EL. 41002 1 : 50S204

TYP. FEATURE WINDOW ROOF FRAMING @ EL. 82003

1 : 50S204

CANOPY ROOF FRAMING @ EL. 41004

1 : 50S204

FRONT CANOPY ROOF FRAMING @ EL. 41006

1 : 100S204

PENTHOUSE FLOOR FRAMING @ EL. 60007 1 : 100S204

PENTHOUSE ROOF FRAMING @ EL. 110008

PENTHOUSE ROOF FRAMING PLAN

1 UNDERSIDE OF ROOF DECK IS AT ELEVATION +11000mm EXCEPT AS CROSSED ANDNOTED. ELEVATIONS FOR AREAS CROSSED AND NOTED ARE TO BE READ FROMELEVATION +11000mm

2 TOPS OF STEEL BEAMS, JOISTS ARE 0 BELOW ELEVATION +11000mm EXCEPT AS NOTED+/-XXX

3 ELEVATIONS TO TOP OF STRUCTURAL STEEL ARE BASED ON AN ASSUMED JOIST SHOEDEPTH OF 100mm.

4 DESIGN LOADS:

5 TYPICAL STEEL DECK GAUGE = 0.76mm. INCREASE DECK GAUGE TO SUIT SNOWACCUMULATION OR RAIN LOAD.

6 CENTRE JOIST SHOES ON CENTRELINES OF SUPPORTING BEARING PLATES.

7 REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OFALL MECHANICAL UNITS AND OPENINGS IN THE ROOF DECK NOT INDICATED ONSTRUCTURAL DRAWINGS

8 PROVIDE CONTINOUS TOP AND BOTTOM CHORD BRIDGING COMPLETE WIT CROSSBRIDGING AT END SPAN, TYPICAL ALL BAYS. BRIDGING FOR STEEL JOISTS SHALLCOMPLY WITH THE REQUIREMENTS OF CAN/CSA STANDARDS S16.1

5 SEE ARCHITECTURAL DRAWINGS FOR SLOPES. MAINTAIN STRUCTURALTHICKNESS SHOWN ON DRAWING.

6 REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE ANDLOCATION OF OPENINGS IN FLOOR SLABS. ALL OPENINGS IN THE SLAB SHALL BEFRAMING WITH DECK CLOSURE ANGLES.

7 SAWCUT COMPOSITE CONCRETE SLAB ON DECK AT ALL BEAM BEARINGLOCATIONS.

PENTHOUSE FLOOR FRAMING PLAN

1 TOP OF STRUCTURAL SLAB IS 6000mm FROM FINISHED GROUND FLOORELEVATION 000mm, EXCEPT AS CROSSED AND NOTED. ELEVATIONS FOR AREASCROSSED AND NOTED ARE TO BE READ FROM FINISHED FLOOR ELEVATION OF6000mm.

2 TOPS OF STEEL BEAMS ARE 150mm BELOW ELEVATION 6000mm EXCEPT ASNOTED THUS +/-

3 LIVE LOADS ARE: 3.60 kPa

4 SUPERIMPOSED DEAD LOADS ARE:

1 : 100S204

STAGE FLOOR FRAMING @ EL. 10005

4 OPENINGS IN STEEL DECK TO BE FRAMED IN ACCORDANCE WITHTYPICAL DETAILS, U.N.O.

5 REFER TO DRAWING S100 SERIES FOR GENERAL NOTES ANDTYPICAL DETAILS.

6 PROVIDE NECESSARY TEMPORARY SHORING OF BUILDINGSTRUCTURE AND WALLS WHEN INSTALLING LINTELS IN BLOCKWALLS.

7 THE PERIMETER OF ALL COMPOSITE STEEL DECK AND OPENINGS INTHE COMPOSITE STEEL DECK SHALL BE TRIMMED WITH ANL102x102x4.8 CLOSURE ANGLE, U.N.O.

STAGE FLOOR FRAMING PLAN

1 TOP OF STRUCTURAL SLAB IS 1000mm FROM FINISHED GROUNDFLOOR ELEVATION 000mm, EXCEPT AS CROSSED AND NOTED.ELEVATIONS FOR AREAS CROSSED AND NOTED ARE TO BE READFROM FINISHED FLOOR ELEVATION OF 1000mm.

2 TOPS OF STEEL ANGLES ARE 100mm BELOW ELEVATION 1000mmEXCEPT AS NOTED THUS +/-

3 LIVE LOADS ARE:

NO

RT

H

1 : 50S204

PENTHOUSE ACCESS LANDING ENLARGED PLAN9 1 : 50S204

END WALL DETAIL10 1 : 20S204

PENTHOUSE SECTION11


Penthouse Roof11000


u/s Baseplates-200

T.O. 1st Floor0

LF KG

W310X28

W310X39 W310X28

W310X45W410X60

W310X45

W410X39 W530X74 W410X39

HS

S 1

52x1

52

HS

S178x1

78

HS

S178x1

78

HS

S 1

52x1

52

C150x12 TYP. AROUNDLOUVRE OPENINGS HSS 102x102x6.4 X-BRACING

Mf = 40 kN*m Mf = 40 kN*m

Low Roof (L.P.) 4100

U/S High Roof Deck (H.P.) 8200

Penthouse Roof 11000

Penthouse Floor Framing 5850

u/s Baseplates -200

T.O. 1st Floor 0

LF KG L6

W310X39W310X28

W410X74W410X45

W410X39 W530X74 W410X54

W410X54

HS

S 1

52x1

52

HS

S178x1

78

HS

S178x1

78

HS

S 1

52x1

52

C150x12 TYP. AROUNDLOUVRE OPENINGS



Low Roof (L.P.)4100


u/s Baseplates-200

T.O. 1st Floor0

LJF L6 L1H

HS

S203x1

52

HS

S203x1

52

HS

S 1

52X

152

W530X82 W360X33 W360X33

W310X45W460X60W530X74

HS

S152x1

52

HS

S152x1

52

W530X74

Low Roof (L.P.)4100


Penthouse Roof11000


u/s Baseplates-200

T.O. 1st Floor0

87

W310X28

W410X68

W410X39

W410X39

W410X45

HS

S 1

52x1

52

HS

S 1

52x1

52

HSS 102x102x6.4 X-BRACING


Low Roof (L.P.)4100


Penthouse Roof11000


u/s Baseplates-200

T.O. 1st Floor0

876.4 6.5

W310X28W310X28

W410X68W410X85

W530X66W410X39

W410X39

HS

S 1

52x1

52

HS

S 1

52x1

52

HS

S152x1

52

HSS 102x102x6.4 X-BRACING



ASSOCIATES

(905) 666-5256

(905) 666-5252Tel:

