m: 7y01 - east hawkesbury6.0 dwg6.2 detail design1.0 ... have reached 28 day strength and floor...

DL - REFER TO BUILDING PLANSLL - REFER TO BUILDING PLANS

SL - 1.25 ( 2.5 ( 0.8 Cw Cs Ca ) + 0.4 ) = 3.0 kPaEXCEPT AS NOTED AT SNOW BUILDUP LOCATIONS

WL - Iw = 1.25, q(1/50) = 0.35 kPa

EQ - Ie = 1.5 (POST DISASTER)Sa(0.2) = 0.63

SITE CLASS = C, Fa = 1.0AT STAIRWAYS, TRENCH COVERS & WALKWAYS

LL = 4.8 kPa (UNLESS NOTED OTHERWISE)

LOADING:

1. PROVIDE ALL NECESSARY SHORING FOR THE SAFE COMPLETION OF THE WORK. THESE DRAWINGS SHOW

FINISHED STRUCTURES ONLY. SHOP DRAWINGS FOR ALL TEMPORARY STRUCTURES OR SUPPORTS

REQUIRED TO COMPLETE THE WORK SHALL BE PROVIDED TO THE CONSULTANT. SEE NOTE 2.

2. SUBMIT ELECTRONIC SHOP DRAWINGS BEARING THE

SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THE PROVINCE OF ONTARIO TO THE ENGINEER PRIOR TO COMMENCING FABRICATION.

3. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL WALLS HAVE REACHED 28 DAY STRENGTH AND FLOOR

SLABS AND BEAM/STRUTS HAVE BEEN INSTALLED.4. COORDINATE ALL ROOF, FLOOR, AND WALL OPENINGS

WITH MECHANICAL AND ELECTRICAL CONTRACTORS.

NOT ALL OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWINGS. FOR SIZE AND LOCATION OF OPENINGS THROUGH ROOFS, WALLS AND FLOORS, REFER TO

CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PROCESS DRAWINGS FOR SIZE AND LOCATIONS

OF OPENINGS FOR PIPES, LOUVRES, DUCTWORK, WINDOWS, DOORS, CONDUIT, CABLE TRAYS, ETC. APPLY TYPICAL STRUCTURAL DETAILS SHOWN ON

STRUCTURAL DRAWINGS FOR THESE OPENINGS UNLESS NOTED OTHERWISE ON DRAWINGS OR OUTLINED IN THE SPECIFICATIONS.

5. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM AS A MINIMUM TO THE REQUIREMENTS OF THE LATEST

EDITIONS OF THE ONTARIO BUILDING CODE, THE NATIONAL BUILDING CODE OF CANADA AND THE OCCUPATIONAL HEALTH AND SAFETY ACT /

REGULATIONS FOR CONSTRUCTION PROJECTS.6. VERIFY ALL DIMENSIONS AND LEVELS ON SITE.

7. THE LATEST EDITIONS OF ALL CODES AND STANDARDS SHALL BE USED.

8. ALL LOADS NOTED ON DRAWINGS ARE UNFACTORED

UNLESS NOTED OTHERWISE.

GENERAL:

FOUNDATIONS:

1. STRUCTURAL FILL: APPROVED OPSS 1010 GRAN 'B' TYPE II PLACED IN MAX. 200mm LIFTS COMPACTED TO

100% STANDARD PROCTOR MAXIMUM DRY DENSITY. CAP WITH A MINIMUM OF 150mm OPSS 1010 GRAN 'A'

COMPACTED TO 100% SPMDD. EXTEND FILL A MINIMUM HORIZONTAL DISTANCE OF 1000mm BEYOND EDGE OF FOOTING IN ALL DIRECTIONS. SLOPE FILL AT ONE TO

ONE SLOPE FROM UNDERSIDE OF FOOTING TO TOP OF BEARING ELEVATION.

2. REFER TO SPEC FOR OTHER BACKFILLING

REQUIREMENTS.3. FROST COVER: BOTTOM OF FOOTINGS AND GRADE

BEAMS TO HAVE A MINIMUM OF 1700 COVER TO FINISHED EXTERIOR GRADE FOR FROST PROTECTION UNLESS NOTED. PROVIDE 76mm RIGID EXTRUDED

INSULATION AS SHOWN TO REDUCE REQUIRED FROST COVER.

4. ALL PIERS AND FOOTINGS UNDER COLUMNS TO BE

CENTERED UNDER COLUMNS UNLESS NOTED OTHERWISE ON THE PLAN.

5. ALL BACKFILL AT WALLS TO BE FREE-DRAINING, NON-FROST SUSCEPTIBLE GRANULAR B TYPE II. COMPACTED IN 300mm MAX LIFTS TO A MINIMUM OF

95% S.P.M.D.D. REFER TO SPECIFICATIONS.6. RIGID INSULATION BENEATH FOOTINGS AND

BASESLABS WHERE NOTED, IS TO BE EXTRUDED

POLYSTYRENE HI-40 OR BETTER. 7. FOUNDATION DESIGN BASED UPON GEOTECHNICAL

SUBSURFACE INVESTIGATION REPORT BY LASCELLES ENGINEERING & ASSOCIATES LTD. REFER TO REPORT 160044 FOR SUBSURFACE CONDITIONS AND BEDROCK

ELEVATIONS. BEARING CAPACITIES SHALL BE CONFIRMED ON SITE BY A GEOTECHNICAL ENGINEER.

GEOTECHNICAL BEARING RESISTANCE AS FOLLOWS:500 kPa ULS / 300 kPa SLS ON BEDROCK.

1. REF. STANDARD: CSA A23.1/A23.2. REFER TO SPECIFICATIONS.

2. CONCRETE TYPESMAX. AGGREGATE SIZE OF ALL CONCRETES TO BE 20mm

MIN. 28 MAX. EXPOSURE W/C AIR DAY COMP. SLUMP CLASS RATIO CONTENT

STRENGTH

MIX 1 - ALL CONCRETE UNLESS NOTED OTHERWISE.

35 MPa SEE 3. C-1 0.40 5-8%

MIX 2 - ALL EXTERIOR TANK WALLS, BASE SLABS AND INLET

CHANNEL. 35 MPa SEE 3. A-1 0.40 5-8%

MIX 3 - BUILDING FOUNDATION WALLS30 MPa SEE 3. F-1 0.50 5-8%

MIX 4 - BUILDING SLABS ON GRADE28 MPa SEE 3. N 0.45 -

MIX 5 - BUILDING FOOTINGS

25 MPa 80 +/- 30 F-2 0.55 4-7%

MIX 6 - BENCHING

25 MPa 80 +/- 30 N 0.45 -

MIX 7 - UNREINF. EXTERIOR SIDEWALKS AND CURBS

32 MPa 80 +/- 30 C-2 0.45 5-8%

MIX 8 - LEAN CONCRETE FILL0.6 MPa AS REQ'D N 0.6 MAX. 4-7%

3. FOR MAX. SLUMP VALUES IN TABLE ABOVE NOTED "SEE 3.", PROVIDE A CONCRETE MIX DESIGN TO GIVE A SLUMP OF 50mm. ADD SUPER PLASTICIZER AS REQUIRED TO PRODUCE

A 125 ± 25mm SLUMP CONCRETE. 4. NO ADDITIONAL WATER SHALL BE ADDED AT THE JOB SITE.

CONCRETE WHICH HAS BEEN WATERED OR DOES NOT MEET

SPECIFICATIONS SHALL BE REJECTED. 5. SEALANT FOR CONSTRUCTION JOINTS AND WHERE NOTED

"SEALANT" ON DRAWINGS, WITHIN THE TANKS, PITS, ETC. WHERE TO BE IN A WET OR SUBMERGED CONDITION TO BE SIKAFLEX 2C-NS OR APPROVED EQUIVALENT. PRIME

SURFACES PRIOR TO APPLICATION WITH SIKAFLEX 202 PRIMER IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS.

6. COORDINATE FOUNDATION WALL DEPRESSIONS AND RECESSES FOR DOORS AND OPENINGS WITH THE

ARCHITECTURAL DRAWINGS.7. MAXIMUM LENGTH OF CONCRETE BASE SLAB

CONSTRUCTION BETWEEN KEYED AND WATERSTOPPED

(WHERE REQUIRED) CONSTRUCTION JOINTS AND OF SUSPENDED SLABS RESTRAINED BY CONNECTING WALLS SHALL NOT EXCEED:

-10 000mm FOR LIQUID CONTAINING STRUCTURES-15 000mm FOR OTHER

CONTRACTOR TO SUBMIT PROPOSED CONSTRUCTION JOINT LOCATIONS FOR REVIEW AND APPROVAL TO ENGINEER.

8. MAXIMUM LENGTH OF CONCRETE WALL CONSTRUCTION

BETWEEN KEYED AND WATERSTOPPED (WHERE REQUIRED)CONSTRUCTION JOINTS SHALL NOT EXCEED:-10 000mm, OR 6000mm FROM CORNERS FOR LIQUID

CONTAINING STRUCTURES-15 000mm FOR OTHERCONTRACTOR TO SUBMIT PROPOSED CONSTRUCTION JOINT

LOCATIONS FOR REVIEW AND APPROVAL TO ENGINEER.9. ALL ANCHORS INTO CONCRETE TO BE HILTI HIT-HY 200

UNLESS NOTED OTHERWISE C/W HILTI RODS (S.S. WHERE NOTED).

10. POLYMER MODIFIED MORTAR TO BE NSF-ANSI 61 POTABLE

WATER CONTACT-APPROVED FORMULA OF SIKATOP 123 PLUS OR APPROVED EQUIVALENT. SCRUB MORTAR INTO PREPARED SURFACE WITH HARD BRISTLE BRUSH PRIOR TO

MORTAR APPLICATION. FOLLOW ALL MANUFACTURERS DIRECTIONS AND RECOMMENDATIONS.

11. ALL EXPOSED CONCRETE EDGES TO HAVE FORMED 20mm CHAMFERS.

12. ALL CONCRETE BEAM AND SLABS SHALL BE CAMBERED

6mm PER 3600mm UNLESS NOTED OTHERWISE.

