200 sloping concrete slab-on-grade (35 mpa, class c-1

9

F

350 600

PIER TYPE P652

527

5

425

75

360

250

T/P83.150

T/W83.450

T/W83.600

T/W

SLO

PE

SD

OW

N T

OE

L. 3

9.75

0A

T E

ND

T/W83.400

525

250

EXTERIOR RETAINING WALL TO BEPOURED SEPARATE FROM LINE F.INSTALL 38x89 VERTICAL KEY ANDPROJECT DOWELS PER TYPICALINTERSECTING WALL DETAIL ONDWG. S400

FL EL

83.450

B210 190

TYP SLABREINF

15M DOWEL at 1200

200 125

800

260

600 10015M x 800 Lgat 600

KEYEDCONSTRUCTIONJOINT

15M at 400300

500

4-15M

1 2 3 4 5 6 7 8 9 10 11

A

B

C

D

E

F

6000 6000 6000 6000 6000 6000 6000 6000 6000 6000

60000

6000

6000

6000

6000

6000

3000

0

FL. EL. 83.450 UNO200 CONC SLAB ON GRADE15M at 300 E.W. + WELDED WIREMESH TO SUPPORT RADIANT PIPES

T/P83.150

TYP, UNO

TYP. UNO

31HS301

31ES301

FL EL 83.450125 CONC SLAB ON GRADE152x152 MW18.7xMW18.7 +WELDED WIRE MESH TOSUPPORT RADIANT PIPES

F3 F4(F5)

(F4) (F4) (F4)(F4) (F4)

(F5)F4 F3

F3

(F2)

(F2)

F2F3(F3)

(F3)F3F3F3(F3)(F3)F3F4

F2

(F2)

(F2)

F3 F5 (F5) (F5) (F5)

F1

(F5) (F5) (F5) F5

SAWCUT CONTROLJOINTS (TYP, UNO)

F2

T/F81.050

T/W83.150

31DS301

31DS301

31DS301

31DS301

31DS301

31AS301

31AS301

31CS301

T/F82.050

MD MDOHD OHD OHD OHD OHD OHD OHD OHD

MD

10BS100

T/F82.050

P1 P2P2 P2

P2

P3P3P3P3

P3

P3P3P3P3P2

P2

P2

P2

P5 P6 P6 P5 P5 P5 P6

P6 P5

P2

P2

P2

P2

T/P83.150

CJ

CJ

CJ

CJ

CJ CJ CJ CJ CJ

CJ CJ CJ CJCJ

31KS301

525

P1

P4

525

T/F81.050

P2 P7 P2

31FS301

31FS301

31FS301

31FS301

31FS301

P1 P1

31AS301

31AS301

T/F81.550

T/W83.150

T/W83.150

T/W83.450

TYP AT 6-OHDLOCATIONS

T/W83.150

T/W83.150

T/W83.150

T/W83.150

T/W82.700

200 WALL600x300 FTG.TYP, UNO

A.3

1750

525

4190

1810

525

P3F1

F5P3

T/F82.050

CJ

T/F82.050

T/W83.150

CJ

P4

31JS301

525

525 525

SLAB DESIGN LOADSLL = 7.2kPa LONG TERM LOADLL = 36kN ON 120mm x 120mmLL = 54kN ON 250mm x 600mm

T/F82.050

T/F82.050

T/F82.050

T/F82.050

T/F82.050

T/F81.050

1350

0R

EFE

R T

O A

RC

H

TOP OF WALLSLOPES DOWN

T/W83.600

10AS100

DO

WN

0.5

%D

OW

N 0

.5%

DOWN 1.0%DOWN 1.0%

DO

WN

0.5

%D

OW

N 0

.67%

DOWN 1.0%DOWN 1.0%

31FS301 31A

S301

31AS301

T/F81.550

DO

WN

0.5

%

DO

WN

0.5

%

DOWN 1.0%DOWN 1.0%

DO

WN

0.5

%D

OW

N 0

.5%

DOWN 1.0%DOWN 1.0%

DO

WN

0.5

%D

OW

N 0

.5%

DOWN 1.0%DOWN 1.0%

83.450

83.4

50

83.4

50

83.450

TYP

TYP

TYP

TYP83.390

TYP

31LS301

MD

T/F82.050

T/W83.450

T/F81.750

T/W83.450

SEE ARCH FOR LENGTH AND LOCATIONOF 3-STAIR FOUNDATIONS

T/W83.300

T/F81.750TYP2-STAIRFDNS

31BS301

T/F82.050

360 360

720

TYP, UNO

200WALL

KEYED CONSTRUCTIONJOINT ALL ALONGLINE B

83.450

FG

T/W83.150 31A

S30131FS301

CB CB CB CB CB

SPRINKLER & MECHANICALCAGE, REFER TOARCHITECTURAL DRAWINGS

OIL INTERCEPTOR PIT(SEE MECHANICAL)

IN FLOOR SLEEVES TO ACCOMMODATEFUTURE REMOVABLE FENCE POST,REFER TO ARCHITECTURAL DRAWINGS.COORDINATE WITH RADIANT PIPE.

31ES301

200

SLO

PING

CO

NCRE

TE S

LAB-

ON-

GRA

DE (3

5 M

Pa, C

LASS

C-1

CO

NCRE

TE)

+15@

300"

BEW

(ECR

OR

GAL

V). P

ROVI

DE H

ERRI

NGBO

NE F

INIS

H. S

EE A

RCH.

2515

7R

EFE

R T

O A

RC

H

TRENCH DRAINWITH CATCHBASIN(SEE CIVIL)

3000

CO

NC

AP

RO

NS

EE

AR

CH

SIM

200 THICK C1 CONCRETE APRON SLAB. REINFORCE WITHPOLYPROPYLENE FIBRES TO SUIT MANUFACTURER'SDOSAGE, MIN 0.8 kg/m3 OF CONCRETE. SAWCUT ORCONSTRUCTION JOINT AT 3000x300 MAX (RAMP UP ATENTRACES AS PER ARCHITECTURAL AND CIVILDRAWINGS. ADJUST SUBGRADE TO SUIT.

FOUNDATION AND GROUND FLOOR PLAN1. SEE GENERAL REQUIREMENTS AND TYPICAL DETAILS ON DRAWINGS S400, S401, & S402.

2. SEE THIS DRAWING FOR FOOTING SCHEDULE.

3. SEE DRAWING S300 FOR PIER SCHEDULE.

4. GROUND FLOOR DATUM ELEVATION IS 83.450.

5. UNLESS OTHERWISE NOTED ON PLAN OR DETAILS, THE FOLLOWING DATA APPLIES:

5.1. TOP OF SLAB IS 0 FROM DATUM ELEVATION EXCEPT AS CROSSED AND NOTED +/-X ON PLAN.

5.2. DESIGN LOADS IN kN/m² ARE AS NOTED ON PLAN.

5.3. SET TOPS OF COLUMN AND WALL FOOTINGS (TOF) AT ELEVATION -1500 RELATIVE TO FLOOR DATUM.

6. PROVIDE CONCRETE SLAB-ON-GRADE AS NOTED ON PLAN.

7. GROUT BASE PLATES AND BEARING PLATES PRIOR TO PLACING LOADS ON STEELWORK.

20mmPWGSC B1 (1000x707)

0 10

Administrateur de projets

40 60 80 120100 140 160 180 200mm

drawn PDM

DUNCAN PARKER

Project Manager

project no.

date

date

Tender

approved

date

reviewed

date

designed

2014/04/22IJF

drawing

dessiné

no. du projet

examiné

approuvé

Soumission

(yyyy/mm/dd)

(yyyy/mm/dd)

(yyyy/mm/dd)

conçu

(yyyy/mm/dd)

dessin

IJF

IJF

C

2014/04/22

Direction générale des opérations immobilières

Technical Services Exécution de projets et

Project Delivery & Professional and

Services experts/conseils techniques

Real Property Operations BranchReal Property Operations Solutions

Solutions - Opérations immobilières

400 -116 Lisgar StreetOttawa ON K2P 0C2

t 613.232.0330f 613.232.6253

key plan plan-clé

location drawing no.A

project

Cdessin no.

sur dessin no.drawing no.C

B

detail no.no. du detail

A

projet

revision datedescription

IT-TelecommunicationsThe Attain Group208-1680 Woodward DriveOttawa, ON K2C 3R7613.739.9424

Civil EngineersWSP Group201-1224 Gardiners RoadKingston, Ontario K7P 0G2613.634.7373

ACB

Watson MacEwen TeramuraArchitects

drawing no. no. du dessin

R.055776.001

Structural EngineersHalsall Associates4001-210 Gladstone AvenueOttawa, ON K2P 0Y6613.237.2462

14Y160-049A

Mechanical / Electrical Eng.Bouthillette Parizeau &Associates100 - 1960 Robertson RoadOttawa, ON K2H 5B9613.596.6454

stamp sceau

01

2015/03/11

2015/03/11

KINGSTON, ONTARIO

CSC MULTI-PURPOSE BUILDINGCBI MINIMUM INSTITUTION (FRONTENAC)

15/03/26ISSUED FOR TENDER

FOUNDATION PLAN

S100850

SCALE 1:100

1 2

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049A

.S10

0 FO

UN

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TIO

N P

LAN

.DW

G

1.51.00

SCALE 1:20

0.5

0.750.50

SCALE 1:10

0.25

S10010A

S10010B

SCALE : 1:10

0mm 100 200 300 400 500 600 700 800 900 1000mm

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

PLAN DETAIL

SECTION

FOOTING SCHEDULETYPE SIZE REINF.

