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20

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80

GENERAL NOTES

1. CHECK ALL DIMENSIONS ON STRUCTURAL DRAWINGS WITH THE ARCHITECTURAL DRAWINGS. REPORT ANY INCONSISTENCIES BEFORE PROCEEDING WITH THE WORK. DO NOT SCALE THESE DRAWINGS. ALL DIMENSIONS ARE IN MILLIMETERS. STRUCTURAL DESIGN IS IN ACCORDANCE WITH ONTARIO BUILDING CODE 2006 INCLUDING AMENDMENTS. STRUCTURAL PLANS SHOW BEARING WALLS AND COLUMNS BELOW THE FLOOR OR ROOF STRUCTURE WITH DASHED LINES. WALLS AND COLUMNS ABOVE THE FLOOR ARE SHOWN WITH CONTINUOUS LINES. TYPICAL DETAILS I.E. T3001 ON DRAWING(S) S101 SHOW STRUCTURAL INTENT RATHER THAN ACTUAL CONDITIONS FOR THIS PROJECT. EXISTING STRUCTURAL INFORMATION IS BASED UPON DRAWINGS PREPARED BY R.E.MANNING DATED APRIL 1974. (DOCUMENT REFERENCE, INCLUDING DATE) CARRY ALL FOOTINGS DOWN TO STRATA CAPABLE OF SUPPORTING THE DESIGN BEARING PRESSURES NOTED AND FOR EXTERIOR FOOTINGS NOT LESS THAN REQUIRED TO PROVIDE A MINIMUM OF 1200mm. FROST PROTECTION. PROTECT FOOTINGS, WALLS, SLABS-ON-GRADE AND ADJACENT SOIL AGAINST FREEZING AND FROST ACTION AT ALL TIMES DURING CONSTRUCTION. THE LINE OF SLOPE BETWEEN ADJACENT EXCAVATIONS FOR FOOTINGS OR TRENCHES SHALL NOT EXCEED A RISE OF 7 IN A RUN OF 10. FOOTING STEPS SHALL BE A MINIMUM OF 1200 APART. MAXIMUM STEP APPROXIMATELY 600. CENTRE FOOTINGS AND PIERS UNDER CENTROID OF COLUMNS, UNLESS OTHERWISE NOTED. DO NOT BACKFILL AGAINST WALLS RETAINING EARTH UNTIL ELEMENTS PROVIDING LATERAL SUPPORT, INCLUDING SLAB ON GRADE, ARE COMPLETED. PLACE BACKFILL SIMULTANEOUSLY ON BOTH SIDES OF OTHER WALLS BELOW GRADE. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE WALLS ARE NOT PERMITTED, EXCEPT WHERE SHOWN ON THESE DRAWINGS. LEAVE CHASES AND POCKETS IN WALLS FOR SEATING OF SLABS AND BEAMS. REINFORCEMENT FOR CONCRETE WALLS NOT COVERED BY SECTION, PLAN OR SCHEDULE SHALL BE AS FOLLOWS: 150 MAXIMUM WALL: 200 MAXIMUM WALL: 250 MAXIMUM WALL: 300 MAXIMUM WALL: THICKER WALL: 13. 10 @ 300 H + 10 @ 400 V IN CENTRE 10 @ 500 HEF + 10 @ 500 VEF 10 @ 400 HEF + 10 @ 500 VEF 10 @ 300 HEF + 10 @ 400 VEF 15 @ 300 HEF + 15 @ 400 VEF 7. 6. 3. 1. 2.

MATERIAL AND DESIGN DATA

STRUCTURAL DESIGN IS IN ACCORDANCE WITH ONTARIO BUILDING CODE 2006. FOOTING BEARING RESISTANCE: 150 kPa AT ULS (ULTIMATE LIMIT STATES DESIGN) 100 kPa AT SLS (SERVICEABILITY LIMIT STATES DESIGN) MODULUS OF SUBGRADE REACTIONS (ASSUMED FOR DESIGN OF SLABS ON GRADE) 25,000 kN/m3 SEE SOILS REPORT PREPARED BY: SOIL ENGINEERS LTD. REPORT NUMBER: 1002-S010 DATED: MARCH 2010 CONCRETE SPECIFIED COMPRESSIVE STRENGTH, f'c, IS 25 MPa EXCEPT WHERE SHOWN ON PLANS AND SCHEDULES. INCREASE STRENGTH AS REQUIRED FOR REQUIRED CLASS OF EXPOSURE, REFER TO SPECIFICATIONS. REINFORCING STEEL: CAN/CSA G30.18M - GRADE 400R 400W AB AESS Af

DRAWING LEGEND AND ABBREVIATIONS

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

FORMED SLAB ON GRADE JOINT AROUND COLUMN (SEE T3204) ANCHOR BOLTS PLACED WITH TEMPLATES, SEE COLUMN SCHEDULE 50 GROUT UNLESS NOTED OTHERWISE PIER (IF SHOWN ON PLAN) A STEEL COLUMN SEE COLUMN SCHEDULE

2.

3.

ALT ARCH B, BOT BCP BEW BLL BM BOC BOF BOP BP BSMT BUL BUP CA CAM CANT CB C/C CEL CF CJ CL C CNT COMP COL CONC CONT CP CWS CLS CSS DCA DET D.F-L DIA DIM DL DMA DN DO DP DWG DWL EA ECR EE EF EJ, EXP.JT. EL, ELEV EMBED EQ EX, EXIST FD FF FIN FL FMC FTG f'c fy GALV GB GL h H, HOR HDG HEF HH

PIER REINFORCEMENT SEE PIER SCHEDULE

125

4.

ANCHOR BOLT ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FACTORED AXIAL LOAD IN kN (+ INDICATES TENSION, - INDICATES COMPRESSION) ALTERNATE ARCHITECTURAL BOTTOM BORED CONCRETE PILE BOTTOM EACH WAY BOTTOM LOWER LAYER BEAM ELEV BOTT. OF CAISSON ELEV BOTTOM OF FOOTING ELEV BOTTOM OF PILE BEARING/BASE PLATE BASEMENT BOTTOM UPPER LAYER BOTTOM OF UNDERPINNING COLUMN ABOVE ONLY (NO COLUMN BELOW) CAMBER CANTILEVER COLUMN BELOW CENTRE TO CENTRE CUT OFF ELEVATION FOR PILES CONCRETE FIREPROOFED CONSTRUCTION JOINT CLEAR CENTRELINE STEEL DECK CORE NOMINAL THICKNESS COMPOSITE COLUMN CONCRETE CONTINUOUS CAST IN PLACE / END PLATE / WALL PLATE

5. 6.

STRUCTURAL STEEL (EXCEPT HSS): CAN/CSA G40.21M - WIDE FLANGES: 350 W - ANCHOR BOLTS: 300 W - ALL OTHER STEEL: 300 W 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 STRUCTURAL MASONRY: - HOLLOW BLOCK: - SOLID BLOCK: - MORTAR: - GROUT FOR BLOCK CORES:

7.

MAX Mf MJ MIN MTf NBC NF NTS OBC O/C O/O OPEN, OPNG P Pf PL PT RA RD REINF RE RF Rf RHf SDF SDF SDL SECT SIM SJ SLS SL SL1, SL2 SOG SPF STIR STIFF t T TEW TH TJ TLE TLL TOC TOF TOP TPC TRE TUL TYP ULS U/S U/N UPT VB V, VEF VIC Vf VSC VXB WC WWA WWF ZRP X Y Z

8. 9. 10.

11.

-

CSA A165.1 - H/15/x/x CSA A165.1 - S/15/x/x CSA A179M - TYPE S CSA A179M - COARSE GROUT 1:3:2 CEMENT:SAND:PEA-STONE BY VOLUME WITH 200 SLUMP ASSUMED MASONRY COMPRESSIVE STRENGTH, f'm, IS: HOLLOW BLOCK 9.8 MPa GROUTED HOLLOW BLOCK 7.5 MPa ASSUMED FLEXURAL TENSILE BOND STRENGTH AT MORTAR JOINTS IS: CONCRETE BLOCK 0.45 MPa GROUTED HOLLOW BLOCK 0.70 MPa

NATIONAL BUILDING CODE OF CANADA NEAR FACE NOT TO SCALE ONTARIO BUILDING CODE ON CENTRE OUT TO OUT OPENING POINT LOAD IN kN FACTORED POINT LOAD IN kN PLATE PRESSURE TREATED ROOF ANCHOR ROOF DRAIN REINFORCEMENT RIGHT END RIGID FRAME FACTORED VERTICAL REACTION IN kN FACTORED HORIZONTAL REACTION IN kN STEP DOWN FOOTING IN DIRECTION OF ARROW STEP DOWN FOOTING SUPERIMPOSED DL (EXCLUDING SELF-WEIGHT) IN kN/m SECTION SIMILAR STEEL JOIST SERVICEABILITY LIMIT STATE SLAB SHELF ANGLE 1, ETC SLAB ON GRADE SPRUCE PINE FIR STIRRUP STIFFENER THICKNESS TOP TOP EACH WAY THICK TIE JOIST TOP LEFT END TOP LOWER LAYER TOP OF CAISSON TOP OF FOOTING TOP OF PILE TOP OF PILE CAP TOP RIGHT END TOP UPPER LAYER TYPICAL ULTIMATE LIMIT STATE UNDERSIDE UNLESS NOTED UPTURNED

300

75 COVER

MAXIMUM FACTORED MOMENT IN kN.m MOVEMENT JOINT MINIMUM MOMENT CONNECTION FACTORED TORSION IN kN.m

DOWELS TO MATCH PIER REINFORCEMENT (MIN. 4-15 DOWELS FULL HEIGHT +2-10 TIES IF NO PIER REINF. IS SCHEDULED)

50 COVER TO TIE 75 COVER

STANDARD COMPRESSION LAP SPLICE

5.