CONCRETE:

1. REINFORCING STEEL TO BE DEFORMED BARS: GRADE 60 (400 MPa). REINFORCING BARS TO HAVE THE GREATER OF CLASS

B LAPS OR 40 BAR DIAMETER UNLESS NOTED AS LONGER ON THE DRAWINGS. REINFORCING STEEL TO BE LAPPED AT SPLICES AND CORNERS AS REQUIRED BY CSA A23.3 AND

TYPICAL DETAILS. LAP CONTINUOUS TOP BARS AT CENTRE BETWEEN SUPPORTS AND BOTTOM BARS AT SUPPORTS AS

REQUIRED. TERMINATE CONTINUOUS BARS AT NON-CONTINUOUS ENDS WITH STANDARD HOOKS. CONTRACTOR RESPONSIBLE FOR PROVIDING ADDITIONAL BARS, DOWELS

OR STIRRUPS AS REQUIRED TO PROVIDE SUPPORT FOR BARS. DETAIL REINFORCING STEEL IN ACCORDANCE WITH "REINFORCING STEEL MANUAL OF STANDARD PRACTICE"

LATEST EDITION.2. WELDED STEEL WIRE FABRIC, PLAIN TYPE CONFORMING TO

CSA G30.5M.3. THE CLEAR DISTANCE BETWEEN REINFORCEMENT AND

SURFACE OF CONCRETE SHALL BE AS FOLLOWS UNLESS

NOTED OTHERWISE ON DRAWINGS: FOOTINGS - 75mm UNDERSIDE, 40mm TOP AND SIDES

WALLS - 25mm INTERIOR, 40mm EXTERIOR, 60mm INSIDE FACES OF LIQUID RETAINING STRUCTURES

FORMED SLABS - 25mm TOP AND BOTTOM TYP., 60mm INSIDE FACES OF LIQUID RETAINING STRUCTURES

BASE SLABS - 75mm UNDERSIDE, 50mm SIDES, 25mm TOP, 60mm INSIDE FACE OF LIQUID RETAINING STRUCTURES

BEAMS - 40mm TO HOOPS & STIRRUPS EXCEPT 60mm AT INSIDE FACES OF LIQUID RETAINING STRUCTURES

COLUMNS / PIERS - 40mm TO TIES EXCEPT 60mm AT INSIDE FACE OF LIQUID RETAINING STRUCTURES

4. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO THE

CONSULTANT FOR REVIEW REINFORCEMENT SHOP DRAWINGS INCLUDING CONNECTION, ANCHORS, ELEVATIONS AND DETAILS. SEE SPECIFICATIONS.

5. ALL CONCRETE REINFORCEMENT MUST BE PROPERLY CHAIRED WITH APPROVED BAR SUPPORTS. PROVIDE CHAIRS, SPACER BARS, SUPPORT BARS AND OTHER ACCESSORIES

TO SUPPORT REINFORCING IN ACCORDANCE WITH THE LATEST EDITIONS OF CSA23.1 AND CSA23.3 CHAIRS TO BE PLASTIC, PLASTIC TIPPED OR CONCRETE. ALL TIE WIRE,

CHAIRS AND BAR SUPPORTS USED FOR COATED REINFORCING SHALL BE NON-METALLIC OR PROTECTED

WITH ACCEPTABLE COATING.6. CHAIRS SHALL BE SPACED AT 1200mm O.C. MAXIMUM.

PROVIDE CONTINUOUS CHAIR WHERE POSSIBLE.

7. PROVIDE DOWELS INTO TOP OF FOUNDATION WALLS AND/OR SLABS FOR CONC. BLOCK WALLS TO SUIT VERTICAL BAR SIZE AND LOCATION. IF DOWELS ARE MISSED THEN DOUBLE THE

NUMBER OF DOWELS WILL BE REQUIRED TO BE HILTI HIT-HY 200GROUTED IN AT FULL EMBEDMENT TO THE APPROVAL OF THE CONSULTANT.

8. REFER TO MECHANICAL, ELECTRICAL AND PROCESS DRAWINGS FOR OPENING LOCATIONS. REFER TO TYPICAL

DETAIL ON SHEET S.02.9. THE FOLLOWING REINFORCEMENT IS MINIMUM

REINFORCEMENT FOR WALLS WHERE REINFORCEMENT IS

NOT SHOWN:

CONCRETE REINFORCEMENT:

THICK- VERTICAL HORIZONTAL VERTS @ ENDS NESS REINF. REINF. + TOP & BOTT

150 10 @ 450 10 @ 330 1-15M200 10 @ 500EF 10 @ 500EF 2-15M

250 10 @ 500EF 10 @ 400EF 2-20M275 10 @ 480EF 10 @ 360EF 2-20M300 10 @ 440EF 10 @ 330EF 2-20M

350 10 @ 380EF 10 @ 280EF 2-20M400 15 @ 500EF 15 @ 500EF 2-20M

NOTE: PROVIDE CORNER BARS AS PER TYPICAL DETAILS AT ALL CORNERS AND DOWELS INTO ADJACENT CONCRETE WlTH

CLASS 'B' TENSION LAP UNLESS SHOWN OTHERWISE.

GENERAL NOTES

ALUMINUM:

1. REFERENCE SPECIFICATIONS:W & S SHAPES: ASTM A992 OR ASTM A572, GRADE 50

HSS SECTIONS: CSA G40.21, CLASS C, GRADE 350WANGLES & C SHAPES: CSA G40.21, GRADE 350W ALL

OTHER: CSA G40.21, GRADE 300W2. CONNECTIONS TO BE DESIGNED BY FABRICATOR UNLESS

NOTED OTHERWISE. ALL BEAM CONNECTIONS TO BE

STANDARD DOUBLE ANGLE BEAM CONNECTIONS OR EQUIVALENT, UNLESS NOTED OTHERWISE. FABRICATORS DESIGN ENGINEER SHALL SIGN AND SEAL STRUCTURAL

STEEL SHOP DRAWINGS. FABRICATION, ERECTION AND WORKMANSHIP SHALL CONFORM TO CSA S16.1. ALL SHOP

DRAWINGS MUST BE REVIEWED AND STAMPED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROVINCE OF ONTARIO. SUBMIT ELECTRONIC SHOP DRAWINGS FOR

REVIEW.3. BOLTS FOR BOLTED CONNECTIONS SHALL COMPLY WITH

ASTM A325 (LATEST EDITION) . MIN. SIZE 20mm DIAMETER. BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO BOLTS IN EACH CONNECTED PIECE AND DESIGNED AS

BEARING CONNECTIONS U.N.O.4. WELDING SHALL COMPLY WITH CSA W59 (LATEST EDITION)

AND BE CARRIED OUT BY WELDERS QUALIFIED IN

ACCORDANCE WITH CSA W47.1 (DIV. 1 OR 2A). USE 490 ELECTRODES.

5. CLEAN THOROUGHLY ALL STEEL AND HOT-DIP GALVANIZE. 6. ALL CONNECTION BOLTS AND FIELD WELDS ARE TO BE

WIRE BRUSHED AND COAT WITH ZRC COLD GALVANIZING

COMPOUND.7. WHERE A STRUCTURAL STEEL SHAPE SHOWN ON THE

DRAWINGS IS UNAVAILABLE, A SHAPE OF EQUAL OR GREATER SECTION PROPERTIES AND STRUCTURAL CAPACITY SHALL BE SUBSTITUTED, UPON APPROVAL BY

THE ENGINEER AT NO EXTRA COST.8. BASEPLATE GROUT TO BE NON-SHRINK, NON- METALLIC M-

BED STANDARD PREMIX BY SIKA OR LIQUID GROUT SUCH

AS SIKA 212 BY SIKA OR AN APPROVED ALTERNATE.9. VERIFY ALL DIMENSIONS ON SITE BEFORE COMMENCING

FABRICATION OF STEELWORK.10. ALL STEEL TO BE HOT-DIPPED GALVANIZED. 11. THE STRUCTURAL DRAWINGS DO NOT NECESSARILY

DETAIL THE FULL EXTENT OF MISCELLANEOUS STEEL ITEMS. REFER TO THE ARCH DRAWINGS AND MAKE ALLOWANCES FOR SUCH ITEMS.

12. DO NOT CUT OR CORE ANY OPENINGS IN ANY STRUCTURAL STEEL MEMBERS WITHOUT PRIOR

APPROVAL FROM THE STRUCTURAL ENGINEER.

STRUCTURAL STEEL:

1. REFERENCE CODES: CSA HA SERIES.2. WELDING TO BE CARRIED OUT ACCORDING TO THE

REQUIREMENTS OF CSA W59.2 BY WELDERS QUALIFIED UNDER CSA W47.2.

3. ALL ALUMINUM SHAPES, ETC. TO BE ALLOY 6061-T6 OR BETTER.

4. ALL ALUMINUM GRATING TO HAVE A MINIMUM OF 38x4.8mm

SERRATED BEARING BARS UNLESS NOTED OTHERWISE & BE BORDEN TYPE 15-P-4 TYPE DA OR APPROVED EQUIVALENT.

5. DESIGN ALL GUARDS AND HANDRAILS TO OBC LOADING REQUIREMENTS. DRAWINGS CONTAIN MINIMUM

REQUIREMENTS.

1. CAST SLAB ON GRADE ON PREPARED BASE AS NOTED ON DRAWINGS.

2. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS BELOW SLAB. (INSULATION AND VAPOUR

RETARDER).3. PROVIDE SAWCUTS WITHIN 6 TO 18 HOURS AT MAX. SPACING

OF 3600mm EACH DIRECTION. CUT 1/4 DEPTH OF SLAB AND

FILL JOINT WITH JOINT FILLER.4. PROVIDE 13mm ASPHALT IMPREGNATED FIBRE BOARD AND

CAULKING AROUND ALL COLUMNS AND ALONG ALL WALLS,

EXCEPT WHERE SUPPORTING LATERAL EARTH PRESSURED (AT BASEMENT FLOOR SLABS) WHERE 2 LAYERS OF 6mil

POLYETHYLENE IS TO BE USED.5. DO NOT CAST SLAB MORE THAN 30m IN LENGTH IN EITHER

DIRECTION OR 15m IF RESTRAINED BY CONNECTING WALLS.

PLACE SLAB IN STRIP PATTERN. KEY CONSTRUCTION JOISTS AS DETAILED. THIS DOES NOT APPLY TO BASE SLABS.

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

7. REFER TO ARCHITECTURAL DRAWINGS FOR EXTENT AND

LOCATION OF ALL FINISHES, DEPRESSIONS AND SLOPES.