Fax:

Suite 201


BARRY BRYAN

Whitby, Ontario

DRAWING:

PROJECT:

DESIGN BY:

CHECKED BY:


FILE:

DATE:

SCALE:

DRAWN BY:

REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.


2015

14096-Struct.rvt

1 : 100

S301

DM

RJK

DM

06/22/15

FRAMING ELEVATIONS



14096

1 : 100S301

FRAMING ELEVATION ALONG GRID 81 1 : 100S301

FRAMING ELEVATION ALONG GRID 72

1 : 100S301

FRAMING ELEVATION ALONG GRID 63

1 : 100S301

FRAMING ELEVATION ALONG GRID F4 1 : 100S301

FRAMING ELEVATION ALONG GRID L5

NOTE: SEE PLAN FOR MOMENT CONNECTION VALUES

T.O. 1st Floor 0

190 CONC. BLOCK WALL

VERT. DOWELS TO MATCHMASONRY WALL REINF. (TYP)

EXTERIOR GRADE(SEE ARCH. DWGS.) TYP

12mm ASPHALT IMPREGNATED BOARD

xxxxxx

125mm SLAB ON GRADE (TYP)

WELDED WIRE MESH

150mm COMPACTED GRANULAR 'A' FILLON COMPACTED GRANULAR 'B' FILL

RIGID INSULATION(SEE ARCH. DWGS)


SEE PLAN AND SCHEDULE FORFOUNDATION WALL SIZE AND REINF.

SEE PLAN AND SCHEDULE FOR FOUNDATIONWALL FOOTING SIZE AND REINF.

STD. HOOKED DOWELS TO MATCH VERT. WALL REINF.EXTEND DOWEL TO 50mm FROM EDGE OF FOOTING (TYP)

EXCAVATE IN ACCORDANCEWITH OPSS REQUIREMENTS

38x89 KEYWAY (TYP)

NATIVE SOIL OR ENGINEERED FILL APPROVEDBY THE GEOTECHNICAL ENGINEER

u/s Exterior Ftg. -1530

12GL

T.O. 1st Floor0

u/s Exterior Ftg.-1530

EXTERIOR GRADE(SEE ARCH. DWGS.) TYP


WELDED WIRE MESH






STD. HOOKED DOWELS TO MATCH VERT. WALL REINF.EXTEND DOWEL TO 50mm FROM EDGE OF FOOTING (TYP)

EXCAVATE INACCORDANCEWITH OPSSREQUIREMENTS

38x89 KEYWAY (TYP)

NATIVE SOIL OR ENGINEEREDFILL APPROVED BY THE

GEOTECHNICAL ENGINEER

xxxxxxxx


10M DOWELS @400 c/c700

50

0

125mm FROST SLAB ON (2) LAYERSOF 50mm RIGID INSULATION ON300mm FREE DRAINING CLEAR STONE

10m DOWELS @400c/c STAGGERED E.W.

15M EPOXY COVEREDBARS @300 c/c E.W.

10M DOWELS @400 c/c

15M EPOXY COVEREDDOWELS @400 c/cSEE ARCH

2-15M CONT.

DOOR OPENING

50mm INSULATION(SEE ARCH DWGS.)

1

1

1

1

1

1

QGL


SLOPED T.O. 1st Floor0

u/s Footings-1530




xxxxxx


WELDED WIRE MESH


STD. HOOKED DOWELS TO MATCH VERT.WALL REINF. STAGGERED E.W. (TYP)


38x89 KEYWAY (TYP)

NATIVE SOIL OR ENGINEERED FILLAPPROVED BY THE GEOTECHNICAL

ENGINEER

x x x x x x




WELDED WIRE MESH


11GL

T.O. 1st Floor0

u/s Footings -1530u/s Footings-1530




xxxxxx


WELDED WIRE MESH




38x89 KEYWAY (TYP)


ENGINEER

x x x x x x




WELDED WIRE MESH


10GL

T.O. 1st Floor 0




12mm ASPHALT IMPREGNATED BOARD125mm SLAB ON GRADE (TYP)

WELDED WIRE MESH



38x89 KEYWAY (TYP)

x x x x x x




WELDED WIRE MESH

SEE PLAN AND SCHEDULE FORFOUNDATION WALLS SIZE AND REINF.

xxxxxx x x x x x x x x x

EDGE OF FDN. FTG BEYOND

1

1

SEE PLAN AND SCHEDULE FORFOOTING SIZE AND REINF.


STD. DOWELS TO MATCHVERT. WALL REINF.

MASONRY WALL BEYOND

F F.5

SEE PLAN AND SCHEDULE FORFOUNDATION WALLS SIZE AND REINF.

NATIVE SOIL OR ENGINEERED FILLAPPROVED BY THE GEOTECHNICALENGINEER

T.O. 1st Floor0





38x89 KEYWAY (TYP)


ENGINEER



WELDED WIRE MESH


1

1

x x x x x xxxxxxxxx

10M DOWELS @400 c/cSTAGGERED

WALL BEYOND

11GL

1-10M CONT.