HOOKED WHEN NOTED IN SCHEDULE THUS-HH

TOP OF FOOTING (TOF) GIVEN ON PLAN 75 COVER

FOOTING

300

UNDISTURBED SOIL. REQUIRED BEARING CAPACITY NOTED ON DRAWINGS SEE GEOTECHNICAL REPORT AND GENERAL NOTES FOR ALLOWABLE SLOPES OF EXCAVATION

12.

-

AB-

DISTANCE TO UNDERSIDE OF BASEPLATE GIVEN ON STEEL COLUMN SCHEDULE MINIMUM DEPTH OF PIER FOR THE CONDITIONS ASSUMED. IF TOP OF FOOTING ELEVATION VARIES DUE TO FIELD CONDITION, NOTIFY THE CONSULTANT AND ADJUST PIER SIZE AND REINFORCEMENT AS DIRECTED DEPTH OF FOOTING GIVEN ON FOOTING SCHEDULE

8.

REINFORCEMENT FOR CONCRETE CURBS NOT COVERED BY SECTION OR PLAN SHALL BE [email protected] DOWELS + 2-10H. 9. REINFORCEMENT FOR CONCRETE BASES UNDER EQUIPMENT NOT COVERED BY SECTION OR PLAN SHALL BE [email protected] EA. WAY PLACED 50mm BELOW TOP OF CONCRETE. UNLESS OTHERWISE SPECIFIED ON PLANS, PROVIDE TEMPERATURE REINFORCEMENT FOR FRAMED ONE-WAY SLABS IN ACCORDANCE WITH TYPICAL DETAILS. BARS MARKED CONTINUOUS SHALL BE TERMINATED IN HOOKS AND DEVELOPED BY CLASS B LAPS WHERE SPLICED. PROVIDE CONTINUOUS GALVANIZED VERTICAL DOVETAIL ANCHOR SLOTS IN ALL CONCRETE SURFACES AT ABUTTING MASONRY WALLS AND AT 600 CENTRES IN ALL CONCRETE SURFACES WITH MASONRY VENEER. STANDARD LINTELS: PROVIDE STANDARD LINTELS OVER ALL OPENINGS IN MASONRY WALLS AND PARTITIONS AS SHOWN ON TYPICAL DETAILS. CHECK ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENINGS REQUIRING STANDARD LINTELS WHICH ARE NOT NECESSARILY SHOWN ON THE STRUCTURAL DRAWINGS. SPECIAL LINTELS: PROVIDE SPECIAL LINTELS AS PER LINTEL SCHEDULE AT LOCATIONS GIVEN ON PLAN.

STRUCTURAL LUMBER: - ALL LUMBER TO BE KILN DRIED. - ALL LUMBER TO BE GRADE MARKED TO CONFORM TO CSA O141. - ALL LUMBER TO BE SPF NO. 2 OR BETTER. - TIMBER I JOISTS TO BE TJI BY WEYERHAEUSER. DESIGN LOADS FOR BUILDING STRUCTURE: .1 .2 GRAVITY LOADS AS SHOWN ON PLANS GROUND SNOW LOAD AND ASSOCIATED RAIN LOAD: Ss = 2.0kN/m2 Sr = 0.4 kN/m2 S = Is [Ss x Cb x Cw x Cs x Ca + Sr] = Is x [2.0] = Is x2.0 kN/m2 ULS Is = 1.15 S = 2.3 kN/m2 .3 .4 24 HOUR RAINFALL: 108mm EARTHQUAKE: Sa(0.2)=0.19; Sa(0.5)=0.10; Sa(1.0)=0.051; Sa(2.0)=0.014 Ie=(1.3); SITE CLASS="C" .5 WIND: IMPORTANCE CATEGORY: HIGH IMPORTANCE FACTOR : Iw = 1.15 ULS =0.75 SLS 1/50 YEAR WIND PRESSURE: q = 0.38kPa SLS: Is = 0.9 S = 1.8 kN/m2

C-

14.

}

TYPICAL FOOTING AT STEEL COLUMN T3002

JAN 09

SEE GENERAL NOTES

15.

16.

DRILLED CONCRETE ANCHOR DETAIL DOUGLAS FIR-LARCH DIAMETER DIMENSION DEAD LOAD IN kN/m DRILLED MASONRY ANCHOR DOWN DITTO DEEP DRAWING DOWEL EACH EPOXY COATED REINFORCEMENT EACH END EACH FACE EXPANSION JOINT ELEVATION EMBEDMENT EQUAL EXISTING FLOOR DRAIN FAR FACE FINISHED FLOOR FULL MOMENT CONNECTION FOOTING COMPRESSIVE STRENGTH OF CONC YIELD STRENGTH GALVANIZED STEEL GRADE BEAM GRIDLINE TOTAL THICKNESS HORIZONTAL HOT DIPPED GALVANIZED HORIZONTAL EACH FACE HOOK-HOOK (HOOK EACH END) HOLE THROUGH CONCRETE BEAM HOLE THROUGH STEEL BEAM HORIZONTAL IN CENTRE HOOK HIGH POINT INTEGRITY BARS INTERIOR INTEGRITY BARS EXTERIOR JOIST GIRDER DEVELOPMENT LENGTH OF REBAR SINGLE ANGLE DOUBLE ANGLES

SLAB ON GRADE REINFORCEMENT AS CALLED FOR ON PLAN 900 (3'-0")

FOR CAST-IN L'S & COVER SEE MECH. & ARCH. DWGS

17.

1-10 CONT. 300 (1'-0") 100 (4") [email protected] (8") EA. WAY IN CENTRE OF WALLS SEE PLAN 1800 (6'-0") MAX.

18.

1400 (4'-6") MAX. 100 (4") 150 (6") 150 (6")

DOWELS TO MATCH WALL VERTICALS

NOTE: THIS DETAIL MAY BE USED FOR DEEPER PITS IF SPECIFICALLY NOTED ON PLANS.

PVC WATERSTOP [email protected] (8") BEW

19.

UNLESS OTHERWISE NOTED, FILL ALL CHANNEL BLOCK BOND BEAMS WITH 20 MPa CONCRETE REINFORCED WITH 1-10 TOP AND BOTTOM CONTINUOUS. UNLESS OTHERWISE NOTED, ALL BEARING BEAMS SHALL HAVE A MINIMUM BEARING OF 200, AND ALL CONCRETE SLABS SHALL HAVE A MINIMUM BEARING OF 100. VOIDS IN MASONRY UNITS UNDER BEAMS AND JOISTS SHALL BE PREFILLED WITH GROUT FOR A MINIMUM VERTICAL DEPTH OF 600 AND A LENGTH OF 400, UNLESS OTHERWISE NOTED. USE 75% SOLID BLOCKS FOR FILLING. DO NOT USE MORTAR TO FILL MASONRY UNITS. UNLESS OTHERWISE NOTED, DRILLED CONCRETE ANCHORS (DCA) TO BE HILTI KWIK BOLTS 3 WITH STANDARD EMBEDMENT LENGTH. UNLESS OTHERWISE NOTED, DRILLED MASONRY ANCHORS (DMA) TO BE: FOR SOLID OR GROUTED MASONRY - HILTI HIT HY150 WITH HAS-E STANDARD RODS STANDARD EMBEDMENT LENGTH); FOR HOLLOW MASONRY - HILTI HIT HY20 WITH THREADED HIT-A RODS & WITH SCREEN TUBE.

20.

TYPICAL SUMP PIT DETAIL FOR PITS MAX. 1800 (6'-0") DEEP T3101

JULY 10

21.

SLAB ON GRADE REINFORCEMENT AS CALLED FOR ON PLAN 900 (3'-0")

FOR CAST-IN L'S & COVER SEE MECH. & ARCH. DWGS

1-10 CONT. [email protected] (10") HEF [email protected] (1'-4") VEF 300 (1'-0") [email protected] (10") HEF [email protected] (1'-4") VEF [email protected] (1'-4") DOWELS ALL AROUND SEE PLAN 3000 (10'-0") MAX.

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 BARS PIERS ------50 COLUMNS ----40 WALLS ------40 TO SURFACES EXPOSED TO GROUND OR OUTSIDE, 20 TO PROTECTED SURFACES (ENTIRELY WITHIN THE VAPOUR BARRIER OF THE BUILDING ENVELOPE) SLABS ------40 TO EXPOSED SURFACES 25 TO PROTECTED SURFACES (ENTIRELY WITHIN THE VAPOUR BARRIER OF THE BUILDING ENVELOPE) BEAMS ------40 FOR CONCRETE EXPOSURE CLASSES C1 AND C3 (EXCEPT PARKING GARAGE SLABS): ALL STRUCTURAL ELEMENTS (INCLUDING SLABS AND WALLS) - 60. INCREASE COVER WHERE REQUIRED TO MAINTAIN MINIMUM RATIO OF COVER TO NOMINAL BAR DIAMETER OF 1 FOR CLASS N, 1.5 FOR CLASSES F1 AND F2 AND 2 FOR CLASSES C1 AND C3. IF PIERS, CAPS OR GRADE BEAMS ARE POURED AGAINST EARTH, INCREASE COVER TO 75

2500 (8'-4") MAX. 200 (8")

DOWELS TO MATCH WALL VERTICALS [email protected] (16") T&B BENTONITE EACH WAY WATERSTOP NOTE: IF SPECIFICALLY INDICATED ON PLAN, TYPICAL DETAIL FOR PITS MAXIMUM 1800 (6'-0") DEEP CAN BE USED FOR SOME PITS OVER 1800 (6'-0") DEEP.