F1 1000x1000x300 4-15M EWF2 1200x1200x300 4-15M EWF3 1600x1600x300 5-15M EWF4 1800x1800x350 7-15M EWF5 2200x2200x400 10-15M EW

(F4) INDICATES THAT ALL FOOTINGS IN "BRACKETS" SHALLHAVE REINFORCING AS NOTED ABOVE PLACED IN THE TOPAND BOTTOM OF THE FOOTING

FL EL

83.450

T/F

82.050

1

or 125

11A

10M at 400

300

10M at 300

3-15M

F525

200

200

MA

X.

1400

& 1

900

300

75

CL.

200 200 200

600

81.550 or

T/F

NOTE 1

40CL

GRADE ORAPRON SLAB

FL EL

83.450

T/F

82.050

F

200 200 200

600

300

300

15

1050

DOWN

LOCATE 100mmINSIDE O/H DOOR

SEE SECTION 31A

15M at 300

15M at 300800

800

TYP SLABREINF

300

300300

74C

L

1400

525

200

100

81.050 or

T/F

11

CONCRETESOG APRON

10@300 DOWEL(ECR OR GALV)

50EDGE

FL EL

83.450

T/F

82.050

3

300

1100

200 200 200

600

100100

LOOSE SAND83.150

5 7 9 B

38x89 KEYTYP

15M at 300

15M at 300 EXTENDTO FAR SIDE OF PIERSAT EACH END WITH ASTD 90° HOOK)

250

300

3-15M

75C

L

125

ADDITIONAL 2-20M 5000 Lg. (4 LOCS.)WITH STD. 90° HOOK AT FAR SIDE OFPIERS A-3, A-5, A-7 AND A-9

9

200

1200 250 250

1700

SOG VARIES

275

81.050

T/F

15M at 300

15M at 40015M at 300

15M at 400

15M at 300

400

1000

400

1000

15M at 300

11-15M

GRADE

40 CL.

MA

X.

75C

L

VA

RIE

S16

50 to

255

030

0

T/W

VARIES

1200

MA

X

200CURB

SLOPING RAMPSLAB SEE ARCH

JOINT FILLER

CONCRETESOG APRON

10@300 DOWELS(ECR OR GALV)

1-10H(ECR OR GALV)

20mm CHAMFERTYP

SEE ARCH. FORGUARD RAIL

FL EL

83.450

F

81.050

T/F

SOG

1200

SEE ARCH FOR SIZE

1

1

300

PERIMETER L76x76x7.9 GALVc/w 16mmØ x 150 Lg STUDSat 400 c/c AND 150 MAX FROMENDS AND CORNERS

STEEL BOX FOR DOCK LEVELLERTO BE SET IN POSITION PRIOR TOPLACEMENT OF CONCRETE (SEE ARCH.)

525

SE

E A

RC

H

200

SEE SECTION 31J

Dn 15

300

75C

L

TYP SLABREINF

15M at 300

800

800

15M at 300

15M at 300

15M

15M at 300TYP 3-SIDES

250

250

1200

2400

300

250 250 1200

1700

1692

200

L76x76x7.9 GALV c/w16mmØ x 150 Lg STUDSat 400 c/c AND 150 MAXFROM ENDS (FROM EDGEOF OHD TO DOCK LEVELLER)

FOR

SIZ

E

40 mm RIGID INSULATION

200CURB

10@300 DOWELS(ECR OR GALV)

1-10H(ECR OR GALV)

FL EL

83.450

T/F

82.050

1 11 A F

75C

L

138 425 138

700

1400

& 1

900

300

200

525

GRADE

15M at 400

450

15M at 400

3-15M

200

MA

X

15M at 400

or 125

39CL

200

300

81.550 or

T/F

LOOSESAND

NOTE 1CONCRETE SOG APRON(ALONG GRID "F" ONLY)

FL EL

83.450

T/F

82.050

A

525 175060

600 600

3-15M

75C

L

15M at 400

15M at 300

200MIN

200 200 200 200 200 200

300

1360

40

15M at 300

800800

10M at 300

15M at 150

3-15M

15M at 400

15M at 300

1400

300

15M at 300

800800

A.31810

C WALLL

50 CL

300

25mm RIGIDINSULATION

LOOSESAND

Dn 40

300

NON-COMPACTEDWELL DRAININGGRANULAR FILL

40mm RIGID INSULATION(4-SIDES AND TOP)

1000

600

40mm RIGID INSULATIONEXTEND 600mm PASTGRIDS 7 & 8

125

FL EL

83.450

11

250 250 1200

1700

200

300

300

2400

200

MA

X

GRADE

81.050

T/F

525

75C

L

15M at 300

15M at 40015M at 300

400

1000

400

1000

15M at 300

11-15M

15M at 400

15M at 300

40CL

NOTE 1

LOOSESAND

SEE MECH

SE

E M

EC

H 200

150TYP

1

1

83.390DOWNDOWN

4-15M

TYP SLABREINF

150M

IN

300

4-15M4-SIDES

1-15M75

CL

600600

FL EL

83.450

81.750

T/F

15M at 400

200

10M at 300

5-15M

GRADE

SEE ARCH STAIRDETAILS FOR ANCHORS

300

1550

150

400 200 400

1000

40CL

15M x 900 Lgat 400

75C

L

20mmPWGSC B1 (1000x707)

0 10


40 60 80 120100 140 160 180 200mm

drawn PDM

DUNCAN PARKER

Project Manager

project no.

date

date

Tender

approved

date

reviewed

date

designed

2014/04/22IJF

drawing

dessiné

no. du projet

examiné

approuvé

Soumission

(yyyy/mm/dd)

(yyyy/mm/dd)

(yyyy/mm/dd)

conçu

(yyyy/mm/dd)

dessin

IJF

IJF

C

2014/04/22








t 613.232.0330f 613.232.6253

key plan plan-clé


project

Cdessin no.


B


A

projet




ACB



R.055776.001


14Y160-049A


stamp sceau

01

2015/03/11

2015/03/11

KINGSTON, ONTARIO



SECTIONS

S3011.51.00

SCALE 1:20

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& T

IME

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-18

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AM

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LOT

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: 1:1

AT

1000

mm

x 7

07m

m (B

1) S

HE

ET

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EA

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S\S

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CT\

14Y

160-

049A

.S30

1 D

ETA

ILS

-2.D

WG

SCALE: N.T.S.

S10031A

S10031C

S10031D

S10031E

S10031H

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

S10031F

S10031K

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

S10031J

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

S10031L

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

S10031B

SCALE : 1:20

0mm 2500mm2000mm1500mm500mm 1000mm

SECTION SECTION SECTION SECTION

SECTION

SECTIONSECTION

SECTION

SECTION SECTION

MOMENT CONNECTION

UNLESS OTHERWISE NOTED, DESIGN LOADS SHOWN ARE SPECIFIED (UNFACTORED) LOADS, TO BEUSED FOR ULS DESIGN. FOR POINT LOADS, IF ONLY ONE LOAD IS GIVEN, CONSIDER IT LIVE LOAD. FORWIND AND SNOW LOADS TO BE USED FOR SLS DESIGN, REFER TO MATERIAL AND DESIGN DATA NOTES.

LIVE LOAD IN kN/m2

GENERAL NOTES1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH 2010 NATIONAL BUILDING CODE OF CANADA DATED

(NBCC2010) INCLUDING AMENDMENTS.

2. CHECK ALL DIMENSIONS ON STRUCTURAL DRAWINGS WITH THE ARCHITECTURAL DRAWINGS. REPORTANY INCONSISTENCIES BEFORE PROCEEDING WITH THE WORK. DO NOT SCALE THESE DRAWINGS. ALLDIMENSIONS ARE IN MILLIMETERS.

3. STRUCTURAL PLANS SHOW BEARING WALLS AND COLUMNS BELOW THE FLOOR OR ROOF STRUCTUREWITH DASHED LINES. WALLS AND COLUMNS ABOVE THE FLOOR ARE SHOWN WITH CONTINUOUS LINES.

4. TYPICAL DETAILS I.E. T3001 ON DRAWINGS S400, S401, & S402 SHOW STRUCTURAL INTENT RATHERTHAN ACTUAL CONDITIONS FOR THIS PROJECT.

