ground vibration attenuation analysis of huntley quarry

March 5, 2014

WEST OTTAWA LAND HOLDINGS LTD.

Ground Vibration Attenuation Analysis of Huntley Quarry Blasting

RE

PO

RT

Report Number: 13-1127-0133

Distribution:

1 Copy - West Ottawa Land Holdings Ltd. - Ottawa 1 Copy - Golder Associates Ltd. - Ottawa 1 Copy - Golder Associates Ltd. - Toronto 1 Copy - Golder Associates Ltd. - Sudbury

Submitted to:

West Ottawa Land Holdings Ltd. 225 Metcalfe Street Ottawa, Ontario K2P 1P9 Attn.: Jeff Parkes V.P. Planning & Development

GROUND VIBRATION ANALYSIS - HUNTLEY QUARRY

March 5, 2014 Report No. 13-1127-0133 i

Table of Contents

1.0 INTRODUCTION ............................................................................................................................................................... 1

2.0 CRITERIA – GROUND AND AIR VIBRATION LIMITS .................................................................................................... 1

3.0 METHODS ........................................................................................................................................................................ 2

3.1 Existing Blast Monitoring ..................................................................................................................................... 2

3.2 Ground Vibration Modelling ................................................................................................................................. 3

3.3 Air Vibration Modelling ......................................................................................................................................... 3

4.0 RESULTS ......................................................................................................................................................................... 4

4.1 Monitored Ground Vibration Levels ..................................................................................................................... 4

4.2 Monitored Air Vibration Levels ............................................................................................................................. 6

4.3 Predicted Ground Vibration Levels ...................................................................................................................... 7

4.4 Predicted Air Vibration Levels ............................................................................................................................ 10

5.0 DISCUSSION .................................................................................................................................................................. 10

6.0 CLOSURE ....................................................................................................................................................................... 12

TABLES

Table 1: OPSS – Maximum Peak Particle Velocity Values ........................................................................................................ 1

Table 2: Vibration Limits for Various Infrastructure Types .......................................................................................................... 2

FIGURES

Figure 1: Ground Vibration Monitoring for the Huntley Quarry Blasts ........................................................................................ 4

Figure 2: Estimated Ground Vibration Attenuation from the Vibration Monitoring for the Huntley Quarry .................................. 5

Figure 3: Air Vibration Monitoring for the Huntley Quarry Blasts ................................................................................................ 6

Figure 5: Estimated PPV at a Given Distance for All Monitoring and Monitoring Behind the Blast ............................................ 8

Figure 6: Estimated Ground Vibration Contours from the Huntley Quarry ................................................................................. 9

Figure 7: Estimated PSPL at a Given Distance for Monitoring Behind the Blast ...................................................................... 10

APPENDICES

APPENDIX A IP – Business Park Industrial Zone Provisions


March 5, 2014 Report No. 13-1127-0133 1

1.0 INTRODUCTION

West Ottawa Land Holdings Ltd. (WOLHL) intends to develop property near Karson Aggregates’ (Karson)

Huntley Quarry located north of Stittsville, Ontario. WOLHL retained Golder Associates Ltd. (Golder) to assess

the potential blast-induced ground and air vibration from the nearby rock quarry on the proposed development

(the development). The purpose of this report is to provide a summary of the existing blast monitoring data,

review the applicable ground and air vibration limits and estimate appropriate standoff distances from the quarry

and the development. The analysis and results presented in this document are intended to provide sufficient

information to the City of Ottawa to allow for appropriate planning and zoning for the proposed commercial and

light industrial development.

2.0 CRITERIA – GROUND AND AIR VIBRATION LIMITS

The ground and air vibration effects produced at Points of Reception (PORs) as defined by the Ontario Ministry

of the Environment (MOE) (i.e., dwellings, hotels, schools etc.) adjacent to mines and quarries are subject to

guidelines contained in Noise Pollution Control (NPC) publication 119 of the Model Municipal Noise Control

Bylaw, dated August 1978, published by the MOE. Under conditions where monitoring of the blasting operations

is routinely carried out, NPC 119 stipulates that the ground and air vibration limits at the nearest POR to the

quarry will be 12.5 mm/s and 128 dBL, respectively.

However, it is Golder’s understanding that many of the structures to be developed by WOLHL are not PORs.