HIC HK HP IBI IBE JG ld L

WIND COLUMN WINDOW WASHING ANCHORS WELDED WIRE FABRIC ZINC RICH PAINT SECTION NUMBER SECTION DRAWING REFERENCE

TYPICAL SUMP PIT DETAIL FOR PITS OVER 1800 (6'-0") DEEP T3102

JULY 10

200 (8")

VERTICALLY SLOTTED CONNECTION TO ALLOW FOR DEFLECTION VERTICAL 'X' BRACING

150 (6")

30 (1 1/4") KEY

VERTICAL BRACING VERTICAL, VERTICAL EACH FACE VERTICAL IN CENTRE FACTORED SHEAR IN kN VERTICAL, VERTICALS

100 (4")

200 (8")

C

B

4.

LE LG UL LL LL LLH LLV LSV LSH LP

LEFT END LONG/LENGTH UPPER LEVEL BM/JOIST LOWER LEVEL BM/JOIST LIVE LOAD IN kN/m2 LONG LEG HORIZONTAL LONG LEG VERTICAL LONG SIDE VERTICAL LONG SIDE HORIZONTAL LOW POINT

DATUM LINE GIVEN ON COLUMN SCHEDULE

50

2300 Yonge Street, Suite 2300 Toronto, ON Canada M4P 1E4

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AT REINFORCED PIERS ADD 1-10 STIRRUP

IF MORE THAN 1800 (6'-0")

3. OCT.5.2010 ISSUED FOR TENDER

FINISHED FLOOR DATUM SEE PLAN

MASONRY WALL FULLY GROUTED MASONRY WALL

FOOTING MUST BE STEPPED DOWN BELOW PIPE

2. SEPT.13.2010 TOWN OF NEWMARKET REVIEW 1. AUG.31.2010 90% COSTING Issue / Revision

22.

PROVIDE FULL DEPTH BLOCKING OR CROSS BRIDGING TO TIMBER JOISTS AT POINTS OF BEARIING

WIDTH OF CONCRETE BACKFILL SAME AS FOOTING WIDTH 50 (2") DRY-PACK 200 (8") GROUT IF FOOTING MIN. CONSTRUCTED BEFORE CONCRETE BACKFILL 50 (2") THICK COMPRESSIBLE MATERIAL AROUND PIPE RUNS 200 (8") MIN. 300 (1'-0") 300 (1'-0") LOWER THIS FOOTING WHERE NECESSARY TO MAINTAIN MINIMUM SLOPE OF EXCAVATION GIVEN IN GENERAL NOTES AND GEOTECHNICAL REPORT 300 (1'-0")

No.

Date

SHOP DRAWING REVIEW

1. REVIEW OF SHOP DRAWINGS IS ONLY FOR GENERAL CONFORMITY WITH STRUCTURAL CONTRACT DOCUMENTS AND SPECIFICATIONS. COMMENTS MADE ON THE SHOP DRAWINGS DURING THIS REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE STRUCTURAL CONTRACT DOCUMENTS AND SPECIFICATIONS, NOR DO THEY AUTHORIZE ANY CHANGES TO THE CONTRACT. REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE REVIEW OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. THE CONTRACTOR'S RESPONSIBILITIES INCLUDE ALL QUANTITIES, DETAIL DIMENSIONS, FIELD MEASUREMENTS, FABRICATION PROCESS, MEANS, METHODS, SEQUENCES AND PROCEDURES OF CONSTRUCTION, COORDINATION OF WORK WITH ALL TRADES AND PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER. THE REVIEW OF SHOP DRAWINGS DOES NOT IMPLY ANY CHANGE IN ANY OTHER CONSULTANTS' OR PROFESSIONALS' RESPONSIBILITIES RELATED TO DESIGN OF SPECIFIC ITEMS AS OUTLINED BY THE SPECIFICATIONS (SUCH AS STRUCTURAL STEEL CONNECTIONS, STEEL JOISTS, PRECAST ELEMENTS, ETC.). AFTER REVIEW, THE DRAWINGS WILL BE STAMPED AND RETURNED TO SHOW ONE OF THE FOLLOWING: NOT REVIEWED SHOWS WORK WHICH IS NOT WITHIN THE SCOPE OF STRUCTURAL CONSULTING SERVICES. REVIEWED 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.

STRUCTURAL DRAWING LIST

S100 S101 S200 S201 S202 S300 S301 S302 S303 S500 GENERAL NOTES AND TYPICAL DETAILS TYPICAL DETAILS AND SCHEDULES BASEMENT/FOUNDATION PLAN GROUND FLOOR FRAMING PLAN ROOF FRAMING PLAN FOUNDATION AND GROUND FLOOR SECTIONS FOUNDATION AND GROUND FLOOR SECTIONS ROOF SECTIONS ROOF SECTIONS ELEVATIONS

1200 MIN. CLASS 'B' LAP FOOTING DEPTH REINFORCEMENT, IF SHOWN ON PLAN OR SCHEDULE SLAB REINFORCEMENT AS CALLED FOR ON PLANS t/4 t 5 (3/16") 100 (4"0 SEMI RIGID JOINT FILLER 50 (2") CLEAR (200 MIN.) TO MATCH FTG. DEPTH APPLICABLE FOR ALL PARTITIONS 190 (7 1/2") THICK AND OVER, AND FOR OTHER PARTITIONS WHERE INDICATED ON PLAN 400 (16")

PROVIDE LEAN CONCRETE BACKFILL WHERE EXCAVATION RUNS PERPENDICULAR TO AND UNDER LINE OF FOOTING. MAINTAIN MINIMUM LINE OF SLOPE GIVEN IN GENERAL NOTES AND GEOTECHNICAL REPORT FOR ALL OTHER CASES

LINE OF EXCAVATION

TYPICAL BACKFILL AROUND PIPE UNDER STRIP FOOTING T3103

JULY 10

TYPICAL SLOPE BETWEEN ADJACENT EXCAVATIONS T3104

JULY 10

North

COMMUNITY URBAN SPACE PROJECT

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

2.

SLAB REINFORCEMENT AS CALLED FOR ON PLANS 300 (12")

ADD REINFORCEMENT 2-10 CONT. [email protected] (20")

900 (36")

1-10T&B CONT.

[email protected] (12")

SLAB REINFORCEMENT AS CALLED FOR ON PLAN [email protected] (12") DOWELS 1-10 CONT. 150 (6") 300 (12") 100 (4")

600 (24") MAX.

Title:

FOR SLAB THICKNESS SEE PLAN

600 MAX.

FOR SLAB THICKNESS SEE PLAN

GENERAL NOTES

TYPICAL STEPPING OF STRIP FOOTING T3009

JAN 09

TYPICAL SAWCUT CONTROL JOINT IN SLAB ON GRADE

TYPICAL SLAB ON GRADE THICKENING UNDER MASONRY PARTITIONS T3206

JULY 10

TYPICAL CHANGE IN SLAB ON GRADE LEVEL

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

Project Drawing No:

0910

Scale:

N.T.S.

T3201

JULY 10

T3211

JULY 10

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S100

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. ---- - ---- - FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S100.DWG

0 SCALE 1:1000

20

40

80

SAWCUT

TENSION DEVELOPMENT LENGTH, ld IN mm

BLACK BARS BAR GRADE = 400 MPa - FOR EPOXY BARS MULTIPLY BOTTOM VALUES IN TABLE BY 1 AND MULTIPLY TOP VALUES IN TABLE BY 1.3. - FOR SEMI LOW DENSITY CONCRETE MULTIPLY VALUES IN TABLE BY 1.2. -"TOP" MEANS THAT THERE IS MORE THAN 300mm (12") OF FRESH CONCRETE BELOW THE BAR. f'c = 20 BAR SIZE 10 15 20 25 30 35 BOTTOM 330 (13") 490 (19") 650 (26") 1010 (40") 1210 (48") 1410 (56") TOP 420 (16") 630 (25") 840 (33") 1310 (51") 1570 (62") 1840 (73 ") f'c = 25 BOTTOM 300 (12") 440 (17 ") 580 (23") 900 (36") 1080 (43") 1260 (50") TOP 380 (15") 570 (23") 750 (30") 1170 (46") 1410 (55") 1640 (65") f'c = 30 BOTTOM 300 (12") 400 (16") 530 (21") 830 (32") 990 (39") 1160 (46") TOP 350 (14") 520 (21") 690 (27") 1070 (42") 1290 (51") 1500 (60") f'c = 35 BOTTOM 300 (12") 370 (14") 490 (19") 770 (30") 920 (36") 1070 (42") TOP 320 (13") 480 (19") 640 (25") 990 (39") 1190 (47") 1390 (55") f'c = 40 BOTTOM 300 (12") 350 (14") 460 (18") 720 (28") 860 (34") 1000 (40") TOP 300 (12") 450 (18") 600 (24") 930 (37") 1110 (44") 1300 (52") 2. REINFORCEMENT AT SIDES OF OPENINGS (IF SHOWN ON PLANS OR DETAILS) TO CLEAR LINTEL BEARING MIN. 150 (6") CAST-IN PLACE CONCRETE WALL 100 (4") 25 (1") MAX. SAW CUTTING PROCEDURE: 1. CORE HOLES AT EACH CORNER AND AT ENDS OF SAWCUTS. SAWCUT AND DO NOT OVERCUT. CHIP CORNERS SQUARE. BLOCKING BETWEEN JOIST

ROOF FRAMING BELOW

NOTES: 1. OR BY WELDING @ TOP & BOTTOM USING 6mm (1/4") WELDS x 50 (2") LG. @ MAX. 450 (1'-6"). LOCATE FIRST CONNECTION MAX. 75 (3") FROM END OF LINTEL. PROVIDE STEEL PACKING AS REQUIRED TO ENSURE EVEN BEARING OF STEEL LINTELS. STANDARD LINTELS ARE NOT NECESSARILY SHOWN ON STRUCTURAL DRAWINGS, REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR OPENING LOCATIONS. FOR LARGER OPENINGS, SEE PLANS FOR SPECIAL LINTELS.