T.O. 1st Floor 0

u/s Footings -1530

xxxx


WELDED WIRE MESH




SEE PLAN AND SCHEDULE FOR BASEPLATE SIZES AND ANCHOR BOLTS

SEE PLAN AND SCHEDULE FORPIER SIZE AND REINF.

xx x x


NATIVE SOIL OR ENGINEEREDFILL APPROVED BY THEGEOTECHNICAL ENGINEER

STEEL HSS COLUMNSEE PLAN AND COLUMN SCHEDULE FOR SIZE S

50mm NON-SHRINK GROUT

200mm SLAB ON GRADEr/w 10M @300 c/c E.W.

7GL

T.O. 1st Floor0

u/s Footings-1530

CONC. BLOCK WALLSEE PLAN AND SCHEDULE FOR SIZES AND REINF.


xxxxx


WELDED WIRE MESH


x x x


WELDED WIRE MESH

x x x x

SEE PLAN AND SCHEDULE FORPIER SIZE AND REINF.


xx



MGL



xx

Elevator Pit-1575

T.O. 1st Floor0

xxxx


WELDED WIRE MESH

SEE PLAN AND SCHEDULE FORFOOTING SIZES AND REINF.


SEE PLAN AND SCHEDULEFOR PIER SIZE AND REINF.

xx x x


STEEL HSS COLUMNSEE PLAN AND COLUMN SCHEDULE FOR SIZE S

50mm NON-SHRINK GROUT


xxxxxxx xxx

SEE PLAN AND SCHEDULEFOR BASE PLATE SIZESAND ANCHOR BOLTS

4 4.1

85

EL. -2025

NATIVE SOIL OR ENGINEEREDFILL APPROVED BY THEGEOTECHNICAL ENGINEER

Elevator Pit -1575

T.O. 1st Floor 0WELDED WIRE MESH





xxxxxx x xxxx x x x x x xxx


SEE PLAN AND SCHEDULE FORWALL SIZE AND REINF.

SEE PLAN AND SCHEDULE FORWALL SIZE AND REINF.


38x89 KEYWAY (TYP)38x89 KEYWAY (TYP)

WATER STOP ALLAROUND (TYP)

50mm CONCRETE TOPPING

10M HOOK DOWELS @300 c/cALL AROUND TOP OF PIT

190 CONC. BLOCK WALL ALL AROUND


4 4.3

EL. -2025



2-10M CONT2-10M CONT

38x89 KEYWAY (TYP)

FOUNDATIONBEARING LEVEL

t/o Stage Floor1000

T.O. 1st Floor0

STEEL HSS COLUMN BEYOND

STAGE FLOOR:62mm CONC. ON 38mm COMPOSITE DECK WWM

x

POURED CONCRETE STAIRr/w 10M @300 c/c BOT. E.W.

10M @400 c/c HOR. / VERT.AT END WALL (TYP)


10M DOWEL @300 c/c

1-10M NOSING BAR (TYP)

FORM AND POUR 150mm CONC.END WALL TO PROFILE OF

STAIRS AT EXPOSED ENDSr/w 10M @400 c/c HOR. / VERT.

140mm CONC. STUB BLOCKWALL (BEYOND

WELDED WIRE MESHLAPPED 600 OVER REBAR


SLAB EDGE ALLAROUND (TYP)

11

x

15M BENT DOWELS @300 c/c

WELD PLATE w/ ANCHORS

U/S DECK ± 900

7

DOWEL END WALL VERT.REINF. TO SLAB ON GRADE 150mm COMPACTED GRANULAR 'A' FILL

ON COMPACTED GRANULAR 'B' FILL

140 CONC. BLOCK WALLS STEPPEDFOR CONCRETE OVERPOUR

10M @300 c/c BOT., E.W.

600

FORM AND POUR CONCRETE OVERMASONRY WALLS TO PROFILE OF STAIRS

t/o Stage Floor 1000

T.O. 1st Floor 0



WELD DECK TO 102mm x 6mmCONT. WELD PLATE

c/w 16mm ø x 76mm LGNELSON STUDS @500mm c/c

BOND BEAMc/w 1-10M BOT.

STAGE FLOOR:62mm CONC. ON 38mm COMPOSITE DECK

140 CONC. BLOCK WALL FOR STAGESUPPORTSEE PLAN FOR LOCATIONS AND SPACING

10M DOWELS @1200 c/cGROUT SOLID REINF. CELLS

U/S DECK ± 900

T.O. 1st Floor0

u/s Exterior Ftg.-1530

NATIVE SOIL OR ENGINERED FILL APPROVEDBY THE GEOTECHNICAL ENGINEER

CONCRETE WALL FEATURESEE ARCH. DWGS FOR DETAILS

AND DIMENSIONS- 15M2

CONT. T&B

15M @400 c/c HORIZ/ VERT., E.F.

400

- 15M3CONT. BOT.

STD. HOOK DOWEL TOMATCH VERT. REINF.

ASSOCIATES

(905) 666-5256

(905) 666-5252Tel:

Fax:

Suite 201


BARRY BRYAN

Whitby, Ontario

DRAWING:

PROJECT:

DESIGN BY:

CHECKED BY:


FILE:

DATE:

SCALE:

DRAWN BY:

REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.