5. CARRY ALL FOOTINGS DOWN TO STRATA CAPABLE OF SUPPORTING THE DESIGN BEARING PRESSURESNOTED AND FOR EXTERIOR FOOTINGS NOT LESS THAN REQUIRED TO PROVIDE A MINIMUM OF 1500FROST PROTECTION.

6. PROTECT FOOTINGS, WALLS, SLABS-ON-GRADE AND ADJACENT SOIL AGAINST FREEZING AND FROSTACTION AT ALL TIMES DURING CONSTRUCTION.

7. THE LINE OF SLOPE BETWEEN ADJACENT EXCAVATIONS FOR FOOTINGS OR TRENCHES SHALL NOTEXCEED A RISE OF 7 IN A RUN OF 10.

8. FOOTING STEPS SHALL BE A MINIMUM OF 1200 APART. MAXIMUM STEP APPROXIMATELY 600.

9. CENTRE FOOTINGS AND PIERS UNDER CENTROID OF COLUMNS, UNLESS OTHERWISE NOTED.

10. DO NOT BACKFILL AGAINST WALLS RETAINING EARTH UNTIL ELEMENTS PROVIDING LATERAL SUPPORT,INCLUDING SLAB ON GRADE, ARE COMPLETED. PLACE BACKFILL SIMULTANEOUSLY ON BOTH SIDES OFOTHER WALLS BELOW GRADE.

11. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE WALLS ARE NOT PERMITTED, EXCEPT WHERESHOWN ON THESE DRAWINGS. LEAVE CHASES AND POCKETS IN WALLS FOR SEATING OF SLABS ANDBEAMS.

12. REINFORCEMENT FOR CONCRETE WALLS NOT COVERED BY SECTION, PLAN OR SCHEDULE SHALL BE ASFOLLOWS:

150 MAXIMUM WALL: 10 @ 300 H + 10 @ 400 V IN CENTRE200 MAXIMUM WALL: 10 @ 500 HEF + 10 @ 500 VEF250 MAXIMUM WALL: 10 @ 400 HEF + 10 @ 500 VEF300 MAXIMUM WALL: 10 @ 300 HEF + 10 @ 400 VEFTHICKER WALL: 15 @ 300 HEF + 15 @ 400 VEF

13. REINFORCEMENT FOR CONCRETE CURBS NOT COVERED BY SECTION OR PLAN SHALL BE 10@400DOWELS + 2-10H.

14. REINFORCEMENT FOR CONCRETE BASES UNDER EQUIPMENT NOT COVERED BY SECTION OR PLANSHALL BE 10@300 EA. WAY PLACED 50mm BELOW TOP OF CONCRETE.

15. BARS MARKED CONTINUOUS SHALL BE TERMINATED IN STANDARD HOOKS AT ENDS AND SPLICED USINGCLASS B LAPS.

16. ALL REBAR HOOKS TO BE STANDARD LENGTH 90° OR 180° HOOKS.

17. PROVIDE CONTINUOUS GALVANIZED VERTICAL DOVETAIL ANCHOR SLOTS AT 600 CENTRES IN ALLCONCRETE SURFACES WITH MASONRY VENEER.

18. STANDARD LINTELS:

PROVIDE STANDARD LINTELS OVER ALL OPENINGS IN MASONRY WALLS AND PARTITIONS AS SHOWN ONTYPICAL DETAILS. CHECK ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENINGSREQUIRING STANDARD LINTELS WHICH ARE NOT NECESSARILY SHOWN ON THE STRUCTURALDRAWINGS.

SPECIAL LINTELS:

PROVIDE SPECIAL LINTELS AS PER LINTEL SCHEDULE AT LOCATIONS GIVEN ON PLAN.

19. UNLESS OTHERWISE NOTED, PROVIDE A CONTINUOUS BOND BEAM AT TOPS OF ALL WALLS. FILL ALLCHANNEL BLOCK BOND BEAMS WITH 20 MPa CONCRETE REINFORCED WITH 1-10 TOP AND BOTTOMCONTINUOUS.

20. UNLESS OTHERWISE NOTED, ALL BEARING BEAMS SHALL HAVE A MINIMUM BEARING OF 200, AND ALLCONCRETE SLABS SHALL HAVE A MINIMUM BEARING OF 100. VOIDS IN MASONRY UNITS UNDER BEAMSAND JOISTS SHALL BE PREFILLED WITH GROUT FOR A MINIMUM VERTICAL DEPTH OF 600 AND A LENGTHOF 400, UNLESS OTHERWISE NOTED. USE 75% SOLID BLOCKS FOR FILLING. DO NOT USE MORTAR TO FILLMASONRY UNITS.

21. MINIMUM CONCRETE COVER TO REINFORCING BARS, CLOSEST TO THE CONCRETE SURFACE, IN mm,UNLESS OTHERWISE NOTED:

FOR CONCRETE EXPOSURE CLASSES N, F1 AND F2:FOOTINGS ----- 75 TO BOTTOM BARS, 50 TO TOP BARSPIERS ------- 50COLUMNS ----- 40WALLS ------- 40 TO SURFACES EXPOSED TO GROUND OR OUTSIDE,

20 TO PROTECTED SURFACES (ENTIRELY WITHIN THE VAPOUR BARRIER OFTHE BUILDING ENVELOPE)

SLABS ------- 25 TO PROTECTED SURFACES (ENTIRELY WITHIN THE VAPOUR BARRIER OFTHE BUILDING ENVELOPE)

BEAMS ------- 40

FOR CONCRETE EXPOSURE CLASSES C1 AND C3:ALL STRUCTURAL ELEMENTS (INCLUDING SLABS AND WALLS) - 60.

INCREASE COVER WHERE REQUIRED TO MAINTAIN MINIMUM RATIO OF COVER TO NOMINAL BARDIAMETER OF 1 FOR CLASS N, 1.5 FOR CLASSES F1 AND F2 AND 2 FOR CLASSES C1 AND C3.

SHOP DRAWING REVIEW1. REVIEW OF SHOP DRAWINGS IS ONLY FOR GENERAL CONFORMITY WITH STRUCTURAL CONTRACT

DOCUMENTS AND SPECIFICATIONS. COMMENTS MADE ON THE SHOP DRAWINGS DURING THIS REVIEWDO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THESTRUCTURAL CONTRACT DOCUMENTS AND SPECIFICATIONS, NOR DO THEY AUTHORIZE ANY CHANGESTO THE CONTRACT. REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE REVIEW OF AN ASSEMBLY OFWHICH THE ITEM IS A COMPONENT. THE CONTRACTOR'S RESPONSIBILITIES INCLUDE ALL QUANTITIES,DETAIL DIMENSIONS, FIELD MEASUREMENTS, FABRICATION PROCESS, MEANS, METHODS, SEQUENCESAND PROCEDURES OF CONSTRUCTION, COORDINATION OF WORK WITH ALL TRADES AND PERFORMINGALL WORK IN A SAFE AND SATISFACTORY MANNER. THE REVIEW OF SHOP DRAWINGS DOES NOT IMPLYANY CHANGE IN ANY OTHER CONSULTANTS' OR PROFESSIONALS' RESPONSIBILITIES RELATED TODESIGN OF SPECIFIC ITEMS AS OUTLINED BY THE SPECIFICATIONS (SUCH AS STRUCTURAL STEELCONNECTIONS, STEEL JOISTS, PRECAST ELEMENTS, ETC.).

2. AFTER REVIEW, THE DRAWINGS WILL BE STAMPED AND RETURNED TO SHOW ONE OF THE FOLLOWING:NOT REVIEWED - SHOWS WORK WHICH IS NOT WITHIN THE SCOPE OF STRUCTURAL

CONSULTING SERVICES.REVIEWED - RELEASED FOR FABRICATION.NOTED - RELEASED FOR FABRICATION AFTER REVISIONS NOTED ARE MADE. SUBMIT

FINAL RECORD PRINT.RESUBMIT - CORRECT AND RESUBMIT FOR REVIEW PRIOR TO FABRICATION.

MATERIAL AND DESIGN DATA1. FOOTING BEARING RESISTANCE:

________ kPa AT ULS (ULTIMATE LIMIT STATES DESIGN)150 kPa AT SLS (SERVICEABILITY LIMIT STATES DESIGN)

MODULUS OF SUBGRADE REACTIONS (ASSUMED FOR DESIGN OF SLABS ON GRADE) 24,000 kN/m3

SEE SOILS REPORT PREPARED BY: DBA ENGINEERING LTD.REPORT NUMBER: 12-2334-01 DATED: NOVEMBER 8, 2012

2. CONCRETE SPECIFIED COMPRESSIVE STRENGTH, f'c, IS 25 MPa EXCEPT FOR:DOCKING AREA - 35 MPaSLAB ON GRADE - 30 MPaAND WHERE SHOWN ON PLANS AND SCHEDULES.INCREASE STRENGTH AS REQUIRED FOR REQUIRED CLASS OF EXPOSURE, REFER TO SPECIFICATIONS.