2. 3. 4.

ING L L IST EX R WA IN G BO IN A SL EN OP ETE R NC CO

6" TYP. SPACING AT EDGE AND INTERMEDIATE LOCATIONS. A 12" INTERMEDIATE SPACING MAY BE USED AT NON-OVERHANG AREAS

2300 Yonge Street, Suite 2300 Toronto, ON Canada M4P 1E4

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CLASS B TENSION LAP SPLICES IN mm

BLACK BARS BAR GRADE = 400MPa - FOR EPOXY BARS MULTIPLY BOTTOM VALUES IN TABLE BY 1 AND MULTIPLY TOP VALUES IN TABLE BY 1.3. - FOR SEMI LOW DENSITY CONCRETE MULTIPLY VALUES IN TABLE BY 1.2. -"TOP" MEANS THAT THERE IS MORE THAN 300mm (12") OF FRESH CONCRETE BELOW THE SPLICE. f'c = 20 BOTTOM 420 (16") 630 (25") 840 (33") 1310 (52") 1570 (62") 1840 (73") TOP 550 (22") 820 (32") 1090 (43") 1710 (68") 2050 (81") 2390 (94") f'c = 25 BOTTOM 380 (15") 570 (23") 750 (29") 1170 (46") 1410 (56") 1640 (65") TOP 490 (19") 740 (29") 980 (39") 1530 (61") 1830 (72") 2130 (84") f'c = 30 BOTTOM 350 (14") 520 (21") 690 (27") 1070 (42") 1290 (51") 1500 (60") TOP 450 (18") 670 (27") 890 (35") 1390 (55") 1670 (66") 1950 (77") f'c = 35 BOTTOM 320 (13") 480 (19") 640 (25") 990 (39") 1190 (47") 1390 (55") TOP 420 (17") 620 (25") 830 (33") 1290 (51") 1550 (61") 1800 (82") f'c = 40 BOTTOM 300 (12") 450 (18") 600 (24") 930 (37") 1110 (44") 1300 (52") TOP 390 (15") 580 (23") 770 (30")

3.

100 (4")

8 (3/8")PLATE STANDARD STEEL LINTEL (@ WALL CENTERLINE) TYP.

TYPICAL SAW CUTTING OF EXISTING SLAB OR WALL

6" PANEL EDGE NAIL SPACING

2x4 BLOCKING ON FLAT TO SUPPORT PANEL EDGE

1. 2. 3.

USE 3" COMMON NAILS. STAGGER PANEL JOINTS 1200. PROVIDE PLYWOOD WITH A MINIMUM DIMENSION OF 1200 AND A MINIMUM ASPECT RATIO OF 2:1

BAR SIZE 10 15

OR

200 (8")

O PE N

T3504

OCT 09

200 (8") BEARING

SOLID OR FULLY GROUTED SPAN

O PE N

20 L178x102x9.5(LLV) 25 30 35

6" PANEL EDGE NAIL SPACING

1210 (48") 1450 (57") 1690 (67") SLAB THICKNESS LESS THAN 89 (3 1/2") 89 (3 1/2") OR MORE WWF 152x152 MW18.7/MW18.7

12" INTERIOR NAIL SPACING

WALL STUDS

TYPICAL DIAPHRAGM PLAN UNLESS NOTED OTHERWISE

WHERE WALL THICKNESS IS REDUCED BY RECESSES, INCLUDE IN LINTEL SPAN

REINFORCEMENT

[email protected] (16")E.W.

MINIMUM TENSION EMBEDMENT WITH STANDARD END HOOKS IN mm

FULLY GROUTED OR SOLID MASONRY (TO FLOOR) IF PIER IS LESS THAN 600 (2'-0") WIDE

LINTEL SUPPORTED BY POURED CONCRETE WALL

PIER

BLACK BARS BAR GRADE = 400 MPa - FOR EPOXY BARS MULTIPLY VALUES IN TABLE BY 1.2 - FOR SEMI LOW DENSITY CONCRETE MULTIPLY VALUES IN TABLE BY 1.33. BAR SIZE 10 15 20 25 30 f'c = 20 160(6") 240 (10") 320 (13") 400 (16") 470 (19") 550 (22") f'c = 25 150 (6") 210 (8") 280 (11") 350 (14") 420 (17") 490 (20") f'c = 30 150 (6") 200 (8") 260 (10") 320 (13") 390 (16") 450 (18") f'c = 35 150 (6") 180 (7") 240 (10") 300 (12") 360 (14") 420 (17") f'c = 40 150 (6") 170 (7") 230 (9") 280 (11") 340 (14") 390 (16")

LAP WELDED WIRE FABRIC 200 (8"). PROVIDE "CLASS "B" LAP FOR ALL REBARS. PROVIDE STANDARD HOOKS ALONG SLAB EDGES. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN WIRE FABRIC OR REBARS IN MIDDLE OF SLAB. FOR ADDITIONAL REINFORCEMENT AT COMPOSITE BEAMS, SEE DETAIL FOR TYPICAL COMPOSITE STEEL BEAM CONSTRUCTION.

EXIST. CONC. WALL

10M x 350LG. DOWEL @ 800 DRILLED AND GROUTED 150 INTO CONC. WITH HILTI RE 500.

FULLY GROUTED CORE

WALL THICKNESS

SPAN

UP TO 1200 (4'-0")

ANGLE SIZE

89x89x6.4 127x89x6.4 127x89x6.4 152x89x9.5

DETAIL

35

90 (4") VENEER

1200 (4'-0") TO 1800 (6'-0") 1800 (6'-0") TO 2400 (8'-0") 2400 (8'-0") TO 3000 (10'-0")

TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICES

89

TYPICAL REINFORCEMENT FOR SLAB ON COMPOSITE DECK T5301

JULY 10

1. 2.

USE 2 1/2" COMMON NAILS. INSTALL PLYWOOD PANELS HORIZONTALLY AND STAGGER VERTICAL PANEL JOINTS 1200. PROVIDE PLYWOOD WITH A MINIMUM DIMENSION OF 1200 AND A MINIMUM ASPECT RATIO OF 2:1

EXIST. MASONRY WALL

TAPCON ANCHORS

T3501

100x10 (4"x3/8") STEEL PLATE 64 64

JULY 10

3.

UP TO 1200 (4'-0")

2-64x64x6.4 2-89x64x6.4 2-89x64x7.9 w/ 100x10 PLATE ---

140 (6")

1200 (4'-0") TO 1800 (6'-0") 1800 (6'-0") TO 2400 (8'-0") 2400 (8'-0") TO 3000 (10'-0")

30x5 x 500 LG STRAP ANCHORS + 50 HOOK EACH END @ 800 WITHIN BED JOINTS

NAILING REQUIREMENTS FOR BUILT-UP POSTS

NAILING SHOWN BELOW MAY BE OMITTED IF THE B/U POST IS PART OF A WALL GREATER THAN 3'-0"(915) IN LENGTH AND EACH PLY IS NAILED/SCREWED TO PLYWOOD OR DRYWALL AT 12"(304) O.C.

NAIL SPECIFICATIONS

2 1/2" COMMON

TYPICAL SHEAR WALL ELEVATION UNLESS NOTED OTHERWISE

(ONE PER FLUTE AT CENTRE OF FLUTE) @ 1200 CONCRETE ON STEEL DECK

ANCHORAGE OF MASONRY WALLS TO EXISTING WALLS

UP TO 1200 (4'-0")

2-76x89x6.4 2-89x89x6.4 2-102x89x7.9 2-152x89x7.9 89 89

190 (8")

1200 (4'-0") TO 1800 (6'-0") 1800 (6'-0") TO 2400 (8'-0") 2400 (8'-0") TO 3000 (10'-0")

3" COMMON

UP TO 1200 (4'-0")

2-76x102x6.4 2-102x102x6.4 102 102 2-PLY MEMBERS 2-102x102x9.5 2-152x102x7.9 1 1/4" (30) 1 1/4" (30)

NEAR SIDE NAIL FAR SIDE NAIL 1 1/2" (35) 1 1/2" (35)

3 1/2" COMMON

240 (10")

1200 (4'-0") TO 1800 (6'-0") 1800 (6'-0") TO 2400 (8'-0") 2400 (8'-0") TO 3000 (10'-0")

DO NOT USE NAILS WITH A DIAMETER GREATER THAN SPECIFIED. CONSULT WITH ENGINEER FOR REVISED SPACING FOR NAILS WITH A SMALLER DIAMETER.

DEFLECTION GAP NOT LESS THAN 25 mm.