2014BBA


2014 BBA


2015 BBA


2015 BBA

14096-Struct.rvt

1 : 20

S501

DM

RJK

DM

03/31/15

FOUNDATION SECTIONS



14096

1 : 20S501

TYP. EXTERIOR FOUNDATION WALL1 1 : 20S501

TYP. FROST SLAB SECTION2

1 : 20S501

FOUNDATION SECTION3 1 : 20S501

FOUNDATION SECTION4

1 : 20S501


FOUNDATION SECTION6

1 : 20S501

FOUNDATION SECTION8

1 : 20S501

FOUNDATION SECTION7

1 : 20S501



END WALL SECTION AT STAGE STAIR ENDS (TYP)11 1 : 20S501

STAGE FLOOR SUPPORT WALL SECTION12

1 : 20S501

TRAIN FEATURE SECTION13

EXCAVATE AND REMOVE ALL EXISTING SUB-GRADE MATERIALS TO THE EXTENTS TOUNDERSIDE OF APPROVED SUB-BASE / UNDISTURBED NATIVE MATERIAL (ELEVATION83.00m). ALL EXISTING EXCAVATED FILL SHALL BE REMOVED AND DISPOSED OFF-SITE.EXCAVATIONS AND REMOVAL OF EXISTING FILL SHALL INCLUDE REMOVAL OF ANY POOR FILL / ORGANIC MATERIALS AND LOOSE FILL. PLACE AND COMPACT NEWENGINEERED GRANULAR 'B' FILL MATERIAL ABOVE ELEVATION 83.00m TO FINISHEDFLOOR ELEVATIONS AND SECTIONS. THE ENGINEERED FILL SHALL BE PLACED IN300mm MAX. LIFTS AND COMPACTED TO 98% SPMDD.

NOTE: SOME OF THE EXISTING SOIL MATERIALS IF APPROVED BY THE GEOTECHNICALENGINEER CAN BE REMOVED AND STOCK PILED ON SITE AND RE-USED AS NEWCOMPACTED BACKFILL MATERIAL. PROVIDE UNIT RATE FOR REMOVAL AND RE-USE OFANY EXISTING FILL MATERIALS DESIGNATED BY THE GEOTECHNICAL ENGINEER ASACCEPTABLE FOR BACKFILL MATERIAL. REFER TO THE TENDER FORM FORADDITIONAL INFORMATION. PROVIDE ALLOWANCE IN THE UNIT RATE FOR ALLNECESSARY DRYING AND/OR OTHER PREPARATION WORK OUTLINED IN THEGEO-TECHNICAL REPORT NECESSARY TO RE-USE EXISTING FILL MATERIALS.

Low Roof (L.P.)4100

GROUT SOLID PARAPETCOURSES (TYP)



MASONRY WALLSEE PLAN AND SCHEDULEFOR SIZE AND REINF.

CONT. VERTICALWALL REINF.

STEEL ROOF DECKSEE PLAN

OWSJSEE PLAN FOR SIZE

12GL

BEARING PLATE

T/O PARAPET 4600

GROUT BEARINGPLATE AND DOWEL(TYP)

Low Roof (L.P.)4100






GROUT SOLID BLOCKS ADJACENTTO ANCHOR LOCATIONS TO FORM

A SOLID BASE 3 BLOCKS WIDE(TYP AT ALL ANCHOR LOCATIONS)


L127X102X6.4c/w 16ø EPOXYANCHORS @800 c/cMIN. EMBED. 127mm


QGL

T/O PARAPET 4600

Low Roof (L.P.)4100


MASONRY WALLSEE PLAN AND SCHEDULEFOR SIZE AND REINF.CONT. VERTICAL

WALL REINF.


GROUT SOLID BLOCKS ADJACENTTO ANCHOR LOCATIONS TO FORMA SOLID BASE 3 BLOCKS WIDE(TYP AT ALL ANCHOR LOCATIONS)




QGL

BEARING PLATESEE SCHEDULE

T/O PARAPET 4600



MASONRY WALLSEE PLAN AND SCHEDULEFOR SIZE AND REINF.CONT. VERTICAL

WALL REINF.




B



T/O PARAPET 4600


Low Roof (L.P.)4100

WELDED WIRE MESH




CONT. BOND BEAM ANDBLOCK BELOW BASE PLATE

r/w 1-15M BOT.

CONCRETE SLAB ONCOMPOSITE STEEL DECK

SEE PLAN


U/S STEEL DECK


SLOPED STEELROOF DECK

ELEVATION U/SROOF DECK VARIES

GROUT SOLID FILLER COURSE BLOCKSBELOW BEARING PLATE TO FORM ASOLID BASE 3 BLOCKS WIDE AND 3BLOCKS ABOVE BOND BEAM (TYP)

BEARING PLATESEE PLAN AND SCHEDULE

5

Low Roof (L.P.)4100 Low Roof (L.P.) 4100


SLOPED STEEL ROOF DECKSEE PLAN

GROUT SOLID FILLER COURSE BLOCKSBELOW BEARING PLATE TO FORM A

SOLID BASE 3 BLOCKS WIDE (TYP)







MASONRY WALLSEE PLAN AND SCHEDULE

FOR SIZE AND REINF.

W150

10 11



Low Roof (L.P.)4100


STEEL ROOF DECKU/S EL. VARIESSEE PLAN





WELDED WIRE MESH


SEE PLAN

5

W150

2ND FLOOR T/O SLAB 4200

BOXED BEAM+10mm END PLATEWALLS

10M WELDABLEDOWELS @800 c/c

L76x76x6.4 W410

1L76x76x6.4

Low Roof (L.P.)4100

T.O.S. 4000

W310


WELDED WIRE MESH


SEE PLAN

c/w 10mm GUSSET ATJOIST SHOE CENTRELINE

5

CONCRETE SLAB ONCOMPOSITE STEEL DECKSEE PLAN

Low Roof (L.P.)4100


WELDED WIRE MESH


SEE PLAN

x200 LG. c/w 10mm GUSSET ATJOIST SHOE CENTRELINE


STEEL ROOF DECKU/S EL. VARIES

SEE PLAN


L127X102X10 (LLH)


W410

W530

MASONRY WALL (BEYOND)SEE PLAN AND SCHEDULEFOR SIZE AND REINF.

L L6

W200C150X12OUTRIGGERS @900 c/c

HSS152x152


12S102







WELDED WIRE MESH


SEE PLAN




U/S DECK


6

Low Roof (L.P.)4100


WELDED WIRE MESH


SEE PLAN


W530

T.O.S. 4000

5






FOR SIZE AND REINF.