Specifically, proposed structures nearest to the existing quarry will not meet the definition of a POR in

accordance with MOE guidelines. The Ontario Provincial Standard Specification (OPSS) 120, General

Specification Use of Explosives, covers the requirements for the use of explosives and has been developed for

use in provincial- and municipal-oriented contracts. Where blasts are not covered by NPC 119, the OPSS is

often used in blasting contracts. The Peak Particle Velocity (PPV) limits specified by OPSS 120 are shown in

Table 1.

Table 1: OPSS – Maximum Peak Particle Velocity Values

Element Frequency (Hz) PPV (mm/s)

Structures and Pipelines ≤ 40 20

> 40 50

Concrete and Grout < 72 hours from placement

N/A 10

Generally, empirical observations related to cracking in structures have been with single component peaks. The

use of the Peak Vector Sum (PVS) (i.e., vector resultant of all components combined) provides a large factor of

safety. Standard practice is to apply vibration limits to the PPV of the largest single component on the

seismograph record rather than the PVS. Additionally, MOE publications NPC 119 and NPC 103 adopt the use

of PPV rather than PVS. In our review of the vibration monitoring data, the PPV of the largest single component

(i.e., transverse, vertical, longitudinal) of the monitoring record was used.

The OPSS 120 does not provide limits for air vibration limits. As a result, many contracts will use the NPC119

limit of 128 dBL or 134 dBL as recommended in United States Bureau of Mines (USBM) RI8485 (Siskind et al.,


March 5, 2014 Report No. 13-1127-0133 2

1980) for large scale surface mining operations. The cracking of windows has been found to be the first

indication of air vibration damage from blasts (Siskind, 2005). Most studies discussed within the USBM RI8485

report suggest that 140 dBL is a reasonable threshold for glass and plaster damage. It is suggested in that

study that 134 dBL was a worst-case safe- level for blast induced air vibration. An air vibration limit of 134 dBL

is used within this document.

Ground vibration guidelines are typically established for blasting sites to prevent damage to adjacent facilities or

infrastructure. Exceeding these levels does not in itself imply that damage has occurred but only increases the

potential that damage might occur. Siskind and Stagg (1993) suggested a PPV limit for Class B or better steel

pipelines (or Class 6 or better PVC pipelines) at 127 mm/s. However, many pipeline companies in Canada

(including TransCanada Pipelines and Union Gas) impose a more conservative limit of 50 mm/s. Ground

vibration limits for stronger materials, such as concrete, may be set as high as 150 to 200 mm/s, while peak

ground vibration levels of 300 to 600 mm/s are required to create micro-cracks or open existing discontinuities in

bedrock (Keil et al., 1977). Richards and Moore (2007) provided a review of the damage potential from blast-

induced vibrations from open pit coal mines. Table 2 provides a summary of PPV limits proposed for a variety of

infrastructure types.

Table 2: Vibration Limits for Various Infrastructure Types

Infrastructure Type PPV Limit (mm/s) Comments

Power Transmission Towers * 100 Concrete footings

Wooden Hydro Poles * 240

Electrical Sub-stations * 10 – 30 Depending on switch type. Manufacturer should be consulted.

Railway Tracks * 100

Buried Pipelines ** 127

Underground Fibre Optics Line * 100

Concrete and grout <72 hours from placement ***

10

Mine Plant and Industrial Buildings *

100 Unoccupied structures of reinforced concrete or steel construction

* Suggested by Richards and Moore (2007)

** Siskind and Stagg (1993)

** OPSS 120

3.0 METHODS

3.1 Existing Blast Monitoring

Austin Powder Limited (Austin) monitors the blast vibrations from the Huntley Quarry in order to ensure that the

blasts remain within the NPC 119 Guidelines. Austin also conducted an attenuation study behind the blasts in

order to establish the potential blast vibration at the proposed development. Austin provided Golder with the

monitoring results from 17 blasts conducted from April 25, 2013, to September 10, 2013, which were recorded

by Austin staff. The vibration monitoring records consisted of 2 sets of data:

Compliance monitoring at locations in front of the blasting; and


March 5, 2014 Report No. 13-1127-0133 3

Monitoring locations behind or beside the closed end of the blasts which would most likely represent those

to be recorded at the WOLHL development.

The data provided by Austin has been reprocessed and assessed for the purposes of this assessment.

Specifically, the data has been presented as PPV in accordance with standard practice in Ontario.

3.2 Ground Vibration Modelling

The rate at which ground vibrations attenuate or decrease with increased distance from a blast source depends

on a variety of conditions, including the type and condition of the bedrock being blasted, depth and composition

of the earth covering deposits (soil), and the general topography.