CONCRETE SLABS ON GRADE:

ABUTADD’LAECAESSAIFBALTARCHA-RODASPHAVGB, BOTBOFBOPBCEBCPBEWBLLBPBRGBRPBSMTBULBUPCCACANTCATCBCDLCELCIPCJCLRCLCMUCNTCOMPCOLCONCCONTCONT’DCONST.J.CPCPLCSCOVC/WCWSCLSDCADEMODETD.FIR-LDIA, ØDIVDMADNDNWDP

ABUTMENTADDITIONALARCHITECTURALLY EXPOSED CONCRETEARCHITECTURALLY EXPOSED STRUCTURAL STEELASPHALT IMPREGNATED FIBERBOARDALTERNATEARCHITECTURALANCHOR RODASPHALTAVERAGEBOTTOMBOTTOM OF FOOTINGBOTTOM OF PILEBOTTOM CHORD EXTENSIONBORED CONCRETE PILEBOTTOM EACH WAYBOTTOM LOWER LAYERBASE PLATEBEARINGBEARING PLATEBASEMENTBOTTOM UPPER LAYERBOTTOM OF UNDERPINNINGCAMBERCOLUMN ABOVE ONLY (NO COLUMN BELOW)CANTILEVERCATEGORY (FOR AESS)COLUMN BELOW ONLY (NO COLUMN ABOVE)COMPRESSION DEVELOPMENT LENGTHCUT OFF ELEVATION FOR PILESCAST-IN PLACECONTROL JOINTCLEARCENTRELINECONCRETE MASONRY UNITSSTEEL DECK CORE NOMINAL THICKNESSCOMPOSITECOLUMNCONCRETECONTINUOUSCONTINUEDCONSTRUCTION JOINTCONNECTION PLATECAP PLATECOMPRESSION LAP SPLICECLEAR COVERCOMPLETE WITH, CONNECT WITH(SEE TO GENERAL NOTES)(SEE TO GENERAL NOTES)DRILLED CONCRETE ANCHOR, SEE GENERAL NOTESDEMOLITIONDETAILDOUGLAS FIR-LARCHDIAMETERDIVIDER BEAMDRILLED MASONRY ANCHOR, SEE GENERAL NOTESDOWNDOUBLE NUT AND WASHERDEEP

SPECSPFSRSSSTSTDSTESTGSTIRSTIFFSTLSTRSTRUCTSWTSYMMtTBTTDLTEWT&GTJTLLT/OTOBTOC TOF TOS TOP TOWTPCTRANSTSATSBTULTYPU-BARUDBU/FULULSU/SU/N, UNOUPTV, VERTVBVEFVIFVICVOFVSCWBWCw/oWPWSP-SWWFZRP

SPECIFICATIONSSPRUCE PINE FIRSTUD RAILSTAINLESS STEELSTRAIGHTSTANDARDSHEAR TRANSFER ELEMENTSSTAGGEREDSTIRRUPSTIFFENERSTEELSEISMIC STRAPSTRUCTURALSELF WEIGHTSYMMETRICALTHICKNESSTRANSFER BEAMTOPTENSION DEVELOPMENT LENGTHTOP EACH WAYTONGUE AND GROOVETIE JOISTTOP LOWER LAYERTOP OFTOP OF (GRADE) BEAMTOP OF CONCRETETOP OF FOOTINGTOP OF STEELTOP OF PILETOP OF WALLTOP OF PILE CAPTRANSVERSETENSION SPLICE “A”TENSION SPLICE “B”TOP UPPER LAYERTYPICAL“U” SHAPED BARUNIFORMLY DISTRIBUTED BARSUNDERSIDE OF FOOTINGUPPER LEVEL ULTIMATE LIMIT STATEUNDERSIDEUNLESS NOTED OTHERWISEUPTURNEDVERTICAL, VERTICALSVERTICAL BRACINGVERTICAL EACH FACEVERTICAL INSIDE FACEVERTICAL IN CENTREVERTICAL OUTSIDE FACEVERTICALLY SLOTTED CONNECTIONWALL BELOWWIND COLUMNWITHOUTWORK POINTWSP STRUCTURALWELDED WIRE FABRICZINC RICH PAINT

TG-ABBR-01DRAWING ABBREVIATIONS

ℓdℓdcℓdhLELGLLLLHLLVLONGLSHLPLWT MAXMCMECHMEZZMFMINMISCMJMLNFNICNOMNTSO/CODOFOPPOWSJPAFPLPROJPSPTPTLRRARDREREINFREMREQ’DREVRFRLRSSRTURET. WALLR/Wr.w.SDFSECSIMSJSLSLBBSLSSOG

TENSION DEVELOPMENT LENGTH OF REBARCOMPRESSION DEVELOPMENT LENGTH OF REBARTENSION EMBEDMENT LENGTH WITH STANDARD HOOKLEFT ENDLONGLOWER LEVELLONG LEG HORIZONTALLONG LEG VERTICALLONGITUDINALLONG SIDE HORIZONTALLOW POINTLIGHT WEIGHTMAXIMUMMOMENT CONNECTION ( )MECHANICALMEZZANINEMOMENT FRAMEMINIMUMMISCELLANEOUSMOVEMENT JOINTMIDDLE LAYERNEAR FACENOT IN CONTRACTNOMINALNOT TO SCALEON CENTEROUTSIDE DIAMETEROUTSIDE FACEOPPOSITEOPEN WEB STEEL JOIST POWDER ACTUATED FASTENERSPLATEPROJECT, PROJECTIONPIPE SUPPORTPOST TENSIONEDPRESSURE TREATED LUMBERRADIUSROOF ANCHORROOF DRAINRIGHT ENDREINFORCEMENTREMAINDERREQUIREDREVISIONRIGID FRAMEREFERENCE LINERETAINED SOIL SYSTEMROOF TOP UNITRETAINING WALLREINFORCE WITHREQUIRED WITHSTEP DOWN FOOTING (IN DIRECTION OF ARROW)SECTIONSIMILARSTEEL JOISTSLAB, SHELF ANGLESHORT LEG BACK TO BACKSERVICEABILITY LIMIT STATESLAB-ON-GRADE

DWDWLEAECREBFEEEFEJ, EXP JTELECTELELEVEMBEDENGEODEOSESEQEWEX, EXISTEXTFCFDFFFINFLFMCFNDFTGGAGALVGBGENGLGRDhhd H, HORIZ(H)HCHDHDGHEFHIFHHHICHOFHPHSCIBIIBEIBAIBBIDINTIFJGKB(L)2-L

DRAWINGDOWELEACHEPOXY COATED REINFORCEMENTECCENTRICALLY BRACED FRAMEEACH ENDEACH FACEEXPANSION JOINTELECTRICALELEVATIONELEVATOREMBEDMENTENGINEEREDGE OF DECKEDGE OF SLABEACH SIDEEQUALEACH WAYEXISTINGEXTERIORFUTURE COLUMNFLOOR DRAINFAR FACEFINISHEDFLOORFULL MOMENT CONNECTION (FOR FULL MOMENT CAPACITY)FOUNDATIONFOOTINGGAUGEGALVANIZEDGRADE BEAMGENERALGRIDLINEGROUNDTOTAL THICKNESS, SLAB THICKNESS AWAY FROM DROP PANELSLAB OVERALL THICKNESS AT DROP PANELHORIZONTALHIGH BEAMHOLLOWCOREHOLD DOWNHOT DIPPED GALVANIZEDHORIZONTAL EACH FACEHORIZONTAL INSIDE FACEHOOK EACH ENDHORIZONTAL IN CENTREHORIZONTAL OUTSIDE FACEHIGH POINTHORIZONTAL SLOTTED CONNECTIONINTEGRITY BARS INTERIORINTEGRITY BARS EXTERIORINTEGRITY BARS ADDEDINTEGRITY BOTTOM BARS (THROUGHOUT)INSIDE DIAMETERINTERIORINSIDE FACEJOIST GIRDERKNEE BRACINGLOW BEAMBACK TO BACK ANGLES

MA

Y

2017

1224 GARDINERS ROAD, SUITE 201KINGSTON (ONTARIO) CANADA K7P 0G2

PHONE 613-634-7373 | FAX: 613-634-3523 | WWW.WSP.COM

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WEBSITE: EVBengineering.com

CLIENT:

PROJECT:

TITLE:

SCALE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

JOB NO:

DATE:

DRAWING NO.

THE DRAWINGS, ARRANGEMENTS, ANNOTATIONS AND GRAPHICAL PRESENTATIONS ON

THIS DOCUMENT ARE THE PROPERTY OF EVB ENGINEERING WHO RETAINS OWNERSHIP AND AUTHORSHIP OF THIS DOCUMENT IN ITS ENTIRETY.THIS DOCUMENT IS AN

INSTRUMENT OF SERVICE AND IS THE INTELLECTUAL AND PHYSICAL PROPERTY OF EVB ENGINEERING. AUTHORIZED USE OF THIS DRAWING IS GRANTED SOLELY FOR THE

PURPOSE OF THIS SPECIFIC PROJECT AND LOCATION, AND NOT FOR CONSTRUCTION OR USE FOR ANY OTHER PROJECT.

COPYRIGHT © 2017 EVB ENGINEERING.

DATE N0. REVISION

CONSULANT:

SUB-CONSULANT:

SUB-CONSULANT:

2017/06/07 1 ISSUED FOR MOECC APPROVAL

2017/06/20 2 ISSUED FOR TENDER

JUNE 20,2017

As indicated

6/20

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GENERAL NOTES

171-03956-00

CHUTE A BLONDEAU WWTP

EAST HAWKESBURY TOWNSHIPCANTON DE HAWKESBURY EST

2017/05/19

D.H.

G.E.S0-1

D.H.

TENSION DEVELOPMENT LENGTHS AND LAP SPLICES - BARS GRADE 400 MPa

BAR SIZE

f'c = 25 f'c = 30 f'c = 35 f'c = 40

BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP

10 300 (12") 380 (15") 300 (12") 350 (14") 300 (12") 320 (13") 300 (12") 300 (12")

15 440 (17 ") 570 (23") 400 (16") 520 (21") 370 (14") 480 (19") 350 (14") 450 (18")

20 580 (23") 750 (30") 530 (21") 690 (27") 490 (19") 640 (25") 460 (18") 600 (24")

25 900 (36") 1170 (46") 830 (32") 1070 (42") 770 (30") 990 (39") 720 (28") 930 (37")

30 1080 (43") 1410 (55") 990 (39") 1290 (51") 920 (36") 1190 (47") 860 (34") 1110 (44")

35 1260 (50") 1640 (65") 1160 (46") 1500 (60") 1070 (42") 1390 (55") 1000 (40") 1300 (52")

TENSION DEVELOPMENT LENGTHS ℓd FOR GRADE 400 INDIVIDUAL BLACK BAR IN NORMAL DENSITY CONCRETE

- FOR EPOXY BARS MULTIPLY VALUES IN TABLE BY 1.5 EXCEPT THAT A MULTIPLIER OF 1.2 CAN BE USED WHEN CLEAR COVER IS MORE THAN 3x BAR DIAMETER AND CLEAR SPACING BETWEEN BARS IS MORE THAN 6x BAR DIAMETER.- FOR SEMI LOW DENSITY CONCRETE (1850< c ≤ 2150 kg/m³) MULTIPLY VALUES IN TABLE BY 1.2. FOR LOW DENSITY CONCRETE ( c ≤ 1850 kg/m³) MULTIPLY VALUES IN TABLE BY 1.3. - FOR BUNDLED BARS, MULTIPLY VALUES IN TABLE BY 1.1 FOR A TWO BAR BUNDLE, 1.2 FOR A THREE BAR BUNDLE AND 1.33 FOR A FOUR BAR BUNDLE- “TOP” MEANS THAT THERE IS MORE THAN 300 (12”) OF CONCRETE BELOW, AND LESS THAN 300 (12”) OF CONCRETE ABOVE THE HORIZONTAL BAR WITHIN THE INDIVIDUAL CONCRETE POUR. ALL HORIZONTAL BARS IN SHEAR WALLS TO BE CONSIDERED "TOP".- ALL VERTICAL BARS ARE CONSIDERED "BOTTOM"