W150


GROUT SOLID BLOCKS ADJACENT TOJOIST LOCATIONS TO FORM A SOLID

BASE 3 BLOCKS WIDE (TYP)

10







FOR SIZE AND REINF.

OWSJAS PER PLAN



FGL


Low Roof (L.P.)4100STEEL DECKSEE PLAN


W410

FGL

W310

PL. 12x150x150

Low Roof (L.P.) 4100Low Roof (L.P.)4100



GROUT SOLID FILLER COURSE BLOCKSBELOW BEARING PLATE TO FORM ASOLID BASE 3 BLOCKS WIDE (TYP)



WELDED WIRE MESH

CONCRETE SLAB ONCOMPOSITE STEEL DECKSEE PLAN (TYP)



2ND FLOOR T/O SLAB 42008mm CONT. PLATE TO SUIT

8x150mm BENT PLATE CLIPS @500 c/c AND ATTHE ENDS WELDED TO DECK CLOSURE ANGLE.COORDINATE BENT PLATE SIZE WITHELEVATOR DOOR CLOSURE REQUIREMENTS

10M WELDABLE REINF.DOWELS @300 c/c

L152X102X8.0 LLHc/w 16mmø x 100 LG.

NELSON STUDS @400 c/c

4 4.3



FOR SIZE AND REINF.



W150




GROUT SOLID FILLER COURSEBLOCKS BELOW BEARING PLATE

TO FORM A SOLID BASE 3 BLOCKSWIDE AND 3 COURSES DEEP (TYP)

WELDED WIRE MESH


SEE PLAN CONT. VERTICALWALL REINF.


U/S DECK

43






WELDED WIRE MESH (TYP)


SEE PLAN (TYP) 10M WELDABLEDOWELS @800 c/c

U/S DECK

HSS152x152

HSS152x152

43 4.32.9 4.1

W200

W250W250

W310

W610

W200

W530

W410 +12mm x190mm TOP PLATE




W410 +12mm x190mmTOP PLATE

10mm THK. GUSSETPLATE @800 c/c (TYP)

OWSJ AS PER PLAN

HSS152x152W410







GROUT SOLID FILLER COURSE BLOCKSBELOW BEARING PLATE A SOLID BASE 3BLOCKS WIDE ABOVE LINTELS (TYP)

WELDED WIRE MESH




1


STEEL DECKAS PER PLAN

STEEL DECKAS PER PLAN

OWSJ BEYONDAS PER PLAN

152x102x8.0 CLOSURE PLATE

DGL C9

BEARING PLATESAS PER PLAN

CONT. VERT. WALL REINF.

CONT. BOND BEAM1-15M CONT.


WELDED WIRE MESH


SEE PLAN

L127X102X6.4





AGL




SLAB ON COMPOSITE DECKAS PER PLAN

W410

W410

W410W360

SLAB ON COMPOSITE DECKAS PER PLAN

7

HOUSEKEEPING PAD/SEE PLAN 2 S102

NON-LOAD BEARINGMASONRY WALL BEYOND

SEE ARCH. DWGS


10mm THK. GUSSET@800 c/c (TYP.)

Low Roof (L.P.)4100

J


GL

W610

10M DOWELS x600 LG@400 c/c ACROSSDECK CHANGES (TYP)

x x x xxxxx


5





WELDED WIRE MESH


SEE PLAN

T.O.S. 4200


L127x127x13x152 LGCLIP ANGLE

w/ 10mm THK. GUSSETAT JOIST SHOE

OWSJ AS PER PLAN



E

W150

GL


GROUT SOLID FILLER COURSE BLOCKSBELOW BEARING PLATE A SOLID BASE 3BLOCKS WIDE ABOVE LINTELS (TYP)


CONC. SLAB ON COMPOSITE DECK

L152x152x6.4 CAP


10

W200

W150

50 STEEL ROOF DECKSEE PLAN

L127x127x13x152 LG CLIP ANGLEw/ 10mm THK. GUSSET AT JOIST SHOE

Low Roof (L.P.)4100

NOTE:SEE ARCHITECTURAL DRAWINGS FOR BAY WINDOW SIZES AND LOCATIONS

HSS 89x89HSS 89x8962mm CONCRETE c/w 152x152

MW18.7xMW18.7 WIRE MESH ON 38mm x0.76mm COMPOSITE STEEL DECK

OWSJ AS PER PLANEXTEND JOIST TOP CHORD TO BAYWINDOW FRAMING WHERE JOISTS AREIN LINE WITH BAY WINDOW (TYP)

W410W410

C200





WELDED WIRE MESH

CONCRETE SLAB ONCOMPOSITE STEEL DECKSEE PLANMASONRY WALL BEYOND

SEE PLANEXTEND JOIST TOP CHORD TO FOR

FEATURE WINDOW FRAMINGEXTENSION DESIGNED BY JOIST

MANUFACTURER

EXTEND COMPOSITESLAB TO SUIT



SOLID GROUT AT WALLPLATE LOCATIONS (TYP)

1

C200



FOR SIZE AND REINF.