The impact of blast vibrations on structures is related to both the amplitude and dominant frequency of the

vibration as well as the type and configuration of the structure. The PPV is the most commonly used measure of

the intensity of the ground vibration due to blasts. Two of the most important variables that affect a blast PPV

are the distance from the source (seismic waves attenuate with distance) and the maximum explosive charge

weight per delay period. The most common method of normalizing these two factors is by means of plotting the

scaled distance (SD) against the PPV and is given by the following:

( )

Where SD = scaled distance (m/kg 0.5

) between the blast and receptor; and,

K, e = are site specific constants.

The scaled distance is given by:

√

Where D = distance (m) between the blast and receptor; and,

W = maximum weight of explosive (kg) detonated per delay period.

3.3 Air Vibration Modelling

Blasting for the quarry will result in air vibrations. Air vibrations attenuate from a blast site at a slower rate than

ground vibrations. The distribution of air vibration energy from a blast is strongly influenced by the prevailing

weather conditions during the blast. For example, wind can increase downwind levels by 10 to 15 dBL above

what would otherwise be measured (Dowding 1985). Low cloud ceilings and temperature inversions also

contribute to air vibrations propagating further than would typically be the case. Other factors influencing air

vibration distribution from a blast include the local topography and vegetation, length of collar and type of

stemming material, differences in explosive types and variations in burden distance.

Because the Peak Sound Pressure Level (PSPL) is given by the following:


March 5, 2014 Report No. 13-1127-0133 4

( )

Where SD = scaled distance (m/kg 0.33

) between the blast and receptor; and

M, b = are site-specific constants.

The cube root scaled distance is given by:

√

Where D = distance (m) between the blast and receptor; and,

W = maximum weight of explosive (kg) detonated per delay period.

4.0 RESULTS

4.1 Monitored Ground Vibration Levels

The results of the ground vibration monitoring for the Huntley Quarry are presented on Figure 1 as a plot of the

PPV against the SD.

Figure 1: Ground Vibration Monitoring for the Huntley Quarry Blasts

The ground vibration records exhibit a degree of scatter that is inherent in all SD plots. Factors responsible for

these variations include the geologic conditions of the bedrock (type and structure), different wave types, errors

in blast initiation timing, degree of confinement, and differences in blast efficiencies.

0.10

1.00

10.00

100.00

1.0 10.0 100.0

Pe

ak P

art

icle

Ve

locit

y (

mm

/s)

Scaled Distance (m/kg1/2)

Monitoring Behind Blasts

Compliance Monitoring


March 5, 2014 Report No. 13-1127-0133 5

It must be noted that Golder did not observe the blast vibration monitoring conducted by Austin. As such, we are

unable to verify the equipment or methodology used to carry out the monitoring.

The ground vibration attenuation characteristics for the entire data set as well as that for the monitoring behind

the blasts are summarized in Figure 2. These represent the estimated 95% confidence lines, which provide a

means to predict the maximum vibration for a given explosive charge weight per delay and given distance from

the source to the target location. The purpose of the equations is not so much to predict what a given vibration

level would be at a particular location for a given blast, but to indicate the probability that the peak vibration

would fall below the level indicated by the equation for a given distance and maximum explosive weight. The

equations are therefore a useful blast design tool in establishing maximum explosive charge weights per delay

for various distances from a blast site for a given maximum ground vibration level.

Figure 2: Estimated Ground Vibration Attenuation from the Vibration Monitoring for the Huntley Quarry

The equations for estimating the PPV using the 95% confidence lines shown in Figure 2 can be expressed as:

(

√ )

for all the vibration monitoring data received; and

(

√ )

for the vibration monitoring conducted behind the blasts.

1.00

10.00

100.00

1000.00

10000.00

1 10 100

Peak P

art

icle

Velo

cit

y (

mm

/s)


95% Regression Lines From Vibration Monitoring

All Blast Monitoring


All Blast MonitoringPPV = 1243*(SD)-1.32

Coeff. of Det. = 0.920St. Dev. = 0.178

Monitoring Behind BlastsPPV = 814*(SD)-1.14

Coeff. of Det. = 0.770St. Dev. = 0.165


March 5, 2014 Report No. 13-1127-0133 6

4.2 Monitored Air Vibration Levels

The results of the air vibration monitoring for the Huntley Quarry are presented on Figure 3 as a plot of the Peak

PSPL against the SD.

Figure 3: Air Vibration Monitoring for the Huntley Quarry Blasts

The equations for estimating the PSPL using the 95% confidence lines shown in Figure 4 can be expressed as:

( )

for the vibration monitoring conducted behind the blasts.