CLASS B TENSION LAP SPLICE LENGTHS FOR GRADE 400 INDIVIDUAL BLACK BAR IN NORMAL DENSITY CONCRETE

MINIMUM TENSION EMBEDMENT LENGTHS WITH STANDARD ENDHOOKS ℓdh, FOR GRADE 400 BAR IN NORMAL WEIGHT CONCRETE

- FOR EPOXY BARS MULTIPLY VALUES IN TABLE BY 1.2- FOR LOW DENSITY CONCRETE ( c ≤ 1850 kg/m³) MULTIPLY VALUES IN TABLE BY 1.3- FOR HOOKS WITH COVER LESS THAN SHOWN IN DETAILS 'A', 'B' AND 'C' MULTIPLY VALUES IN TABLE BY 1.5

BAR SIZE

f'c = 25 f'c = 30 f'c = 35 f'c = 40

BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP

10 390 (16") 490 (19") 390 (16") 450 (18") 390 (16") 420 (17") 390 (16") 390 (16")

15 570 (23") 740 (29") 520 (21") 670 (27") 480 (19") 620 (25") 450 (18") 580 (23")

20 750 (29") 980 (39") 690 (27") 890 (35") 640 (25") 830 (33") 600 (24") 770 (30")

25 1170 (46") 1530 (61") 1070 (42") 1390 (55") 990 (39") 1290 (51") 930 (37") 1210 (48")

30 1410 (56") 1830 (72") 1290 (51") 1670 (66") 1190 (47") 1550 (61") 1110 (44") 1450 (57")

35 1640 (65") 2130 (84") 1500 (60") 1950 (77") 1390 (55") 1800 (72") 1300 (52") 1690 (67")

BAR SIZE f'c = 25 f'c = 30 f'c = 35 f'c = 40

10 150 (6") 150 (6") 150 (6") 150 (6")

15 210 (8") 200 (8") 180 (7") 170 (7")

20 280 (11") 260 (10") 240 (10") 230 (9")

25 350 (14") 320 (13") 300 (12") 280 (11")

30 420 (17") 390 (16") 360 (14") 340 (14")

35 490 (20") 450 (18") 420 (17") 390 (16")

f'c = 50

BOTTOM TOP

300 (12") 300 (12")

310 (12") 400 (16")

410 (16") 530 (21")

640 (25") 830 (33")

770 (30") 1000 (39")

900 (35") 1160 (46")

f'c = 50

BOTTOM TOP

390 (16") 390 (16")

400 (16") 520 (20")

530 (21") 690 (27")

830 (33") 1080 (43")

1000 (39") 1300 (51")

1160 (46") 1510 (59")

f'c = 50

150 (6")

150 (6")

190 (8")

240 (9")

290 (11")

340 (13")

FOR VALUES NOT PROVIDED IN TABLES INTERPOLATE BETWEEN THE NEAREST VALUES PROVIDED.

f'c = 60

BOTTOM TOP

300 (12") 300 (12")

300 (12") 370 (14")

380 (15") 490 (19")

590 (23") 760 (30")

700 (28") 910 (36")

820 (32") 1060 (42")

f'c = 60

BOTTOM TOP

390 (16") 390 (16")

390 (16") 480 (19")

490 (19") 630 (25")

760 (30") 990 (39")

910 (36") 1180 (46")

1060 (42") 1380 (54")

f'c = 60

150 (6")

150 (6")

190 (8")

230 (9")

280 (11")

320 (13")

200

50 (2")

240

60 (2 3/8")

A B

ץ

ץ

ץ

FOR 90º HOOKS ONLY

TC-REINF-01

MA

Y 2

017

45 1620 (64") 2110 (83") 1480 (59") 1930 (76") 1370 (54") 1780 (71") 1290 (51") 1670 (66") 1150 (46") 1490 (59") 1050 (42") 1360 (54")

55 1980 (78") 2580 (102") 1810 (72") 2350 (93") 1680 (66") 2180 (86") 1570 (62") 2040 (81") 1410 (56") 1820 (72") 1280 (51") 1670 (66")

C

200

50 (

2")

FOR 90º AND 180º HOOKS

FOR 90º HOOKS ONLY

BC

LAS

S 'B

'LA

P S

PLI

CE

CLASS 'B'LAP SPLICE0

(TY

P)

OUTSIDE CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL REINFORCEMENT.ALTERNATIVE: BEND ONE WALL'S HORIZONTAL BARS AND LAP WITH THE OTHERS AS SHOWN

ADD BAR ATHOR BAR BEND

(TYPICAL)2580

100

2533

CONCRETE WALL CORNERS AND INTERSECTIONS TC-WALL-01

CLASS 'B'LAP SPLICE

0

CONT STD KEY

100

2540

1. IF WALLS ARE NOT PERPENDICULAR TO EACH OTHER, ALL BAR BENDS TO MATCH THE WALL INTERSECTION ANGLE.2. FOR SHEAR WALL CORNER AND INTERSECTION DETAILS, SEE

NOTES:

DOWELS SAME SIZE AND SPACINGAS HORIZONTAL REINFORCEMENT.ALTERNATIVE:EXTEND HORIZONTAL REINFORCEMENT INTO INTERSECTING WALL AND HOOK AS SHOWN.

CLASS 'B'LAP SPLICE

0

CONT STD KEY

DOWELS SAME SIZE AND SPACINGAS HORIZONTAL REINFORCEMENT.ALTERNATIVE:EXTEND HORIZONTAL REINFORCEMENT INTO INTERSECTING WALL AND HOOK AS SHOWN.

100

2913

CLA

SS

'B'

LAP

SP

LIC

E2947

ADD BAR ATHOR BAR BEND

(TYPICAL)CLASS 'B'

LAP SPLICE

CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL REINFORCEMENT.ALTERNATIVE: BEND ONE WALL'S HORIZONTAL BARS AND LAP WITH THE OTHERS AS SHOWN

2947

153

0

STANDARD HOOK

STANDARD HOOK (TYP)

STANDARD HOOK (TYP)

MA

Y 2

017

TC-WALL-41 TO TC-WALL-43

600

(2'-0

")M

AX

OR

BENCHED EXCAVATION FILLED WITH LEAN CONCRETE FILL OR FOOTING CONCRETE MIX

MAX 1200 (4'-0")

STEPS IN STRIP OR PAD FOOTING

SDF SHOWN ON PLAN

600

(2'-0

")M

AX

1200 (4'-0") MIN

TO MATCH FTG DEPTH

(200 (8") MIN)

FO

OT

ING

DE

PT

H

TOP REINFORCEMENT, IF SHOWN ON PLAN OR SCHEDULE

474

2309

1155

SDF SHOWN ON PLAN

11

600

.

.

..

.

.

.

.

ℓd

ℓd

ℓd

ℓd

IF REINFORCING IS LOCATED AT FOOTING MIDHEIGTH, DETAIL REBAR SPLICE AS IF THEY WERE BOTTOM BARS

ℓd (TYP)

TC-FDN-33

NOTE:

1145

2309

BOTTOM REINFORCEMENT IF SHOWN ON PLAN OR SCHEDULE

STEP TOP OF FOOTINGIF DESIRED

TRANSVERSE REINFORCINGIF SHOWN ON PLAN OR

SCHEDULE

TRANSVERSE REINFORCINGIF SHOWN ON PLAN OR

SCHEDULE

CARRY ALL DOWELS TO BOTTOM OF FOOTING (TYP).

DO NOT EXTEND INTO THE BENCHED AREA BELOW

MA

Y 2

017

.

. .

MIN 300(1'-0")

MIN 300(1'-0")

MIN 300(1'-0")

SLOPE BETWEEN ADJACENT EXCAVATIONS

FLOOR DATUM ELEVATIONSEE PLAN

LOWER FOOTING / PILE CAP WHERE NECESSARYNOT TO EXCEED MAXIMUM SLOPE OF EXCAVATION

LINE OF EXCAVATION, REFER TO DRAWINGS AND GEOTECHNICAL REPORT FOR MAXIMUM SLOPE

480

480

480

SHORING AS REQUIRED

TC-FDN-41

TRENCH FOR UNDERGROUNDSERVICES

PILE CAP

DRIVEN PILES

MA

Y 2

017

IF MORE THAN 1800 (6'-0"), STEP DOWN FOOTING BELOW PIPE

200 (8")MIN

PROVIDE MIN 10 MPa LEAN CONCRETE BACKFILL UNDER FOOTING

PIPES AT STRIP FOOTINGS

50 (2") DRY-PACK GROUT IF FOOTINGCONSTRUCTED BEFORE CONCRETEBACKFILL

50 (2") THICK COMPRESSIBLEMATERIAL AROUND PIPE.

MIN WIDTH OF CONCRETEBACKFILL SAME AS

FOOTING WIDTH

7200

1341

1166

200

(8")

MIN

TC-FDN-51

PIPE BELOW STRIP FOOTING

2267

MIN 600 (2'-0")(TYP)

MIN 50 (2") THICK COMPRESSIBLEMATERIAL

ADD 2-15233

MIN 50(2")CLEAR ALLAROUND

PIPE THROUGH STRIP FOOTING

PIPE ABOVE STRIP FOOTING

MIN 50 (2") THICK COMPRESSIBLEMATERIAL AROUND PIPE

SEE FOR WALLOPENING REQUIREMENTS

ALTERNATIVE:FORM PENETRATIONSQUARE

MA

Y 2

017

USE THIS DETAIL ONLY WHERE SPECIFICALLY INDICATED ON PLANS,OTHERWISE STEP FOOTING BELOW THE PIPE PER

A

B

C

TC-FDN-33

TC-WALL-31

MAX 300 (12") PIPE (TYP)

t/4t

5 (3/16")

SO

GS

EE

PLA

N

SEMI RIGID JOINT FILLER

SLAB REINFORCEMENTIF CALLED FOR ON PLANS

1000

182

107

1000

1000

SLAB ON GRADE SAWCUT CONTROL JOINT TC-SOG-05A

MA

Y 2

017

JOINT SHALL BE MADE AS SOON AS POSSIBLE WITHOUT TEARING OUT OF THE LARGE AGGREGATE. FILL JOINT WITH SIKA LOADFLEX SEALANT OR APPROVED EQUIVALENT. USE PRIMER AS REQUIRED BY MANUFACTURER

FOR a ≤100(4")152x152xMW18.7/MW18.7 @ MID HEIGHTFOR 100(4") < a < 200(8"):10@400(16") TOP EACH WAY

10@600(24") DOWELS WITH STANDARD HOOK AT EACH END, ALL AROUND

ROUGHEN SURFACE TO5 (3/16") AMPLITUDE

a

HOUSEKEEPING PADS / BUILT UP SLABS

TOP OF SLAB

1-10 CONTALL AROUND

1. FOR PAD SIZES AND LOCATIONS, SEE MECHANICAL, ELECTRICAL AND ARCHITECTURAL DRAWINGS.2. FOR PADS MORE THAN 200(8") THICK OBTAIN CONSULTANT'S APPROVAL PRIOR TO POURING.3. FOR BUILT UP SLABS LESS THAN 25 (1") THICK, SEE 4. AT SLABS MINIMUM 125 (5") THICK DOWELS CAN BE POST INSTALLED AND EMBEDDED 100 (4") DEEP USING HILTI ADHESIVE SYSTEM.5. REINFORCING SHOWN IS THE MINIMUM REQUIREMENT; COORDINATE WITH SEISMIC RESTRAINT DESIGN AND INCREASE IF REQUIRED.6. UNLESS THE PAD ITSELF IS SUFFICIENT TO RESIST ALL THE LOAD IMPOSED TO IT BY SEISMIC RESTRAINT ELEMENTS WITHOUT

RELYING ON BASE SLAB, EXTEND ALL THE ANCHORAGE INTO THE BASE SLAB AND NEGLECT THE PORTION OF THE ANCHORS WITHIN THE PAD.