3. REINFORCING STEEL: CAN/CSA G30.18M - GRADE 400R400W

4. STRUCTURAL STEEL (EXCEPT HSS): CAN/CSA G40.21M- WIDE FLANGES: 350 W- ANCHOR RODS: 300 W- ALL OTHER STEEL: 300 W

6. STRUCTURAL STEEL (HSS ONLY):- ASTM A500 GRADE C (345 MPa FOR SQUARE/RECTANGULAR AND 317 MPa FOR ROUND) OR- G40.21 GRADE 350W CLASS C OR H- HSS MEMBERS REQUIRED TO BE GALVANIZED SHALL BE CLASS H, OR STRESS RELIEVED PRIOR TO

GALVANIZING

7. STRUCTURAL MASONRY:- HOLLOW BLOCK: CSA A165.1 - H/15/A/M- SOLID BLOCK: CSA A165.1 - S/15/A/M- MORTAR: CSA A179M - TYPE S- GROUT FOR BLOCK CORES: CSA A179M - COARSE GROUT

1:3:2 CEMENT:SAND:PEA-STONEBY VOLUME WITH 200 SLUMP

- SPECIFIED COMPRESSIVE STRENGTH, f'm, IS:HOLLOW BLOCK - 9.8 MPaSOLID AND GROUTED HOLLOW BLOCK - 7.5 MPa

- SPECIFIED FLEXURAL TENSILE STRENGTH ft (NORMAL TO BED JOINTS) IS:SOLID AND HOLLOW BLOCK - 0.4 MPaGROUTED HOLLOW BLOCK - 0.65 MPa

8. DESIGN LOADS FOR BUILDING STRUCTURE:

DESIGN LOADS PRESENTED BELOW HAVE BEEN DEVELOPED FOR THE REFERENCED BUILDING TO BELOCATED IN THE FOLLOWING MUNICIPALITY: KINGSTON, ON

THE VALUES FOR CLIMATIC DATA USED IN THE DETERMINATION OF DESIGN LOADS HAVE BEENOBTAINED FROM:THE SUPPLEMENTARY STANDARD SB-1 TABLE 1.2

.1 GRAVITY LOADS AS SHOWN ON PLANS

.2 GROUND SNOW LOAD AND ASSOCIATED RAIN LOAD: Ss = 2.1 kN/m²

Sr = 0.4 kN/m²

SPECIFIED SNOW LOADS = Is [Ss x Cb x Cw x Cs x Ca + Sr] = Is x [2.1x0.8x1.0x1.0x1.0+0.4] = Is x 2.08 kN/m²

ULS SLS:Is = 1.0 Is = 0.9S = 2.08 kN/m² S = 1.87 kN/m²

.3 24 HOUR RAINFALL: 108 mm

.4 WIND:

IMPORTANCE CATEGORY = NORMAL

IMPORTANCE FACTOR:Iw = 1.00 (ULS)Iw = 0.75 (SLS)

1/50 Yr HOURLY WIND PRESSURE:q = 0.47 kPa

TERRAIN TYPE: OPEN ■ROUGH □

H = MAX HEIGHT ABOVE GRADE = 8.64 m

Ds = SMALLER PLAN DIMENSION = 30.0 m

HDs = 8.64/30.0 = 0.288

CONCLUSION: BUILDING IS: LOW RISE ■HIGH RISE □

EXTERNAL PRESSURE CO-EFFICIENT, GUST EFFECT FACTOR & EXPOSURE FACTOR

LOW RISE NOT APPLICABLE

CE = 0.97 (AT H) □ROOF SLOPE = 50 □

NS WINDCp Cg WINDWARD = 0.75 □Cp Cg LEEWARD = -0.55 □

EW WINDCp Cg WINDWARD = 0.75 □Cp Cg LEEWARD = -0.55 □

HIGH RISECE WINDWARD =___→___ (VARIES WITH HEIGHT) ■CE LEEWARD = (AT H/2) ■

Cg = 2.0 ■

NS WINDD = m ■H/D = ■Cp WINDWARD = ■Cp LEEWARD = ■

EW WINDD = m ■H/D = ■Cp WINDWARD = ■Cp LEEWARD = ■

FACTORED DESIGN LOADS (1.4W)

NS WINDBASE SHEAR (ULS) = 280 kNBASE OVERTURNING MOMENT (ULS) = 2520 kN.m

EW WINDBASE SHEAR (ULS) = 140 kNBASE OVERTURNING MOMENT (ULS) = 1185 kN.m

.5 SEISMIC:

SEISMIC FORCE RESISTING SYSTEM (SFRS)SFRS: SYSTEM & CONNECTIONS: (CLAUSE 4.1.8.9/4.1.8.10)

LATERAL LOAD RESISTING SYSTEM: CONVENTIONAL CONSTRUCTION OF BRACED FRAMERd = 1.5Ro = 1.3CSA STANDARD: CAN CSA-S16-09APPLICABLE CLAUSE(S): 27.10

SFRS: DIAPHRAGMS & CONNECTIONS: (CLAUSE 4.1.8.15)CSA STANDARD: CAN CSA-S16-09APPLICABLE CLAUSE(S): 27.10

SFRS: SYSTEM FOUNDATIONS: (CLAUSE 4.1.8.16)CSA STANDARD: CSA A23.3-04APPLICABLE CLAUSE(S): 21.11 □ FOR ANCHORED FOOTINGS

□ FOR UNANCHORED FOOTINGS

IMPORTANCE FACTOR: [CLAUSE 4.1.8.5 ]IE = 1.0

PROJECT LOCATION: KINGSTON,ON

5% DAMPED SPECTRAL RESPONSE ACCELERATION VALUES

PGA = 0.12Sa(0.2) = 0.29Sa(0.5) = 0.18Sa(1.0) = 0.099Sa(2.0) = 0.031

SITE CLASS: THE NOTED SITE CLASSIFICATION FOR SEISMIC SITE RESPONSEAND SHEAR WAVE VELOCITY PARAMETERS INDICATED ARE ASREPORTED IN THE GEOTECHNICAL REPORT DBA ENGINEERING LTD. BY 12-2334-01

□A □B ■C □D □E □F (SITE SPECIFIC SPECTRUM: )HORIZONTAL SHEAR WAVE VELOCITY: □ ____ m/s

■ NOT PERFORMEDFa = 1.0Fv = 1.0

DESIGN SPECTRAL RESPONSE ACCELERATION VALUES

S(0.2) = 0.29S(0.5) = 0.18S(1.0) = 0.099S(2.0) = 0.031S(4.0) = 0.0155

IeFaSa (0.2) = 0.29

FUNDAMENTAL PERIOD DATA

EMPIRICAL FORMULA [CLAUSE 4.1.8.11(3) ]Ta = 0.185 sec

ALTERNATE METHOD OF MECHANICS [CLAUSE 4.1.8.11(3)(d)]

NOT USEDTa(NS) = _________ sec ■Ta(EW) = _________ sec ■

DESIGN PERIODTa(NS) = 0.185 secTa(EW) = 0.185 sec

DESIGN SPECTRAL RESPONSE ACCELERATION AT FUNDAMENTAL PERIODS(Ta)NS = 0.29Mv(NS) = 1.0J(NS) = 1.0

S(Ta)EW = 0.29Mv(EW) = 1.0J(EW) = 1.0

IRREGULARITY REVIEW: [CLAUSE 4.1.8.6 ]1. VERTICAL STIFFNESS: □ YES ■ NO2. WEIGHT: □ YES ■ NO3. VERTICAL GEOMETRIC: □ YES ■ NO4. IN-PLANE DISCONTINUITY: □ YES ■ NO5. OUT-OF-PLANE: □ YES ■ NO6. WEAK STOREY: □ YES ■ NO7. TORSIONAL: □ YES ■ NO B(NS) = 1.306 B(EW) = 1.1498. NON-ORTHOGONAL: □ YES ■ NOCONCLUSION: BUILDING IS: ■ REGULAR □ IRREGULARDYNAMIC ANALYSIS: □ REQUIRED ■ NOT REQUIREDDYNAMIC PROCEDURE METHOD: □ MODAL RESPONSE SPECTRUM

□ NUMERICAL INTEGRATION TIME HISTORY■ N/A

TORSIONAL ECCENTRICITY: ■ ± 0.10 Dnx (CLAUSE 4.1.8.11 (10)(a)), B < 1.7 (EQUIV. STATIC FORCEPROCEDURE)

□ ± 0.10 Dnx (CLAUSE 4.1.8.12 (4)(a)), B > 1.7 (3-D DYNAMICANALYSIS)

□ ± 0.05 Dnx (CLAUSE 4.1.8.12 (4)(b)), B < 1.7, (3-D DYNAMICANALYSIS)

BASE SHEARS / OVERTURNING MOMENTS

EQUIVALENT STATIC FORCE PROCEDURE:

BASE SHEARS

NS DIRECTIONSVMIN = S(2.0) Mv Ie W/(Rd Ro) = 0.0238 WVMAX = (2/3) S(0.2) Ie W/(Rd Ro) = 0.0991 W

EW DIRECTIONSVMIN = S(2.0) Mv Ie W/(Rd Ro) = 0.0238 WVMAX = (2/3) S(0.2) Ie W/(Rd Ro) = 0.0991 W

DESIGN BASE SHEARS & OVERTURNING MOMENTSV(NS) = 0.0991 W = 0.0991 x 5275 = 523 kNM(NS) = M x J = 3690x 1.0 = 3690 kN.m

V(EW) = 0.0991 W = 0.0991 x 5275 = 523 kNM(EW) = M x J = 3690 x 1.0 = 3690 kN.m

DRAWING LEGEND AND ABBREVIATIONS

TENSION DEVELOPMENT LENGTH OF REBAR

SECTION NUMBERSECTION DRAWING REFERENCE

MASONRY WALL

FULLY GROUTED MASONRY WALL

HEFHH

f'c

FMC

EJ, EXP.JT.

