Station 4 Construction - Kingston, Ontario

Construction

Station 4

Please provide your comments on the comments cards supplied at each station. Comment cards can be taken

home and returned to the City or comments can be provided online via the project website.

www.ThirdCrossing.CityofKingston.ca

ThirdCrossing.CityofKingston.ca - [email protected]

Construction

Construction Method and AccessThe selection of the preferred construction method was based on a number of technical studies, including Geotechnical Studies as well as Hydrotechnical Analysis.

• The preferred construction method is the Causeway-Trestle Solution (CTS), a hybrid construction approach.

• The CTS involves a combination of temporary causeways and a temporary work bridge (trestle) to access the piers and superstructure.

• A ferry barge or lifting span bridge will be used to transport equipment and material over the navigable channel.

JOB NO.

TASK NO.

SHEET NO.

DESIGNED BY

DRAWN BY

CHECKED BY

SCALE

DATE (MM-DD-YY)

IF SHEET IS LESS THAN 22"x34"IT IS A REDUCED PRINT SCALE

REDUCED ACCORDINGLY

AS NOTED

REV. DATE BY DESCRIPTION CHK'D

PROJECT LOCATIONPROJECT TITLE

PROJECT TASK

DRAWING SUBJECT

19-171

J.R.P.

06-28-19 OF

A.E.M.

T.J.S.

KINGSTON, ONKINGSTON THIRD CROSSING BRIDGE IPD

TEMPORARY ACCESS CAUSEWAY

4

501.02.01

DR

AW

ING

FIL

E: 5

01.0

2.01

.DW

G 7

/29/

2019

1:5

9 P

M

12

PR

ELIM

INA

RY

- N

OT F

OR

CO

NS

TR

UC

TIO

N

PRINT ISONE HALFINDICATED

SCALEA 06-28-19 J.R.P. ISSUED FOR REVIEW T.J.S.

B 07-29-19 J.R.P. RE-ISSUED FOR REVIEW T.J.S.

ZONE 1 CAUSEWAY - EXPECTED TYPICAL CROSS SECTIONS

T/O PEATEL VARIES72.9 - 73.5 m

VAR

IES

0 ≤

2.0

CL MAINLINE

14.00

TYP

CAUSEWAY NOTES:

1. REFER TO SHEET 1 FOR GENERAL NOTES AND CAUSEWAYMATERIAL SPECIFICATIONS

2. LOWER EXTENT OF GRANULAR FILL WILL BE DEPENDENTON DISPLACEMENT AND COMPRESSION OF EXISTINGORGANIC MATERIAL BELOW RIVERBED

3. GEOGRID SHALL HAVE TYPICAL CONFIGURATION SHOWNON SHEET 8

4. ENSURE A LAYER OF GRANULAR MATERIAL BETWEEN TWOLAYERS OF GEOGRID TO PREVENT CONTACT BETWEENSYNTHETIC MATERIALS

5. VIBRATING WIRE PIEZOMETERS MAY BE REQUIRED TOMONITOR THE DISSIPATION OF EXCESS PORE WATERPRESSURE WITHIN THE UNDERLYING PEAT, ORGANIC SOIL,OR SILTY CLAY/CLAY. THE NEED TO INSTALL PIEZOMETERS,AND THE MONITORING LOCATIONS, WILL BE DETERMINEDBASED ON THE OBSERVED BEHAVIOUR OF THEPEAT/ORGANIC SOIL DURING THE CAUSEWAYCONSTRUCTION. IF DEEMED NECESSARY, INSTALLATION OFTHE PIEZOMETERS WILL BE REQUIRED PRIOR TO ANY DRILLRIG OR CRANE OPERATION.