7. THESE ARE THE MINIMUM REQUIREMENTS. MECHANICAL CONTRACTOR SEISMIC DESIGN MAY INCREASE HOUSEKEEPING PAD THICKNESS, SIZE AND REINFORCEMENT REQUIREMENTS.

600

NOTES:

SLAB ON GRADEOR FRAMED SLAB

TC-MISC-01A

800

MECHANICAL / ELECTRICAL UNIT (WHERE APPLICABLE)

MIN 150 (6") ALL AROUNDCOORDINATE WITH M&E AND SEISMIC RESTRAINT SUPPLIER

MA

Y 2

017

TC-MISC-04

SLAB ON GRADE ORFRAMED SLAB

SILL PLATE ANCHORAGE TW-WALL-01

CONCRETE WALL THICKNESS AND REINFORCING, REFER TO PLAN

STUD WALL OR SHEAR WALL WHERE INDICATED ON PLAN(EXAMPLE OF SHEATHING REQUIRED ON TWO SIDES) 12.7 (1/2")Ø ANCHOR ROD WITH 100 (4")

EMBEDMENT + 75 (3") HOOK OR NUT AND WASHER AT BASE @ 1200 (3'-0") MAX AND WITHIN 300 (12") OF PLATE ENDS U/NON PLAN OR IN SHEAR WALL SCHEDULE

PRESSURE-TREATED SILL PLATE OR PROVIDE FOAM GASKET BETWEEN SILL PLATE AND CONCRETE

CONCRETE SLAB ON GRADE (WHERE APPLICABLE)

500

1522

SHEAR WALL EDGE NAILING AT SHEAR WALL LOCATIONS

100

(4")

MA

Y 2

017






208 PITT STREET


TEL:613-935-3775 | FAX: 613-935-6450


CLIENT:

PROJECT:

TITLE:

SCALE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

JOB NO:

DATE:

DRAWING NO.






DATE N0. REVISION

CONSULANT:

SUB-CONSULANT:

SUB-CONSULANT:



JUNE 20,2017

1 : 100

6/20

/201

7 9:

33:0

8 A

M

M:\2

017\

171-

0395

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3956

-00-

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-R17

.rvt

TYPICAL DETAILS

171-03956-00



2017/05/19

Author

CheckerS0-2

Designer

60

2 x

ℓd

2 x ℓd

SLAB AND WALL OPENINGS BETWEEN 400x400 (16"x16") AND 1000x1000 (3'-4"x3'-4")

OPENING 40

0x40

0 (16

"x16"

)

TO 1000

x100

0 (3'-

4"x3

'-4")

MAX

1. THIS DETAIL APPLIES FOR ANY LOCATION IN ONE WAY SLAB AND TWO WAY SLAB WITH BEAMS; FOR LARGER OPENINGS, SEE PLANS.

2. MINIMUM SPACING BETWEEN ADJACENT OPENINGS NOT TO BE LESS THAN THE SIZE OF THE LARGER OF THE OPENINGS.

3. FOR SIZE RESTRICTIONS AND ACCEPTABLE OPENING LOCATIONS IN FLAT SLAB OR FLAT PLATE, REFER TO

4. IF THE OPENING IS LOCATED ENTIRELY WITHIN THE INTERSECTION OF FLAT SLAB OR FLAT PLATE MIDDLE STRIPS, MAXIMUM OPENING SIZE CAN BE INCREASED UP TO THE FULL SIZE OF THE INTERSECTING STRIPS.

5. FOR OPENING LESS THAN 400 x 400 (16”x16”), RESPACE SLAB REINFORCING TO SUIT. SEE FOR PLACING RESTRICTIONS IN FLAT SLAB AND FLAT PLATE AND FOR ADDITIONAL REINFORCING BETWEEN MULTIPLE SLEEVES.

6. SEE FOR CRANE OPENING DETAILS.

BARS AT SPACING SPECIFIED ON PLAN, HOOK TOP BARS AT OPENINGS

ADD STEEL EQUAL TO 1/2 OF INTERRUPTEDSTEEL AT EACH SIDE OF OPENING. (MIN 2-15TOP & BOTTOM)

106

1968

1968

ADD 1-15 T&B x 1200 (4'-0") LONG

TC-SL-62A

NOTES:

MA

Y 2

017

TC-SL-63

TC-SL-63

TC-SL-61

200

400 200 200 400 EQ

.E

Q.

GR

AD

ES

LAB

ON

FORM 13x6 WIDE JOINT AND FILL WITH SIKA LOADFLEX SEALANT OR APPROVED

EQUIVALENT. USE PRIMER AS REQUIRED BY MANUFACTURER.

MAKE KEYED JOINT w/ 38x89 WITH BEVELED EDGES. INTERRUPT REINF.

AT THIS LOCATION

SLAB ON GRADE CONSTRUCTION JOINT

MAX. LENGTH OF CONCRETE SLAB POUR = 30m OR 15m IF RESTRAINED BY CONNECTING WALLS

COORDINATE LOCATIONS OF CONSTRUCTION JOINTS WITH ENGINEER IF

NOT SHOWN ON DRAWINGS

TH

ICK

NE

SS

= 'T

'

EQ

.E

Q.

EQ

.

OR

WA

LL

SLA

B

25 CLASS 'B'

PROVIDE MIN. CLASS 'B' LAP THROUGH JOINTS

13

38

25

(WHERE NOTED ON PLANS)FILL WITH SEALANT (INSIDE FACE OF TANK) AS

PER CONSTRUCTION JOINT SEALANT DETAIL

ADEKA MC-2010 MN WATERSTOP OR APPROVED EQUAL. SEAL TO CONC. WITH ADEKA ULTRASEAL P-201

FASTEN WITH NAILS OR SCREWS @ 250mm

BASE SLAB/WALL CONSTRUCTION JOINT

MAX. LENGTH OF CONCRETE WALL PLACEMENT= 10,000mm (6000mm FROM CORNER) FOR LIQUID CONTAINING WALLS

= 15,000mm OTHER WALLS

MAX. LENGTH OF BASE SLAB CONCRETE PLACEMENT= 10,000mm FOR LIQUID CONTAINING BASESLABS= 15,000mm OTHER BASESLABS

COORDINATE LOCATIONS OF CONSTRUCTION JOINTS WITH ENGINEER IF NOT SHOWN ON

DRAWINGS.

INTENTIONALLY ROUGHEN

SURFACES TO AMPLITUDE OF 5mm

TYPICAL SLAB / BASESLAB CONSTRUCTION JOINT DETAILS TC-STP-03

MA

Y 2

017

11

'T'

'T'

PIT

DE

PT

H

TOP REINFORCEMENT

AS PER SLAB

'T' PIT SIZE 'T'

300

CLASS 'B' LAP

CLASS 'B' LAP

MIN. CLASS 'B' LAP

TYPICAL PIT DETAIL TC-STP-01

MA

Y 2

017

BOTTOM REINFORCEMENT

AS PER SLAB

ADEKA MC-2010MN WATERSTOP OR APPROVED

EQUAL. SEAL TO SLAB WITH ADEKA ULTRASEAL P-201.

FASTEN TO SLAB WITH NAILS OR SCREWS @ 250mm o.c.

INTENTIONALLY ROUGHEN SURFACE TO AMPLITUDE OF 5mm

TYP. AT ALL CONSTRUCTION JOINTS

TYPICAL WALL/BASE CONSTRUCTION JOINT DETAIL TC-STP-02

MA

Y 2

017

LAP

LAP

PROVIDE 1500mm BETWEEN LAP SPLICES

LAP

PROVIDE 1500mm BETWEEN LAP SPLICES

MA

Y 2

017

STAGGERING OF LAPS TC-STP-04

A

CONST. JOINT

B

CONST. JOINT

B

A

PLACED

FIRST

A

PLACED FIRST

A = CLASS B LAPB = LARGER OF CLASS A LAP AND

STANDARD HOOKC = STANDARD 90° OR 180° HOOK

UNLESS NOTED OTHERWISE

A

CONST. JOINT

A

PLACED FIRST

B

B

A

CONST. JOINT

A

PLACED FIRST

B

A

C

A

HORIZONTAL BAR LAPS AT INTERSECTIONS

MA

Y 2

017

HORIZONTAL REINFORCEMENT BAR LAPS AT TANK WALLS TC-STP-05

A

B

A

B

CC

CONSTR'N JOINT

A = CLASS B LAPB = LARGER OF CLASS A LAP AND

STANDARD HOOKC = STANDARD 90° OR 180° HOOK

UNLESS NOTED OTHERWISE

HORIZONTAL BAR LAPS AT CORNERS

MA

Y 2

017

HORIZONTAL REINFORCEMENT BAR LAPS AT TANK WALLS TC-STP-06

FOOTINGS, SLABS ON GRADE, MAT FOUNDATIONS, BASE SLABS

75mm WHEN CAST AGAINST EARTH AND PERMANENTLY EXPOSED TO EARTH

COLUMNS AND BEAMS COVER TO TIES / STIRRUPS

60mm WHEN EXPOSED TO EARTH, LIQUID, WEATHER 40mm FOR DRY CONDITION

BARS TO BE EPOXY COATED AS NOTED ON

PLAN

SUSPENDED SLABS60mm WHEN PERMANENTLY EXPOSED TO

EARTH, LIQUID, WEATHER 25mm FOR DRY CONDITION

WALLS ABOVE GRADE40mm WHEN EXPOSED TO

WEATHER 25mm FOR DRY CONDITION

WALLS (20mm AGGREGATE)40mm WHEN EXPOSED TO

EARTH, WEATHER 60mm WHEN INSIDE FACES OF LIQUID RETAINING

STRUCTURES

BASESLABS40mm FOR ALL CONDITIONS EXCEPT

AS BELOW25mm FOR INTERIOR DRY

CONDITION60mm WHEN INSIDE FACE OF LIQUID

RETAINING STRUCTURES

50 CLR.

MA

Y 2

017

TYPICAL REINFORCEMENT CLEAR COVER DETAILS TC-STP-07

MA

Y 2

017

TYPICAL ALUMINUM STAIR AND GUARDRAIL DETAILS

NOTE:1. HANDRAIL TO SLOPE PARALLEL TO PLATFORM OR STAIRS

2. TOP RAILS AND VERTICAL POSTS TO BE CONTINUOUS; NOTCH OTHER PARTS ONLY

3. SIZES ARE TO BE MODIFIED BASED UPON CONSTRUCTION METHODS USED

4. WELDING ALUMINUM REDUCES STRENGTH. MAKE THICKNESS

ADJUSTMENTS AS REQUIRED TO ACCOUNT FOR THIS5. PROVIDE DESIGN AND SHOP DRAWINGS FOR ALL ALUMINUM

FRAMING STAMPED BY A P.ENG. LICENSED IN THE PROVINCE

OF ONTARIO ACCORDING TO THE INTENT SHOWN AND THE REQUIREMENTS OF THE ONTARIO BUILDING CODE.