CF

BUL

BP

BLL

CONT.

GALV.

FF

fy

FTG.

FL.FIN.

EX., EXIST.

DN.

DWL.

EQ.EMBED.EL., ELEV.

EFEE

EA.

DWG.DP.

DLDIM.DIA.

DET.

CB

CONC.COL.

COMP.

CLCJ

CANT.

CA

BSMT.

BM.

BEW

B, BOT.

ARCH.ALT.

A.ROD

WWF

VSC

V, VEFVB

Vf

UPT.U/NU/S

TYP.TULTRE

TLLTLE

TEWT

STIR.SPFSOG

SL.

SIM.SECT.

REREINF.

PL

OPEN, OPG.

NTSNF

MIN.

MAX.

LSH

LLV

LG. LE

ECR

HORIZONTAL EACH FACE

COMPRESSIVE STRENGTH OF CONC IN MPa

FULL MOMENT CONNECTION

EXPANSION JOINT

CONCRETE FIREPROOFED

BOTTOM UPPER LAYER

BEARING/BASE PLATE

BOTTOM LOWER LAYER

CONTINUOUS

GALVANIZED STEEL

FAR FACE

YIELD STRENGTH IN MPa

FOOTING

FLOORFINISHED

EXISTING

DOWN

DOWEL

EQUALEMBEDMENTELEVATION

EACH FACEEACH END

EACH

DRAWINGDEEP

DIMENSIONDIAMETER

DETAIL

COLUMN BELOW

CONCRETECOLUMN

COMPOSITE

CLEARCONTROL JOINT

CANTILEVER

COLUMN ABOVE ONLY (NO COLUMN BELOW)

BASEMENT

BEAM

BOTTOM EACH WAY

BOTTOM

ARCHITECTURALALTERNATE

ANCHOR ROD

EPOXY COATED REINFORCEMENT

WELDED WIRE FABRIC

VERTICALLY SLOTTED CONNECTION

VERTICAL, VERTICAL EACH FACEVERTICAL BRACING

FACTORED SHEAR IN kN

UPTURNEDUNLESS NOTEDUNDERSIDE

TYPICALTOP UPPER LAYERTOP RIGHT END

TOP LOWER LAYERTOP LEFT END

TOP EACH WAYTOPTHICKNESS

STIRRUPSPRUCE PINE FIRSLAB ON GRADE

SLAB

SIMILARSECTION

RIGHT ENDREINFORCEMENT

PLATE

OPENING

NOT TO SCALENEAR FACE

MINIMUM

MAXIMUM

DOUBLE ANGLES

LONG SIDE HORIZONTAL

LONG LEG VERTICAL

LONG/LENGTHLEFT END

GL GRIDLINE

HP HIGH POINT

LP LOW POINT

TOF TOP OF FOOTING

SDL SUPERIMPOSED DL

Mf FACTORED MOMENT IN kN.m

MTf FACTORED TORSION IN kN.m

VERTICAL, VERTICALS

Rf FACTORED VERTICAL REACTION IN kNRHf FACTORED HORIZONTAL REACTION IN kN

Af FACTORED AXIAL LOAD IN kN(+ INDICATES TENSION,- INDICATES COMPRESSION)

P POINT LOAD IN kN

STEP DOWN FOOTING IN DIRECTION OF ARROW

HOLE THROUGH CONCRETE BEAMHOLE THROUGH STEEL BEAM

TJ TIE JOIST

H, HOR. HORIZONTAL

HOOK-HOOK (HOOK EACH END)

RF RIGID FRAME

DMA

DCA

DRILLED MASONRY ANCHOR

DRILLED CONCRETE ANCHOR

ZRP ZINC RICH PAINT

CAM. CAMBER

TO ALLOW FOR DEFLECTION

BOF ELEV BOTTOM OF FOOTING

CNT STEEL DECK CORE NOMINAL THICKNESS

VXB VERTICAL 'X' BRACING

LSV LONG SIDE VERTICAL

TOP OF PILE CAPTPC

GB GRADE BEAM

ULS ULTIMATE LIMIT STATE

SJ STEEL JOIST

WWA WINDOW WASHING ANCHORS

t

CENTRELINE

CEL CUT OFF ELEVATION FOR PILES

ld

D.F-L DOUGLAS FIR-LARCH

L SINGLE ANGLE

JG JOIST GIRDER

SLS SERVICEABILITY LIMIT STATE

DEAD LOAD IN kN/m²

(EXCLUDING SELF-WEIGHT) IN kN/m²

HK. HOOK

VIC VERTICAL IN CENTRE

HIC HORIZONTAL IN CENTRE

AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL

LLH LL

LONG LEG HORIZONTAL

UL LL

UPPER LEVEL BM/JOISTLOWER LEVEL BM/JOIST

C/C CENTRE TO CENTRE

O/C ON CENTRE

Pf FACTORED POINT LOAD IN kN

DO. DITTO

O/O OUT TO OUT

RA ROCK ANCHOR

SL1, SL2 SHELF ANGLE 1, ETC

STIFF. STIFFENER

THK. THICK

WC WIND COLUMNHDG HOT DIPPED GALVANIZED

CWSCLS SEE GENERAL NOTESCSS

RD ROOF DRAIN

h TOTAL THICKNESS

BCP BORED CONCRETE PILE

BOP ELEV BOTTOM OF PILE

TOP OF PILETOP

MJ MOVEMENT JOINT

IBE INTEGRITY BARS EXTERIORIBI INTEGRITY BARS INTERIOR

FD FLOOR DRAIN

BUP BOTTOM OF UNDERPINNING

COMPRESSION DEVELOPMENT LENGTH OF REBARldc

SCA

MATERIAL AND DESIGN DATA (CONT'D)

STRUCTURAL PRECAST CONCRETE

V, VERT., VERTS.

}

C

CP CONNECTION PLATE

SDF STEEL COLUMN ABOVE (NO STEEL COLUMN BELOW)

CO

2L

K

GM

2

CONSTR. JT. CONSTRUCTION JOINT

SIM.00

SXXXIBA INTEGRITY BARS ADDED

AEC ARCHITECTURALLY EXPOSED CONCRETE

20mmPWGSC B1 (1000x707)

0 10


40 60 80 120100 140 160 180 200mm

drawn PDM

DUNCAN PARKER

Project Manager

project no.

date

date

Tender

approved

date

reviewed

date

designed

2014/04/22IJF

drawing

dessiné

no. du projet

examiné

approuvé

Soumission

(yyyy/mm/dd)

(yyyy/mm/dd)

(yyyy/mm/dd)

conçu

(yyyy/mm/dd)

dessin

IJF

IJF

C

2014/04/22








t 613.232.0330f 613.232.6253

key plan plan-clé


project

Cdessin no.


B


A

projet




ACB



R.055776.001


14Y160-049A


stamp sceau

01

2015/01/30

2015/01/30

KINGSTON, ONTARIO



GENERAL NOTES

S400SCALE: N.T.S.

PLO

TTE

D B

Y: I

KD

● P

LOTT

ED

FO

R: T

EN

DE

R ●

PLO

T D

ATE

& T

IME

: 201

5-03

-18

8:49

:16

AM

● P

LOT

SC

ALE

: 1:1

AT

1000

mm

x 7

07m

m (B

1) S

HE

ET

SIZ

E. R

EA

D D

RA

WIN

G A

CC

OR

DIN

GLY

.FI

LE: P

:\Y16

0\20

14\1

4Y16

0-04

9A -

FRO

NTE

NA

C IN

STI

TUTI

ON

- M

ULT

I-PU

RP

OS

E B

LDG

\DR

AW

ING

S\S

TRU

CT\

14Y

160-

049A

.S40

0.D

WG

600

MA

X.