38 L 76x76x6.4 (150 LG) WELD TO PL DEFLECTION GAP NOT LESS THAN 25 mm.

UP TO 1200 (4'-0")

3-76x89x6.4 3-89x89x6.4 3-102x89x7.9 3-127x89x7.9 89 89 89

3" (76) NAIL TYP 2 1/2" 9" (65) (225) 2 1/2" 9" (65) (225)

290 (12")

1200 (4'-0") TO 1800 (6'-0") 1800 (6'-0") TO 2400 (8'-0") 2400 (8'-0") TO 3000 (10'-0")

NAILING REQUIREMENTS FOR BUILT-UP BEAMS

3" (76) NAILS 2 ROWS @ 6"(152) 219 2x6 (38x140) 2-PLY MEMBERS 3" (76) NAILS 3 ROWS @ 6"(152) 219

WALL PERPENDICULAR TO FLUTES

ROOF JOIST

STANDARD STEEL LINTELS T5501

JULY 10

2x4 (38x89) NEAR SIDE NAIL

WALL PARALLEL TO FLUTES LENGTH OF PLATE TO SUIT DECK FLUTES.

SMALL LUMBER

FAR SIDE NAIL

2x10 (38x235)

219

2x12 (38x235)

219

100 MIN. CAST-IN PLACE CONCRETE SLAB LOCATE TO MISS REINFORCEMENT

1 1/4" (30) 3-PLY MEMBERS

1 1/4" (30)

1 1/2" (35)

1 1/2" (35)

3-PLY MEMBERS

3" (76) NAILS 2 ROWS @6" (152) 219

3" (76) NAILS 3 ROWS @ 6"(152)

140 (5 1/2") MIN

4 1/2" (114) NAIL TYP

L76x76x6.4 BETWEEN 2 JOISTS @ 1600 CONNECTED WITH

9" 3" (75) (225)

9" 3" (75) (225)

500 (20")

2000 (6'-6") MAX

2.5kN (MAX)

100

[email protected] (16") ON C OF WALL. GROUTED INTO BLOCK WITH 15MPa GROUT

2x10 (38x235) 2x6 (38x140) STRUCTUAL COMPOSITE LUMBER (LSL, LVL, PSL) 2-PLY MEMBERS 3 1/2" (89) NAILS 2 ROWS @ 10"(254) 164 219

219

2x12 (38x235) 3 1/2" (89) NAILS 3 ROWS @ 10"(254) 161 219

219

219

2x4 (38x89)

6 BENT PL (150 LG) @ 1200

WALL PERPENDICULAR TO ROOF JOISTS

300 (12") MIN

100 (4") MIN

800 (2'-8")

NEAR SIDE NAIL FAR SIDE NAIL

ADD [email protected] (16") x 2000 (6'-6") LG IN MIDDLE OF SOG

25 DEFLECTION GAP AT BOLT HEAD

MIN

240 (9 1/2")

1 1/4" (30)

1 1/4" (30)

1 1/2" (35)

1 1/2" (35)

MAX. 11 7/8" DP (302) 3 1/2" (89) NAILS 2 ROWS @ 10"(254) 3-PLY MEMBERS 164 219

219

14"-16" DP (356-406) 3 1/2" (89) NAILS 3 ROWS @ 10"(254) 161 219

219

1 [email protected] (16") DOWELS ON C OF WALL. EPOXY GROUT 240 (9 1/2") INTO SLAB USING HILTI HY150 ADHESIVE SYSTEM

500 (20")

4-PLY MEMBERS

2

6" (150) NAIL(PREDRILL) TYP 9" (225) 9" (225)

L 76x76x6.4 (150 LG) CONNECTED WOOD SCREWS

DEFLECTION GAP NOT LESS THAN 25

LATERAL SUPPORT OF NON BEARING MASONRY WALLS

3. OCT.5.2010 ISSUED FOR TENDER

5" (125)

TYPICAL ANCHORAGE OF FREE STANDING MASONRY PARTITION (LATERALLY UNSUPPORTED AT TOP) T4002

JULY 10

5" (125)

219

219

2x4 (38x89)

2x6 (38x140) MAX. 11 7/8" DP (302mm)

14"-16" DP (356-406mm)

NAILING REQUIREMENTS

WALL PARALLEL TO AND BETWEEN ROOF JOISTS

LATERAL SUPPORT OF NON-BEARING INTERIOR MASONRY PARTITIONS

2. SEPT.13.2010 TOWN OF NEWMARKET REVIEW 1. AUG.31.2010 No. Date 90% COSTING Issue / Revision

STEEL COLUMN SCHEDULE NOTES

1. SEE GENERAL REQUIREMENTS AND TYPICAL DETAILS ON DRAWINGS S100 AND S101.

COLUMN DATA

C1

C2

C3

C4

C5 FOOTING PIER

MARK

SIZE 200 x 190 x 9.5 280 x 190 x 9.5 400 x 190 x 13 400 x 230 x 9.5 300 x 230 x 9.5 300 x 190 x 9.5 350 x 230 x 9.5

ANCHOR BOLTS MARK SIZE ANCHORAGE REMARKS

BP1 BP2

REINFORCEMENT

MARK

SIZE

DEPTH

REINFORCEMENT

MARK

SIZE

CP1 CP2 CP3

200x8x200

RE 500 ADHESIVE, 114 EMBEDMENT

GALVANIZED

2. BASE PLATE, UNLESS OTHERWISE NOTED IN SCHEDULE. 3. COLUMN BASES TO BE GROUTED WITH 50mm OF GROUT. SEE SPECIFICATIONS. HSS COLUMNS: BASE PLATE DIMENSION GIVEN FIRST TO BE IN NORTH-SOUTH DIRECTION. HSS 127x127x8.0 (GALV) HSS 152x152x8.0 (GALV) HSS 203x152x6.4 (GALV) PROVIDE LEVELLING SCREWS FOR BASE PLATES. WELD BASE PLATES TO COLUMNS TO DEVELOP ANCHOR BOLTS. PROVIDE CAP PLATES ON ALL HSS COLUMNS. GROUND FLOOR DATUM

125 BELOW GRADE 125 BELOW GRADE 125 BELOW GRADE 125 BELOW GRADE

BP3 F1

ROOF DATUM 1150x1150 950x950 600x600 400x400 1600x400 300 300 300 300 300 [email protected] BEW(HH) [email protected] BEW(HH) [email protected] BEW(HH) [email protected] BEW(HH) [email protected] BEW(HH)

P1 P2 P3 P4 P5

750x350 400x400 450x450 300x300 1500x300

6-15V + [email protected] TIES 4-15V + [email protected] TIES 8-20V + [email protected] TIES 4-15V + [email protected] TIES 10-20V + [email protected] TIES

BP4 BP5 BP6

200x10x200 450x13x350

RE 500 ADHESIVE, 143 EMBEDMENT RE 500 ADHESIVE, 172 EMBEDMENT

GALVANIZED GALVANIZED

North

COMMUNITY URBAN SPACE PROJECT

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

F2 F3

HSS 127x127x8.0

4.

BP7

1.

5. 6. 7.

F4 F5

(GALV)

ALL STEEL BEARING PLATES SHALL BE INSTALLED ON 50 THICK NON- SHRINK GROUT. ALL PLATES SHALL BEAR ON 2 COURSES OF SOLID FILLED MASONRY. SIZE OF PLATES INDICATED FIRST TO BE IN DIRECTION PERPENDICULAR TO BEAM.

2. 3.

DISTANCE FROM FLOOR DATUM TO UNDERSIDE OF BASE PLATE

125

Title:

BEARING PLATE WALL POCKET

BASE PLATE

225x20x225 +

225x20x225 +

250x20x250

300x20x250 + ANCHOR BOLT, DOUBLE NUT AND WASHER

TYPICAL DETAILS AND SCHEDULES

225x20x225

ANCHOR ANCHOR BOLT, BOLT, DOUBLE NUT DOUBLE NUT AND WASHER AND WASHER

50

NEW BEAM

Project Drawing No:

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

0910

Scale:

N.T.S.

BEARING PLATE PLAN DETAIL

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S101

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. ---- - ---- - FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S101.DWG

0 SCALE 1:1000

20

40

80

1x

2

3x

4

5

6

7x

8

9

2300 Yonge Street, Suite 2300 Toronto, ON Canada M4P 1E4

t. 416.487.5256 1.888.HALSALL f. 416.487.9766 halsall.com

10210 190

4840

9887

12086

6450

2565

610

P F 3 TO 2 F11

A

P F3 2

TO

10 -1 F

00

0

A

00 P F5 5 TO F11

SIM.

EX CA VA TE D

UN

3130

P F2 2 TO F11

P F3 2 TO F18

P F2 2 TO F11

TO

TOF-1870

TOF-1870

TOF-1870

C

TO

P F 2 TO 2 F11

P4 4 F

P F 1 TO 1 F11

P F2 2

SEE T3101/S100

1340

0 10 -1 F

00

F18

70

70

00

B C

2074 1.

00

00

FOUNDATION AND BASEMENT FLOOR PLAN

SEE GENERAL REQUIREMENTS AND TYPICAL DETAILS ON DRAWINGS S101 AND S101. SEE DRAWING S101 FOR FOOTING AND COLUMN SCHEDULE. BASEMENT FLOOR ELEVATION IS -2225 FROM GROUND FLOOR DATUM. UNLESS OTHERWISE NOTED ON PLAN OR DETAILS, THE FOLLOWING DATA APPLIES: .1 TOP OF SLAB IS 0 FROM BASEMENT ELEVATION EXCEPT AS CROSSED AND NOTED +/-X ON PLAN. .2 TOP OF FOOTING ELEVATIONS TOF ARE SHOWN ON PLAN (RELATIVE TO G.F. DATUM). 2. 3.