WELDED WIRE MESH


MASONRY WALL BEYONDSEE PLAN

EXTEND COMPOSITESLAB TO SUIT



1

HSS 89x89

C200

C200W410




AL102x102x6.4 DECKCLOSURE ANGLE

W200 L102X102X6.4OUTRIGGERS @600 c/c

CONC. FLOOR EXTENSIONAT WINDOW LOCATION


NOTE:REFER TO ARCH DWGS FOR LOCATIONS


6

W150 HSS203x102

10M DOWELS @800 c/c


+12x190 CONT.TOP PLATE




WELDED WIRE MESH


SEE PLAN L102x102x6.4 DECKCLOSURE ANGLE

L76X76X6.4


BOTH SIDES

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2014 BBA


2015 BBA


2015 BBA

14096-Struct.rvt

1 : 20

S502

DM

RJK

DM

04/13/15

SECOND FLOOR ANDLOWER ROOF SECTIONS



14096

1 : 20S502

LOW ROOF SECTION1 1 : 20S502




LOW ROOF SECTION5

1 : 20S502

LOW ROOF SECTION11

1 : 20S502

LOW ROOF 2ND FLOOR SECTION6

1 : 20S502

2ND FLOOR SLAB SECTION7 1 : 20S502

ROOF AND FLOOR SECTION MEZZ 2ND FLR8 1 : 20S502

LOW ROOF SECTION9

1 : 20S502

2ND FLOOR SLAB SECTION10 1 : 20S502



LOW ROOF SECTION14

1 : 20S502

ELEVATOR DOOR LANDING SECTION15 1 : 20S502

2ND FLOOR SLAB SECTION16

1 : 20S502


1 : 20S502


1 : 20S502



1 : 20S502

LOW ROOF SECTION20

1 : 20S502

SECTION AT DECK DIRECTION CHANGE21 1 : 20S502

LOW ROOF 2ND FLOOR SECTION19

1 : 20S502


1 : 20S502


FEATURE WINDOW FRAMING SECTION26 1 : 20S502

FEATURE WINDOW FRAMING SECTION27 1 : 20S502

FEATURE WINDOW FRAMING SECTION28

1 : 20S502


1 : 20S502

LOW ROOF SECTION301







JOISTBRIDGING

x 200 LG. w/ (2) 12mmøx102 LG.EPOXY ANCHOR BOLTS c/w

SCREW TUBES WHEREREQ'D. LOCATE AS REQ'D

FOR JOIST BRIDGING


L127X102X6.4c/w 16mmø EPOXY

ANCHORS @800 c/cMIN. EMBED. 127

10GL


L89X89X6.4









FGL


T/O PARAPET 8660



GROUT BLOCK WALLS AT WALLPLATE CONNECTION (TYP)


T/O PARAPET 8600 T/O PARAPET 8600

W150

W200

MASONRY WALLSSEE PLAN AND SCHEDULEFOR SIZE AND REINF.

CONT. VERTICALWALL REINF. (TYP)

L127X102X6.4L127X102X6.4


STEEL DECKSEE PLAN

T.O.S. 6970

9

CONT. BOND BEAM2-15M BOT.

WP1 (TYP)/SEE DETAIL WP1 S101

127x12 WELD PLATEc/w 12x300 LG + HOOKANCHORS @ 400mm C/C MAX.

L127x102x6.4 c/w16mm EPOXY ANCHORS@ 800mm C/C MIN. EMBED127mm

L127x102x6.4 c/w16mm EPOXY

ANCHORS@ 800mm C/C MIN.

EMBED 127mm


W410


8

NON-LOAD BEARING 190CONC. BLOCK WALL

90 CONC. BLOCK INFILL


152x38x12 x 200 LG BENTPLATE @900 c/c DRILL AND

EPOXY (2) 16ø BOLTS ATEACH CLIP

300x102x16 CONT. BENT PLATE

10M WELDABLE DOWELS @800 c/c

OWSJ AS PER PLAN

10mm GUSSETS @600 c/c


?

OWSJAS PER PLAN


SEE PLAN

T.O.S. 8100

7

U/S High Roof Deck (H.P.)8200SLOPED STEEL ROOF DECKSEE PLAN

OWSJAS PER PLAN

HSS178x178

8

W310SLOPED

W410BEYOND



W410

OWSJAS PER PLAN


SEE PLAN

T.O.S. 8100

HSS178x178

7


W410

OWSJAS PER PLAN


T.O.S. EL. VARIES

FGL

U/S High Roof Deck (H.P.) 8200SLOPED STEEL

ROOF DECKSEE PLAN

W250

6.4



OWSJAS PER PLAN

OWSJAS PER PLAN


5

W360


OWSJAS PER PLAN

OWSJAS PER PLAN

W530


SEE PLAN

5SLOPED STEEL

ROOF DECKSEE PLAN





OWSJAS PER PLAN

6GROUT SOLID PARAPETCOURSES (TYP)









c/w 16ø EPOXY ANCHORS @800 c/c MIN. EMBED. 127mm


AGL

L127x89x6.4 LLV DECKSUPPORT ANGLE (TYP)

U/S High Roof Deck (H.P.) 8200U/S High Roof Deck (H.P.)8200

SLOPED ROOF DECKAS PER PLAN

OWSJAS PER PLAN





W200

W150









STEEL BEARING PLATEc/w ANCHOR BOLT TYP. UNDER ALLJOIST AND W SECTION PURLINS

4 34.3

BEARING PLATE (TYP)SEE SCHEDULE

W150

OWSJ AS PER PLAN


STEEL ROOF DECKAS PER PLAN

OWSJAS PER PLAN







(TYP)

STEEL ROOF DECK

L127X102X6.4

c/w 16ø EPOXY ANCHORS @800 c/cMIN. EMBED. 127mm (TYP)

L127X102X6.4



/SEE DETAIL 15 S503

U/S DECK ± 8665



H

T.O.S. 8445

W200X27 HOIST BEAM

W200W200

T/O PARAPET 9200



OWSJAS PER PLAN




1


FOR SIZE AND REINF.

T/O PARAPET 8600

12mmx127mm WELD PLATEc/w 16mmø x 300 LG + 25mmHOOKED ANCHORS @400 c/c (TYP)

GROUT SOLID FILLER COURSE BLOCKSBELOW WELD PLATE TO FORM A SOLID BASE3 BLOCKS WIDE ABOVE BOND BEAM (TYP)

CONT. BOND BEAMc/w 1-15M HORIZ. FULLY GROUTED

WELD DECK TOPLATE (TYP)


CGL

NON-LOAD BEARING WALLSEE ARCH. DWGS.


112 CONCRETE c/w 10M @400 c/c ON 38mmx 0.91mm COMPOSITE STEEL DECK

L152x102x8.0 (LLV) DECKCLOSURE ANGLE (TYP)

W410

L


SEE ARCHITECTURALDWGS FOR CANOPYLOCATIONS AND SIZING


W360


W530

T/O SLAB 6000

87NON-LOAD BEARINGWALLS SEE ARCH. DWGS.