0.3 m THK ROAD TOPPING

ROCK FILL

STRATAGRID SG1400 UNIAXIAL GEOGRID

T/O CAUSEWAYEL 76.50 m

AVG HIGH WATEREL 75.26 m

SEE CAUSEWAY NOTE 2

T/O PEATEL VARIES72.9 - 73.5 m

VAR

IES

0 ≤

2.0

CL MAINLINE

14.00

MAINLINE

ROCK FILL

STRATAGRID SG1400 UNIAXIAL GEOGRID

AVG HIGH WATEREL 75.26 m

SEE CAUSEWAY NOTE 2

1.51

ROAD TOPPING

MODIFIED GRANULAR B (TYPE 2)

1.51

ZONE 1 - SHALLOW PEAT (≤ 2.0 m) - MAINLINESCALE: NTS

A

2 4

ZONE 1 - SHALLOW PEAT (≤ 2.0 m) - MAINLINE & FINGERSCALE: NTS

B

2 4

1.51

1:100 YEAREL 76.00 m

T/O CAUSEWAYEL 76.50 m

1:100 YEAREL 76.00 m

CONSTRUCTION NOTES:

1. THE CAUSEWAY CROSS SECTION SHOWN IS NOT TOSCALE.THE REALIZED BASE OF ROCK FILL PROFILE WILL BEA FUNCTION OF CONSTRUCTION METHOD, VARIABILITY OFGEOTECHNICAL CONDITIONS AND CONSISTENCY INCONSTRUCTION TECHNIQUE. POCKET/ZONES OF PEAT AREEXPECTED TO BE TRAPPED PARTICULARLY AT THECENTER OF THE MAINLINE AND AT THE TRANSITION OF THEMAINLINE AND FINGERS. HOWEVER, CONSTRUCTIONPROCEDURE MUST BE DEVELOPED TO MINIMIZE THEVARIABILITY TO THE PROFILE TO ASSURE SATISFACTORYPERFORMANCE. THE PROPOSED WORK PLAN SHOULD BESUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW.

2. THE INITIAL WORKING PLATFORM FOR PLACEMENT OF THELOWER GEOGRID LAYER SHOULD BE NOT HIGHER THAN 0.2TO 0.4 m ABOVE THE WATER LEVEL AT THE TIME OFPLACEMENT. BASED ON HISTORICAL WATER LEVELS INLAKE ONTARIO AT KINGSTON, ON, THE HIGHEST EXPECTEDWATER LEVELS DURING THE CAUSEWAY CONSTRUCTIONARE SHOWN BELOW.

3. THE TOP OF THE WORKING PLATFORM PRIOR TOPLACEMENT OF GEOGRID SHALL BE REPORTED TO THEENGINEER OF RECORD FOR APPROVAL.

WATER LEVEL SCHEDULE

MONTHFORCASTED

AVERAGEWATER EL (m) *

HIGHESTEXPECTED

WATER EL (m) *

AUG-2019 75.70 75.80 [1]

SEP-2019 75.40 75.60 [1]

OCT-2019 75.20 75.40 [1]

NOV-2019 75.00 75.30 [1]

DEC-2019 74.90 75.30 [1]

JAN-2020 - 74.90 [2]

FEB-2020 - 75.00 [2]

MAR-2020 - 75.00 [2]

APR-2020 - 75.50 [2]

* DATA BASED ON FORECASTS PUBLISHED BY THEINTERNATIONAL LAKE ONTARIO-ST. LAWRENCE RIVER BOARDWEBSITE HTTPS://IJC.ORG/EN/LOSLRB/WATERSHED/FORECASTSON JULY 18 2019

[1] VALUES REPRESENT WATER LEVELS THAT WOULD BEEXCEEDED 5% OF THE TIME IF SIMILAR WET CONDITIONS WERETO OCCUR

[2] VALUES REPRESENT HIGHEST WATER LEVELS OBSERVED BETWEEN 2017 TO 2019 INCLUSIVE

4. BASED ON THE CURRENT CONSTRUCTION SCHEDULE OFTHE CAUSEWAY, IT IS EXPECTED THAT THE GEOGRIDEMBEDMENT DEPTHS SHOWN CAN BE ACHIEVED. THEELEVATION OF THE GEOGRID LAYERS SHALL BE REPORTEDTO THE ENGINEER OF RECORD PRIOR TO PLACEMENT.AS-BUILT CONDITIONS, WHICH INCLUDE THE GEOGRIDELEVATIONS ALONG THE CAUSEWAY, SHALL BE RECORDEDAND REPORTED TO THE ENGINEER OF RECORD TO ENSUREACCEPTABLE CONDITIONS. SECTIONS WHICH MAY NOT HAVESUFFICIENT GEOGRID EMBEDMENT MAY WARRANT SPECIALCONSIDERATIONS.