100

110

120

130

140

150

1.0 10.0 100.0

Peak S

ou

nd

Pre

ssu

re L

ev

el (d

BL

)



Compliance Monitoring


March 5, 2014 Report No. 13-1127-0133 7

Figure 4: Estimated Air Vibration Attenuation from the Vibration Monitoring for the Huntley Quarry

4.3 Predicted Ground Vibration Levels

Information from Karson indicates that the current permissible explosive charge weight per delay is 126 kg.

Figure 5 shows the estimated ground vibration amplitudes for blasts carried out over a range of distances (from

the blasts to the nearest receptor) and assuming a maximum explosives charge weight per delay of 126 kg. It

also displays the various ground vibration limits discussed.

The ground vibration monitoring results and an assumed maximum explosive charge weight per delay of 126 kg

suggest that the following standoff distances behind the blasts would be required to remain below the OPSS 120

limits:

OPSS 120 (≤ 40 Hz) – 290 m; and

OPSS 120 (> 40 Hz) – 130 m.

100

110

120

130

140

150

160

1.0 10.0 100.0

Pe

ak

So

un

d P

ress

ure

Le

ve

l (d

BL

)



95% Confidence Line

Monitoring Behind BlastsPSPL = -8.963*ln(SD)+167.5


March 5, 2014 Report No. 13-1127-0133 8

Figure 5: Estimated PPV at a Given Distance for All Monitoring and Monitoring Behind the Blast

As discussed above, the two key parameters that will affect the PPV at nearby structures are distance and

explosives charge weight per delay. Changes to the latter will require discussions between WOLHL and Karson.

Figure 6 shows the estimated 12.5 mm/s and 20 mm/s ground vibration contours for blasts at the Huntley Quarry

assuming a maximum explosives charge weight per delay of 126 kg recorded behind the blast. The contours

are based on blasts at the eastern limit of extraction (i.e., closest distance between the quarry limit of extraction

the proposed WOLHL development). This illustrates that at standoff distances of less that 290 m the ground

vibration levels may exceed 20 mm/s and at standoff distances less than 438 m they may exceed 12.5 mm/s.

0

5

10

15

20

25

30

35

40

45

50

55

Pe

ak P

arti

cle

Vel

oci

ty (

mm

/s)

Distance from Blast to Monitor (m)

NPC 119 Limit

OPSS 120 (≤ 40 Hz)

OPSS 120 (> 40 Hz)

All Blast Monitoring


Assuming: 126 kg/delay

PART 1 4R - 25852

N O R T H H A L F L O T 3

C O

N C

E S

S I

O N

1

PART 2

4R - 2

5852

HWY 417 (Queensway)PART 2 , 5R-181 (P-6092-6)

PART 4 , 5R - 12156

PART 2 , 5R - 12156

S O U T H H A L F L O T 4

ROAD

ALLO

WANC

E BET

WEE

N TO

WNSH

IPS O

F HUN

TLEY

AND

MARC

HHU

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R R

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DIVISION LINE BETWEEN LOTS 3 AND 4

ROAD

ALLO

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WEE

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NCES

SION

S 1 AN

D 2

(NOT

TRAV

ELLE

D)

P I N 0 4 5 0 8 - 0 0 2 7

PIN 04508 - 0026

P I N 0 4 5 0 8 - 0 0 2 5

PIN 0

4508

-003

0

P I N

0

4 5

0 8

-

0 0

3 5

P I N

0

4 5

0 8

-

0 0

3 3

HIGHWAY No. 417

OFF RAMP

AUTOPARK PRIV.

PART 7 4R-10222

PART 8 4R-10222

PART 104R-10222

PART 3

4R-25852

CAMPEAU DRIVE

PALLAD

IUM

DRIVE

CYCLONE TAYLOR BV (EXISTING)

FEEDMILL

CREEK

FEEDMILL CREEK

DIVISION LINE BETWEEN NORTH HALF AND SOUTH HALF LOT 3

S O U T H H A L F L O T 3

Canadian TireCenter

PALL

ADIUM

DRIVE

TOP OFSLOPE

TOP OFSLOPE

TOP OF

SLOPE

TOP OFSLOPE

TOP OFSLOPE

VACANT

P I N 0 4 5 0 8 - 0 0 3 2

PLAN

5R-

281

PART

2

P.I.N

. 045

10 -

003

4

PART

3

CAMPEAU DRIVEEXTENSION)

(PROPOSED

DATE

Oct 30/07 Compile base from office records, Prep Draft Plan per JP/DAS meeting, pdf for review