6. ALL RISE DIMENSIONS TO BE EQUAL (MAX. 200mm HIGH)

SMOOTH EDGES

WELD INNER PIPE

TO ONE SIDE ONLY

TC-STP-15

ALLOW 10mm GAP

7. PROVIDE EXPANSION JOINTS IN HANDRAIL TO ALLOW FOR

THERMAL EXPANSION AND CONTRACTION AT MAX. 12m o.c.

TYPICAL KICKPLATE

125x10mm THK. ALUM. KICKPLATE WITH 6mm

GAP TO TOP OF FLOOR ELEVATION

900

150 50

200

457

457

100

531

457

457

1000 MAX.

255 TYP.

23

MA

X.

200

2552

552

5

612

5

L76x76x10x 100 LG. CLIP ANGLE c/w 1-19mm DIA. S.S.

ADHESIVE ANCHORS INTO CONCRETE AT EACH STRINGER 200mm THICK CONCRETE SLAB c/w 15 @ 250 EACH WAY ON MIN. 200 GRANULAR 'A' COMPACTED TO 98% S.P.M.D.D.

CONCRETE SLAB TO BE A MINIMUM OF 150 WIDER THAN EXTERIOR DIMENSION OF STAIRS ON EACH SIDE

76x6.4 ALUMINUM PLATE @ FRONT AND BOTTOM

278 WIDE ALUM. STAIR TREADS w/ 38x4.8 @ 30.2mm SERRATED BEARING BARS AND CAST ABRASIVE

NOSING (MAX. 915 WIDE) AT LOCATIONS WHERE RISE = 150 USE 308 WIDE TREADS

254x76x11.1 FLANGE x 7.1 WEB

ALUM. CHANNELS

42mm DIA. O.D. SCH. 40 HANDRAILS

48mm DIA. O.D. SCH. 80 POSTS @ 1000 o.c. MAX.

48mm DIA. O.D. SCH. 80 ALUMINUM HORIZONTALS AND POSTS @ 1000 o.c. MAX.

USED BOLTED CONNECTIONS.

TYPICAL GUARDRAIL






208 PITT STREET


TEL:613-935-3775 | FAX: 613-935-6450


CLIENT:

PROJECT:

TITLE:

SCALE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

JOB NO:

DATE:

DRAWING NO.






DATE N0. REVISION

CONSULANT:

SUB-CONSULANT:

SUB-CONSULANT:



JUNE 20,2017

As indicated

6/20

/201

7 9:

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M

M:\2

017\

171-

0395

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3956

-00-

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CT

-R17

.rvt

TYPICAL DETAILS

171-03956-00



2017/05/19

Author

CheckerS0-3

Designer

10 6 25

"T"

51x51x6.4 ANGLE SET

INTO CONCRETE

GRATING

150

25x3.2 PLATE ANCHORS WELDED TO ANGLE @ 300

o.c.

"T"x10 BAR TYPICAL

WELDED TO ANGLE

150

50

19 6 25

25x3.2 PLATE ANCHORS WELDED TO ANGLE @ 300

o.c.

19x6.4 BAR TYPICAL

WELDED TO ANGLE

6.4 THK. ALUMINUM

CHECKER PLATE

51x51x6.4 ANGLE SET INTO

CONCRETESTIFFENERS AS PER

SUPPLIERS DESIGN

NOTE:1. PROVIDE STIFFENERS AS REQUIRED FOR STRENGTH AND/OR STIFFENESS.

2. USE CAST-IN ANGLE SUPPORT DETAIL ON ALL SIDES OF PITS, CHANNELS, ETC. EXCEPT WHERE ADJACENT TO A WALL. AT THOSE LOCATIONS USE L100x100X10 ALUMINUM ANGLES FASTENED TO WALLS WITH 16 DIA. ANCHORS @ 600 o.c. (304L S.S.)

UNLESS NOTED OTHERWISE (MIN. 100 EMBEDMENT).3. MATERIALS SHALL MATCH. FOR EXAMPLE, FOR ALUMINUM GRATING USE ALUMINUM ANGLES AND FOR HOT-DIPPED

GALVANIZED GRATING, USE HOT DIPPED GALVANIZED ANGLES.

50

MA

Y 2

017

CHECKERED PLATE SUPPORT

GRATING SUPPORT

TYPICAL GRATING / CHECKER'D PLATE ANGLE SUPPORT DETAIL TC-STP-09

ALL SIDES

1500 TYPICAL

50

APPROX. GRADE

2900 x 1400 x 300 CONCRETE PAD REINFORCED WITH 15 @ 300 EACH WAY TOP AND BOTTOM.

ANCHOR BOLTS AS PER MANUFACTURER INFO.PROVIDE MIN. 200 CLEAR ON ALL SIDES.

75 STYROFOAM HI-40 INSULATION

MIN. 150 GRANULAR 'A' COMPACTED TO 100% S.P.M.D.D. ON GRANULAR 'B' COMPACTED IN 200mm

LIFTS TO 100% S.P.M.D.D. AS REQUIRED DOWN TO SOIL WITH BEARING CAPACITY OF 100kPa.

NOTES:1. FOR SIZE AND LOCATION OF ANCHOR BOLTS, REFER TO EQUIPMENT MANUFACTURERS DOCUMENTS. ANCHOR BOLTS

ARE TO BE SUPPLIED AND INSTALLED BY CONTRACTOR.2. CHAMFER ALL EXPOSED CORNERS 20mm.

NOTE:PLAN DIMENSIONS TO SUIT SIZE OF GENERATOR.

COORDINATE WITH ELECTRICAL CONTRACTOR. FINAL SIZE TO BE APPROVED BY ENGINEER.

5075

50

TYPICAL GENERATOR PAD DETAIL TC-STP-10

MA

Y 2

017

DESIGN BASED UPON THE LOADINGGENSET = 1054 kg

TANK = 440 kgFUEL = 2000 kg MAX

200 CLEAR TYP.

CLE

AR

200

1500

150

1050

CLR

.75

1500

1200

38

FINISHED FLOOR

450 DIA. CONCRETE

FILLED SONOTUBE

HSS 168x6.4 FILLED WITH CONCRETE.

PRIME w/ RUST-INHIBITIVE PRIMER.

PAINT w/ TWO COATS OF ALKYD INDUSTRIAL ENAMEL

(SAFETY YELLOW)

ROUND TOP

REFER TO PLANS FOR LOCATION

OF BOLLARDS

FINISHED FLOOR

450 DIA. CONCRETE

FILLED SONOTUBE

REFER TO PLANS FOR LOCATION

OF BOLLARDS

2-LAYERS 6 mil

POLY

SLOPE TOP FOR

DRAINAGE

HSS 168x6.4 FILLED WITH CONCRETE. PRIME w/

RUST-INHIBITIVE PRIMER. PAINT w/ TWO COATS OF

ALKYD INDUSTRIAL ENAMEL (SAFETY

YELLOW)

ROUND TOP

INTERIOR BOLLARD EXTERIOR BOLLARD

5020

020

050

500

500

50 200 200 50

TYP.

R= 25

500 SQ. x 25 THK.

BASEPLATE

4-25 DIA. ANCHOR

RODS (A36)

MIN

.

250

CLR

.50

TACK WELD NUT TO

ANCHOR ROD

25 DIA. ANCHOR RODS (A36)ADD 5-15M x1200 EACH WAY AT SLAB MID-

DEPTH

CP

HSS 168x6.4 FILLED WITH CONCRETE. PRIME w/ RUST-INHIBITIVE PRIMER. PAINT w/ TWO

COATS OF ALKYD INDUSTRIAL ENAMEL (SAFETY YELLOW)

BOLLARD ON SLAB

NOTE: IF BOLLARD DETAILS ARE SHOWN

ON CIVIL DRAWINGS THEY TAKE

PRECEDENCE.

MA

Y 2

017

TYPICAL BOLLARD DETAILS TC-STP-13

CL

CL

120

15 45 45 15

4575

120

100

120x120x12.7 ALUM.

BASEPLATE

EDGE OF

CONCRETE

131

WEEP HOLE

60mm O.D. SCH. 80 ALUM. PIPE

SOCKET

48mm O.D. SCH.

80 PIPE RAILING

WELD KICK PLATE

TO 60mm SOCKET

7.9 DIA. S.S. 304 BOLT

9.5mm DIA. HILTI-HY 200 ANCHORS S.S. (304) w/

64 EMBEDMENT

BOLT-DOWN BASE

MIN

.

125 MIN

.

100

MIN.

125

CLR.

50

CLR

.

50

FACE OF

CONCRETE

48mm O.D. SCH. 40 ALUM. PIPE

RAILING

76 DIA.

CORE DRILL

TOP OF

CONCRETE

WEEP HOLES

15M @ EDGE OF SLAB AT

RAILING LOCATIONS

15mm NON-SHRINK, NON-METALLIC

GROUT ON SIDES

GROUTED BASE

CL

120

15 90

120

40

9015

9.5mm DIA. HILTI-HY 200 ANCHORS

S.S. (304) w/ 64 EMBEDMENT

48mm O.D. SCH. 80

ALUM. PIPE RAILING

TOP OF CONCRETE

120x120x12.7 ALUM.

SIDEPLATE

BOLTED SIDE MOUNT

MIN

.

100

200

200

100

CLR.

40

CLR

.

40

TOP OF CONCRETE

REINFORCE ALL 200x200 CONCRETE CURBS WITH A MIN.

OF 2-10M TOP AND 10M @ 300 VERTS. UNLESS NOTED

OTHERWISE

WEEP HOLES

15mm NON-SHRINK & NON-

METALLIC GROUT

2-10M TOP

OF CURB

15M @ EDGE OF SLAB AT

RAILING LOCATIONS

GROUTED BASE w/ CURB

NOTE:• USE GROUTED CONNECTION FOR ALL INTERIOR ALUMINUM HANDRAILS

• WHERE GROUTED ENSURE ALUMINUM IS NEATLY COATED WITH 2 COATS OF BITUMINOUS PAINT PRIOR TO GROUTING• USE BOLTED CONNECTION FOR ALL EXTERIOR ALUMINUM HANDRAILS

1590

15

3060

30

MA

Y 2

017

TYPICAL GUARDRAIL BASE DETAILS TC-STP-08

SPAN ANGLE SIZE

UP TO 1600 L102x89x7.9 LLV

1601 TO 2400 L127x89x7.9 LLV

2401 TO 3000 L152x102x9.5 LLV

OVER 3000 SEE DETAILS

LOOSE STEEL ANGLE LINTELS TC-STP-11

MA

Y 2

017

CONCRETE BRICK SUPPORT CHAIR

(MAX. 900 o.c. EACH DIRECTION)

WELDED WIRE MESH / REBAR

SLAB ON GRADE REINFORCEMENT SUPPORT DETAIL TC-STP-12

MA

Y 2

017

25

1325

13 PRIME SURFACES WITH SIKA SIKAFLEX 202

PRIMER

PRIME SURFACES WITH SIKA SIKAFLEX 202

PRIMER

FILL CONTROL JOINTS WITH SIKA SIKAFLEX 2C-

NS SEALANT, OR APPROVED

EQUIVALENT

FILL CONTROL JOINTS WITH SIKA SIKAFLEX 2C-

NS SEALANT, OR APPROVED

EQUIVALENT

USE CLOSED CELL FOAM BACKER RODS

25% LARGER THAN JOINT

CONSTRUCTION JOINT SEALANT DETAILS TC-STP-14

MA

Y 2

017






208 PITT STREET


TEL:613-935-3775 | FAX: 613-935-6450


CLIENT:

PROJECT:

TITLE:

SCALE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

JOB NO:

DATE:

DRAWING NO.