15.00 MIN

FINGER

1.51 PEAT MATERIAL DISPLACED

BY ROCK FILL PLACEMENT(SHEAR WAVE)

PEAT MATERIAL DISPLACEDBY ROCK FILL PLACEMENT(SHEAR WAVE)

WRAP-AROUND ANCHOR

2.00

MIN, TYP

0.30

MIN

, TYP

WR

AP A

RO

UN

D

LEGEND:

GEOGRID MACHINE DIRECTION ALIGNED NORTH-SOUTH

GEOGRID MACHINE DIRECTION ALIGNED EAST-WEST

2.00

MIN2.00

MIN

0.30

MIN

, TYP

WR

AP A

RO

UN

D

1.20

1.20 0.

90

0.30

MIN

, TYP

\

WR

AP A

RO

UN

D

SEE CAUSEWAY NOTE 4

T-BAR & WARNING ROPE, TYP

1.00

TYP

BULL RAIL, TYP

T-BAR & WARNING ROPE, TYP

BULL RAIL, TYP

1.00

SEE

CO

NST

NO

TES

SEE

CO

NST

NO

TES

SEE

CO

NST

NO

TES

• Based on the peat layer thickness of the river bed of a specific section of causeway, the causeway area has been classed into three zones where three causeway designs are proposed to be utilized.

• The causeways would to be progressively placed until the end of 2019 and would be progressively removed between 2020 to 2021.


Construction

- -

PLANSCALE: 1:2000

APPROXIMATE LOCATION OFHYDRO ONE SUBMERGEDUTILITY LINES

0ELEVATIONHORIZONTAL SCALE 1:2000VERTICAL SCALE: 1:400

0

NON-COHESIVE GLACIAL TILL

DETAIL 1ENLARGEMENT OF BH-18-107N.T.S.

BEDROCK

SILTY CLAY TO CLAY

SEE DETAIL 1NON-COHESIVEGLACIAL TILL

LOW WATER LEVEL

P:\P

roje

cts\

18-4

046

Third

Cro

ssin

g Br

idge

Geo

tech

\07

Dra

win

gs\F

igur

e 2

Bore

hole

Lay

out a

nd S

tratig

arph

ic P

rofil

e - B

ridge

Pie

rs a

nd A

butm

ents

.dw

g

PROJECT No. :

DESIGNED BY:

DRAWN BY:

APPROVED BY:

CHECKED BY:

ENGINEER'S SEAL

PROJECT:

DRAWING:

REFERENCE DRAWINGS

DRAWING TITLEDRAWING No.

CLIENT:

DATE BY

REVISIONS

No. DESCRIPTION

SCALE: DATE:

REVISION No.DRAWING No.

CITY OF KINGSTONTHIRD CROSSING OF THECATARAQUI RIVER

Figure 2Borehole Layout and Stratigarphic Profile

Bridge Piers and Abutments

18-4046

B

K KORTEKAAS G QU

G QU S HINCHBERGER AS NOTEDA 2019-01-18 GQ ISSUED FOR GEOTECHNICAL REPORT

1. HORIZONTAL & VERTICAL CO-ORDINATES ARE UTM ZONE 18 (NAD83 CSRS).

2. BOREHOLE LOCATION SURVEYED USING HAND-HELD GPS WITH AN ACCURACY OF +/- 3m.

3. THE BOUNDARIES BETWEEN SOIL STRATA HAVE BEEN ESTABLISHED ONLY FOR BOREHOLELOCATIONS. THE SOIL STRATA BETWEEN BOREHOLE LOCATIONS IS ASSUMED.