Nov 27/07 Insert "corridor" line-work from recvd-dwg, revise to new "Buffer" lines, print for review

Nov 30/07 revisions per JP/DA meeting, use "corridor" lines per TSH dwg file, prints for review

Dec 5/07 update/revisions per JP review, pdf & dwg to JP

Jan 14/08 approx. total center-line of roads distances, pdf to JP (01-16-08) for review

Jan 17/08 revise approx. total center-line of roads distances/schedule, pdf to JP for review

March 27/09 revisions at Streets 2, 3 and Blks 7 & 8, pdf & dwg to BW for review

March 31/09 shift Street 2 north, maximize block size, update areas, pdf & dwg to BW for review

revisions per JP/BW pdf mark-up, Street 2 & Blks 1 to 11, pdf/dwg to BW for review

April 17/09revised street alignmentJune 24/10added blocks 31 to 36

July 8/10added blocks 37 to 39July 14/10revised blocks 13, 21, 22 and 24

Dec 15/10revised blocks 13 and 14Dec 16/10revised blocks 12 and 14, and alignment of Palladium and Campeau drive

May 30/11

(EXISTING)

NORMALH.W.M.

DVIEW ROTATION -40d45'19"

MATCH LINE

N O R T H H A L F L O T 4

PART 35R-12156

PART 55R-12156

TOPSLOPE

TOPSLOPE

COMBINED15M & 30MOFFSET LINE



NORMALH.W.M.

NORMALH.W.M.

NORMALH.W.M.

NORMALH.W.M.

