general quotation requirements - port of vancouver | · test hole 1 1/2 4 2040 size of opening ......

LIONS GATE SECONDARY WWTP SEWER CONVEYANCE

APPENDIX C Laboratory Testing

June 11, 2015 Report No. 1406018-012-R-Rev0

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100

SAND

Fine MediumCoarseBOULDER FINES (Silt, Clay)

Fine

Particle Size (mm)

Per

cen

t F

iner

by

Mas

s

USCS Particle Size Scale

SampleNumber

From(m)

To(m)

Test Hole

40201 1/2 4HydrometerU.S. Sieve Size (meshes / inch)Size of Opening (inches)

103/436 200100603/81224

Coarse

GRAVELCOBBLE

Legend

Sym.

6

4

6

4

8

10

8

13

16

15.24

15.24

17.07

11.89

24.23

28.96

19.51

24.84

29.57

15.54

15.39

17.22

12.04

24.38

29.11

19.66

24.99

29.72

FIGURE 1 - SAND: SUMMARY OF PARTICLE SIZE DISTRIBUTION

L. Perrey

SH14-02

SH14-05

SH14-06

SH14-08

SH14-08

SH14-08

SH14-09

SH14-10

SH14-10

National IM Server:GINT_GAL_NATIONALIM Unique Project ID:631 Output Form:_LAB_PARTICLE SIZE (MULTI-25 PER PAGE) sjohn 2/4/15

North Vancouver, BC

1406018 Phase: 1000 Task: 1050Project No.: Compiled By:

Date:Location:

Project:

Client: Metro Vancouver

Lions Gate WWTP Sewer Conveyance

Golder Associates Ltd.300 - 3811 North Fraser Way Burnaby, BC, Canada V5J 5J2

Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America

sjohn

Checked:

2/4/2015

L. Perrey

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100

SAND


Fine

Particle Size (mm)

Per

cen

t F

iner

by

Mas

s


SampleNumber

From(m)

To(m)

Test Hole


103/436 200100603/81224

Coarse

GRAVELCOBBLE

Legend

Sym.

2

1

2

4

6.71

3.05

4.57

7.01

7.01

3.20

4.72

7.16

FIGURE 2 - UPPER GRAVEL, SAND AND COBBLES: SUMMARY OF PARTICLE SIZE DISTRIBUTION

L. Perrey

SH14-02

SH14-03

SH14-06

SH14-10


North Vancouver, BC


Date:Location:

Project:






sjohn

Checked:

2/4/2015

L. Perrey

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100

SAND


Fine

Particle Size (mm)

Per

cen

t F

iner

by

Mas

s


SampleNumber

From(m)

To(m)

Test Hole


103/436 200100603/81224

Coarse

GRAVELCOBBLE

Legend

Sym.

5

6

13.11

15.85

13.41

16.00

FIGURE 3 - LOWER GRAVEL, SAND AND COBBLES: SUMMARY OF PARTICLE SIZE DISTRIBUTION

L. Perrey

SH14-02

SH14-10


North Vancouver, BC


Date:Location:

Project:






sjohn

Checked:

2/4/2015

L. Perrey

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100

SAND


Fine

Particle Size (mm)

Per

cen

t F

iner

by

Mas

s


SampleNumber

From(m)

To(m)

Test Hole


103/436 200100603/81224

Coarse

GRAVELCOBBLE

Legend

Sym.

2

4

4

7.32

8.69

10.67

7.47

8.84

10.82

FIGURE 4 - INTERBEDDED SAND: SUMMARY OF PARTICLE SIZE DISTRIBUTION

L. Perrey

SH14-03

SH14-06

SH14-09


North Vancouver, BC


Date:Location:

Project:






sjohn

Checked:

2/4/2015

L. Perrey

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100

SAND


Fine

Particle Size (mm)

Per

cen

t F

iner

by

Mas

s


SampleNumber

From(m)

To(m)

Test Hole


103/436 200100603/81224

Coarse

GRAVELCOBBLE

Legend

Sym.

4

2

6

10.97

8.38

7.47

11.28

8.53

7.62

FIGURE 5 - INTERBEDDED SILT AND SILTY SAND: SUMMARY OF PARTICLE SIZE DISTRIBUTION

L. Perrey

SH14-02

SH14-05

SH14-07


North Vancouver, BC


Date:Location:

Project:






sjohn

Checked:

2/4/2015

L. Perrey

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80 90 100

LiquidLimit

PlasticLimit

PlasticityIndex

NaturalWater Content

(%)

LiquidityIndex

ASTM D 4318-10

NP - NON-PLASTIC RESULT ND - NOT DETERMINED

6.40 to 6.45Depth Interval (m):

SH14-07 43.828 24 4.9 4.0

PLASTICITY CHART

Pla

stic

ity

Ind

ex

Liquid Limit

Depth(m)

SampleLocation

OA/DC 1/5/2015 LP

Note: The test data given herein pertain to the sample provided only. This report constitutes a testing service only.

1/6/2015

LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS

4

Sample / SpecimenNumber

6.40 6.45

Bottom(m)

PercentPassing

#40 Sieve(%)

Sym.

ND

N/A

Preparation Method:Test Method: A-Multi Point

Other Remarks:

Air Dried

1406018 Phase: 1000 Task: 1050

Project:

Location:



North Vancouver, BC

Project No.:

DateTech Checked Date

300 - 3811 North Fraser Way Burnaby, BC, Canada V5J 5J2Tel: 604-412-6899 Fax: 604-412-6816 www.golder.com

Golder Associates Ltd.


Reference(s)

Sonic Hole ID: SH14-07

Lab Schedule No.:

Sample No.: 4

Nat

iona

l IM

Ser

ver:

GIN

T_G

AL_

NA

TIO

NA

LIM

Uni

que

Pro

ject

ID: O

utpu

t For

m:_

LAB

_AT

TE

RB

ER

G C

AS

AG

RA

ND

E (

SIN

GLE

) s

john

1/7

/15

SILT (ML)SILTY CLAY-CLAYEY SILT (CL-ML) CLAYEY SILT (ML)

ORGANIC SILT (OL)

A-Line

CLAYEY SILT (MH)ORGANIC SILT (OH)

CLAY(CH)

SILTY CLAY(CI)

SILTY CLAY(CL)


APPENDIX D Vibration Testing during Field Investigation on Capilano Road


Dear Mr. Xiao,

As requested and authorized by Metro Vancouver (MV), Golder Associates Ltd. (Golder) conducted ground vibration monitoring over the existing North Vancouver Interceptor pipe and Capilano No.4 and No.5 water main pipes during the Becker Penetration Test (BPT) at Borehole BPT14-06 on Lower Capilano Road, as part of the geotechnical investigation associated with the Lions Gate Secondary Wastewater Treatment Plant Sewer Conveyance. The purpose of the vibration monitoring was to record levels of ground vibration in the vicinity of the existing North Vancouver Interceptor and Capilano No.4 and No.5 water main pipes. This report summarizes the results of the vibration monitoring and provides our comments on the recorded vibration levels.

1.0 BACKGROUND The site is located at the south end of Lower Capilano Road, bounded to the north and east by the North Shore Paintball commercial property, to the south by the Canadian National Railway right-of-way and to the west by Lower Capilano Road. Borehole BPT14-06 was advanced on the gravel railway access road approximately 8 m east of the east edge of Lower Capilano Road and 17 m north of the northern-most railway track. The borehole was advanced using BPT equipment comprising a truck-mounted HAV-180 Becker diesel hammer drill which was used to penetrate a closed-ended double walled 178 mm outside diameter steel casing into the ground.

Based on the results of the geotechnical investigation, the subsurface conditions underlying the site comprise surficial fill to a depth of approximately 1.5 m, followed by interlayered sand and gravel deposits, with cobbles, to the termination depth of 21.6 m.