4. THIS DRAWING IS TO BE READ WITH SUBJECT REPORT.

5. THIS DRAWING IS FOR SUBSURFACE INFORMATION ONLY. SURFACE DETAILS AND FEATURESARE FOR CONCEPTUAL ILLUSTRATION ONLY.

6. PIER LOCATION UPDATED AS PER PLAN PROVIDED BY HATCH (H357883-03-260-WIP0-1000)2019-01-09.

7. WATER LEVEL DATUM BELOW;

LOW WATER DATUM EL. 74.16 CANADIAN HYDROGRAPHIC SERVICE(LAKE ONTARIO)

AVERAGE HIGH WATER EL. 75.26 MINISTRY OF NATURAL RESOURCES(LAKE ONTARIO)

REGULATORY WATER LEVEL EL. 76.30 CATARAQUI REGION CONSERVATION AUTHORITY "REGULATORY LIMIT WITHIN STUDY AREA"

LEGEND:

WORK POINT

BH-18-102BH-18-103BH-18-104BH-18-105BH-18-106BH-18-107BH-18-108

EASTING

382 089382 513382 782382 876382 952382 157382 281

NORTHING

4 901 5614 901 6654 901 7004 901 6984 901 6984 901 5754 901 606

BH-18-101 382 018 4 901 546

BOREHOLE COORDINATES

NOTES:

2018 BOREHOLEINVESTIGATIONS (TULLOCH)

2016 BOREHOE INVESTIGATIONS(GOLDER), * FOR SCPT AND BOREHOLES

BH-18-109 382 327 4 901 625

2010 BOREHOLE INVESTIGATIONS(GOLDER, REPORT NO. 09-1121-0016)

BH-18-111 382 374 4 901 632BH-18-110 382 245 4 901 597

BH-18-201BH-18-202

381 911381 892

4 901 5294 901 531

B 2019-03-29 GQ ISSUED FOR GEOTECHNICAL REPORT

H357883-04-240-0001, Rev 1

Additional Geotechnical Investigations in Fall 2018 Findings:• Confirmation that permanent design for bridge foundations adequate (with respect to lateral capacity) • Very deep bedrock on west• Determination that Silty Clay overburden does not have capacity to support vertical loads of piles (trestle or permanent)

Existing ConditionsConsistent, shallow water depth (1.5-2m)

Soft Silty Clay Overburden

Deep Bedrock


Construction

Trestle Zone

Determining the Right Access Method

Causeway Access• The causeway consists of the main causeway access and fingers that will allow access to the piers• Consistent, shallow water depth (1.5-2m)• Use of locally sourced rock fill material is available and re-used on project• Safety during construction

Trestle 5-15m water depth

Trestle Access• Trestle consists of the main trestle spans and fingers that allow access to the Piers • Suitable rock depth for piles (20m)• Same open dimension as Cataraqui River at Belle Island (same hydraulic conditions)

Causeway Zone

10+300

10+400

10+500

10+600

10+700

10+800

10+900

11+000

11+100

11+20011+300

11+400

ELEV

ATIO

N (m

)

BH-1

8-10

6

16-1

02*

16-2

09

16-1

01

16-1

06

16-1

05

16-1

04

NB-

1

BH-1

8-10

7

BH-1

8-10

2

BH-1

8-10

1

BH-1

8-10

3

BH/C

PT/D

MT-

18-1

10

10-2

BH-1

8-10

8

BH-1

8-10

9

BH-1

8-11

1

70

80

90

10+400.00 10+500.00 10+600.00 10+700.00 10+800.00 10+900.00 11+000.00 11+100.00 11+200.00 11+300.00

40

50

60

20

30

70

80

90

40

50

60

20

30

1010

16-2

01

11+400.00 11+500.00

POSSIBLEFAULT ZONE

POSSIBLEFAULT ZONE

16-2

01

16-1

03

16-2

08

BH/C

PT-1

8-10

4

BH-1

8-20

2

BH-1

8-20

1

10+300.0010+240

ELEV

ATIO

N (m

)

BH/C

PT/D

MT-

18-1

05JOB NO.

TASK NO.

SHEET NO.