73.5±

82.1±

76.1±

104.8±

PART 44R-25852

295.82R=270.00

A=127.52C=126.34

N64°48'56"E

N47°38'35"E 108.10N48°40'05"E

40.88

N21°

39'30

"W44

.50

15.015

.0

15 .0

15.0

15 .0

15.0

BLOCK 308795.63 m²2.17 Acres


BLOCK 2

BLOCK 1

BLOCK 6

BLOCK 5

BLOCK 4

BLOCK 3 BLOCK 16

BLOCK 13

BLOCK 12

BLOCK 7 BLOCK 8

BLOCK 11

BLOCK 9

BLOCK 14 BLOCK 15

BLOCK 17

BLOCK 33

BLOCK 32

BLOCK 31

BLOCK 27

BLOCK 22

BLOCK 34

BLOCK 19

BLOCK 20 BLOCK 21

BLOCK 23

BLOCK 24

BLOCK 25

BLOCK 29

BLOC

K 26

STRE

ET

NO. 1

STRE

ET

NO. 1

STRE

ET

NO. 2

STRE

ET

NO. 3

STRE

ET W

IDEN

ING

N48°07'05"E

770.82 m²0.19 Acres 1778.94 m²

0.44 Acres

11965.28 m²2.96 Acres

39546.54 m²9.77 Acres

32455.06 m²8.02 Acres

42987.12m²10.62 Acres

26306.64 m²6.50 Acres

26432.47 m²6.53 Acres

10123.69 m²2.50 Acres

26798.51 m²6.62 Acres 36238.22 m²

8.95 Acres

13295.14 m²3.28 Acres

10543.59 m²2.60 Acres

30641.93 m²7.57 Acres

7049.55 m²1.74 Acres

15536.83 m²3.84 Acres

14310.44 m²3.54 Acres

14133.29 m²3.49 Acres

36508.95 m²9.02 Acres

15327.86 m²3.79 Acres

12279.60 m²3.03 Acres

29345.97 m²7.25 Acres 16354.00 m²

4.04 Acres

26310.11 m²6.50 Acres

32382.735 m²8.00 Acres

20285.26 m²5.01 Acres

34621.843 m²8.55 Acres

4197.94 m²1.04 Acres

12418.32 m²3.07 Acres

N42°

20'00"W

273.61

N48°

09'45"E

45.71

N42°

20'00"W

30.48

N48°09'45"E41.01

N48°17'40"E 212.94N48°20'05"E 299.18

N48°13'40"E 299.38N48°04'15"E 299.34

N48°04'15"E 141.25

N41°

39'45"W

303.79

N42°

01'00"W

308.69

N42°

01'00"W

205.66

N47°37'30"E 647.77

N42°

46'20"W

98.39

N30°

37'10

"W51.76

N38°

28'15

"W122.06

R=150.00A=51.55C=51.30N27°30'35"W

N16°

27'05

"W37.02

R=27

0.00

A=25

.48

C=25

.47

N13°

08'05"W

N41°

24'25"W

105.78

N65°

47'15

"W18.72

OTHER OWNERFUTURE DEVELOPMENT

N48°07'05"E 100.23N48°40'05"E63.37

R=150.00A=39.04C=38.93N41°10'40"W

R=230.00A=76.61C=76.25N06°56'21"W

R=230.00A=180.88C=176.26N25°08'00"E

40.00

25925.42 m²6.41 Acres

8.69

N48°40'05"E63.71

PHASE 1ENTRANCE

148.32

155.66

159.82

PART 1

PART 2 4R-27297

PART 3 4R-27297

PART

4 4

R-27

297

PART 5

PART 6

4R-27297

4R-27297

4R-27297

BLOCK 1012971.76 m²3.20 Acres

BLOCK 1810128.21 m²2.50 Acres

ACCESS

ROAD

ACCESS ROAD

BLOCK 2819393.85 m²4.79 Acres

BLOCK 3517170.65 m²4.24 Acres

STORMWATERMANAGEMENTPOND AREA

CAMPEAU DRIVE CAMPEAU DRIVE

10.00

10.00

10.00


30 m SETBACK

30 m SETBACK

15 m SETBACK

15 m SETBACK

15 m SETBACK

15 m SETBACK

KARSONHUNTLEY QUARRYLICENSE No. 4079

KARSONWILSON FARM PIT & QUARRY

LICENSE No. 4106

LIMIT OF EXTRACTION

LICENSED BOUNDARY

HWY 417

CARP

ROA

D

234m

382m

34600034

6000

34650034

6500

34700034

7000

34750034

7500

348000

348000 348500

3485

00

349000

3490

00

349500

3495

00

5015

500

5015500

5016

000

5016000

5016

500

5016500

5017

000

5017500

5017

500

5018000

5018

000

5018500

5018

500

5019000

REV. 0DESIGN

ESTIMATED GROUND VIBRATION CONTOURSFROM THE HUNTLEY QUARRY

FIGURE 6PROJECT No. 13-1127-0133 SCALE AS SHOWN

PROJECT

TITLE

GIS

REVIEW

KAM 2014-01-24

CHECK

OTTAWA LAND HOLDINGS PROPERTY ADJACENT TO KARSON SPRATT QUARRY, OTTAWA, ONTARIO

Path:

Z:\Pr

ojects

\2013

\13-11

27-01

33\G

IS\MX

Ds\W

orking

\Air_N

oise\F

ig6_G

round

Vibrat

ion.m

xd

³

RRD 2014-02-06

LEGEND

0 125 250 375 500Metres

NOTE THIS FIGURE IS TO BE READ IN CONJUNCTION WITH THE ACCOMPANYING GOLDER ASSOCIATES LTD.REPORT No. 13-1127-0133REFERENCE SITE PLANS FROM WEST OTTAWA LAND HOLDINGS LTD. AND KARSON GROUP LTD.LAND INFORMATION ONTARIO (LIO) DATA PRODUCED BY GOLDERASSOCIATES LTD. UNDER LICENCE FROM ONTARIO MINISTRY OFNATURAL RESOURCES, © QUEENS PRINTER 2014DATUM: NAD 83, COORDINATE SYSTEM: MTM ZONE 9

SCALE 1:5,000

LICENSED BOUNDARY

LIMIT OF EXTRACTIONEstimated Ground Vibration Contours for Locations Behind the Blasts

12.5 mm/s (438 m)

30.0 mm/s (290 m)

LIMIT WEST OTTAWA LAND HOLDINGS LTD. PROPERTY

PROPERTY FABRIC

LOT AND CONCESSION


March 5, 2014 Report No. 13-1127-0133 10

4.4 Predicted Air Vibration Levels

Figure 7 shows the estimated air vibration amplitudes for blasts carried out over a range of distance (from the

blasts to the nearest receptor) and assuming a maximum explosives charge weight per delay of 126 kg. It also

displays the various air vibration limit discussed.

The air vibration monitoring results and an assumed maximum explosive charge weight per delay of 126 kg

suggest that the standoff distances behind the blasts would be required to remain to at least:

410 m for the 128 dBL limit; and

210 m for the 134 dBL limit.

Figure 7: Estimated PSPL at a Given Distance for Monitoring Behind the Blast

5.0 DISCUSSION

Based on the vibration monitoring data provided to Golder behind the blasts at the Huntley Quarry and the

current blasting operations, the recommended standoff distances from the blasts are as follows:

For ground vibrations to meet OPSS 120 ground vibrations limits:

≤ 40 Hz – 290 m; and

> 40 Hz – 130 m.