CLASS 'B'LAP

1200 MIN.

REINFORCEMENT,IF SHOWN ONPLAN OR SCHEDULE

TO MATCH FTG. DEPTH(200 MIN)

T3009OCT 10

TYPICAL STEPPING OFSTRIP FOOTING

FOO

TIN

GD

EP

TH

50 DRY-PACKGROUT IFFOOTINGCONSTRUCTEDBEFORE CONCRETEBACKFILL

200

MIN

.

50 THICKCOMPRESSIBLEMATERIALAROUNDPIPE RUNS

MIN. WIDTH OF CONCRETEBACKFILL SAME AS

FOOTING WIDTH

IF MORE THAN 1800FOOTING MUST BE STEPPED

DOWN BELOW PIPE

OCT 10

T3103

200MIN.

TYPICAL BACKFILL AROUND PIPEUNDER STRIP FOOTING

PROVIDE LEAN CONCRETE BACKFILLWHERE EXCAVATION RUNS PERPENDICULARTO AND UNDER LINE OF FOOTING.MAINTAIN MINIMUM LINE OF SLOPE GIVEN INGENERAL NOTES AND GEOTECHNICAL REPORTFOR ALL OTHER CASES

t/4

t

SEMI RIGIDJOINT FILLER

5

OCT 10

T3201

SLAB REINFORCEMENTAS CALLED FOR ON PLANS

TYPICAL SAWCUT CONTROLJOINT IN SLAB ON GRADE

SO

GS

EE

PLA

N

EQ

EQ

EQ10

0

300300

T3202OCT 10

SLAB REINFORCEMENTAS CALLED FOR ON PLANS

40FORMED KEY

ADD 2-10 CONT.EACH SIDE(OMIT IF SOG IS FIBREREINFORCED)

TYPICAL CONSTRUCTIONJOINT IN SLAB ON GRADE

SO

GS

EE

PLA

N

SAWCUT ORCONSTRUCTIONJOINT

SAWCUT TO WITHIN75 OR LESSOF COLUMN

PRE-MOLDEDJOINT FILLER

OCT 10

T3203

CONCRETE COLUMN

EXTEND

TYPICAL SLAB ON GRADEJOINTS AROUND CONCRETE

COLUMN

PRE-MOLDEDJOINT FILLER 75PAST COLUMNFACE

150

MIN.

T3204OCT 10

50 MIN.ALL AROUND

(TYP.)

TYPICAL SLAB ON GRADE JOINTSAROUND STEEL COLUMN

OUTLINE OFBASE PLATEBELOW

STEEL COLUMN

SAWCUT ORCONSTRUCTIONJOINT

FORMED JOINT WITHPRE-MOLDEDJOINT FILLER

CAST MINIMUM 7 DAYSAFTER SLAB. EXTEND DOWN TOTOP OF PIER / FOOTING /CAISSON (BORED CONCRETE PILE)

FLOOR DATUM

TYPICAL SLAB ON GRADECONTROL JOINT

AT INTERIOR DOORWAYT3205

OCT 10

100

CLE

AR

FOUNDATION WALL(MASONRY OR CAST-IN

PLACE CONCRETE)SEE PLANS / SECTIONS

SAWCUT AS PER T3201ALONG ONE FACE OF THEOPENING. LENGTH OF SAWCUTEQUAL TO THE WIDTHOF THE OPENING

50MAX.

SO

GS

EE

PLA

N

FOOTING, SEE PLANOR T3007, T3008

SLAB REINFORCEMENTAS CALLED FORON PLANS

WALL BEYOND/BEHINDADD REINFORCEMENT2-10 CONT.+10@500

100

400

TYPICAL SLAB ON GRADETHICKENING UNDER

MASONRY PARTITIONS

OCT 10

T3206

APPLICABLE FOR ALL PARTITIONS190 THICK AND OVER, AND FOR OTHER

PARTITIONS WHERE INDICATED ON PLAN

300

SO

GS

EE

PLA

N

50

CLEAR

SLAB REINFORCEMENTAS CALLED FORON PLANS

CLASS 'B'LAP SPLICE

CONT 40 x 90KEY

300

MIN

.

OUTSIDE CORNERBARS SAME SIZEAND SPACING ASHORIZONTALREINFORCEMENT

CLA

SS

'B'

LAP

SP

LIC

ES

CLASS 'B'LAP SPLICES

300300

DOWELS SAME SIZE AND SPACINGAS HORIZONTAL REINFORCEMENT.DOWELS NOT REQUIRED IF WALLSCAST TOGETHER AND HORIZONTALREINFORCEMENT EXTENDED INTOINTERSECTING WALL AND HOOKEDAS SHOWN.

T3305OCT 10

TYPICAL CONCRETE WALL DETAILS

LAPPING AT CORNER OF WALL DOWELING OF INTERSECTING WALLS

0mm(TYPICAL)

0mm0mm

ADD BAR ATHOR. BAR BEND(TYPICAL)

ALL WALL REINFORCEMENT TO BE SPLICED WITH CLASS 'B' LAPS

EXTERIOR PVC WATERSTOPAT ALL RETAINING ANDBASEMENT WALLS. OMIT IFHOT APPLIED WATERPROOFINGIS PROVIDED AND USE 20DEEP REGLET INSTEAD. SEE ALSOARCH. SPECS AND DETAILS

MAIN TOP & BOTTOM BARS SHALL BECONTINUOUS THROUGH JOINT.STOP ALTERNATE HORIZONTAL BARS 75EACH SIDE OF CONTROL JOINT

T3307OCT 10

20 DEEP REGLET FOR CAULKINGON EXPOSED FACE(S)

TYPICAL CONTROL JOINT IN WALL

T3308OCT 10

CONTINUOUS 100 P.V.C.WATERSTOP (OR BENTONITEWATERSTOP) AT ALLRETAINING AND BASEMENTWALLS, AND 40 x 90 KEY

REGLET FOR CAULKINGON EXPOSED FACE(S)

HORIZONTAL REINFORCEMENTCONT. THROUGH JOINT

TYPICAL CONSTRUCTION JOINT IN WALL

STOP ALL HORIZONTALREINFORCEMENT

EXPOSED FACE:BACKING & CAULKING

UNEXPOSED FACE:ASPHALT IMPREGNATEDFIBRE BOARD

CONT 225 P.V.C WATERSTOPAND 40 x 90 KEY

25

OCT 10

T3309

TYPICAL KEYED EXPANSION JOINT IN BASEMENT WALLS

AND RETAINING WALLS

10 G

AP

SPACING OF VERTICALSAS SHOWN ON DRAWINGS

100100100100

CONT 100 P.V.C. OR BENTONITE WATERSTOP(AT ALL EXTERIOR AND BASEMENT WALLS)AND 40 x 90 KEY

REINFORCEMENT ASSPECIFIED ON DWG

LAP IN SAMEPLANEREGLET FOR CAULKING

ON EXPOSED FACE(S)

SHOWN ON PLAN

HOOKHORIZONTALBARS TYP.

7575

T3310OCT 10

LAP IN SAMEPLANE

TYPICAL CONSTRUCTIONGAP IN WALL

ADD STEEL EQUAL TO1/2 OF INTERRUPTEDSTEEL AT EACH SIDE OFOPENING. MIN 1-15EF

2 x ldTYPICAL

T3311OCT 10

OPENING 45

0x45

0

TO 1000

x100

0 MAX.

- OPENING MUST NOT INTERFERE WITH ADDITIONAL (ZONAL) WALL REINFORCEMENT- FOR OPENINGS UNDER 450 x 450 RESPACE MAIN REINFORCEMENT AND ADD 1-15 EF x 600 LONG DIAGONALLY AT EACH CORNER- FOR OPENINGS OVER 1000 x 1000 SEE PLANS

900 MIN.TO END OF WALL

HOOK INTERRUPTEDTYPICAL BARS AT FACEOF OPENING

TYPICAL WALL BARS AT SPACINGSPECIFIED ON PLAN;

TYPICAL ADDED REINFORCEMENTAROUND OPENING IN WALL

WELD TO FLANGE FORCORNER COLUMNS AND WHEREORIENTATION OF COLUMNS ISREVERSED

50 x 12 x 3 BAR CHANNELSx 50 LONG WELDED TO COLUMN

38 x 5 PLATE @ 800 AT MASONRYJOINTS.STRAP ANCHORS SUPPLIEDBY STRUCT. STEEL TRADE

400U/N

50

12

100

OCT 10

T5001

TYPICAL ANCHORAGE OF ABUTTINGMASONRY WALLS TO STEEL COLUMNS

COL. WEBOR FLANGE

STEEL COLUMNS

CONTINUOUSSTEEL FILLER

T5103OCT 10

75MIN.