DESIGNED BY

DRAWN BY

CHECKED BY

SCALE

DATE (MM-DD-YY)


REDUCED ACCORDINGLY

AS NOTED



PROJECT TASK

DRAWING SUBJECT

19-171

J.R.P.

06-28-19 OF

A.E.M.

T.J.S.



2

501.02.01

DR

AW

ING

FIL

E: 5

01.0

2.01

.DW

G 7

/29/

2019

1:5

9 P

M

12

PR

ELIM

INA

RY

- N

OT F

OR

CO

NS

TR

UC

TIO

N




PLANSCALE: 1:2000

0 20 40 60 80 100 m

SCALE 1:2000

SECTIONHORIZONTAL SCALE: 1: 2000VERTICAL SCALE: 1:400

BH 18-111

BH 18-110BH 18-109

BH 18-108

BH 18-107

BH 18-106

BH 18-105

BH 18-104

BH 18-103

BH 18-101 BH 18-102

BH 16-209

BH 16-206

BH 16-207BH 16-208

BH 16-204BH 16-203 BH 16-202

BH 16-106

BH 16-105

BH 16-104BH 16-103

BH 16-102BH 16-101

BH 18-202

BH 18-201BH 16-201

BH-10-3NB-4NB-3

NC-3

NC-2

NC-1

NB-1

NB-2

LEGEND:BOREHOLE

INFERRED BEDROCK PROFILE

INFERRED BOUNDARY BELOWORGANIC DEPOSITS

WATER

PEAT

ORGANIC SOIL / SILT

SILTY CLAY TO CLAY

SILT AND SAND

COHESIVE GLACIAL TILL


GRANITE / GNEISS

BH 10-2

LIMESTONE / DOLOSTONE

FILL

ZONE 2

ZONE 1

ZONE 3

ZONE 1

ZONE 2ZONE 1

STA 10+279.838BRG

PIER 3PIER 2

PIER 1CLCL CL

CLW ABUTCL

CLPIER 4

CLPIER 5

CLPIER 6

CLPIER 7

CLPIER 8

CLPIER 10

CLPIER 11

CLPIER 12

CLPIER 13

CLPIER 14

CLPIER 15

CLPIER 16

PIER 20CL

PIER 21E ABUT

1

2 3

CLCL

ZONE 1

ZONE 1 ZONE 2 ZONE 1 ZONE 3 ZONE 2 ZONE 1 ZONE 1

A

2 6

B

2 6

PIER 9CL

CAUSEWAY ZONES

ZONE 1≤ 2 m OF PEAT

ZONE 2> 2 m & ≤ 3.6 m OF PEAT

ZONE 3 UP TO 6.1 m OF PEAT &

V. SOFT ORGANICS

B

2 4

A

2 4

B

2 5

A

2 5

NNNNN

CAUSEWAY PLAN & GEOTECHNICAL PROFILE

TURBIDITY CURTAIN

TURBIDITY CURTAIN

CONNECTION TO TEMPACCESS ROAD TBD

CAUSEWAY ALIGNMENT AT WESTABUTMENT UNDER REVIEW

8.00 TY

P

CLPIER 17 PIER 19

CLCLPIER 18

10+300

10+400

10+500

10+600

10+700

10+800

10+900

11+000

11+100

11+20011+300

11+400

ELEV

ATIO

N (m

)

BH-1

8-10

6

16-1

02*

16-2

09

16-1

01

16-1

06

16-1

05

16-1

04

NB-

1

BH-1

8-10

7

BH-1

8-10

2

BH-1

8-10

1

BH-1

8-10

3

BH/C

PT/D

MT-

18-1

10

10-2

BH-1

8-10

8

BH-1

8-10

9

BH-1

8-11

1

70

80

90

10+400.00 10+500.00 10+600.00 10+700.00 10+800.00 10+900.00 11+000.00 11+100.00 11+200.00 11+300.00

40

50

60

20

30

70

80

90

40

50

60

20

30

1010

16-2

01

11+400.00 11+500.00

POSSIBLEFAULT ZONE

POSSIBLEFAULT ZONE

16-2

01

16-1

03

16-2

08

BH/C

PT-1

8-10

4

BH-1

8-20

2

BH-1

8-20

1

10+300.0010+240

ELEV

ATIO

N (m

)

BH/C

PT/D

MT-

18-1

05

JOB NO.