For air vibrations to meet air vibration limit of 134 dBL – 210 m.

100

105

110

115

120

125

130

135

140

145

150

Pe

ak P

arti

cle

Vel

oci

ty (

dB

L)

Distance from Blast to Monitor (m)

128 dBL Limit

134 dBL Limit


Assuming: 126 kg/delay


March 5, 2014 Report No. 13-1127-0133 11

These results are based on the understanding that the development will primarily include commercial and light

industrial type facilities. Based on discussion with WOLHL, the potential for sensitive locations, as defined by

the MOE are possible, however, these locations will be no closer than approximately 500 m. At this distance,

the predictions provided in this report suggest that the limits specified in NPC 119 will be met as a minimum set

back distance of less than 438 m will be required to ensure compliance with the MOE guideline.

In addition, consideration must be given to the allowable zoning of the development. Appendix A includes the

IP - Business Park Industrial Zone provisions. At a distance of approximately 438 m, vibration levels associated

with blasts from the quarry will comply with MOE limits (i.e., < 12.5 mm/s and < 128 dBL). Therefore, no

restrictions related to PORs as defined by the MOE are required. At distances less than 438 m, PORs should

not be allowed unless changes to the blasting operations at the quarry are employed. This may include lower

charge weight per delay or other modified blasting practices to lower off-site vibration levels. These levels

should be verified through monitoring of the modified blasting practices. Examples of restricted uses as defined

by the MOE include:

Daycares;

Hotels;

Places of assembly; and

Medical facilities.

At distances between 290 m and 438 m, the predicted ground vibration levels will vary between 20 mm/s and

12.5 mm/s. If we assume a 30 m quarry blasting setback, which has been confirmed within the quarry operator’s

licence, and the 26 m Right of Way between properties, there is a total of 56 m natural setback from the WOLHL

site boundary. Thus, at distances between 234 m and 382 m onto the WOLHL property, the predicted ground

vibration levels will vary between 20 mm/s and 12.5 mm/s. Vibration levels within this setback are predicted to

meet OPSS 120 criteria, but may exceed MOE limits. Based on these results, additional zoning restrictions

should be considered. These restrictions must include any POR as identified above and the following:

Printing plant;

Technology industry;

Research and development centre; and

Production studio.

The restrictions listed above should be reviewed on an individual case-by-case basis, as sensitivity to vibration

varies significantly and restricting all uses that may fall into the above categories may not be appropriate.

Understanding the type of vibration sensitivity that is required by various pieces of equipment is imperative to

understanding the potential affects that blast vibrations may cause.

For distances less than 290 m from a blast, one additional restriction should be considered in addition to all of

the above. The potential for office use within a setback of 290 m should be reviewed to establish whether or not

the proposed office type is suitable.


March 5, 2014 Report No. 13-1127-0133 12

As is typical practice for quarry operators in Ontario, notification of blasting operations will be critical to mitigating

potential complaints from the blasting ground and air vibrations within the development. In addition to these

notifications, a warning clause is recommended to be included in all development agreements,

offers/agreements of purchase, sale or lease agreement. Sample wording is given below, which can be modified

as needed.

“Purchasers / tenants are advised that due to the proximity of the adjacent Karson Huntley Quarry, ground and

air vibration levels associated with the blasting operation of the quarry may at times be perceptible.”

Lastly, Golder also recommends that the results of this report be provided to all future builders and architects to

ensure that ground and air vibration levels have been considered in the design of all structures. The

consideration of ground and air vibration levels early in the design of any future structure will allow for building

elements to reduce vibration effects.

6.0 CLOSURE

Golder Associates Ltd. was retained by West Ottawa Land Holdings Ltd. to assess the potential blast-induced

ground and air vibration from the nearby rock quarry on the proposed commercial and light industrial

development. Based on the results presented in this report and restricting some of the approved uses within

specific setback distances as identified in Section 5.0 of this report and shown on Figure 6, the proposed

development can meet ground and air vibration limits specified in OPSS 120, United States Bureau of Mines

RI8485 and MOE publication NPC 119.

If you have any further questions or concerns, please feel free to contact the undersigned.


March 5, 2014 Report No. 13-1127-0133

Report Signature Page

GOLDER ASSOCIATES LTD.

Daniel Corkery, B.Sc. Danny da Silva, P.Eng.