The existing North Vancouver Interceptor consists of a 1.8 m outside diameter concrete pipe, which extends parallel to the railway ROW and is approximately 11.5 m north of the northern-most railway track (about 5.5 m south of borehole BPT14-06). The existing Capilano No. 4 water main consists of a 1.5 m outside diameter steel pipe extending along the west shoulder of Capilano Road and over the North Vancouver Interceptor, north of the railway ROW. The existing Capilano No. 5 water main consists of a 2.0 m outside diameter steel pipe extending along the east side of Capilano Road. It crosses to the west side of Capilano Road approximately 25 m north of North Vancouver Interceptor. The Capilano No. 5 water main also goes over the North Vancouver Interceptor north of the railway ROW.

April 24, 2015 Project No. 1406018-TM-Rev0

Mr. Wen Xiao, P.Eng. Metro Vancouver 5th Floor, 4330 Kingsway Burnaby, British Columbia V5H 4G8

VIBRATION MONITORING ADJACENT TO NORTH VANCOUVER INTERCEPTOR PIPE, CAPILANO NO. 4 AND NO. 5 WATER MAIN PIPES DURING BECKER PENETRATION TESTING AT BOREHOLE BPT14-06 LIONS GATE SECONDARY WASTEWATER TREATMENT PLANT SEWER CONVEYANCE VANCOUVER, BRITISH COLUMBIA


Unit 300 – 3811 North Fraser Way, Burnaby, British Columbia, Canada V5J 5J2 Tel: +1 (604) 412-6899 Fax: +1 (604) 412-6816 www.golder.com


Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.

Mr. Wen Xiao, P.Eng. 1406018-TM-Rev0 Metro Vancouver April 24, 2015 Due to the potential for damage to the existing North Vancouver Interceptor pipe and Capilano No.4 and No.5 water main pipes from vibrations originating from the BPT activities, MV retained Golder to monitor and record the ground motion during drilling.

2.0 VIBRATION MONITORING The vibration monitoring was carried out on November 29, 2014 from approximately 12:20 hours to 13:30 hours, as borehole BPT14-06 was advanced from ground surface to approximately 19 m below ground. An Instantel© MiniMate Plus vibration monitor (Serial Number BE19025) and a geophone (Serial Number BG18168) were used to record the Peak Particle Velocity (PPV) and frequency of vibrations every 5 seconds in the transverse, vertical and longitudinal axis.

The ground vibrations were monitored at approximately 0.5 m north of the North Vancouver Interceptor pipe (4.7 m south of borehole BPT14-06). The geophone was buried approximately 0.3 m below the ground surface, with the longitudinal axis of the geophone pointed towards the work area.

The trigger level of the geophone was decreased incrementally during the monitoring period from 7.0 mm/s to 1.0 mm/s as the BPT was advanced further into the ground and the vibration level decreased with increasing depth of penetration. A total of seven (7) Event Reports recorded in histograms format are attached following this report. The time, depth of the BPT, PPV, and the axis and the frequency for each histogram are shown in Table 1.

Table 1: Summary of vibration monitoring histogram data for Event Nos. 1 to 7. Event No. Time BPT Depth (m) PPV (mm/s) and Axis Frequency (Hz)

1 12:19:53 to 12:26:24 0.0 to 4.6 6.73 Vertical 34 2 12:28:14 to 12:39:09 4.6 to 7.0 4.57 Longitudinal 39 3 12:39:52 to 12:50:07 7.0 to 9.5 4.32 Longitudinal 39 4 12:50:56 to 12:58:26 9.5 to 11.9 2.41 Longitudinal 37 5 13:00:24 to 13:13:23 11.9 to 14.3 2.41 Longitudinal 39 6 13:14:02 to 13:17:30 14.3 to 16.8 1.27 Vertical 26 7 13:18:04 to 13:27:51 16.8 to 19.2 1.52 Longitudinal 39

The recorded PPV values generally decreased with increasing penetration test depth at BPT14-06. The recorded PPV values ranged from 6.73 mm/s occurring when the BPT was near surface, to 1.27 mm/s occurring when the BPT was near the termination depth. The frequencies associated with the recorded PPV values ranged from 26 Hz to 39 Hz and typically varied with depth.

In addition to the histogram recording of each event, waveform data was recorded at each instance when the trigger level was exceeded. The waveforms provide a plot of the measured velocity versus frequency for each axis. The waveform data recorded throughout the entire monitoring period show particle velocities ranging from less than 0.254 mm/s (i.e., less than the detection limit of the equipment) to 6.73 mm/s. The frequencies associated with the recorded particle velocities ranged from approximately 15 Hz to greater than 100 Hz. The waveform data are attached in sequence following the corresponding histogram data.

During the vibration monitoring, local vehicular traffic travelling on Lower Capilano Road was present, along with one instance when a train was operating at slow speed on the northern-most track within the railway ROW, between approximately 13:08 hours and 13:09 hours at the time of Event No. 5.

2/3

Mr. Wen Xiao, P.Eng. 1406018-TM-Rev0 Metro Vancouver April 24, 2015 3.0 GEOTECHNICAL COMMENTS Based on generally accepted vibration criteria developed by the U.S. Bureau of Mines (1980), attached following the text of this report, these vibration levels are considered to be in the range of imperceptible to barely perceptible. It is our opinion that the levels of vibration and the associated frequencies measured at the site would be unlikely to have caused damage to the North Vancouver Interceptor and Capilano No.4 and No.5 water mains.

We trust that the information contained in this report meets your requirements. Should you have any questions, please do not hesitate to contact us.

GOLDER ASSOCIATES LTD.

Dan Ashton, A.Sc.T. Anthony Fuller, P.Eng. Senior Field Technologist Project Manager, Associate DA/AF Attachments: Attachment 1: Event Report Histograms and Waveforms

Attachment 2: Velocity-Displacement Criterion (US Bureau of Mines, 1980) o:\final\2014\1447\1406018\1406018-012-r-rev0\components\appendix d\1406018-012-r-rev0-vibration monitoring 12jun_15.docx

3/3

ATTACHMENT 1

EVENT REPORT HISTOGRAMS AND WAVEFORMS

Event Report

Printed: December 5, 2014 (V 10.06 - 10.06) Format Copyrighted 2006-2008 Instantel, a division of Xmark Corporation

Date/TimeTrigger SourceRangeRecord Time

Vert at 12:20:29 November 29, 2014Geo: 3.50 mm/sGeo : 254 mm/s3.0 sec at 1024 sps

Serial NumberBattery LevelUnit CalibrationFile Name

BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYK.Y50

NotesProject #:

Project Name: Lions Gate WWTP


Location:

Extended NotesCombo Mode November 29, 2014 12:19:53

PPVZC FreqTime (Rel. to Trig)Peak AccelerationPeak DisplacementSensor Check Frequency Overswing Ratio

Tran0.762

39-0.0280.0398

0.00508Passed

7.34.0

Vert3.56

280.000

0.09280.0195Passed

7.44.0

Long1.40

37-0.0590.0795

0.00602Passed

7.44.2

mm/sHzsecgmm Hz

Peak Vector Sum 3.60 mm/s at 0.000 sec

USBM RI8507 And OSMRE

Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254

Tran: + Vert: x Long: ø

x

x

x

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x

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xx x

xx

xxx

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xø

øø

øøøø

ø ø ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran

Time Scale: 0.20 sec/div Amplitude Scale: Geo: 2.00 mm/s/div Sensor Check

Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.6D0

NotesProject #:



Location:



Tran1.14

470.013

0.02650.00341Passed

7.34.0

Vert4.06

470.0010.119

0.0135Passed

7.44.0

Long1.65

510.005

0.06630.00540Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

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254


+x

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Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.6Q0

NotesProject #:



Location:



Tran1.27

430.577

0.03980.00484Passed

7.34.0

Vert4.57

390.5640.106

0.0231Passed

7.44.0

Long1.78

510.568

0.07950.00589Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

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254


++

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0.00.0 1.0 2.0 3.0

Trigger =

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0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.740

NotesProject #:



Location:



Tran1.27

431.184

0.05300.00564Passed

7.34.0

Vert4.57

280.0040.133

0.0266Passed

7.44.0

Long2.16

472.351

0.09280.00701Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

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ø

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0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.790

NotesProject #:



Location:



Tran1.02

432.436

0.03980.00415Passed

7.34.0

Vert4.57

342.4210.133

0.0239Passed

7.44.0

Long2.67

470.614

0.09280.00936Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

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Trigger =

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0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.7D0

NotesProject #:



Location:



Tran1.52

341.902

0.03980.00620Passed

7.34.0

Vert6.73

341.8860.186

0.0282Passed

7.44.0

Long3.68

391.3000.119

0.0126Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

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++

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øø

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>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.7H0

NotesProject #:



Location:



Tran1.40

340.647

0.03980.00595Passed

7.34.0

Vert6.60

320.6300.186

0.0292Passed

7.44.0

Long4.32

510.6350.133

0.0137Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

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+++++

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>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.7K0

NotesProject #:



Location:



Tran1.40

372.528

0.03980.00608Passed

7.34.0

Vert5.84

322.5120.172

0.0270Passed

7.44.0

Long3.68

510.6310.119

0.0120Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

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254


++

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øø ø

øø

ø

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ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.7O0

NotesProject #:



Location:



Tran1.40

391.279

0.03980.00552Passed

7.34.0

Vert5.33

321.2610.159

0.0231Passed

7.44.0

Long3.81

390.0450.106

0.0127Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

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100

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254


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øø ø

ø

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>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.7S0

NotesProject #:



Location:



Tran1.27

340.020

0.03980.00540Passed

7.34.0

Vert5.33

320.6370.172

0.0220Passed

7.44.0

Long3.17

511.270

0.09280.0108Passed

7.44.2

mm/sHzsecgmm Hz


Monitor LogNov 29 /14 12:26:16 Nov 29 /14 12:26:19 Event recorded. (Memory Full Exit)


Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


+

+++ x

x

x

x

x

xx x

x

x

xxx

x x

x

x

x

xx

xx

x

x

x

xx

x

x

x

x

x

øø

ø

øø

øø

øø

ø

øø

øøø

øø

øø

ø

ø

øø

ø

ø

øøø

ø

ø

ø øø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report


Histogram Start TimeHistogram Finish TimeNumber of IntervalsRangeSample Rate

12:19:53 November 29, 201412:26:24 November 29, 201478 at 5 seconds Geo :254 mm/s1024sps


BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYK.X50

NotesProject #:



Location:

Extended Notes

PPVZC FreqDateTimeSensor Check Frequency Overswing Ratio

Tran1.52

34Nov 29 /14

12:26:03Passed

7.34.0

Vert6.73

34Nov 29 /14

12:26:03Passed

7.44.0

Long4.32

51Nov 29 /14

12:26:08Passed

7.44.2

mm/sHz Hz

Peak Vector Sum 6.74 mm/s on November 29, 2014 at 12:26:03

0.0Long

0.0Vert

0.0Tran

Nov 29 /14

12:19:58

Nov 29 /14

12:21:58

Nov 29 /14

12:23:58

Nov 29 /14

12:25:58

Time Scale: 5 seconds /div Sensor CheckAmplitude Scale: Geo: 1.000 mm/s/div

Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.B20

NotesProject #:



Location:

Extended Notes


Tran2.29

43Nov 29 /14

12:36:14Passed

7.44.0

Vert2.92

43Nov 29 /14

12:32:09Passed

7.44.0

Long4.57

39Nov 29 /14

12:32:54Passed

7.44.2

mm/sHz Hz


0.0Long

0.0Vert

0.0Tran

Nov 29 /14

12:28:19

Nov 29 /14

12:30:19

Nov 29 /14

12:32:19

Nov 29 /14

12:34:19

Nov 29 /14

12:36:19

Nov 29 /14

12:38:19

Nov 29 /14

12:39:09


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYL.UG0

NotesProject #:



Location:

Extended Notes


Tran2.79

39Nov 29 /14

12:43:42Passed

7.44.0

Vert2.54

37Nov 29 /14

12:41:27Passed

7.44.0

Long4.32

39Nov 29 /14

12:42:32Passed

7.44.2

mm/sHz Hz


0.0Long

0.0Vert

0.0Tran

Nov 29 /14

12:39:57

Nov 29 /14

12:41:57

Nov 29 /14

12:43:57

Nov 29 /14

12:45:57

Nov 29 /14

12:47:57

Nov 29 /14

12:49:57


Event Report



Long at 12:52:34 November 29, 2014Geo: 2.00 mm/sGeo : 254 mm/s3.0 sec at 1024 sps


BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.FM0

NotesProject #:



Location:



Tran0.762

430.005

0.03980.00384Passed

7.44.0

Vert1.78

390.671

0.05300.00744Passed

7.44.0

Long2.03

390.000

0.05300.00775Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


x

xxx

x

x

x

xx

x

x

xxx

x

x

xx

x

x

x

x xxø

ø

øøø

ø

øøø

ø

øø

ø

ø

ø

øø

ø

øø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.FV0

NotesProject #:



Location:



Tran0.762

430.005

0.05300.00428Passed

7.44.0

Vert1.78

34-0.0180.0530

0.00837Passed

7.44.0

Long2.16

370.640

0.05300.00887Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


x

xxx

x

xx xx

x

x x

x

xx xx

xx x

xø

ø

øø

ø

ø

øø

ø

øø

ø

øø

ø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.FY0

NotesProject #:



Location:



Tran0.635

510.005

0.05300.00459Passed

7.44.0

Vert1.90

301.262

0.05300.00831Passed

7.44.0

Long2.03

370.000

0.05300.00843Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


xx x

x

x

x xx

x

x xx

x

xx

x

x

xx

x

ø

ø

ø

ø

ø

ø

ø

ø

øø

ø

øø

ø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.G50

NotesProject #:



Location:



Tran0.762

471.286

0.06630.00502Passed

7.44.0

Vert2.03

320.623

0.05300.00812Passed

7.44.0

Long2.03

370.000

0.05300.00812Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


x

xxx

x

xx

x

x

x xx

x

x xx

x

x xx

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.GA0

NotesProject #:



Location:



Tran0.635

430.022

0.07950.00577Passed

7.44.0

Vert2.03

300.000

0.06630.00831Passed

7.44.0

Long1.90

390.016

0.05300.00825Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


x

x xx

x

xx

x

x

x

x x

x

x

x x

xx

xø

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.GE0

NotesProject #:



Location:



Tran0.762

432.580

0.07950.00484Passed

7.44.0

Vert2.03

340.000

0.05300.00800Passed

7.44.0

Long1.90

370.016

0.05300.00806Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


x

xx

x

x

xx

x

xx

x

x

x x

x

xx

ø

ø

øø

ø

øø

ø

øø

ø

øø

ø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.GL0

NotesProject #:



Location:



Tran0.635

210.005

0.03980.00496Passed

7.44.0

Vert1.90

32-0.0170.0530

0.00850Passed

7.44.0

Long2.03

370.000

0.05300.00924Passed

7.44.2

mm/sHzsecgmm Hz

Peak Vector Sum 2.23 mm/s at -0.017 sec


Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


x

xx

xx

xx

xxx

xx

x

xx

xø

ø

øø

ø

øø

ø

øø

øø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.K00

NotesProject #:



Location:



Tran1.02

470.0230.106

0.00329Passed

7.44.0

Vert2.03

340.000

0.06630.00874Passed

7.44.0

Long1.65

340.016

0.05300.00788Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


+++++ x

x

xx

x

x

x x

x

x

x x

x

x

xx

x

x

x xø

ø

ø

ø

ø

ø

ø

ø

ø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report






NotesProject #:



Location:



Tran1.14

510.0240.119

0.00353Passed

7.44.0

Vert2.16

370.001

0.07950.00868Passed

7.44.0

Long1.78

372.571

0.06630.00794Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


+++++ x

x

x x

x

x

x x

x

x

xx

x

x

xx

x

x

x

x

x

xø

ø

ø

ø

ø

ø

ø

ø

ø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report






NotesProject #:



Location:



Tran1.14

510.0240.119

0.00353Passed

7.44.0

Vert2.29

320.639

0.07950.00949Passed

7.44.0

Long1.78

370.654

0.06630.00825Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


++

++++ x

x

x

x

x

xx

x

x

x

x

xx

x

x

x

x

x

x

x

x

x

xx

x

x

x

x

ø

ø

ø

ø

øø

ø

ø

ø

ø

ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.CW0

NotesProject #:



Location:

Extended Notes


Tran1.52

51Nov 29 /14

12:57:46Passed

7.44.0

Vert2.41

32Nov 29 /14

12:55:41Passed

7.44.0

Long2.41

37Nov 29 /14

12:57:31Passed

7.44.2

mm/sHz Hz


0.0Long

0.0Vert

0.0Tran

Nov 29 /14

12:51:01

Nov 29 /14

12:53:01

Nov 29 /14

12:55:01

Nov 29 /14

12:57:01

Nov 29 /14

12:58:21


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.1E0

NotesProject #:



Location:



Tran1.14

510.021

0.09280.00347Passed

7.44.0

Vert2.03

470.023

0.07950.00899Passed

7.44.0

Long2.29

390.000

0.06630.00924Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


++++

++

++++

x

xx

xx

x

x

xx

xx

x

x

xx

x

x

x

x

xx

xx

x

x

x

x

x

x

xø

ø

ø

øøø

ø

ø

øø

ø

ø

ø

øø

ø

ø

ø

øøø

ø

ø

ø ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.1I0

NotesProject #:



Location:



Tran1.14

570.005

0.09280.00360Passed

7.44.0

Vert1.90

510.023

0.06630.00899Passed

7.44.0

Long2.29

390.000

0.06630.00924Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


++++++++ ++

x

x

x

xx

x

x

xx

xx

x

x

x

x

xx

x

x

xx

xx

x

x

x

x

xx

xø

ø

ø

øøø

ø

ø

øø

ø

ø

øøø

ø

ø

øø

ø

ø

øø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.1R0

NotesProject #:



Location:



Tran1.02

570.005

0.09280.00353Passed

7.44.0

Vert1.90

231.898

0.06630.00905Passed

7.44.0

Long2.29

390.000

0.07950.00924Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


++++++

x

x

x

xx

x

x

x

xx

x

x

x

x

xx

x

x

x

x

xx

x

x

x

x

xx

xø

ø

ø

ø øø

ø

ø

øøø

ø

ø

ø øø

ø

ø

øøø

ø

ø

ø ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.1X0

NotesProject #:



Location:



Tran1.14

570.006

0.07950.00341Passed

7.44.0

Vert1.90

23-0.0180.0663

0.00936Passed

7.44.0

Long2.29

390.000

0.07950.00955Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


++

++

++

++++

x

xx

x x

x

x

x

x

xx

x

x

x

x

xx

x

x

x

xx

x

x

x

x

xx

xø

ø

ø

øøø

ø

ø

øøø

ø

ø

øøø

ø

ø

ø øø

ø

ø

øø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.2U0

NotesProject #:



Location:



Tran1.27

570.006

0.07950.00335Passed

7.44.0

Vert2.03

511.940

0.06630.00887Passed

7.44.0

Long2.29

390.000

0.06630.00936Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


+++

+++++++

+

x

x

x

xx

x

x

x

x

xx

x

x

x

xx

x

x

x

x

x

xx

xx

xx

xx

ø

ø

ø

ø øø

ø

ø

øø

ø

ø

ø

øøø

ø

ø

ø øø

ø

ø

øø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.2Y0

NotesProject #:



Location:



Tran1.27

570.005

0.06630.00347Passed

7.44.0

Vert1.90

23-0.0190.0663

0.00905Passed

7.44.0

Long2.29

390.000

0.07950.00936Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


++++++

++

++

x

x

xx

xx

x

x

xx

x

x

x

x

xx

x

x

x

x

xx

x

x

x

xx

xx

ø

ø

ø

øø

ø

ø

ø

øø

ø

ø

ø

øø

ø

ø

ø

øøø

ø

ø

ø ø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.320

NotesProject #:



Location:



Tran1.27

570.006

0.06630.00347Passed

7.44.0

Vert2.03

510.024

0.06630.00905Passed

7.44.0

Long2.29

390.000

0.07950.00949Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


+++++

+++++

x

x

x

x

xx

xx

x

xx

x

x

x

x

xx

x

x

x

x

x

xx

x

x

x

x

x

xø

ø

ø

ø øø

ø

ø

ø øø

ø

ø

øøø

ø

ø

øø

ø

ø

ø

øø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.360

NotesProject #:



Location:



Tran1.27

570.005

0.07950.00347Passed

7.44.0

Vert2.03

510.662

0.06630.00918Passed

7.44.0

Long2.29

390.000

0.07950.00949Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


+

+++++++

+++

++

x

x

x

xx

x

x

x

x

x

xx

xx

x

x

x

x

xx

xx

x

x

x

x

xx

xø

ø

ø

ø øø

ø

ø

ø øø

ø

ø

ø øø

ø

ø

ø øø

ø

ø

øø

>

0.00.0 1.0 2.0 3.0

Trigger =

0.0Long

0.0Vert

0.0Tran


Event Report





BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.3A0

NotesProject #:



Location:



Tran1.40

510.645

0.06630.00360Passed

7.44.0

Vert2.03

510.663

0.06630.00943Passed

7.44.0

Long2.41

390.639

0.07950.00986Passed

7.44.2

mm/sHzsecgmm Hz



Velo

cit

y (

mm

/s)

Frequency (Hz)

1 2 5 10 20 50 100

1

2

5

10

20

50

100

200

254


+

++

+

+

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYM.SO0

NotesProject #:



Location:

Extended Notes


Tran1.40

51Nov 29 /14

13:06:49Passed

7.44.0

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.FE0

NotesProject #:



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Extended Notes


Tran0.762

47Nov 29 /14

13:15:17Passed

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.TS0

NotesProject #:



Location:



Tran0.635

430.016

0.03980.00285Passed

7.44.0

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320.642

0.03980.00471Passed

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.TW0

NotesProject #:



Location:



Tran0.381

320.002

0.03980.00236Passed

7.44.0

Vert0.635

34-0.0090.0265

0.00397Passed

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.U00

NotesProject #:



Location:



Tran0.508

371.322

0.02650.00260Passed

7.44.0

Vert0.762

430.014

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0.02650.00260Passed

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390.048

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.UB0

NotesProject #:



Location:



Tran0.508

370.048

0.03980.00260Passed

7.44.0

Vert0.762

510.014

0.02650.00378Passed

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.UE0

NotesProject #:



Location:



Tran0.508

340.047

0.03980.00285Passed

7.44.0

Vert0.889

471.290

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.UI0

NotesProject #:



Location:



Tran0.508

340.057

0.03980.00279Passed

7.44.0

Vert1.02

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.UM0

NotesProject #:



Location:



Tran0.508

340.058

0.03980.00279Passed

7.44.0

Vert1.02

470.023

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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.UQ0

NotesProject #:



Location:



Tran0.508

430.014

0.03980.00267Passed

7.44.0

Vert1.02

430.023

0.03980.00353Passed

7.44.0

Long1.14

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Monitor LogNov 29 /14 13:23:14 Nov 29 /14 13:23:16 Event recorded. (Memory Full Exit)


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BE19025 V 10.60-8.17 MiniMate Plus6.3 VoltsMarch 5, 2014 by InstantelU025FLYN.M40

NotesProject #:



Location:

Extended Notes


Tran0.635

43Nov 29 /14

13:22:44Passed

7.44.0

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ATTACHMENT 2

VELOCITY-DISPLACEMENT CRITERION (US BUREAU OF MINES, 1980)


APPENDIX E Hydrogeological Testing


FILE

:\Fi

nal\2

014\

1447

\140

6018

\140

6018

-012

-R-R

ev0\

Com

pon

ents

\Ap

pen

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onito

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.pp

t

NTS

RESULTS OF HYDRAULIC TESTING SH14-06

LIONS GATE SECONDARY WWTP SEWER CONVEYANCE NORTH VANCOUVER, BC

PROJECT No. DESIGN CADD CHECK REVIEW

FILE No. ---- REV. 0 SCALE

TITLE

PROJECT

10FEB15 10FEB15 11FEB15

BC BC CB

1406018

11FEB15 CB

FILE

:\Fi

nal\2

014\

1447

\140

6018

\140

6018

-012

-R-R

ev0\

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ring

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t

NTS

RESULTS OF MONITORING OF HYDRAULIC HEADS

SH14-06, BURRARD INLET

LIONS GATE SECONDARY WWTP SEWER CONVEYANCE NORTH VANCOUVER, BC

PROJECT No. DESIGN CADD CHECK REVIEW

FILE No. ---- REV. 0 SCALE

TITLE

PROJECT

10FEB15 10FEB15 11FEB15

BC BC CB

1406018

Note: The increase in hydraulic head on January 23, 2015 is interpreted to have been related to a precipitation event. 32 mm of precipitation were recorded at the Environment Canada Vancouver Airport Meteorological Station on January 23, 2015.