TASK NO.

SHEET NO.

DESIGNED BY

DRAWN BY

CHECKED BY

SCALE

DATE (MM-DD-YY)


REDUCED ACCORDINGLY

AS NOTED



PROJECT TASK

DRAWING SUBJECT

19-171

J.R.P.

06-28-19 OF

A.E.M.

T.J.S.



2

501.02.01

DR

AW

ING

FIL

E: 5

01.0

2.01

.DW

G 7

/29/

2019

1:5

9 P

M

12

PR

ELIM

INA

RY

- N

OT F

OR

CO

NS

TR

UC

TIO

N




PLANSCALE: 1:2000

0 20 40 60 80 100 m

SCALE 1:2000

SECTIONHORIZONTAL SCALE: 1: 2000VERTICAL SCALE: 1:400

BH 18-111

BH 18-110BH 18-109

BH 18-108

BH 18-107

BH 18-106

BH 18-105

BH 18-104

BH 18-103

BH 18-101 BH 18-102

BH 16-209

BH 16-206

BH 16-207BH 16-208

BH 16-204BH 16-203 BH 16-202

BH 16-106

BH 16-105

BH 16-104BH 16-103

BH 16-102BH 16-101

BH 18-202

BH 18-201BH 16-201

BH-10-3NB-4NB-3

NC-3

NC-2

NC-1

NB-1

NB-2

LEGEND:BOREHOLE

INFERRED BEDROCK PROFILE

INFERRED BOUNDARY BELOWORGANIC DEPOSITS

WATER

PEAT

ORGANIC SOIL / SILT

SILTY CLAY TO CLAY

SILT AND SAND

COHESIVE GLACIAL TILL


GRANITE / GNEISS

BH 10-2

LIMESTONE / DOLOSTONE

FILL

ZONE 2

ZONE 1

ZONE 3

ZONE 1

ZONE 2ZONE 1

STA 10+279.838BRG

PIER 3PIER 2

PIER 1CLCL CL

CLW ABUTCL

CLPIER 4

CLPIER 5

CLPIER 6

CLPIER 7

CLPIER 8

CLPIER 10

CLPIER 11

CLPIER 12

CLPIER 13

CLPIER 14

CLPIER 15

CLPIER 16

PIER 20CL

PIER 21E ABUT

1

2 3

CLCL

ZONE 1

ZONE 1 ZONE 2 ZONE 1 ZONE 3 ZONE 2 ZONE 1 ZONE 1

A

2 6

B

2 6

PIER 9CL

CAUSEWAY ZONES




V. SOFT ORGANICS

B

2 4

A

2 4

B

2 5

A

2 5

NNNNN

CAUSEWAY PLAN & GEOTECHNICAL PROFILE

TURBIDITY CURTAIN

TURBIDITY CURTAIN

CONNECTION TO TEMPACCESS ROAD TBD

CAUSEWAY ALIGNMENT AT WESTABUTMENT UNDER REVIEW

8.00 TY

P

CLPIER 17 PIER 19

CLCLPIER 18

Causeway <5m water depth

Length of West Causeway is 850mLength of Trestle is 210m

Length of East Causeway is 120m


Construction

10+300

10+400

10+500

10+600

10+700

10+800

10+900

11+000

11+100

11+20011+300

11+400

JOB NO.

TASK NO.

SHEET NO.