DATE N0. REVISION

CONSULANT:

SUB-CONSULANT:

SUB-CONSULANT:



JUNE 20,2017

As indicated

6/20

/201

7 9:

33:0

9 A

M

M:\2

017\

171-

0395

6-00

Chu

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-R17

.rvt

TYPICAL DETAILS

171-03956-00



2017/05/19

Author

CheckerS0-4

Designer

TYPICAL DOWELS UNLESS NOTED OTHERWISE:

T/O CONSTRUCTION

JOINT ORT/O SLAB

BOTTOM OF SLAB OR

BACK OF WALL10M 15M 20M 25M

400 60

0 1000 14

00

150 220 260 340

A B

5

400 6000 400

300

400

3300

400

6670

400

3330

400

4000

400

300

300 400 6000 400 300

NOTES:1. TYPICAL FOR ALL WALLS: VERTICAL BARS ON OUTER LAYER AND HORIZ. ON INNER LAYER UNLESS NOTED OTHERWISE.

2. PROVIDE DOWELS INTO INTERSECTING WALLS WITH SIZE AND SPACING TO MATCH HORIZONTAL BARS UNLESS NOTED OTHERWISE. SEE TYPICAL DETAILS.3. COVER 60 mm TO INSIDE FACE OF WALL SURFACE AT TANKS CONTAINING LIQUID UNLESS NOTED OTHERWISE. SEE DETAILS.

4. PROVIDE DOWELS AS SHOWN IN WALL REINF. PLAN FROM FOOTINGS OR BASE SLABS INTO WALLS. 5. PROVIDE DOWELS OUT OF TOPS OF WALLS INTO SLABS AS SHOWN ON SECTIONS.6. NOTE: BELOW ALL STRUCTURES, EXCAVATE TO TOP OF BEDROCK. PROVIDE STRUCTURAL FILL (200mm OPSS GRAN 'A' ON 200 THK. LIFTS OF GRAN 'B' TYPE II

ALL COMPACTED TO 100% SPMDD) TO THE UNDERSIDE OF BASE SLAB OR FOOTING ELEVATION. EXTEND FILL AT 1000mm FROM EDGE OF BASE SLAB OR FOOTINGS AND THEN DOWN AT 1:1 SLOPE TO TOP OF BEDROCK ELEVATION. GEOTECH TO SITE VERIFY. PROVIDE A MINIMUM OF 300mm OPSS GRAN 'A' BETWEEN BASE SLABS AND BEDROCK.

500 THK. CONC. BASE SLAB

20 @ 200 TOP & BOTT EA. WAY

4

3

2S3-1

2S3-1

1

FRP BAFFLE WALLS

800 200 1000 1000 1000 1000 1000

600

3035

600

600

2700 600

600

1700

600

2700 600

TYPICAL SUMP PIT

TYPICAL SUMP PIT

TYPICAL SUMP PIT

TYPICAL SUMP PIT600 SQ. x 300 DEEP.

SEE TYP DETAIL ON S0-3.

2

3S3-1

3S3-1

CLE

AR

TY

P.

1000

2300

ALL WALLS TO BE400 THK. CONC. BASE SLAB

20 @ 200 EACH WAY EA. FACE

7400

1990

0

300

1930

030

0

CONSTRUCTION JOINT IN SLAB.

SEE TYPICAL DETAILS.

CONSTRUCTION JOINT IN WALLS WHERE SHOWN. SEE

TYPICAL DETAILS.

1900

1200

1120

6S2-1

PIPE INLET C.L.

3500

7070

3730

4200

TYPICAL DOWELS FOR EXTERIOR WALLS

20 @ 200 DOWELS IF

300


20 @ 200 DOWELS OF

500

1250

20 @ 200 EPOXY DOWELS

300

1400

20 @ 200 DOWELS EF

300

1250

20 @ 200 DOWELS EF

300

1250

REINFORCE WALLS WITH

20 @ 200 EACH WAY IF

OUTSIDE FACES OF WALLS REINFORCED WITH 15 @ 200 EACH WAY EXCEPT WHERE

NOTED ON PLAN TO BE 20 @ 200. LAP REINFORCING BARS WITH CLASS B LAPS. BARS TO BE EPOXY COATED IN AREAS

SHOWN.

20 @ 200 EPOXY HORIZ OF

1200

1200


CENTRED ON INTERIOR WALL

2000

20 @ 200 HORIZ OF CENTRED ON

INTERIOR WALL

2000


1200

1200


CENTRED ON INTERIOR WALL

2000

20 @ 200 HORIZ OF CENTRED ON

INTERIOR WALL

2000

20 @ 200 HORIZ OF

1200

1200

20 @ 200 HORIZ OF

12001200

REINFORCE WALLS WITH 20 @ 200 EPOXY EACH

WAY IF






20 @ 200 DOWELS IF

300

1250


20 @ 200 DOWELS OF

500

1250

20 @ 200 EPOXY

DOWELS IF

300

1400

20 @ 200 EPOXY

DOWELS OF

600

1400


20 @ 200 DOWELS IF

300

1250


20 @ 200 DOWELS OF

500

1250

20 @ 200 EPOXY DOWELS

1400

EP

OX

Y B

AR

S

EP

OX

Y B

AR

S

300

1400

600

1400

20 @ 200 EPOXY DOWELS IF

20 @ 200 EPOXY DOWELS OF300

1400

1400

20 @ 200 EPOXY DOWELS IF

20 @ 200 EPOXY DOWELS OF

1250






208 PITT STREET


TEL:613-935-3775 | FAX: 613-935-6450


CLIENT:

PROJECT:

TITLE:

SCALE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

JOB NO:

DATE:

DRAWING NO.






DATE N0. REVISION

CONSULANT:

SUB-CONSULANT:

SUB-CONSULANT:



JUNE 20,2017

1 : 50

6/20

/201

7 9:

33:1

0 A

M

M:\2

017\

171-

0395

6-00

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-R17

.rvt

FOUNDATION PLAN &SCHEDULES

171-03956-00



2017/05/19

d.h.

D.H.S1-1

D. HANDY

0

NORTH

1 : 50S1-1

FOUNDATION PLAN1

NTSS1-1

WALL REINF PLAN2

A B

5

4

3

3330

400

6670

400

3300

400

1112 1250 1276 1250 1112

762

619 762

2S3-1

2S3-1

1

400 6000 400

6800

762

1000

PIPE INLET C.L.

762

2476

762 3019

762

2019

762

762

ALUMINUM GUARDRAIL

W15

0X22

C10

0X8

C100X8

W15

0X22

W15

0X22

W15

0X22

2

W10

0X19

3S3-1

3S3-1

ALUMINUM

GUARDRAIL

5075

020

0

HSS76.2X

76.2X

4.8

TYP ALUMINUM

GRATING

200

4200

400

4800

6800

PIPE

ALUMINUM LADDER

960

OPEN'G

900 400 200

1500

1000

HINGED ALUMINUM GRATING HATCH c/w S.S.

RECESSED HANDLE AND HINGES

ALUMINUM GUARDRAIL

950 550





5S2-1

TYP ALUMINUM

HATCHES (4 OF)

250 CONCRETE SLAB REINF WITH 15@ 200 E.W. TOP AND

BOTTOM. ADD BARS AS PER TYPICAL DETAIL TC-SL-62A

15 @ 400 DOWELS AROUND

ALL SIDES OF SLAB800

600

C100X8

744

OP

EN

'G

900

51

951

W100X19

C10

0X8

C100X8

286

OPEN'G

750 76

744

OP

EN

'G

900

51

951

W100X19

C10

0X8

C100X8

76

OPEN'G

750 286



C10

0X8

C100X8

263 750 263

900

C10

0X8

AT RUNGS150 CLR.

C100X8C10

0X8

300

150

150 50 10

200

100

3S2-1

10mm THK. ALUMINUM WEIR PLATE (T-6061-T6) c/w NEOPRENE GASKET

BETWEEN ALUMINUM AND CONCRETE TO PRODUCE COMPLETE SEAL

10mm HILTI HIT-HY 200 ADHESIVE ANCHORS WITH S.S. 316 RODS

AND 60mm EMBEDMENT

TYPICAL TOP

OF WALL

44.400

1

2S2-1

200

100

150

150 50 300 50 150 250

10mm THK. ALUMINUM WEIR PLATE (T-6061-T6) c/w

NEOPRENE GASKET BETWEEN ALUMINUM AND CONCRETE TO PRODUCE

COMPLETE SEAL

10mm HILTI HIT-HY 200 ADHESIVE ANCHORS WITH S.S. 316 RODS

AND 60mm EMBEDMENT

TYPICAL TOP

OF WALL

44.400

A B

2S3-1

2S3-1

1

2S2-1

2

3S3-1

400 6000 400

6800

800

1300 1300 1300 2100

W15

0X22

W15

0X22

W15

0X22

ALUMINUM

GUARDRAIL

TYP ALUMINUM

GRATING

6S2-1

T/O TANK WALLS

46750

64

3815

213

200

50 75 75 50

190

150 dp. BEAM

TYP. ALUM. GRATING

PROVIDE SLOTTED HOLES IN BOTTOM FLANGE TO

ENSURE NO HOLE CUTTING AFTER GALVANIZATION

200x13x150 S.S. PLATE c/w 2-13 DIAM. S.S ANCHOR

RODS

2-13 DIAM. S.S BOLTS WITH BOLTS TACK

WELDED TO PLATE AT UNDERSIDE.

A

T/O BASE SLAB

42050

15 @ 250 E.W.

1200

1150

650

800 200

60 CLR.

15 @ 250 E.W.

TYP. WATERSTOP AND

CONSTRUCTION JOINT






208 PITT STREET


TEL:613-935-3775 | FAX: 613-935-6450


CLIENT:

PROJECT:

TITLE:

SCALE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

JOB NO:

DATE:

DRAWING NO.