X UNE

CAV

A

TED

-1

1

60

SEE T3102/S100 MATCH EXISTING FOOTING ELEVATIONS (TYP)

U -2 /S U 97 N 5 D ER PI N U N /S IN -3 G 57 UN 5 D ER PI N U N -3 /S U IN 57 N G 5 D ER PI N U N /S IN -3 U G 57 N 5 D ER PI U N N -2 /S U IN 97 N G 5 D ER PI N N IN G

-2

SDF

1854

0 04

UNE

XCA

ED VAT

Cx

4.

D

1200 MAX. TYP REINF. WITH 4-15V, [email protected] TIES. EXTEND MIN. 1200 BELOW GRADE

4

1 SLOPE

3

2 -1150

4

D

2972

-800

-7

00

5.

60 +6

NEW SLAB ON GRADE TO BE 125 THICK WITH 152x152 MW18.7MW18.7 W.W.F. PLACED 50 BELOW TOP OF SLAB TYP. UNLESS NOTED

00

SEE T3101/S101 NEW 150 THICK CONC. FOUNDATION WALL REINFORCED WITH [email protected]&H, ONE LAYER. MIN 1200 BELOW FINISHED GRADE

ED CA VA T

P F 3 TO 2 F12

E

UNDERPINNING OF EXISTING STRUCTURE

1. 2. CONCRETE UNDERPINNING SECTIONS ARE SHOWN ON PLAN THUS: 1 2 3

3621

GR AD E

INSTALL ALL NO. 1 SECTIONS AT SAME ELEVATION FIRST, AND THEN FOLLOW WITH ALL NO. 2 SECTIONS, ETC. RAM-PACK 50 OF DRY PACK GROUT BETWEEN EXISTING FOUNDATION AND TOP OF UNDERPINNING, NO SOONER THAN 24 HOURS AFTER UNDERPINNING IS PLACED. ALLOW 12 HOURS AFTER GROUTING BEFORE INSTALLATION OF FOLLOWING SECTIONS. UNDERPINNING SHOWN IS FOR ASSUMED EXISTING CONDITIONS. REPORT ANY VARIATIONS TO THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH THE WORK. INSTALL AND AFTERWARDS REMOVE ALL TEMPORARY SHORING FOR THE SIDES OF THE EXCAVATION THAT IS REQUIRED TO ENSURE THE SAFETY OF THE EXISTING STRUCTURE AND THE EXCAVATION. ALL SHORING AND BRACING SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER RETAINED BY THE CONTRACTOR. PREPARE SHORING DRAWINGS SIGNED AND SEALED BY THE ENGINEER. PREVENT LOSS OF MATERIAL FROM UNDERNEATH EXISTING STRUCTURE. MAKE GOOD ALL EXISTING WORK DISTURBED BY THE UNDERPINNING OPERATIONS.

UN EX

3. 1141

ON

IST

SAWCUT AND REPLACE EXIST. SLAB AS REQUIRED TO INSTALL PIT AND UNDERPIN EXIST. COLUMNS

SL AB

F TO 2 F-

12

Fx

P3

Fx

4.

ING

00

G

EXISTING LOAD-BEARING WALLS AND COLUMNS SHOWN SHADED (TYP)

5.

EX

6.

7.

8. 9.

ADE

N GR

GR

ON

LAB

STI

EXIS

EXI

TING S

NG S

LAB O

UN

E

F TO 1 F1

P1

10 0

19000

A AV XC

AD

TE

E

D

F TO 1 F1

P1

10 0

3. OCT.5.2010 ISSUED FOR TENDER 2. SEPT.13.2010 TOWN OF NEWMARKET REVIEW 1. AUG.31.2010 No. Date 90% COSTING Issue / Revision

Hx

1403

Jx

2306

North

COMMUNITY URBAN SPACE PROJECT

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION

Kx

Kx

NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

1x

3x

5

6

7x

8

9

Title:

BASEMENT/FOUNDATION PLAN

Project Drawing No:

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

0910

Scale:

1:100

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S200

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. ---- - ---- - FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S200.DWG

0 SCALE 1:1000

20

40

80

1x

2

3x

4

5

6

7x

8

9

2300 Yonge Street, Suite 2300 Toronto, ON Canada M4P 1E4

t. 416.487.5256 1.888.HALSALL f. 416.487.9766 halsall.com

10210 190

4840

9887

12086

6450

2565

610

W P1

A

C

4

G1

C

3

G1

W P1

G1 SIM.

-21 0

A

3130

G1

W P1

2

2

2

C

C

REFER TO PD4/S101 FOR STRAP ANCHORS BETWEEN NEW AND EXISTING WALLS (TYP) G1

W

G1

P2

2074

C

C

C

2

1340

390x390 CONCRETE BLOCK PILASTER REINFORCED WITH 4-20 VERT, FULL HEIGHT (GROUT ALL CORES)

SL AB ON G

RA DE

B

1

C

NEW 190 CONC. BLOCK WALL REINF. [email protected] FULL HEIGHT, FULLY GROUTED

D

C250x23 (GALV.)

C

LOCATE OPENINGS IN WALL BELOW MIN. 200 FROM EXIST. BEAMS

1854

SLA

BO

R NG

ADE

SLA

GR B ON

-16 ADE

0

C

Cx

D

2972

GROUND FLOOR FRAMING PLAN

1. 2. 3. SEE GENERAL REQUIREMENTS AND TYPICAL DETAILS ON DRAWING S101. GROUND FLOOR DATUM ELEVATION IS 0.000 (GEODETIC EL. 239.01). UNLESS OTHERWISE NOTED ON PLANS OR DETAILS, THE FOLLOWING DATA APPLIES: .1 TOP OF SLAB IS 0 FROM DATUM ELEVATION EXCEPT AS CROSSED AND

P1

B SLA

ON

ADE GR

-50

W200x31

GR1

+9

15

P1

C

5

E

.2 .3 3621 .4 .5 DESIGN LIVE LOAD IS 4.8 kN/m . SUPERIMPOSED DEAD LOAD IS 1.75 kN/m . TOP OF STEEL BEAMS IS -103 FROM DATUM ELEVATION

EXISTING BEAMS (TYP)

SL GR AB O AD N E50

STAIR BY OTHERS

C

Fx

1141

Fx

C 5

4. 5.

"GR1" ON PLAN DENOTES 19x4.8 FISHOLOW GRATING (GALV) OR APPROVED ALTERNATIVE. SLAB ON GRADE TO BE 125 THICK WITH 152x152 MW18.7xMW18.7 W.W.F. PLACED 50 BELOW TOP OF SLAB. TYP. UNLESS NOTED. SEE TYPICAL DETAIL FOR COMPOSITE SLAB REINFORCING.

G

6. 7.

BOLTS. PROVIDE A VERTICALLY SLOTTED CONNECTION AT THE TOP. (ALL GALV.) 8. BOLTS. PROVIDE VERTICALLY SLOTTED CONNECTION AT THE TOP. (ALL GALV.) EXISTING 305 CONCRETE WALLS EXISTING SLAB ON GRADE 9. 10. 11. 'CP_' ON PLAN DENOTES CONNECTION PLATE. REFER TO SCHEDULE ON DRAWING S101. 'G1' ON PLAN DENOTES STEEL GIRT. REFER TO ELEVATIONS ON DRAWING S500 FOR SIZE. CONCRETE BLOCK WALL TO BE: 190 WALL REINFORCED WITH [email protected] VERTICAL FULL HEIGHT, AND 9 GAUGE LADDER REINFORCEMENT IN EVERY SECOND BED JOINT, UNLESS NOTED OTHERWISE. LAP CLASS "B" TENSION (TYPICAL). PROVIDE SLAB THICKENING FOR NON-LOAD BEARING CONCRETE BLOCK WALLS AS PER TYPICAL DETAIL T3206/S101. COORDINATE WITH ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF CONCRETE BLOCK WALL.

12.

1 EXISTING 2 2" SLAB ON 10" [email protected]

+92

5

W

C P2 1

EXISTING ONE WAY SLAB AND BEAMS

C

1

W

P2

19000

3. OCT.5.2010 ISSUED FOR TENDER 2. SEPT.13.2010 TOWN OF NEWMARKET REVIEW 1. AUG.31.2010 No. Date 90% COSTING Issue / Revision

Hx

1403

Jx

North

2306

COMMUNITY URBAN SPACE PROJECT

Kx

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

Kx

1x

3x

5

6

7x

8

9

Title:

GROUND FLOOR FRAMING PLAN

Project Drawing No:

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

0910

Scale:

1:100

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S201

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. ---- - ---- - FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S201.DWG

0 SCALE 1:1000

20

40

80

1x

2

3x

4

5

6

7x

8

9

2S300 Yonge Street, Suite 2S300 Toronto, ON Canada M4P 1E4

t. 416.487.5256 1.888.HALSALL f. 416.487.9766 halsall.com

10210

4840

9887

12086

6450

2565

610

R7 S302

190

A

HSS 152x152x6.4 -1625

HSS 152x152x6.4 -1625 HSS 152x152x6.4 -1625

BP 1

HSS 152x152x6.4 -1625

L1

A

BP 1

3130 L102x102x6.4 EDGE ANGLE W200x31

+XXX C180x15

O

BP 1

PE

N

DO SLOPE

BP 1

D1

CANT

CANT BP 5

CANT

BP 1

BP 1

BP 1

BP 1

BP 1

BP 6

W200x31

C

DO

W200x31

W200x31

VS C

L102x102x6.4 EDGE ANGLE

D3

1340

R7 S302

O

BP 1

N PE

L102x102x6.4 EDGE ANGLE

DO W200x52 W200x31 W200x36

BP 1

SIM

B C

2074

W200x31

BP 1 BP 1 W200x31

W200x31 BP 5

W200x31

BP 1

BP 1

BP 1

G1

38x184 @400

-xxx

DO SP 1

DO

DO

-xxx

W200x31

7 BP

+XXX W250x39

38x184 @300

BP

1

C200x17 (TYP) DO DO DO

C180x15

BP 2

W

20 0x 42

38x140 @ 400 STUD WALL BETWEEN UPPER AND LOW ROOF

BP 1

38x184 @300

-XXX

G1

6 BP

HSS 200x17

BP 1

BP 7

5

EXISTING WOOD TRUSSES BELOW AT 24" TO REMAIN

D1

C P2

C P +7 2 50

P2

+XXX PARTIALLY REMOVE EXIST. W12 D2 +XXX 406 DEEP TJI 560 JOISTS @400

L102x102x6.4 EDGE ANGLE PROVIDE NEW 38x286 NAILED TO EXISTING JOIST AND BEAR ON EXISTING SUPPORT

EXISTING 2x12 @ 16"