11FEB15 CB


APPENDIX F Corrosion Testing


Corrosion Service Company Limited 1103 Cliveden Avenue East, Annacis Island, Delta, B.C. V3M 6G9 (604) 521-1234 Fax: (604) 521-0910 Web: www.corrosionservice.com

HALIFAX • MONTREAL • SARNIA • TORONTO • CALGARY • EDMONTON • VANCOUVER • INTERNATIONAL

January 27, 2015 Golder Associates Suite 200 – 2920 Virtual Way Vancouver, B.C. V5M 0C4 Attention: Mr. Chung Ho Cheng, P.Eng.

Project Engineer Dear Sir: Re: Soil Corrosivity Testing

Drill Program Samples Lions Gate WWTP Sewer Conveyance North Vancouver, B.C.

Soil testing work for the above noted facility was completed during December, 2014. Test procedures and survey results are outlined in the following sections. 1. Soil Testing and Evaluation Summary Soil sampling and testing work was completed for eight boreholes located along the proposed route of the pipeline. Samples were collected in conjunction with the geo-technical survey from varying depths which are representative of various proposed approximate crown and invert elevations of the pipeline. Note that for some test holes a larger number of samples were tested due to initial uncertainty of proposed crown and invert elevations. The sample data and analysis are outlined in Appendix II and for specific test locations see the Golder Associates borehole reference drawing 1406018. In summary, the data produced somewhat variable Soil Aggressiveness Value (SAV) scores which characterized the vast majority of the sample results (35 of 39 tests) as ranging from “Less Aggressive” to “Highly Aggressive” On the basis of these testing results corrosion prevention measures are recommended for any ferrous metal pipeline components. 2. Project Scope As part of the design process Metro Vancouver requires that new pipeline projects include a soil corrosivity investigation. This work is intended to identify areas along proposed alignments that pose significant corrosion risk. The soil data is also useful in design work for cathodic protection systems.

Metro Vancouver Page 2 Lions Gate WWTP Sewer Conveyance January 27, 2015 Soil Corrosivity Testing



3. Testing Procedures & Analysis The Soil Aggressiveness Value (Appendix I), commonly referred to as an SAV is used for determining soil corrosivity for buried steel structures, typically tanks and piping systems. The model specifies various soil parameters for analysis including resistivity, pH, moisture and sulphides. Based on sample test results numeric assessments are given for each of the parameters. The more corrosive the condition the higher the assessment. An overall point total is given for the parameters and the data is then characterized with a verbal description - Innocuous, Aggressive, etc. 3.1. Soil Samples Soil samples were collected by the drill sub-contractor from the subject boreholes and provided to Corrosion Service for analysis. The samples were tested for various parameters including resistivity, moisture, pH and sulfides, all of which are considered important factors in determining soil corrosivity. The samples were subsequently placed in sealed plastic bags, identified by location and are kept for possible follow-up testing. Additional comments on specific procedures are as follows.

I. Soil Resistance: Soil resistance is often considered the single most important factor in determining corrosivity and generally the more conductive the soil the greater the corrosion risk. Representative soil samples were collected from the drilling apparatus. Sample material was subsequently placed in a Neilson test box and compacted to approximate native conditions. Due to the relatively small size of the test apparatus some selection bias against larger stones, rock etc. is likely. If required, soil samples were saturated with distilled water and then tested by passing a D.C. current through the sample and measuring the voltage drop between test box electrodes. The ohmic reading from the soil box is converted to an ohm-cm reading by multiplying the value by a correction factor. Note that soil sample testing tends to assess for what can be very localized conditions particularly if the bulk or area conditions are not uniform. To better assess bulk conditions at grade Wenner four pin soil resistivity measurements are normally measured, however for this project they were excluded. II. Soil Moisture: Soil sample moisture content was estimated and characterized as dry, damp, wet or saturated. Samples characterized as dry were considered to be in areas having good drainage characteristics. Damp and Wet samples are considered to be in areas having fair drainage characteristics while saturated samples are considered to be in areas having poor drainage. If present, the elevation of the water table was noted.




III. Soil pH: Soil sample pH was measured utilizing a copper-copper sulphate half cell electrode to antimony half cell electrode. Millivolt measurements are subsequently converted to standard numeric pH values. PH values less than 4.0 are considered aggressive, values between 5 and 8 are considered less aggressive to innocuous although values between 6.5 to 7.5 indicate soil that can support sulfate-reducing bacteria if other factors are suitable. Soils with a pH higher than 8.5 usually exhibit low resistivity. IV. Soil Sulphides: Soil samples were checked for the present of sulphides utilizing 3% sodium azide in 0.1 normal iodine solution. In the presence of sulphide bacteria the immersed sample will produce gas. Sample results are characterized as Negative (as absence of gas bubbling), Trace (minor gas bubbling) or Positive (vigorous gas bubbling).

4. Survey Results All test data is tabulated and analyzed in Appendix II. The table includes the SAV data and the test scores as well as a summary comment. As the data show, the samples produced scores that ranged between 5 and 16 points which are characterized as “Mild” to Highly Aggressive”. The worst case score of 16 points was recorded at SH14-07 and SH14-10. In summary of the 39 samples tested 33 were characterized as “Less Aggressive”, “Aggressive” or “Highly Aggressive”. Further comments on the test data are as follows. 4.1 Sample Soil Resistivities: As can be seen from the data, the measurements range as high as 80,000 ohm-cms. with worst case readings as low as 1,100 ohm-cms. The majority of measures were under 40,000 ohm-cms. These measurements are consistent with variable native soils containing clays, sands and till material. For some locations, given the proximity of Burrard Inlet, very conductive test results likely indicate chloride contamination. In summary, although variable, such resistivity readings generally indicate the presence of moderate to highly corrosive conditions. 4.2 pH & Moisture: Soil pH and moisture parameters indicate relatively acidic conditions with moderate to wet moisture content. Soil acidity and moisture work to increase soil corrosiveness with the presence of the water table adding further concentration affects. 4.3. Sulphides: Positive and trace results for sulphides were noted for most of the samples. The presence of sulphides work to increase corrosion risk. In summary the test data generally indicate the presence of corrosive soils with the vast majority of the sample results (35 of 39 tests) as ranging from “Less Aggressive” to “Highly Aggressive” On the basis of these testing results corrosion prevention measures are recommended for any ferrous metal pipeline components.




We trust this information is as required and note a hard copy of your invoice will be mailed from our Toronto office. If you have questions please contact us at our Annacis Island office. Yours truly, CORROSION SERVICE COMPANY LIMITED

Trevor Holland Technician NACE Certified No. 50810

Ross Armstrong, B.C. Regional Branch Manager NACE Certified, No. 6520 Encl.