Senior Blasting Consultant Associate / Acoustics, Noise & Vibration Engineer

DJC/KAM/Dd/kp

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

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March 5, 2014 Report No. 13-1127-0133

APPENDIX A IP – Business Park Industrial Zone Provisions

IP - Business Park Industrial Zone (Sec. 205-206)

Purpose of the Zone

The purpose of the IP – Business Park Industrial Zone is to:

(1) accommodate mixed office, office-type uses and low impact, light industrial uses in a

business park setting, in accordance with the Enterprise Area designations of the Official Plan or, theEmployment Area or the General Urban Area designation where applicable;

(2) allow in certain Enterprise or General Urban Areas, a variety of complementary uses such

as recreational, health and fitness uses and service commercial (e.g. convenience store, personal service business, restaurant, automobile service station and gas bar), occupying small sites as individual occupancies or in groupings as part of a small plaza, to serve the employees of theEnterprise, Employment or General Urban Area, the general public in the immediate vicinity, and passing traffic;

(3) prohibit retail uses in areas designated as Enterprise Area but allow limited sample and

showroom space that is secondary and subordinate to the primary use of buildings for the manufacturing or warehousing of the product;

(4) prohibit uses which are likely to generate noise, fumes, odours, or other similar obnoxious

impacts, or are hazardous; and

5) provide development standards that would ensure compatibility between uses and would

minimize the negative impact of the uses on adjacent non-industrial areas.

205. In the IP Zone:

Permitted Uses

(1) The following uses are permitted subject to:

(a) the provisions of subsections 205(3) to (6);

automobile dealership automobile rental establishment broadcasting station day care drive-through facility emergency service hotel light industrial uses medical facility office place of assembly printing plant production studio research and development centre service and repair shop small batch brewery, see Part 3, Section 89 technology industry training centre warehouse

(2) The following additional uses area permitted subject to:

(a) the provisions of subsections 205(3) to (6);

(b) the cumulative total gross floor area for these uses not exceeding 2,999 m

2;

(OMB Order #PL080959, issued September 18, 2009)

(c) each use not exceeding 300 square metres of gross floor area; and

(d) the provisions of subsection 205(2)(c) not applying to recreational and athletic

facilityand park;

animal care establishment animal hospital automobile service station bank bank machine car wash convenience store

gas bar instructional facility park personal service business post office recreational and athletic facility restaurant

(3) The zone provisions are set out in Table 205 below.

TABLE 205 - IP ZONE PROVISIONS

I ZONING MECHANISMS

II PROVISIONS

(a) Minimum lot area 750 m2

(b) Minimum lot width No minimum

(c) Maximum lot coverage 55%

(d) Minimum front yard and corner side yard 6 m

(e) Minimum interior side yard

(i) abutting a residential or institutional zone

6 m

(ii) all other cases 3 m

(f) Minimum rear yard 6 m

(g) Maximum floor space index 2, unless otherwise shown on the zoning maps

(h) Maximum building height

(i) within 20 m from a residential or institutional zone

11 m

(ii) in all other cases 22 m, or as shown otherwise by a suffix or on a schedule

(i) Minimum width of landscaping

(i) abutting a residential or institutional zone

3 m; may be reduced to one metre if a 1.4 metre high opaque screen is provided

(ii) abutting a street 3 m

(iii) in all other cases No minimum

(4) Accessory display and sales area must be within the same building as the use to which it is accessory and must not exceed 25% of gross floor area.

(5) Outdoor storage is prohibited.

(6) For other applicable provisions, see Part 2 – General Provisions, Part 3 – Special Use

provisions, and Part 4 – Parking and Loading Provisions.

Medical facility means a place where a medical doctor, dentist or other legally qualified health care

practitioner has his or her practice, and includes a medical or dental laboratory. (clinique)

Office means a place used by an agency, business or organization for:

1. the transaction of administrative, clerical, data processing or management business;

2. the practice of a profession other than a medical facility; or

3. the provision of government or social services and other similar services. (bureau)

Place of assembly means a place designed and used to accommodate gatherings of people such as

clubs, reception halls, conference centres, legion halls, assembly halls and lodges, and for events such

as trade shows, banquets, and political or other conventions. (lieu de rassemblement)

Research and development centre means a place used for systematic research, data collection and

manipulation, or technical or scientific development of information or new products, and may include a

research laboratory; but excludes industrial and manufacturing operations other than those required as

part of the research. (centre de recherche-développement)

Golder Associates Ltd.

141 Adelaide Street West, Suite 910

Toronto, Ontario M5H 3L5

Canada

T: +1 (416) 366 6999

Caption Text

ground vibration attenuation analysis of huntley quarry

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