2972

CONNECT EXIST. TRUSSES TO WALL SIM. TO R10/S303

+1 9

5

C

BP 7

D

EXIST. W12x27

W200x31

C P2

C P2

C P2

C P2

SP 1

SP 1

NIT .U CH 00 lb ME =71 WT

W200x36

W310x24

SP 1

BP 3

BP 4

BP 5

W250x45

W250x39

PARTIALLY REMOVE EXIST. TRUSSES

BP

EXIST. W12x27

EX. W12x27

C P2

1854

W200x31 PARTIALLY REMOVE EXIST. TRUSSES

Cx

D

WOOD JOISTS

REMOVE EXIST TRUSSES

EXTEND EXISTING CONCRETE BLOCK WALL

BP

5

1.

SEE GENERAL REQUIREMENTS AND TYPICAL DETAILS ON DRAWING S100 AND S101. ROOF DATUM ELEVATION IS 4355. UNLESS OTHERWISE NOTED ON PLAN OR DETAILS, THE FOLLOWING DATA APPLIES: .1 TOP OF ROOF DECK SLOPES. DISTANCE TO TOP OF ROOF DECK

W200x31

CANT

E

2. 3.

BP

5

W200x31

C200x17

3621

EXISTING W18 3000 PROVIDE NEW 38x286 NAILED TO EXISTING JOIST

T NI . U lbs CH 30 ME =12 T W

.2 .3

TOP OF STEEL BEAMS IS AT UNDERSIDE OF STEEL DECK OR 38 BELOW UNDERSIDE OF PLYWOOD. TRIM ALL SIDES OF FRAMED OPENINGS IN ROOF WITH C100x7. PROVIDE CONTINUOUS BENT PLATES WHERE REQUIRED TO SUPPORT THE SLOPING DECK. SEE TYPICAL DETAILS.

Fx

Fx

EXIST. 240 WALL EXISTING 2x10 @ 406 W200x31 CANT 1141

.4

EXISTING 2x10 @ 406

BP

4.

MINIMUM DESIGN SNOW LOAD ON ROOF IS 2.3 kN/m . SNOW PILING AREAS ARE NOTED ON PLAN. SUPERIMPOSED DEAD LOAD IS 1.5 kN/m . "D1" ON PLAN DENOTES 38 DEEP STEEL DECK, MIN. C.N.T.=0.91. DL=1.5, LL=2.3 + ASL AS SHOWN ON PLAN, AND WIND

5

WOOD JOISTS

WOOD JOISTS

G

5. 6.

PROVIDE NEW 38x286 NAILED TO EXISTING JOIST

-XXX

EXISTING W18

EXISTING W16x36

EXISTING W16x36 D3

7. W200x31

" D2" ON PLAN DENOTES 12.5 THICK EXTERIOR GRADE PLYWOOD.

EXISTING 2x10 @ 406 WOOD JOISTS

8. 9. L76x76x6.4 BRACES AT U/S OF DECK (TYP)

"D3" ON PLAN DENOTES 15.5 THICK EXTERIOR GRADE PLYWOOD. "SP1" ON PLAN DENOTES HSS 127x127x6.4 STUB POST FOR MECHANICAL UNIT SUPPORT. WELD POST TO ROOF BEAM. PROVIDE CAP PLATE TO BE COORDINATED WITH MECHANICAL UNIT SUPPLIER. "L1" ON PLAN DENOTES 400 DEEP BOND BEAM REINFORCED WITH 1-15B. 'CP_' ON PLAN DENOTES CONNECTION PLATE. REFER TO SCHEDULE ON DRAWING S101 MECHANICAL LOADS SHOWN ON PLAN ARE APPROXIMATE. EXACT MAGNITUDE AND POSITION OF MECHANICAL LOADS ARE TO BE VERIFIED WITH MECHANICAL DRAWINGS PRIOR TO JOIST DESIGN. DESIGN TJI JOISTS FOR:

EXISTING 2x10 @ 406 WOOD JOISTS EXISTING 2x10 @ 406 WOOD JOISTS EXISTING 2x10 @ 406 WOOD JOISTS

EXISTING 2x10 @ 600 WOOD JOISTS, PROVIDE NEW 38x235 NAILED TO EACH EXISTING JOIST AND BEAR ON EXISTING SUPPORT. WOOD PARAPET FRAMING @406

10. 11.

EXISTING W14x30

EXISTING W24x76

EXISTING W24x76

EXISTING W24x76

EXISTING W24x76

EXISTING W24x76

W200x31

CANT 12.

BP

1200

1500 EXISTING W18 PROVIDE NEW 38x286 NAILED TO EXISTING JOIST

5

38x184 @400 W200x46

H SS 17 0x 20

VSC 13.

SLOPE

EXISTING W16x36 3000

EXISTING W16x36 1625 1545

WOOD PARAPET FRAMING @406

3000

EXISTING 2x10 @ 406

EXISTING 2x10 @ 406

2600

WOOD JOISTS

EXISTING W18

IT UN s H. 0 lb C 3 ME =12 T W

T NI .U s CH 5 lb ME =96 WT

WOOD JOISTS

W200x31

CANT

BP

5

VSC

19000

H SS 0 20 7 x1

PROVIDE NEW 38x286 NAILED TO EACH EXISTING JOIST AND BEAR ON EXISTING SUPPORT

EXISTING 2x12 @ 406

PROVIDE NEW 38x286 NAILED TO EXISTING JOIST

EXISTING 2L5x5

IT UN H. lbs C 5 ME =96 WT T NI . U bs CH 30 l ME =12 WT

EXISTING W21x55 3000

EXISTING 2L5x5 3000

IT UN s H. 0 lb C 3 ME =12 T W

38x184 @400 c/c.

3. OCT.5.2010 ISSUED FOR TENDER 2. SEPT.13.2010 TOWN OF NEWMARKET REVIEW 1. AUG.31.2010 No. Date 90% COSTING Issue / Revision

BP 5

W200x31

EXISTING W18 PROVIDE NEW 38x286 NAILED TO EXISTING JOIST AND BEAR ON EXISTING SUPPORT PROVIDE NEW 38x286 NAILED TO EXISTING JOIST AND BEAR ON EXISTING SUPPORT

2600

CANT

W 20 0x 31

W310x28

W410x46

BP

7

EQ

EQ

1403

WOOD PARAPET FRAMING @406

Hx Jx

2306

North

+1 9

Kx

+7 5

WOOD PARAPET FRAMING @406

COMMUNITY URBAN SPACE PROJECT

Kx

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

5

0

1x

3x

5

6

7x

8

9

Title:

ROOF FRAMING PLAN

Project Drawing No:

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

0910

Scale:

1:100

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S202

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. ---- - ---- - FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S202.DWG

GRID

GRID

REFER TO PLAN FOR MASONRY REINF. DOWELS TO MATCH VERT. WALL REINF. (TYP) PROVIDE [email protected] DOWELS @ THRESHOLDS NEW SLAB ON GRADE

x x x x

2300 Yonge Street, Suite 2300 Toronto, ON Canada M4P 1E4

t. 416.487.5256 1.888.HALSALL f. 416.487.9766 halsall.com

GROUND FLOOR DATUM

x

x

100

[email protected] (TYP UNO) [email protected] (TYP UNO) 200 TYP UNO

1200 MIN. FOR FROST PROTECTION (TYP)

[email protected] (TYP UNO) [email protected] (TYP UNO)

DOWELS TO MATCH VERTS. (TYP) 3-10 CONT (TYP UNO) 100 TYP UNO

50 CLR

DOWELS TO MATCH VERT. WALL REINF. (TYP) EXISTING FOOTING 1:20 1:20

400 2-10 CONT.

VARIES

50 DRY PACK GROUT

50 DRY PACK GROUT

NEW CONCRETE UNDERPINNING TO MATCH EXISTING FOOTING SIZE (TWO POURS)

[email protected] BEW [email protected] BEW WATERSTOP (TYP)

1:20 THRU W200 FLANGES

8

200

REFER TO T3211/S101

NEW CONCRETE UNDERPINNING TO MATCH EXISTING FOOTING SIZE (TWO POURS)

1:20

C

100

200

GROUND FLOOR DATUM

x x x x x x x x x x x x x

100

300

300

100

600 100 600

PIER BEYOND EXISTING FOUNDATION WALL 200 190 190 190

200

200

100

100 3-10 CONT 100 100

3-10 CONT 100 100

3-10 CONT 100 100

FOOTING BEYOND

200

1:20

1:20

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S300 S301.DWG

1:20

1:20

x

x

x

x

x

x

x

x

600

200 TYP UNO

REFER TO F1/S300 FOR WALL AND FOOTING SIZE AND REINFORCEMENT 100 TYP UNO

EXISTING COLUMN. PROVIDE TEMPORARY SHORING PRIOR TO CONSTRUCTION OF PIT. SHORE FOR A FACTORED FORCE OF 270kN.