DATE N0. REVISION

CONSULANT:

SUB-CONSULANT:

SUB-CONSULANT:



JUNE 20,2017

As indicated

6/20

/201

7 9:

33:1

0 A

M

M:\2

017\

171-

0395

6-00

Chu

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-R17

.rvt

TOP OF TANK FLOORFRAMING PLAN

SECTIONS AND DETAILS

171-03956-00



2017/05/19

d.h.

D.H.S2-1

D. HANDY

0

1 : 50S2-1

TOP OF TANK FRAMING PLAN1

1 : 10S2-1

SECTION2

1 : 10S2-1

SECTION3

NORTH

1 : 50S2-1

CHLORINE CONTACT CHAMBER FRAMING PLAN4

1 : 5S2-1

SECTION5 1 : 20S2-1

SECTION6

2S2-2

2S2-2

250 450 345 191 1400 1814 250

250

380

250

4700

714 152 1743

S2-2

3S2-2 TYP ALUMINUM GRATING

150 4700 150

5000

150

880

150

1180

WINGWALL

411

FRP INSERT

774

406 114 254

50 135

214

T/O INFLUENT CHANNEL WALLS

47550

T/O INFLUENT CHANNEL BASE SLAB

45850

250 450 345 191 989

FRP WINGWALL

411

FRP INSERT

774 714 152 174 250

1140

560

250

90

4200

45.850

46.410

3S2-2

STRUCTURAL FILL BELOW CHANNEL DOWN TO BEDROCK. 200 GRAN 'A' ON GRAN 'B' TYPE II AS

REQUIRED ALL COMPACTED TO 100% S.P.M.D.D.

250 THK. CONCRETE BASE SLAB. REFER TO SECTION FOR REINFORCEMENT

TYP ALUMINUM GRATING

RECESS WALL AS REQUIRED AT WINGWALL TIE-IN LOCATION TO AVOID FEATHERING GROUT. NEATLY FORM

OPEN FACES AND GROUT SOLID WITH CONCRETE. COORDINATE WITH DIV 44 AND FRP FLUME SUPPLIER

GROUT SOLID WITH CONCRETE FOR

DEPTHS SHOWN.

47.550

229

46.260

46.367500

43

T/O INFLUENT CHANNEL WALLS

47550

T/O INFLUENT CHANNEL BASE SLAB

45850

2S2-2

STRUCTURAL FILL BELOW CHANNEL DOWN TO BEDROCK. 200 GRAN 'A' ON GRAN 'B' TYPE II AS

REQUIRED ALL COMPACTED TO 100% S.P.M.D.D.

250 380 250

1700

250

15M @ 250 LONGIT. TOP AND BOTTOM.

15M @ 300 TOP HORIZ.

TYP. CONSTR. JOINT w/ WATERSTOP ALL AROUND

15M @ 300 DOWELS

655

220

15M @ 300 VERTS

AND DOWELS

15M @ 300 U-

SHAPED BARS

15M @ 250 HORIZ.

75 C

LR.

TYP. ALUMINUM GRATING

SEE TYPICAL GRATING / CHECKERED PLATE ANGLE

SUPPORT ANCHOR DETAIL

480

CONCRETE BENCHING

60 C

LR.

60 CLR. 40 CLR.

FRP PARSHALL FLUME FORM AND CONCRETE GROUT AS

PER MANUFACTURER'S RECOMMENDATION

150

NOTE: SEE CIVIL DRAWINGS

FOR GRADES AND BACKFILL

300

1

1






208 PITT STREET


TEL:613-935-3775 | FAX: 613-935-6450


CLIENT:

PROJECT:

TITLE:

SCALE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

JOB NO:

DATE:

DRAWING NO.






DATE N0. REVISION

CONSULANT:

SUB-CONSULANT:

SUB-CONSULANT:



JUNE 20,2017

As indicated

6/20

/201

7 9:

33:1

1 A

M

M:\2

017\

171-

0395

6-00

Chu

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.rvt

INFLUENT CHANNEL PLANAND SECTIONS

171-03956-00



2017/05/19

D.H.

G.S.S2-2

D.HANDY

1 : 20S2-2

INFLUENT CHANNEL PLAN1

1 : 20S2-2

SECTION2

NORTH

1 : 10S2-2

SECTION3

3S2-3

150 CONCRETE SLAB ON GRADE REINFORCED WITH 10 @ 300 EA. WAY.REFER TO TYPICAL DETAILS FOR LOCATION OF REINFOREMENT.

PLACE ON VAPOUR RETARDER AS PER ARCH. DRAWINGSON 200 GRANULAR 'A' COMPACTED TO 98% S.P.M.D.D.

ON OPSS GRANULAR 'B' TYPE I COMPACTED TO 98% S.P.M.D.D IN MAX 200 THICK LIFTS ON SUBBASE. REMOVE ALL ORGANIC AND FILL MATERIAL WITHIN BUILDING FOOTPRINT.

FOOTINGS TO BE FOUNDED ON STRUCTURAL FILL ON SURFACE

SOUNDED BEDROCK.

TYPICAL SAWCUTS AT MAX.

SPACING = 3600mm o.c.

200 CONCRETE FOUNDATION WALL REINFORCED WITH 15 @ 300 EA. WAY AT

WALL CENTERLINE. PROVIDE 15 @ 300 DOWELS INTO FOOTING

600 x 250 CONCRETE FOOTING

REINFORCED WITH 3 - 15 CONTINUOUS

5341

200

4941

200

200 5938 200

6338

NOTCH TOP OF WALL AS PER SECTIONS

PR

E-E

NG

RO

OF

TR

US

SE

S @

610

o.c

.

PR

E-E

NG

HIP

GIR

DE

R T

RU

SS

PR

E-E

NG

HIP

GIR

DE

R T

RU

SS

PRE-ENG H

IP JA

CK TRUSSPRE-ENG HIP JACK TRUSS

PRE-ENG HIP JACK TRUSSPRE-ENG H

IP JA

CK TRUSS

38 x 140 @ 400 STUD WALLS

3- 38x235

2- 3

8x14

0

3S2-3

2- 3

8x14

0

2- 3

8x14

0

GROUND FLOOR

46700

U/S OF ROOF

49700

3000

1900

12mm PLYWOOD c/w H-CLIPS ON PRE-ENG WOOD TRUSSES

@ 610mm o.c.

SEE ARCH. DRAWINGS FOR

FASCIA AND SOFFIT FRAMING

2-38x140 TOP PLATES

SIMPSON H1 HOLDDOWN CLIPS AT

EACH END OF ALL TRUSSES

16mm DIA. ANCHOR RODS AT 1200 o.c.MIN. 250mm LONG ROD WITH 150mm

EMBEDMENT. DOUBLE NUT AND WASHER AT EMBEDDED END.

200 CONCRETE FOUNDATION WALL REINF. WITH 15 @ 300

EA. WAY AT WALL CENTERLINE. PROVIDE 15 DOWELS @ 300o.c. INTO

FOOTING

600 x 250 CONCRETE FOOTING REINF. WITH 3-15

CONTINUOUS

150 CONCRETE SLAB ON GRADE REINF. WITH 10M @ 300 EA. WAY

AT 50 CLR. FROM TOP OF SLAB

200 GRANULAR 'A' ON GRAN. 'B' TYPE I IN MAX 200mm LIFTS

AS REQUIRED. ALL COMPACTED TO 98%

S.P.M.D.D.

13mm FIBREBOARD AROUND

PERIMETER OF SLAB

T/O STRUCTURAL FILL. 300 GRANULAR 'A' ON GRAN 'B'

TYPE II ALL COMPACTED TO 100% S.P.M.D.D. ON SURFACE

SOUNDED BEDROCK.

1

1

APPROXIMATE TOP OF BEDROCK

800

NOTCH TOP OF FOUNDATION WALL

50 WIDE X 200 HIGH

1000

7

12

455

SEE ARCH DWGS.






208 PITT STREET


TEL:613-935-3775 | FAX: 613-935-6450


CLIENT:

PROJECT:

TITLE:

SCALE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

JOB NO:

DATE:

DRAWING NO.






DATE N0. REVISION

CONSULANT:

SUB-CONSULANT:

SUB-CONSULANT:



JUNE 20,2017

As indicated

6/20

/201

7 9:

33:1

2 A

M

M:\2

017\

171-

0395

6-00

Chu

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.rvt

WWTP BUILDINGFOUNDATION AND ROOF

FRAMING PLANS, SECTION

171-03956-00



2017/05/19

D.H.

G.S.S2-3

D.HANDY

1 : 25S2-3

FOUNDATION PLAN1 1 : 25S2-3

ROOF FRAMING PLAN2

NOTES:

1. LOADS: DL = 1.0 kPa (INCL 0.5 kPa BOTTOM CHORD)SL = 1.25(2.3 (0.8 Cw Cs Ca) + 0.4 ) = 2.8 kPa EXCEPT AS NOTED AT SNOW

BUILD UP AREAS AND FOR PATTERNED LOADING AS PER OBCLL = 0.5 kPa ON BOTTOM CHORD

1 : 20S2-3

SECTION3

NORTH

ADD STUD UNDER GIRDER

AT ALL LOCATIONS

A B

T/O BASE SLAB

42050

T/O TANK WALLS

46750

3S3-1

ALUMINUM GUARDRAIL AND KICKPLATE TYP. AT

PLATFORMS

ALUMINUM LADDERREFER TO CIVIL DRAWINGS FOR

SUBDRAIN

APPROX. TOP

OF BEDROCK

5

T/O BASE SLAB

42050

T/O TANK WALLS

46750

4 3

2S3-1

1

2S2-1

2

TOP OF BEDROCK

MIN. 300mm THK. STRUCTURAL FILL BELOW TANK BASESLAB

DOWN TO BEDROCK.

REFER TO CIVIL DRAWINGS FOR

SUBDRAIN

REFER TO CIVIL DRAWINGS

FOR SUBDRAIN

250 THK. CONCRETE SLAB ALUMINUM GRATING ON HOT DIPPED GALVANIZED

STEEL BEAMS

APPROX. TOP

OF BEDROCK

300

500

1960

5S2-1

6S2-1

ALUMINUM LADDER

ALUMINUM GUARDRAIL

ALUMINUM GUARDRAIL AND KICKPLATE TYPICAL

AT PLATFORMS

APPROX. TOP

OF BEDROCK

47.000






208 PITT STREET


TEL:613-935-3775 | FAX: 613-935-6450


CLIENT:

PROJECT:

TITLE:

SCALE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

JOB NO:

DATE:

DRAWING NO.






DATE N0. REVISION

CONSULANT:

SUB-CONSULANT:

SUB-CONSULANT:



JUNE 20,2017

1 : 50

6/20

/201

7 9:

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BUILDING SECTIONS

171-03956-00



2017/05/19

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D.H.S3-1

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1 : 50S3-1

SECTION2

ISAM TANK SAM TANK SBR TANK

CHLORINE CONTACT

TANK

1 : 50S3-1

SECTION3

m: 7y01 - east hawkesbury6.0 dwg6.2 detail design1.0 ... have reached 28 day strength and floor...

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