APPENDIX I SOIL AGGRESSIVENESS VALUE (SAV) MODEL Soil Characteristics Based on Samples Taken to Pipe Depth

SOIL FACTOR POINTS 1. Resistivity – ohm-cm (based on water-saturated soil box)

< 300 12 300 – 1,000 10 > 1,000 – 2,000 8 > 2,000 – 5000 6 > 5,000 – 10,000 3 >10,000 – 25,000 1 > 25,000 0

2. pH

<3 8 3 – 5 6 >5 – 6.5 4 >6.5 – 7.5 2 >7.5 – 9.0 1 >9.0 0

3. Sulphides

Positive 4 Trace 2 Negative 0

4. Moisture

Saturated, Poor Drainage 3 Wet, Fair Drainage 2 Damp, Good Drainage 1 Dry, Good Drainage 0

CLASSIFICATION Highly Aggressive >12 Points Aggressive 10 – 12 Points Less Aggressive 7 – 9 Points Mild 4 – 8 Points Innocuous < 4 Points

APPENDIX II - 1

Metro VancouverFor: Golder Associates Ltd.Lions Gate WW Treatment Plant PipelineNorth Vancouver, B.C.

SOIL CORROSIVITY EVALUATIONSURVEY DATE: December, 2014

REFERENCE SOIL SAMPLE TESTS

Soil Sample Collected From Proposed AlignmentTest Test Sample Resistivity Moisture SAV Verbal

Location Ref. Depth Ohm-Cm. pH Sulfides Drainage Score Description

SH14-02 1 1.5 m 13,000 5.6 Trace Damp 8 Less Aggressive

2 3.3 m 42,000 5.9 Positive Wet 10 Aggressive


4 5.5 m 58,000 6.1 Trace Damp 7 Less Aggressive


6 7.5 m 48,000 6.4 Negative Damp 5 Mild


8 9.5 m 34,000 6.0 Positive Damp 9 Aggressive

SH14-03 9 1.5 m 10,000 7.1 Positive Wet 11 Aggressive

10 3.4 m 39,000 6.6 Positive Wet 8 Less Aggressive

11 4.3 m 63,000 6.0 Positive Damp 9 Less Aggressive


13 7.5 m 47,000 6.1 Trace Wet 8 Less Aggressive


15 9.5 m 33,000 7.5 Positive Wet 7 Less Aggressive

Corrosion Service Company | Corrosion Prevention in Soil and Water | Industrial - Marine - Infrastructure

APPENDIX II - 2




Soil Sample Collected From Proposed AlignmentTest Test Sample Resistivity Moisture SAV Verbal

Location Ref. Depth Ohm-Cm. pH Sulfides Drainage Score Description

SH14-05 16 1.6 m 16,000 4.9 Positive Wet 11 Aggressive




SH14-06 20 1.6 m 5,400 4.5 Positive Damp 12 Highly Aggressive

21 3.4 m 34,000 4.4 Negative Wet 6 Mild

22 6.4 m 26,000 4.7 Trace Wet 8 Less Aggressive


SH14-07 24 1.6 m 18,000 5.1 Negative Damp 6 Aggressive

25 2.7 m 9,100 4.9 Negative Damp 8 Aggressive

26 5.3 m 25,000 6.1 Negative Wet 7 Mild

27 6.2 m 4,700 5.3 Positive Wet 16 Highly Aggressive

SH14-08 28 1.6 m 2,200 5.9 Positive Damp 15 Highly Aggressive


30 8.6 m 8,300 5.5 Trace Damp 10 Aggressive

31 9.5 m 1,100 6.0 Trace Damp 15 Highly Aggressive


APPENDIX II - 3




Soil Sample Collected From Proposed AlignmentSpacing Test Sample Resistivity Moisture SAV VerbalMeters Ref. Depth Ohm-Cm. pH Sulfides Drainage Score Description

SH14-09 32 1.6 m 6,200 4.8 Positive Damp 12 Aggressive




SH14-10 36 1.6 m 3,400 5.9 Positive Wet 16 Highly Aggressive


38 8.2 m 8,600 5.6 Trace Damp 10 Aggressive




APPENDIX G Test Hole Logs from Previous Investigation for Digester No. 4 (Golder, 2008)



APPENDIX H Class C Cost Estimate Installation Methodologies Lions Gate Secondary WWTP Sewer Conveyance


1.0 INTRODUCTION As part of consulting services being provided by Golder Associates Ltd. (Golder) to Metro Vancouver for the proposed ‘Lions Gate Secondary Wastewater Treatment Plant Sewer Conveyance’ project, Golder’s construction division (Golder Construction) was retained to develop a Class C indicative cost estimate for potential ground improvement, preparation and excavation construction activities associated with the proposed development.

Options for installation of shallow and deep influent and effluent sewage conveyance pipework were assessed as follows:

Excavation and Backfill for 1200 mm Deep Gravity Influent;

Excavation and Backfill for 1200 mm Shallow Gravity Influent;

Excavation and Backfill for 1050 mm Shallow Force Main Influent;

Excavation and Backfill for 1800 mm Shallow Steel Effluent; and

Excavation and Backfill for 1050 mm Shallow HDPE Effluent.

In addition, estimated costs were developed for construction activities associated with excavation for a pump station.

This memorandum establishes the criteria for the cost estimates, outlines the key assumptions and limitations that have been adopted during the estimating process, and presents the estimated relative unit rate costs for the options being considered. In addition, key geotechnical constraints and risks associated with each of the options are identified.

DATE May 14, 2015 PROJECT No. 1406018

TO Wen Xiao, Senior Project Engineer Metro Vancouver

FROM Katherine McCann EMAIL [email protected]

LIONS GATE SECONDARY WASTE WATER TREATMENT PLANT SEWER CONVEYANCE CLASS C COST ESTIMATE


Suite 200 - 2920 Virtual Way, Vancouver, BC, V5M 0C4 Tel: +1 (604) 298 6604 Fax: +1 (604) 298 6641 www.golder.com


Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.

Wen Xiao, Senior Project Engineer 1406018 Metro Vancouver May 14, 2015

2.0 ESTIMATE METHODOLOGY Given the current level of definition for the proposed project, particularly from a design and engineering perspective, there is limited information available to support the generation of accurate cost estimate models for the proposed construction activities. As such, for each of the options, the cost estimates have been developed as Public Works Government Services Canada (PWGSC) Class C Indicative Estimates (AACEI Class 4). A Class C Estimate is based upon a full description of the preferred option, construction/design experience, and market conditions. The estimate should be sufficient for making the correct investment decisions, and obtaining preliminary project approval, and has an expected accuracy in the order of -30% to +50%.

The cost estimates were developed using available information, including conceptual site drawings, aerial photography, and geotechnical data. The estimates included the development of a broad list of allowances and assumptions using construction and industry experience, and as considered pertinent for the proposed project needs. Golder Construction personnel did not visit the site during development of the cost estimates.

3.0 SCOPE OF WORK The cost estimate process focused on construction activities related to ground improvement, preparation and excavation activities associated with the installation of the sewage conveyance system and pump house. For each pipework option, unit rates were developed based on an assessment of costs related to construction personnel, equipment and materials, as required, to complete the identified scope of work.

Table 1 outlines the construction methodologies assessed and costed for each of the proposed sewer conveyance options.

Table 1: Proposed Construction Methodologies Considered Description Construction Methodology

Pipe Options Excavation and Backfill for 1200mm Deep Gravity Influent Trench Cutter (Hydrofraise) Excavation and Backfill for 1200mm Shallow Gravity Influent

Open Cut Excavation Excavation and Backfill for 1050mm Shallow Force Main Influent Excavation and Backfill for 1800mm Shallow Steel Effluent Excavation and Backfill for 1050mm Shallow HDPE Effluent Pump Station

Pump Station Excavation Cast in Place Concrete Box Trench Cutter (Hydrofraise) Secant Pile Wall

3.1 1200 mm Deep Gravity Influent

Due to the large amount of water infiltration expected during excavation to install the deep gravity pipe, parallel impermeable shoring walls would need to be installed prior to excavation of the required trench. While sheet piling, jet grouting, and cutter soil mixing panels have been considered as options for the shoring, the presence of cobbles in the ground could introduce problems during construction, including potential loss of re-flow during jetting or refusal of the cutter head during soil mixing. To counteract the presence of the cobbles, it is likely that potentially expensive pre-treatment options, including pre-drilling, would have to be implemented. For sheet

2/8


piling, it is considered that the presence of the cobbles would likely result in refusal or damage to the sheets, and is therefore not a feasible option for this project, given the current known ground conditions. An assessment of the key risks associated with each proposed construction methodology is provided in Table 2.