CONCRETE SLAB(WHERE APPLICABLE)

CONTINUOUS CLOSUREPLATE (BY DECK SUPPLIER)

TYPICAL DETAIL FORSTEEL DECK AT

CHANGE IN LEVEL

WELD DECK TO FLANGE@ 500 MAX. U/N

OCT 10

T5105

6 THICK CONT.PLATE IF REQUIREDFOR DECK WELDING

TYPICAL DETAIL AT STEEL BEAMPARALLEL OR ANGLED

TO STEEL DECK

BOTTOM REBARSEE PLAN

CHAIR 25C

OV

ER

SLA

B T

HIC

KN

ES

SS

EE

PLA

N

25C

OV

ER

TOP REBARSEE PLAN

TEMPERATUREREINFORCEMENT

PROVIDE CONT.CHAIRS

NOTES:

1. PLACE BOTTOM BARS IN FLUTES.2. DESIGN LOAD FOR STEEL DECK FORM TO BE WEIGHT OF WET CONCRETE PLUS

1.0 kPa CONSTRUCTION ALLOWANCE.3. FOR CONSTRUCTION JOINTS IN CONCRETE SEE SPECIFICATIONS, SECTION 03100.4. FOR TEMPORARY SHORING SEE PLAN.5. FOR TEMPERATURE REINFORCEMENT SEE TYPICAL DETAILS FOR ONE-WAY SLAB.

OCT 10

T5302

TYPICAL CONCRETE SLAB ON STEEL DECK FORM

OPENINGS UP TO300 SQ. (FOR 38 DECK)OR 425 SQ. (FOR 76 DECK)REINFORCE WITH L 51 x 51 x 4.8FASTENED TO U/S OFDECK. 600 MIN. CLEARBETWEEN OPENINGS.

OPENINGS IN DECKUP TO 150 SQ. ORROUND UNREINFORCEDIF 300 CLEARBETWEEN OPENINGS

MIN

. 3 F

LUTE

S

OCT 10

T5303

JOIS

T O

R B

EA

M

JOIS

T O

R B

EA

M

- ALL LARGER OPENINGS AND OPENINGS SPACEDCLOSER THAN SPECIFIED ABOVE TO BE FRAMED BYSTRUCTURAL STEEL, SEE DRAWING NOTES.

TYPICAL ROOF DECK OPENINGS

ROOF DECKSPAN

JOIS

T O

R B

EA

M

OPENINGS UP TO 450 WIDE TOBE REINFORCED WITH REBARSIF 600 CLEAR BETWEENOPENINGS. FRAME ALLOPENINGS LARGER THAN 450OR SPACED CLOSER THAN 600

MIN

. 600

2-15x1200 LG EA. SIDE

2-15 EACH SIDE (ATBOTTOM OF DECK FLUTES)

MA

X. 4

50

MIN

. 300

MA

X. 1

50

OPENING IN DECK UP TO 150WIDE UNREINFORCED IF 300CLEAR BETWEEN OPENINGS

JOIS

T O

R B

EA

M

MA

X. 1

50

1. ALL LARGER OPENINGS AND OPENINGSSPACED CLOSER THAN SPECIFIED INDIAGRAM TO BE FRAMED BY STRUCTURALSTEEL, SEE DRAWING NOTES.

2. CUT STEEL DECK FOR THE OPENINGSAFTER CONCRETE REACHES MINIMUM 75%OF SPECIFIED CONCRETE STRENGTH

OCT 10

T5304

TYPICAL FLOOR DECK OPENINGS

FLOOR DECKSPAN

MODIFIED

T5004DEC. 12

TYPICAL SAG ROD

19Ø SAG RODS (U/N OTHERWISE)SEE PLANS / ELEVATIONS FOR SPACING.INSTALL TIGHT.

D

D/3 D/3 D/3

PROVIDE NUT & WASHEREACH SIDE OF GIRT WEB

METAL WALL SYSTEM,SEE ARCHITECTURALDRAWINGS

GIRTS. SEEPLANS / ELEVATIONS

TRENCH COVER

DEC 12

T3210

300

200 200

200

900

ADD 10@500EACH SIDE

ADD 10@500

ADD 7-10 CONT.

SLAB REINFORCEMENTAS CALLED FORON PLAN

TYPICAL TRENCH DRAIN IN SLAB ON GRADE

11

SOGSEE PLAN

FOR ANGLES ANDCOVER SEE ARCH.AND MECH. DWGS

20mmPWGSC B1 (1000x707)

0 10


40 60 80 120100 140 160 180 200mm

drawn PDM

DUNCAN PARKER

Project Manager

project no.

date

date

Tender

approved

date

reviewed

date

designed

2014/04/22IJF

drawing

dessiné

no. du projet

examiné

approuvé

Soumission

(yyyy/mm/dd)

(yyyy/mm/dd)

(yyyy/mm/dd)

conçu

(yyyy/mm/dd)

dessin

IJF

IJF

C

2014/04/22








t 613.232.0330f 613.232.6253

key plan plan-clé


project

Cdessin no.


B


A

projet




ACB



R.055776.001


14Y160-049A


stamp sceau

01

2015/01/30

2015/01/30

KINGSTON, ONTARIO



TYPICAL DETAILS

S401SCALE: N.T.S.

PLO

TTE

D B

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KD

● P

LOTT

ED

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EN

DE

R ●

PLO

T D

ATE

& T

IME

: 201

5-03

-18

8:49

:28

AM

● P

LOT

SC

ALE

: 1:1

AT

1000

mm

x 7

07m

m (B

1) S

HE

ET

SIZ

E. R

EA

D D

RA

WIN

G A

CC

OR

DIN

GLY

.FI

LE: P

:\Y16

0\20

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0-04

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S\S

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CT\

14Y

160-

049A

.S40

1 TY

PIC

AL

DE

TAIL

S-1

.DW

G

IN 150 SLAB2-15M x 1200 Lg

(1200 Lg)2-15M

CORNER REINF

(LOCATION TO BE APPROVED BY ENGINEER)

300x300 orLARGER

OPENING

OPEN

MAY 14

200

SLA

B

200mm SLAB ON GRADE

70 COVERTO REBAR

2-15M TOP & BOTIN 200 SLAB

75 CL

200

125

SAWCUT 1/4 DEPTH OF SLAB AT

SUPPORT at 900 EW

125mm SLAB ON GRADE

CONTROL JOINT. PLACE BACKERROD & FILL WITH SEALANT

BLOCK FOR REINFSOLID CONCRETE

INSULATION & VAPOUR BARRIER(SEE ARCH)

152x152 MW18.7xMW18.7

LAP

SLA

B

(SEE PLAN FOR LOCATION)RADIANT HEATING PIPESSEE MECHANICAL

152x152 MW 9.1 x MW 9.1 ON VAPOURBARRIER TO SUPPORT RADIANTHEATING

DETAILS AT OPENINGS ANDRECESSES IN SLABS ON GRADE

TYPICAL SLAB DETAILS

200200

40CL

at 150010M SPACER BAR

T/W VARIES

SPACERPLASTIC

VARIES

175

125

LOOSESAND

150

6

(SEE "MD" ON PLAN)

SEE ARCH DWGS FOR NOTE:

DIMENSIONS TO MANDOORS

300

TYP DETAIL @ MAN DOORS INPERIMETER FOUNDATION WALLS

TYPICAL REBAR SUPPORTDETAIL FOR WALLS

TYPICAL CATCH BASIN AND BACKWATER VALVE CHAMBER DETAIL

CAP PLATEPL10 (TYP)

Af=±15 kNOF JOIST SHOEFORCE at u/s

DECK & BENT PLATEEXTEND CHORD TO SUPPORT

NOTE: - ALSO TYPICAL WHERE TIEJOISTS BEAR ON TOP OFCOLUMN.

- SEE PLAN AND OTHER DETAILSFOR EXTENT OF DECK ANDJOISTS AND FOR ADDITIONALDETAILS.

- ALL JOISTS SLOPE, SEE PLAN.

TYPICAL TIE JOIST COLUMNCONNECTION DESIGN

- ALL JOIST SHOES TO BECENTERED ON BEAM ATPERIMETER

- WHERE JOIST ISSLOPING, SLOPE THESHOE TO ALLOW EVENBEARING ON BEAM

ALL JOISTS SLOPE,NOTE:

SEE PLAN

TYPICAL JOIST TO BEAM DETAIL

63mm

63mm

C

CL

L

TYPICAL BEAM TO COLUMNMAXIMUM ECCENTRICITIES

300 &OVER

300 &OVER

C200 GIRT

C200 GIRT

C200x17

FRAMING AT EXTERIORWALL OPENINGS UNO

NOTE:

1. NOT ALL OPENINGS ARE NECESSARILY SHOWNON THE ELEVATIONS. SEE ARCHITECTURAL,ELECTRICAL & MECHANICAL DWGS FOR SIZE &LOCATION OF ALL OPENINGS.

SEE DETAIL 33HON S303 FORPLATES

PD01MAY 14

PD02MAY 14

PD04MAY 14

PD04

MAY 14

PD10MAY 14

PD09MAY 14

PD08MAY 14

PD07JAN 15

PD06

MAY 14

PD12

38mm METALROOF DECK

WT100x23or WT155x30x 200 Lg

W

100

or 1

50

2-WELDSPER IDSat 100 c/c 12

1

TYP.