C150x12 @1000 c/c

10mm GUSSET @600 c/c

W530

C150x12 @1000 c/c


(TYP)

PL 16x190 BLOCK PLATE

L76x76x4.8 @ 1200mm C/C

L76x76x4.8 @ 1200mm C/C




W360

87 NON-LOADBEARING WALL

NON-LOADBEARING WALL


GROUT BLOCKSAT DOWELS

(TYP)

10M WELDABLEDOWELS @800 c/c (TYP)

PL 16x190 BLOCK PLATE

1 1


SLAB AS PER PLAN

T/O SLAB 6000

8


C150 @1000 c/c


152x38x12 x 200 LG BENTPLATE @900 c/c

DRILL AND EPOXY (2) 16øBOLTS AT EACH CLIP

W360

50

W530 + 12x190mmCONT. TOP PLATE


GROUT BLOCKS AT BARS (TYP)


W410

W410

HSS 152x152

L76x76x4.8 DECKCLOSURE ANGLE (TYP)OWSJ

AS PER PLANSTEEL ROOF DECK

AS PER PLAN

T.O.S. 8100

FGL

SLOPED


W410 W360

SLAB ONCOMPOSITE DECKAS PER PLAN

7


HOUSEKEEPING PAD/SEE PLAN 2 S102

Penthouse Roof11000

W310



T.O.S. EL.VARIES

LGL


T.O.S. 10715

W310


L L6L76x76x4.8 DECKCLOSURE ANGLE (TYP)

W200 W200

L102x102x6.4OUTRIGGER @1530 c/c MAX. ANDON ENDS (TYP)


W310

W310


SLOPED STEEL ROOFDECK AS PER PLAN

876.4

T.O.S. 10850

W200


L76x76x6.4 RWLFRAMING (TYP)

W310

Penthouse Roof11000

W310W310


HSS178x178

HSS 152x152

W310

L KL6


W200 W200

W200

W310

W200 OPP. SIDEW200 OPP. SIDE



*TYP. DETAIL AT COLUMN TO BEAM CONNECTIONAT THE PENTHOUSE ROOF LEVEL.


W310

HSS178x178

8


W310


W310

87

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SCALE:

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REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.


2014BBA


2014 BBA


2015 BBA


2015 BBA

14096-Struct.rvt

1 : 20

S503

DM

RJK

DM

05/05/15

HIGH ROOF ANDPENTHOUSE ROOFFRAMING SECTIONS



14096

1 : 20S503

GYM ROOF SECTION1 1 : 20S503

GYM ROOF SECTION2

1 : 20S503

GYM ROOF SECTION3

1 : 20S503

GYM ROOF SECTION5 1 : 20S503

HIGH ROOF SECTION4

1 : 20S503

HIGH ROOF SECTION7 1 : 20S503

GYM ROOF SECTION6

1 : 20S503


GYM ROOF SECTION9

1 : 20S503


HIGH ROOF SECTION11

1 : 20S503


HIGH ROOF SECTION13

1 : 20S503



HIGH ROOF SECTION17

1 : 20S503

HIGH ROOF SECTION14

1 : 20S503

PENTHOUSE FLOOR SECTION18

1 : 20S503

PENTHOUSE FLOOR SECTION21 1 : 20S503


1 : 20S503


1 : 20S503

HIGH ROOF SECTION19

1 : 20S503


1 : 20S503

PENTHOUSE ROOF SECTION25 1 : 20S503

PENTHOUSE ROOF SECTION27

1 : 20S503


1 : 20S503


1 : 20S503


1 : 20S503


1

11


NOTE:SEE ARCHITECTURAL DRAWINGS FOR BAY WINDOW SIZES AND LOCATIONS

HSS 89x89HSS 89x89


W200 C200 W200

W200

MAX. SPACING1530 c/c

L76x76x6.4 OUTRIGGER @600 c/c ALL AROUND (TYP)


1


W200

C200

MASONRY LINTELSEE SCHEDULE AND PLAN


ROOF DECK AS PERPLAN ON HIGH ROOF

OWSJAS PER PLANL76x76x4.8 DECK

CLOSURE ANGLE ALLAROUND (TYP)

GROUT CONCRETE BLOCKCOURSE ABOVE LINTEL


FOR SIZE AND REINF.

L76x76x4.8 DECKCLOSURE ANGLE (TYP) SLOPED ROOF DECK

AS PER PLAN ON HIGH ROOF

CONCRETE BLOCK LINTELSEE SCHEDULE AND PLAN

WALL OPENING BEYONDSEE ARCH. DWGS FORLOCATIONS AND SIZES

1

ROOF DECKAS PER PLAN

HSS 89x89

W200

W200


Low Roof (L.P.)4100

1 1a 1d1c1b

W410 LINTEL


W200

HSS 203øHSS 203ø

W610

L127X102X6.4c/w 16ø EPOXY

ANCHORS @800 c/cMIN. EMBED. 127mm


W200

W200

W200

W200

CRANKED 310

CRANKED 310

W250

L102x76x8.0 DECKCLOSURE ANGLEON END

Low Roof (L.P.)4100

A

T/O PARAPET 4600







HSS 203ø

W200

W200


GROUT SOLID BLOCKS ADJACENTTO ANCHOR LOCATIONS TO FORMA SOLID BASE 3 BLOCKS WIDE(TYP AT ALL BEAM LOCATIONS)


CURVED C310

AA2AA1AA

10mm STIFFENERS @600 c/c


A

HSS 152X152HSS 152X152

W200

W200

SLOPED







GROUT SOLID BLOCKS ADJACENTTO ANCHOR LOCATIONS TO FORM A

SOLID BASE 3 BLOCKS WIDE(TYP AT ALL BEAM LOCATIONS)

CURVED C310

AA2 AA1 AA

Low Roof (L.P.)410088.18.4

W200W200W200W200W200

HSS 203ø

HSS 152X152


W200



CURVED C310BEYOND

W200BEYOND

W200W200

Low Roof (L.P.)4100

8 8.1 8.4

W200

W200

W200W200W200W200

L76x76x4.8 DECKCLOSURE ANGLE (TYP)L76x76x4.8 DECK

CLOSURE ANGLE (TYP)


W200W200

Low Roof (L.P.)4100


1


FOR SIZE AND REINF.