It is considered that a trench cutter (hydrofraise) could be more suited to the anticipated ground conditions, particularly with respect to cobbles, with the concrete walls being poured by tremie application. Installation of the walls by trench cutter would complete in advance of the pipe excavation work. With this in mind, the estimate has been developed using a trench cutter application for the proposed shoring walls.

The scope for excavation and backfill of the 1200 mm Deep Gravity Influent is:

Install 15 m deep shoring walls using trench cutter technology, tremie pour concrete and reinforce with H-beams. Two walls will be installed parallel to each other with 2.2 m spacing between.

Install section ‘bracing’ wall (perpendicular to shoring wall) 10 m deep using trench cutter and tremie concrete every 18 m along the conveyance alignment for bracing and water cut-off.

Each 18 m section of the alignment will have the following sequence:

Excavate material between the concrete walls 10 m below existing ground and haul to material staging area (less than 100 m away). Trench will be maintained full of water during excavation. Excavated material will need to drain before being hauled out to dump site or reused as backfill.

Tremie pour a 1 m thick mud mat at the bottom of excavation to tie in with shoring walls.

Once mud mat sets, drain trench, treat water, and pump into a new section of trench that is being excavated. Install temporary bracing as water is drained. Punch hole in bracing wall to allow for pipe tie-ins once water is removed.

Install pipe and backfill pipe zone. Assumed 0.3 m pipe bedding under pipe and 0.6 m pipe fill on top of pipe. Pipe fill of 0.6 m on top of pipe was assumed due to the greater depth of burial for this option.

Backfill remaining zone using excavation material from staging area.

3.2 Shallow Pipe The unit rates for the shallow pipe options (i.e., 1200 mm Shallow Gravity Influent, 1050 mm Shallow Force Main Influent, 1800 mm Shallow Steel Effluent, and 1050 mm Shallow HDPE Effluent) have all been developed based on installation in an open excavation with 1H:1V slopes. Separate unit rates have been estimated for each pipe option, but it is considered that the scope of work for each shallow pipe will be relatively the same. It is assumed that no existing utilities will be present in the excavation. It is anticipated that the work will be progressed in 18 m sections along the pipe alignment with separate crews for excavation, pipe installation, and backfilling working in sequence.

The scope for excavation and backfill of the shallow pipes is as follows:

Excavate 0.3 m below pipe bottom, with a bottom width of 1 m greater than pipe diameter and slopes excavated at 1H:1V (45 degree slope). Haul material to backfill or to dump site.

Dewater excavation until pipe zone is backfilled. Removed water to be treated, as required.

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Install pipe and backfill pipe zone. Assumed 0.3 m pipe bedding under pipe and 0.5 m pipe fill on top of pipe.

Backfill remaining zone using excavation material.

The assumptions associated with installation of 1050 mm Shallow Force Main Influent and 1050 mm Shallow HDPE Effluent pipe are as follows:

Top of pipe is on average 1.2 m below existing ground; and

Excavation and backfill crew and equipment will be utilized 50% of the time working as pipe bedding crew.

The assumptions associated with installation of 1200 mm Shallow Gravity Influent pipe are as follows:

Top of pipe is on average 1.0 m below existing ground at the existing plant site and 2.9 m at the new plant site.

The assumptions associated with 1800 mm Shallow Steel Effluent pipe are as follows:

Top of pipe is on average 1.2 m below existing ground.

3.3 Pump Station Excavation If the shallow pipe option is progressed there will be the requirement to install a pump station at a depth of approximately 8.5 m below existing grade. Due to the close proximity of the pump station to water, water infiltration is anticipated to be very high during construction. As such, it is considered that measures will need to be implemented to prevent water from entering the excavation. Cost estimates for the excavation works required to facilitate installation of the pump station are presented for the following construction applications:

Cast in place concrete box; and

Reinforced secant pile or trench-cutter wall.

The scope of work for the pump station excavation using each option is outlined as follows:

3.3.1 Cast In Place Box

Excavate 25 m by 25 m area to a depth of approximately 2 m (just above the water table). It is assumed material will be hauled to dump site.

Construct 21 m by 19 m by 9 m cast in place concrete box in the excavation. Box walls will be 0.3 m thick and outfitted with jet nozzles installed inside, and spaced along the bottom of the wall.

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The box will sink into the ground by excavating the inside of the box using a clamshell, and by eroding the ground under the box through water jetting. The excavation will remain filled with water during the excavation. Material excavated will be drained, and then hauled out to a dump site.

A 2.5 m thick concrete mud mat will be tremmied in at the bottom of the concrete box. Water will be drained and treated once the concrete mud mat has cured.

3.3.2 Secant Pile Wall or Trench Cutter Wall

A Secant Pile Wall or Trench Cutter concrete wall will be constructed underground to create an impermeable walled box (19 m x 21 m) around the proposed pump station excavation. The box wall will be 15 m deep and have vertical H-beams as reinforcement.

The inside of the box will be excavated 11 m deep, with the deep excavation completed using a clam shell. The excavation will remain filled with water during excavation. Handling and drainage of saturated material will need to be considered prior to removal from site.

A 2.5 m thick mud mat will be poured by tremie or placed by pump truck at the bottom of the concrete box. Once the mud mat is set, the water inside the box will be removed and treated.

4.0 COST ESTIMATE BASIS 4.1 Assumptions A number of assumptions for productivity, equipment, labour and materials have been made during development of the cost estimate based on estimator experience, judgment and best practice.

Pipe installation and backfilling of the pipe zone – Based on unit rates provided by Metro Vancouver, the cost for pipe installation of $3,000 per linear metre ($1,500 per metre for pipe supply and $1,500 per metre for pipe install); and, the cost of installing pipe bedding at a rate of $100 per cubic metre, are included in the estimate for each pipe option.

Tree felling, stripping and site surface preparation – For each of the options, clearing, grubbing and vegetation removal has been included for a 1,250 m corridor to a depth of 0.3 m.

Excess Excavated Material – It is assumed that excess material from the excavation will be hauled to a dump site located approximately 90 minutes surface transport from site with loading and unloading time. As such, a 180 minute round trip cycle has been assumed for trucks hauling to the dump site. The estimated cost to restore to original site elevation using suitable fill (from excavation) is included.

Dewatering – While estimated costs for water management and treatment have been included in the estimate specific to each option, no costs are carried for water discharge permits. It is assumed that the costs of water discharge will be the same for each construction option.

Schedule and Productivity – The unit rate cost estimates have been developed using the assumption that the piping contractor will be able to install one length of pipe (18 m) per day. With 1,835 linear metres of pipe to be installed, it is estimated that there will be approximately 102 working days of excavation/backfill that will occur in conjunction with pipe installation. This duration (i.e., 102 days) for excavation and backfilling activities has been included in all scenarios considered, with the exception of the pump station excavation.

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Contaminated Materials – Based on our current understanding of the ground conditions, it is anticipated that the majority of contaminated material could be encountered in shallow soils at a depth of less than 3 m. Taking a conservative approach, the costs for handling and disposing of contaminated soil along a 1,250 m long rail corridor, over a 10.7 m wide working width to an average depth of 1 m have been included in the estimate for each pipe option. It is assumed that the soil will be classified as industrial by virtue of metal contamination and as such, a disposal unit rate of $65 per tonne has been included. Material will be assumed to be predominantly dry sand and gravel soil;

Indirect Costs – The unit rate cost estimates have been generated using direct costs only. With the exception of the deep gravity 1200 mm pipe, it is expected that indirect costs will be the same in all options. For the deep gravity 1200 mm pipe additional indirect costs could be expected depending on the time taken to complete the trench cutter shoring wall.

4.2 Exclusions The following items are excluded from the cost estimate:

Operational costs;

Re-routing utilities and services;

Permitting (including water discharge permits);

Property acquisition and public relations;

Support services including project management, survey, quality control, and traffic control; and

Archaeological findings.