TYPICAL INTERMEDIATE DECK SUPPORT (IDS)BETWEEN ROOF JOISTS AS SHOWN ON PLAN

2-15M CONT(WIDTH OF OPENING PLUS 400mmEACH END)LAST FULL COURSE BELOWWINDOW (OR SIMILAR OPGS)KNOCK-OUT WEBS AS REQ'DGROUT LAST FULL COURSE OFBLOCK SOLID

50mm CL

CONTINUE ALL VERTICALREINFORCING WITHIN 50mm OFTOP OF BLOCK

TYPICAL SILL DETAIL

MAY 14

PD14

BEAM

600 and GREATER DEEP JOISTS

BY JOIST MANUFACTURER LESS THAN 600 DEEP JOISTS

BEAM

BY JOIST MANUFACTURER

TYPICAL JOIST BRIDGING DETAIL

MAY 14

PD16

300

150

7

4

3

8

5

MA

X60

06

100

1

7

2

2 ALTERNATE NOTE: SEE WELD REQUIREMENTS AT INTERMEDIATE DECK SUPPORTS, ETC.

RO

OF

FLO

OR

4 MECHANICAL CLINCHING. SEE NOTES AND SPEC.

7 SEE PLANS FOR EXTENT OF METAL DECK.

3 20mm DIA FUSION WELDS. LOCATE AS SHOWN AND SEE NOTES AND SPEC.

6 ON INTERIOR LONGITUDINAL BEAMS.

5 CENTERLINE OF BEAM OR JOIST.

1 MINIMUM LAP

NOTES:

NOTE:STRUCTURAL STEEL CONTRACTOR SHALLINSTALL ADDITIONAL METAL DECK SUPPORTSAS REQUIRED WHERE NOT DETAILED.

2-20mmØ FUSIONWELDS (TYPICALAT ALL SIDE LAPLOCATIONS)

38mmor 76mm

8 CAP TOP OF ALL COLUMNS AT u/s OF DECK FOR DECK SUPPORT.

TYPICAL FASTENING DETAIL FOR ALL METAL DECKING U.N.O.

MAY 14

PD20

200 MINBEARING

LENGTH OF HORIZONTALREINFORCING TO BE WIDTH OFOPENING PLUS 400mm EACH END

200

190or 140

2-15M

LENGTH OF HORIZONTALREINFORCING TO BE WIDTHOF OPENING PLUS 400mmEACH END BL-1

10M STIRRUPS at 200

VERT. REINF. NOT SHOWN FOR CLARITY

75 MIN

200 MINBEARING

2000 MAX

LENGTH OF HORIZONTALREINFORCING TO BE WIDTHOF OPENING PLUS 400mmEACH END

BL-2

VERT. REINF. NOT SHOWN FOR CLARITY

2-15M

2-20M

600

190or 140

190or 140

400

1000 MAX

3-15M TYP

VERT. REINF. NOT SHOWNFOR CLARITY 2-15M

2-20M

75 MIN

200 MINBEARING

3-15M TYP

3-15M TYP

TYPICAL MASONRY LINTEL DETAILS

3800 MAX

BL-3

SECTION X-X

X

X

SECTION Y-Y

Y

Y

SECTION Z-Z

10M STIRRUPS at 200

Z

Z

MAY 14

PD21

MASONRY ANCHORAGE @ U/S OFCONCRETE SLAB ON METAL DECK

MAY 14

PD15

GROUTED BOND BEAM ATTOP OF ALL WALLSc/w 2-15M CONTTYP

L102x102x6.4 x 200 Lg at EVERYOTHER FLUTE (800 c/c MAX) ESc/w 2-12 mm Ø x 95 mm Lg KWIKBOLT 3 EXPANSION ANCHORSGa = 90, HOLE DEPTH = 70 mm,ANCHOR EMBEDMENT = 57 mm(ANCHOR INTO BOTTOM OFFLUTE ONLY)

CONCRETE SLABON METAL DECK

25 mmCLEAR2-15M

40CL

25mm

100

SURFACEROUGHENED

CHAMFER

15M at 400EW

NOTE:- SEE MECHANICAL, ELECTRICAL AND ARCHITECTURAL

DRAWINGS FOR SIZE AND LOCATION OFHOUSEKEEPING PADS.

- ALL PADS ARE NOT SHOWN ON STRUCTURAL DWGS.

300

16mmØ THREADED ROD @400 CONNECT TO SLABWITH "HILTI" HDI 16mmEXPANSION ANCHORS

LENGTHAS REQ'D

SLAB ON GRADEOR METAL DECK

TYPICAL HOUSEKEEPING PAD

MAY 14

PD05

MAY 14

PD11

B TT B

B - BOTTOMT - TOP

BEAM OROWSJ

LEGEND

Af = 15 UNO(SEE PLAN)L64x64x6.4

L64x64x6.4Af = 25 UNO

ANGLESLOPING

HORIZANGLE

INDICATED ONPLAN AS:

INDICATED ONPLAN AS:

NOTE:SEE PLAN AND OTHER DETAILS FOR EXTENT OFDECK AND JOISTS AND FOR ADDITIONAL DETAILS

TYPICAL DETAIL FOR BEAMLATERAL SUPPORT

NOTE:1. VERTICAL REINFORCING IS MINIMUM.2. PROVIDE VERTICAL REINFORCING AT ENDS OF WALLS

AND CORNERS.3. ADDITIONAL VERTICAL REINFORCING IS REQ'D AT EACH

SIDE OF OPENINGS, ETC.4. DOWELS FOR MASONRY ARE TO MATCH ALL VERTICAL

REINFORCING PER THIS SCHEDULE.

MASONRY WALL REINFORCING SCHEDULE

1. SEE ARCH FOR LOCATION OF ALLMASONRY WALLS.

HORIZONTAL JOINT REINFORCING

400 c/c

SPACING TYPE SPACING

VERTICAL REINFORCING

1200 15M

BAR

190 BLOCKWALL PARTITION 2-4.76 mm SIDE RODS WITH 3.66 mmCONTINUOUS DIAGONAL CROSS RODS( TRUSS PATTERN )

WALL DESCRIPTION(mm)

MAY 14

PD17

300

100MIN

300MIN

FOR ANGLES & COVER, REFERTO ARCH & MECH DWG's

PRECAST CATCH BASIN,REFER TO MECH DWG's

COMPACT GRANULAR FILL

15M at 300 EW

RADIANT HEATING PIPES,SEE MECHANICAL

SAWCUT 1/4 DEPTH OF SLAB ATCONTROL JOINT. PLACE BACKERROD & FILL WITH SEALANT (SEEPLAN FOR LOCATION)

PROVIDE SOLID CONCRETE BLOCKFOR REINF SUPPORT at 900 EW

INSULATION & VAPOUR BARRIER,(SEE ARCH)

152x152 MW 9.1 x MW 9.1 ON VAPOURBARRIER TO SUPPORT RADIANTHEATING. SUPPORT TEMPORARILYAS NECESSARY.

TYPICAL IN-FLOOR POST DETAIL

JAN 15

PD22

11

100

100

METAL SLEEVE EMBEDDEDIN CONCRETE SLAB

2-10 BARS ATEACH POST

20mmPWGSC B1 (1000x707)

0 10


40 60 80 120100 140 160 180 200mm

drawn PDM

DUNCAN PARKER

Project Manager

project no.

date

date

Tender

approved

date

reviewed

date

designed

2014/04/22IJF

drawing

dessiné

no. du projet

examiné

approuvé

Soumission

(yyyy/mm/dd)

(yyyy/mm/dd)

(yyyy/mm/dd)

conçu

(yyyy/mm/dd)

dessin

IJF

IJF

C

2014/04/22








t 613.232.0330f 613.232.6253

key plan plan-clé


project

Cdessin no.


B


A

projet




ACB



R.055776.001


14Y160-049A


stamp sceau

01

2015/01/30

2015/01/30

KINGSTON, ONTARIO



PROJECT DETAILS

S402SCALE: N.T.S.

PLO

TTE

D B

Y: I

KD

● P

LOTT

ED

FO

R: T

EN

DE

R ●

PLO

T D

ATE

& T

IME

: 201

5-03

-18

8:49

:40

AM

● P

LOT

SC

ALE

: 1:1

AT

1000

mm

x 7

07m

m (B

1) S

HE

ET

SIZ

E. R

EA

D D

RA

WIN

G A

CC

OR

DIN

GLY

.FI

LE: P

:\Y16

0\20

14\1

4Y16

0-04

9A -

FRO

NTE

NA

C IN

STI

TUTI

ON

- M

ULT

I-PU

RP

OS

E B

LDG

\DR

AW

ING

S\S

TRU

CT\

14Y

160-

049A

.S40

2 P

RO

JEC

T D

ETA

ILS

.DW

G

200 sloping concrete slab-on-grade (35 mpa, class c-1

Documents