DESIGNED BY

DRAWN BY

CHECKED BY

SCALE

DATE (MM-DD-YY)


REDUCED ACCORDINGLY



PROJECT TASK

DRAWING SUBJECTOF

KINGSTON THIRD CROSSING BRIDGE IPD

1

DR

AW

ING

FIL

E: T

UR

TLE

PA

SS

AG

E.D

WG

8/2

2/20

19 6

:38

PM

1A

SCALE: 1:2000

0 20 40 60 80 100 m

SCALE 1:2000

BH 18-111

BH 18-110BH 18-109

BH 18-108

BH 18-107

BH 18-106

BH 18-105

BH 18-104

BH 18-103

BH 18-101 BH 18-102

BH 16-209

BH 16-206

BH 16-207BH 16-208

BH 16-204BH 16-203 BH 16-202

BH 16-106

BH 16-105

BH 16-104BH 16-103

BH 16-102BH 16-101

BH 18-202

BH 18-201BH 16-201

BH-10-3NB-4NB-3

NC-3

NC-2

NC-1

NB-1

NB-2

BH 10-2

ZONE 2

ZONE 1

ZONE 3

ZONE 1

ZONE 2ZONE 1

PIER 3PIER 2

PIER 1CLCL CL

CLPIER 4

CLPIER 5

CLPIER 6

CLPIER 7

CLPIER 8

CLPIER 10

CLPIER 11

CLPIER 12

CLPIER 13

CLPIER 14

CLPIER 15

CLPIER 16

PIER 20CL

PIER 21CL

CL

ZONE 1

PIER 9CL




V. SOFT ORGANICS

TURBIDITY CURTAIN8.00 TY

P

CLPIER 17 PIER 19

CLCLPIER 18

SCALE: 1:30

AVG HIGH WATER

ANIMEX AMX 30/760 TURTLE FENCE

POSTS @ 2 m SPACING

SPACER

SECURE POST TO SPACER & CURTAIN

ADDITIONAL CHAIN

CHAIN AT THE BOTTOMOF TURBIDITY CURTAIN

1. TURBIDITY CURTAIN AND TURTLE CROSSING EXCLUSION FENCE.

2. OPENING WILL BE PROVIDED AT TURTLE CROSSING(S).

3. REFER TO TURBIDITY CURTAIN / TURTLE EXCLUSION FENCE DETAILS BELOW.

BUOY

RIVER BED

600 mm TYP,RECOMMENDED TO LOWER THISIN HIGH WIND CONDITIONBETWEEN 300 TO 450 mm

TYPICAL CROSS SECTION OF AQUATIC EXCLUSIONARY TURBIDITY CURTAIN (AETC)1000mm

Causeway

TURBIDITY CURTAIN OPSS 805

300mm

SAND BAG TO WEIGHT DOWN THE TURBIDITY CURTAIN

ADDITIONAL SAND BAG

TO CREATE TURTLE EXCLUSION BARRIER AT MUDLINESAND BAGS TO WEIGHT DOWN THE TURBIDITY CURATIN

10+300

10+400

10+500

10+600

10+700

10+800

10+900

11+000

11+100

11+20011+300

11+400

JOB NO.

TASK NO.

SHEET NO.

DESIGNED BY

DRAWN BY

CHECKED BY

SCALE

DATE (MM-DD-YY)


REDUCED ACCORDINGLY



PROJECT TASK

DRAWING SUBJECTOF


1

DR

AW

ING

FIL

E: T

UR

TLE

PA

SS

AG

E.D

WG

8/2

2/20

19 6

:38

PM

1A

SCALE: 1:2000

0 20 40 60 80 100 m

SCALE 1:2000

BH 18-111

BH 18-110BH 18-109

BH 18-108

BH 18-107

BH 18-106

BH 18-105

BH 18-104

BH 18-103

BH 18-101 BH 18-102

BH 16-209

BH 16-206

BH 16-207BH 16-208

BH 16-204BH 16-203 BH 16-202

BH 16-106

BH 16-105

BH 16-104BH 16-103

BH 16-102BH 16-101

BH 18-202

BH 18-201BH 16-201

BH-10-3NB-4NB-3

NC-3

NC-2

NC-1

NB-1

NB-2

BH 10-2

ZONE 2

ZONE 1

ZONE 3

ZONE 1

ZONE 2ZONE 1

PIER 3PIER 2

PIER 1CLCL CL

CLPIER 4

CLPIER 5

CLPIER 6

CLPIER 7

CLPIER 8

CLPIER 10

CLPIER 11

CLPIER 12

CLPIER 13

CLPIER 14

CLPIER 15

CLPIER 16

PIER 20CL

PIER 21CL

CL

ZONE 1

PIER 9CL




V. SOFT ORGANICS


P

CLPIER 17 PIER 19

CLCLPIER 18

SCALE: 1:30

AVG HIGH WATER


POSTS @ 2 m SPACING

SPACER


ADDITIONAL CHAIN





BUOY

RIVER BED



Causeway


300mm


ADDITIONAL SAND BAG


Considerations- Turbidity curtains and water quality monitoring established during causeway installation and removal