5.0 COST ESTIMATE 5.1 Cost of Each Construction Option Table 3 provides the overall Class ‘C’ unit rate cost estimates for each of the construction options.

Table 3: Estimated Site Preparation Costs

Option Description Qty. Units Estimated Unit Cost (CAD$)

Low Limit (-30%)

High Limit (+50%)

1 Excavation and Backfill for 1200 mm Deep Gravity Influent 1835 m $24,729 $17,310 $37,094

2 Excavation and Backfill for 1200 mm Shallow Gravity Influent 1835 m $5,615 $3,930 $8,422

3 Excavation and Backfill for 1050 mm Shallow Force Main Influent 1835 m $5,252 $3,677 $7,879

4 Excavation and Backfill for 1800 mm Shallow Steel Effluent 1835 m $6,362 $4,454 $9,543

5 Excavation and Backfill for 1050 mm Shallow HDPE Effluent 1835 m $5,252 $3,677 $7,879

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Option Description Qty. Units Estimated Unit Cost (CAD$)

Low Limit (-30%)

High Limit (+50%)

6

Pump Station Excavation with CIP Box 1 EA $1.512M $1.058M $2.268M Pump Station Excavation with Secant Wall 1 EA $2.470M $1.729M $3.704M

Pump Station Excavation with Trench Cutter Wall 1 EA $1.993M $1.395M $2.989M

Note: M= Million

5.2 Cost of Pipe Combinations AECOM’s Technical Brief ‘Conveyance Alternatives’ dated December 2013 (AECOM, 2013) presented potential pipe combinations, as follows:

1200 mm Deep Gravity Influent and 1800 mm Shallow Steel Effluent (Figure 2 – AECOM, 2013)

1200 mm Deep Gravity Influent and 1050 mm Shallow HDPE Effluent (Figure 3 – AECOM, 2013)

1200 mm Shallow Gravity Influent and 1800 mm Shallow Steel Effluent (Figure 4 – AECOM, 2013)

1200 mm Shallow Gravity Influent and 1050 mm Shallow HDPE Effluent (Figure 5 – AECOM, 2013)

1050 mm Shallow Force Main Influent and 1800 mm Shallow Steel Effluent (Figure 6 – AECOM, 2013)

1050 mm Shallow Force Main Influent and 1050 mm Shallow HDPE Effluent (Figure 7 – AECOM, 2013)

There is the potential for cost savings to be realised if both pipes can be installed at the same time. Assuming that one length of pipe (18 m) for each type of pipe can be installed per day, costs have been factored to present the estimated unit cost of excavation and backfill for both pipes (Table 4). It is considered that there will be no effect on the pump station excavation costs based on the pipe combinations adopted.

Table 4: Estimated Cost for Pipe Combinations

Pipe Combination (AECOM, 2013) Qty. Units Estimated Unit Cost (CAD$)

Low Limit (-30%)

High Limit (+50%)

1200 mm Deep Gravity Influent and 1800 mm Shallow Steel Effluent (Figure 2) 1835 m $29,746 $20,822 $44,620

1200 mm Deep Gravity Influent and 1050 mm Shallow HDPE Effluent (Figure 3) 1835 m $28,726 $20,108 $43,089

1200 mm Shallow Gravity Influent and 1800 mm Shallow Steel Effluent (Figure 4) 1835 m $9,757 $6,830 $14,635

1200 mm Shallow Gravity Influent and 1050 mm Shallow HDPE Effluent (Figure 5) 1835 m $9,155 $6,408 $13,732

1050 mm Shallow Force Main Influent and 1800 mm Shallow Steel Effluent (Figure 6) 1835 m $9,726 $6,808 $14,590

1050 mm Shallow Force Main Influent and 1050 mm Shallow HDPE Effluent (Figure 7) 1835 m $8,896 $6,227 $13,344

NOTE: Influent pipe - INF; Effluent pipe - EFF

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The unit rate cost estimates for the proposed construction activities have been developed based on the scope, cost estimate basis, assumptions and exclusions outlined in this document. Actual costs may vary from those presented.

6.0 CLOSURE We trust that the information provided is sufficiently detailed to meet your needs.

Please contact either Daniel Yew or Katherine McCann at 604-296-4200 if any additional information is required or if there are any questions concerning the information presented.

GOLDER ASSOCIATES LTD.

Daniel Yew, B.A.Sc. Katherine McCann, B.Sc. (Hons), M.Sc. Construction Cost Estimator Bid Manager Reviewed by:

Anthony Fuller, P.Eng. Associate, Project Manager DY/KEM/AF/js Attachment: Table 1 – Key Geotechnical Risks o:\final\2014\1447\1406018\1406018-013-tm-rev1\1406018-013-tm-rev1-secondary wwtp cost estimate 14may_15.docx

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LIONS GATE SECONDARY WASTE WATER TREATMENT PLANT SEWER CONVEYANCE 1406018-013-TM-Rev1 CLASS C COST ESTIMATE Table 2 – Key Geotechnical Risks

Option Description Risks

Open Cut Excavation Sheet Piles Secant Piles Trench Cutter Caisson Sinking

1 Excavation and Backfill for 1200mm Deep Gravity Influent

• Deep excavation in granular soils below water table difficult or not possible to stabilize

• Extensive dewatering and treatment required. Flows likely too great to manage and maintain.

• Excavating under wet conditions will require dewatering of backfill prior to re-use

• Large area of excavation due to flat slopes. Not possible near existing infrastructure such as CN Rail line, 1st Street and within Squamish First Nation land.

• Sheet piles not considered capable of penetrating cobble zones to depth necessary

• Sheet piles likely to suffer severe damage and inability to create continuous shoring

• Attempting to drive sheet piles will result in significant vibration and possible damage to below ground services and nearby sensitive features

• May encounter difficulty penetrating through cobbles zones

• Casing may be susceptible to binding. • Permeability of coarse-grained soils

may result in difficulties in placing concrete

• Issues with continuity of shoring wall if deviations encountered during piling, i.e. potential gaps or windows allowing seepage

• Requirement to dispose of spoil • Large area required for casing

storage

• Capable of penetrating coarse-grained granular soils

• Costly mobilization if equipment not available locally

• Large area required for desanding plant and ancillary equipment

• Potentially large equipment footprint • Requirement to disposal of spoil • Large quantity of slurry for disposal

NA

2 Excavation and Backfill for 1200mm Shallow Gravity Influent

• Likely feasible for depths proposed, particularly above water table

• Management of groundwater likely feasible with traditional sumping and pumping techniques

• Local shoring would be required where space constraints limit open cut

• Likely not possible to install even to shallow depths


NA NA

NA

3 Excavation and Backfill for 1050mm Shallow Force Main Influent

NA

4 Excavation and Backfill for 1800mm Shallow Steel Effluent

NA

5 Excavation and Backfill for 1050mm Shallow HDPE Effluent

NA

6 Pump Station Excavation

• Deep excavation in sandy soils below water table difficult or not possible to stabilize

• Location of pump station near inlet likely to significantly increase requirements for dewatering.

• Extensive dewatering and treatment required

• Large area of excavation due to flat slopes

• Sheet piles not considered capable of penetrating cobble zones to depth necessary

• Sheet piles likely to suffer severe damage and inability to create continuous shoring


• May encounter difficulty penetrating through cobbles zones

• Casing may be susceptible to binding • Permeability of coarse-grained soils

may result in difficulties in placing concrete

• Issues with continuity of shoring wall if deviations encountered during piling, i.e. potential gaps or windows allowing seepage

• Requirement to dispose of spoil • Large area required for casing

storage

• Capable of penetrating coarse-grained granular soils

• Costly mobilization if equipment not available locally

• Large area required for desanding plant and ancillary equipment

• Potentially large equipment footprint • Large quantity of slurry to dispose of

• Caisson will need to be cast-in-place on site

• Potential difficulty during installation due to binding and misalignment

• Requires tremie or jet grout plug in base to balance water pressure

O:\Final\2014\1447\1406018\1406018-013-TM-Rev1\Table 2 - Option Risk Table_FINAL.docx

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