HSS 89x89


W410


LINTELSEE PLAN AND SCHEDULE

W200

W200




T/O SLAB 6000



SEE ARCHITECTURALDRAWINGS FOR STAIR

DETAILS AND PLANS

W410

W410


7

W200

STAIR STRINGER

W200

W360

T/O SLAB 4200


Low Roof (L.P.)4100


W410

COPE BEAM TO SUIT

13mm GUSSET

PL. 13x150x150mm

T.O.S. 3948


METAL ROOF DECKSEE PLAN

12x150x150mm BASE PLATE

W410

T/O SLAB 6000

CONCRETE ONCOMPOSITE STEEL DECK

SEE PLAN

F F.5

C200

DOORWAY FLOOR EXTENSION BEYOND

W200 W200

W200

HSS102ø STUBPOST

38mm SERRATEDGRATING

POST SPLICE

C200x17 RETAINS AT ENDSAT DOOR EXTENSION




BEYOND

OWSJAS PER PLAN


8

HSS102ø STUBPOST

W310

STAIRS(SEE ARCHITECTURAL DWGS.)

8.1

HSS102ø STUBPOST

HSS102ø STUBPOST

W200W200

W310W310

END STRINGER AT W200

W200

38mm SERRATEDGRATING

POST SPLICEPOST SPLICE

1

1

1

1ASSOCIATES

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DRAWN BY:

REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.


2015

14096-Struct.rvt

1 : 20

S504

DM

RJK

DM

07/01/15

MISC. SECTIONS ANDDETAILS



14096

1 : 20S504

HIGH ROOF @ BAY WINDOW SECTION1 1 : 20S504

HIGH ROOF @ BAY WINDOW SECTION2

1 : 20S504

HIGH ROOF @ BAY WINDOW SECTION3

1 : 20S504

FRONT ENTRANCE CANOPY SECTION6

1 : 20S504

CANOPY FRAMING SECTION7

1 : 20S504


1 : 20S504


1 : 20S504


1 : 20S504

TALL BAY WINDOW SECTION5

1 : 20S504


1 : 20S504

PENTHOUSE STAIR SUPPORT SECTION12

1 : 20S504

PENTHOUSE STAIR SUPPORT SECTION13


T.O. 1st Floor 0


W200W200

?


WELDED WIRE MESH


SEE PLAN

2400m HIGH OPENINGSEE PLAN AND SCHEDULEFOR LINTEL SIZE

EL. 2610

2610m HIGH OPENINGSEE PLAN AND SCHEDULE FORLINTEL SIZE

WELDED WIRE MESH


SEE PLAN

EL. 2700

T/O LANDING

W200


C200

C200

WINDOW OPENINGSEE PLAN AND

SCHEDULE FORLINTEL SIZE



FOR SIZE AND REINF.



185







32

LINTELSEE PLAN AND SCHEDULE

BEARING PLATESSEE SCHEDULE




T.O. 1st Floor 0



FOR SIZE AND REINF.


12mm ASPHALTIMPREGNATED BOARD (TYP)

FROST SLAB/SEE DETAIL 2 S501

CURTAIN WALLSEE ARCH. DWGS.


L102X102X6.4 CLA



L102X102X6.4 CLA

W200W200





RIGID INSULATIONSEE ARCHITECTURAL DWGS.

C A

C200C200


GROUT FILL 2 COURSESABOVE BOND BEAM

L102x102

L127x89x6.4 LLV DECKSUPPORT ANGLE (TYP)

c/w 16ø EPOXY ANCHORS @600c/c MIN. EMBED = 127mm(TYP)

1

U/S High Roof Deck (H.P.) 8200U/S High Roof Deck (H.P.)8200

T/O PARAPET 6800


W200

W150JOIST BRIDGING ASREQUIRED BY JOISTDESIGNER (TYP)

W150

W150

L F F.5


POSITION AT OWSJ PANEL POINTS (TYP)PROVIDE ALLOWANCE IN JOIST DESIGN FOR 30kN POINTLOAD ON THE U/S OF THE JOIST AT ANY POINT OR 2kN*mUNIFORM LOAD ON THE BOTTOM CHORD

GROUT CELLS ATWALL PLATE (TYP)


c/w 16ø EPOXYANCHORS @600

c/c MIN. EMBED =127mm(TYP)


MASONRY WALLSEE SCHEDULE AND PLAN


BEARING PLATE SEEPLAN AND SCHEDULE

T/O PARAPET 8600


MASONRY WALLSEE SCHEDULE AND PLAN

BEARING PLATE SEE PLANAND SCHEDULE

CONT. VERT. REINF.

T/O SLAB 8600


1

1

ASSOCIATES

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DRAWING:

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SCALE:

DRAWN BY:

REVISIONSNO.DATE BY




ISSUES


NO. DATE BY

E1

DOC CONTROL:

% COMPLETE:

INITIAL:

DATE:


L1N 0G5

250 Water St.


2014BBA


2014 BBA


2015 BBA


2015 BBA

14096-Struct.rvt

1 : 20

S505

DM

RJK

DM

04/24/15

MISC. SECTIONS ANDDETAILS



14096

1 : 20S505

STAIR AND LANDING SECTION1 1 : 20S505

STAIR AND LANDING SECTION2

1 : 20S505

GYM ROOF SECTION3

14096 structural pdf set -revit

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