- Existing benthic fauna is relatively impoverished in the fine silty sediments of the Cataraqui River- The remnant causeway materials will enhance benthic diversity in the short term until redeposition returns it to the existing condition

- The passage open with trestle is as wide as the Cataraqui River is at Belle Island and this is where the flow passes- Five additional passageways will be constructed in case any species wish to pass north to south

- Milfoil is an invasive species and a hardy propagator, and after removing rockfill causeway to 100mm below original elevation, natural re-deposition and regrowth will occur rapidly

Water Quality Benthic Community

Connectivity

Vegetation

10+300

10+400

10+500

10+600

10+700

10+800

10+900

11+000

11+100

11+20011+300

11+400

JOB NO.

TASK NO.

SHEET NO.

DESIGNED BY

DRAWN BY

CHECKED BY

SCALE

DATE (MM-DD-YY)


REDUCED ACCORDINGLY



PROJECT TASK

DRAWING SUBJECTOF


1

DR

AW

ING

FIL

E: T

UR

TLE

PA

SS

AG

E.D

WG

8/2

2/20

19 6

:38

PM

1A

SCALE: 1:2000

0 20 40 60 80 100 m

SCALE 1:2000

BH 18-111

BH 18-110BH 18-109

BH 18-108

BH 18-107

BH 18-106

BH 18-105

BH 18-104

BH 18-103

BH 18-101 BH 18-102

BH 16-209

BH 16-206

BH 16-207BH 16-208

BH 16-204BH 16-203 BH 16-202

BH 16-106

BH 16-105

BH 16-104BH 16-103

BH 16-102BH 16-101

BH 18-202

BH 18-201BH 16-201

BH-10-3NB-4NB-3

NC-3

NC-2

NC-1

NB-1

NB-2

BH 10-2

ZONE 2

ZONE 1

ZONE 3

ZONE 1

ZONE 2ZONE 1

PIER 3PIER 2

PIER 1CLCL CL

CLPIER 4

CLPIER 5

CLPIER 6

CLPIER 7

CLPIER 8

CLPIER 10

CLPIER 11

CLPIER 12

CLPIER 13

CLPIER 14

CLPIER 15

CLPIER 16

PIER 20CL

PIER 21CL

CL

ZONE 1

PIER 9CL




V. SOFT ORGANICS


P

CLPIER 17 PIER 19

CLCLPIER 18

SCALE: 1:30

AVG HIGH WATER


POSTS @ 2 m SPACING

SPACER


ADDITIONAL CHAIN





BUOY

RIVER BED



Causeway


300mm


ADDITIONAL SAND BAG



Construction

Construction MethodsFoundations

Caps

Constructio

n Metho

ds:

Foun

datio

ns

12

Construction Methods:

Caps

13

Prefabricated reinforcing steel cage, and formwork for Pier Caps.

Installation of steel casing and drilling out inside the casing. After a rock socket is formed, reinforcing steel will be installed and concrete will be poured in the casing.


Construction

Constructio

n Metho

ds:

Ap

proa

ch Con

crete Gird

ers, Steel

Gird

er M

ain Sp

an and

Deck

Constructio

n

16

Construction MethodsApproach Concrete Girders, Steel Girder Main Span and Deck Construction


Approach Concrete Girders, Steel Girder Main Span and Deck Construction

15


Approach Concrete Girders, Steel Girder Main Span and Deck Construction

17

Partial depth precast concrete deck panel placement, precast concrete girder erection, and steel girder erection.

Documents

Station 4 Construction - Kingston, Ontario