EXISTING CONCRETE WALL. FILL IN 20 MPa CONCRETE SEE T3101/S101 BASEMENT FLOOR DATUM

x

[email protected] EXISTING SLAB ON GRADE

GRID

10 THICK PLATE SONOTUBE BEYOND

EXISTING SLAB ON GRADE [email protected] LG DOWELS DRILLED AND GROUTED 85 INTO EXIST. SLAB WITH HILTI RE500

REFER TO F4/S300 COLUMN BEYOND SONOTUBE BEYOND

114

PROVIDE [email protected] DOWELS @ THRESHOLDS

3. OCT.5.2010 ISSUED FOR TENDER 2. SEPT.13.2010 TOWN OF NEWMARKET REVIEW 1. AUG.31.2010 No. Date 90% COSTING Issue / Revision

North

COMMUNITY URBAN SPACE PROJECT

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

1:20

Title:

FOUNDATION AND GROUND FLOOR SECTIONS

Project Drawing No:

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

0910

Scale:

1:20

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S300

2

3x

A

2300 Yonge Street, Suite 2300 Toronto, ON Canada M4P 1E4

GIRT. REFER TO ELEVATION ON DRAWING S500

t. 416.487.5256 1.888.HALSALL f. 416.487.9766 halsall.com

SEE T3101/S100 GROUND FLOOR DATUM

x x x x

x

x

x

95 KEY

[email protected] DOWELS

BENTONITE WATERSTOP

1:20

1:20

1. OCT.5.2010 ISSUED FOR TENDER No. Date Issue / Revision

North

COMMUNITY URBAN SPACE PROJECT

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S300 S301.DWG

NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

Title:

FOUNDATION AND GROUND FLOOR SECTIONS

Project Drawing No:

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

0910

Scale:

1:20

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S301

Cx

SIMPSON LSTA36 STRAP EVERY THIRD STUD

Jx

PARAPET DATUM

1x

32 LSL RIM BOARD

MAX 1545

12.5 PLYWOOD (TYP)

1 1 15.5 PLYWOOD (TYP)

PROVIDE BEVELED BEARING PLATE

CONT. P.T. 38x140 (TYP.) TJI ROOF DATUM STUD WALL 38x140 P.T. BLOCKING (TYP UNO)

MAX 1250

PRE-ENGINEERED TIMBER TRUSS. SEE PLAN FOR SPACING. DESIGN FOR DL = 0.5kPa, SNOW = 4.2kPa, WIND = 1.7kPa.

PRE-ENGINEERED TIMBER TRUSS. SEE SECTION R2 FOR NOTES

2300 Yonge Street, Suite 2300 Toronto, ON Canada M4P 1E4

t. 416.487.5256 1.888.HALSALL f. 416.487.9766 halsall.com

EXISTING CONCRETE BLOCK WALL. REMOVE TOP AS REQUIRED

EXISTING CONCRETE WALL. REMOVE TOP AS REQUIRED EXISTING WOOD JOIST. DOUBLE UP EACH JOIST WITH NEW WOOD MEMBER AS PER PLAN. RESTORE EXISTING BLOCKING (TYP)

EXISTING WOOD JOIST (TYP)

RESTORE BLOCKING BETWEEN EXISTING JOIST (MAX 1500 SPACING) (TYP)

C

(STAGGERED) GROUTED 400 INTO WALL BEYOND 38x140 CONT NAILER

1:20 38x140 P.T. SILL PLATE

1:20

EXISTING BLOCK WALL

W250 PROVIDE CONNECTION CAPABLE OF RESISTING 1.9kN IN TENSION (TYP) WALL BEYOND

HSS BEAM OR GIRT

300x10x300 GALVANIZED PLATE 10 STIFFENER PLATE @ EACH END

PLATE) DRILLED AND GROUTED 125 INTO MASONRY WITH HILTI RE 500

FULLY GROUTED CELL

7x

PARAPET DATUM 2700 MAX. BACKER BLOCK WITH SIMPSON H3 TIE 32 LSL RIM BOARD EXISTING TRUSS TJI EXISTING CONCRETE BLOCK WALL. REMOVE TOP AS REQUIRED

8

PRE-ENGINEERED TIMBER TRUSS. SEE SECTION R2 FOR NOTES

9

ROOF DATUM

MAX 1545

1. OCT.5.2010 ISSUED FOR TENDER No. Date Issue / Revision

DOUBLE UP EXISTING JOIST WITH NEW WOOD MEMBER AS PER PLAN. RESTORE EXISTING BLOCKING.

MASONRY PILASTER BEYOND CONT. 38x140 NAILER BOLTS @ 600 (STAGGERED) 190 HSS BEYOND

North

COMMUNITY URBAN SPACE PROJECT

1:20

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S302 S303.DWG

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

STEEL POST BEYOND

1:20

Title:

ROOF SECTIONS

Project Drawing No:

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

0910

Scale:

1:20

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S302

Jx

PARAPET DATUM

Hx

Cx

D

Cx

PRE-ENGINEERED TIMBER TRUSS. SEE SECTION R2 FOR NOTES

SIMPSON LSTA36 STRAP EVERY THIRD STUD CONT. 38x140 NAILER 32 LSL RIM BOARD BOLTS @ 600 (STAGGERED)

2300 Yonge Street, Suite 2300 Toronto, ON Canada M4P 1E4

t. 416.487.5256 1.888.HALSALL f. 416.487.9766 halsall.com

MAX 1545

PROVIDE BEVELED BEARING PLATE

TJI ROOF DATUM

STUD WALL

TJI

STEEL BEAM BEYOND

EXISTING WOOD JOIST. DOUBLE UP EACH JOIST WITH NEW WOOD MEMBER AS PER PLAN. RESTORE EXIST. BLOCKING (TYP)

ADD 2-38x89 STRUTS (BOTH SIDES) AT NEW BEARING LOCATION. PROVIDE MIN. 4-76 LG NAILS PER STRUT @ TOP AND BOTTOM CHORD

EXISTING CONCRETE BLOCK WALL. REMOVE TOP AS REQUIRED CONT. 38x140 NAILER BOLTS @ 600 (STAGGERED)

CONT. 38x184 LEDGER CONNECTED TO MASONRY WITH 1:20 DRILLED 102 INTO FULLY GROUTED CELLS EXTEND EXIST. WALL TO ROOF DECK. MATCH EXISTING CONSTRUCTION

EXISTING FRAMING TO BE REMOVED

1:20

A

1:20

ROOF DATUM

1. OCT.5.2010 ISSUED FOR TENDER No. Date Issue / Revision

North

COMMUNITY URBAN SPACE PROJECT

1:20

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S302 S303.DWG

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

Title:

ROOF SECTIONS

Project Drawing No:

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

0910

Scale:

1:20

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S303

2

1x

A

B

C

2300 Yonge Street, Suite 2300 Toronto, ON Canada M4P 1E4

t. 416.487.5256 1.888.HALSALL f. 416.487.9766 halsall.com

TOP OF WOOD CLADDING

EDGE OF CONCRETE BLOCK WALLS FOR ZAMBONI GARAGE

VSC WINDPOST SEE PLAN C152x12 WINDPOST SEE PLAN

VSC

BEAM SEE PLAN COLUMN SEE PLAN

BEAM SEE PLAN COLUMN SEE PLAN COLUMN SEE PLAN

BEAM SEE PLAN

VSC EDGE OF CONCRETE BLOCK WALL WINDPOST SEE PLAN

HSS152x152x6.4

DO O

R

OP EN I

NG

HSS152x152x6.4

HSS152x152x6.4

GROUND FLOOR DATUM

NOTE: ALL STEEL TO BE HOT DIPPED GALVANIZED.

NOTE: ALL STEEL TO BE HOT DIPPED GALVANIZED.

ELEVATION ON LINE 'A'

ELEVATION ON LINE '1x'

C

TOP OF SCREEN

CANT GROUND FLOOR DATUM

HSS127x127x6.4

EDGE OF CONCRETE BLOCK WALL

CANT COLUMN SEE PLAN

HSS127x127x6.4

3. OCT.5.2010 ISSUED FOR TENDER 2. SEPT.13.2010 TOWN OF NEWMARKET REVIEW

NOTE: ALL STEEL TO BE HOT DIPPED GALVANIZED.

1. AUG.31.2010 No. Date

90% COSTING Issue / Revision

SCALE 1:50

North

COMMUNITY URBAN SPACE PROJECT

PHASE 3 - NEWMARKET COMMUNITY CENTRE ADDITION AND RENOVATION

PLOTTED BY: MER - PLOTTED DATE: 01/10/10 - PLOTTED SCALE: 1:25.4 READ DRAWING ACCORDINGLY. FILE: R:\XS\DRAWINGS\2010\210XS038 - NEWMARKET COMMUNITY CENTRE\STRUCT\210XS038 S500.DWG

NEWMARKET COMMUNITY CENTRE 200 DOUG DUNCAN DRIVE NEWMARKET, ONTARIO

Title:

ELEVATIONS

Project Drawing No:

THE INFORMATION INCLUDED IN THIS DRAWING IS PROTECTED BY COPYRIGHT. UNAUTHORIZED USE OF THIS DRAWING WITHOUT THE PERMISSION OF

0910

Scale:

1:50

HALSALL ASSOCIATES LTD.

IS PROHIBITED.

S500

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