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Pinnacorp Investments Inc.

Pinnacle Village Servicing Design Brief February 2026

Pinnacle Village Servicing Design Brief

Pinnacle Village Servicing Design Brief February 2026

Prepared By: Arcadis Professional Services (Canada) Inc. 10120 103 Avenue, Suite 300 Edmonton, Alberta T5J 3R6 Canada Phone: 780 428 4000

Prepared For: Sturgeon County 9613 – 100 Street Morinville, AB T8R 1L9

Our Ref: 133341

________________________________________ Maha Mahmood E.I.T. Project Engineer-in-Training

________________________________________ Ryan Tomas P.Eng. Business Unit Director - Civil/Land Development

This document is intended only for the use of the individual or entity for which it was prepared and may contain information that is privileged, confidential and exempt from disclosure under applicable law. Any dissemination, distribution or copying of this document is strictly prohibited. www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-23.docx

Pinnacle Village Servicing Design Brief

Corporate Authorization Form This form confirms that the “Pinnacle Village Servicing Design Brief” has been prepared by Arcadis at the request of Pinnacorp Investments Inc. The document’s contents represent Arcadis’ best professional judgement based on the available knowledge at the time of preparation. The materials presented within are for use by Arcadis and Pinnacorp Investments Inc. only, and any third-party use, dependence upon, or conclusions based upon the document will be at the responsibility of such third parties. Arcadis accepts no responsibility for damages of any kind for any third-party reliance, or actions made, based on the material within.

_____________________________________ Signing Engineer

_________________________________ Corporate Permit

Pinnacle Village Servicing Design Brief

Contents 1

Introduction ...................................................................................................................................................... 1

General.............................................................................................................................................................. 1

2.1

Location .................................................................................................................................................... 1

2.2

Existing Topography & Land Use .......................................................................................................... 1

2.3

Geotechnical Conditions ........................................................................................................................ 1

2.4

Proposed Land Use ................................................................................................................................. 1

2.5

Development Staging .............................................................................................................................. 2

2.6

Regulatory Approvals ............................................................................................................................. 2

Sanitary Servicing ........................................................................................................................................... 3 3.1

Servicing Concept ................................................................................................................................... 3

3.2

Design Criteria ......................................................................................................................................... 3

3.3

Proposed Sanitary Sewer System ......................................................................................................... 4

3.4

Existing Sanitary Sewer System ............................................................................................................ 4

Storm Servicing ............................................................................................................................................... 6 4.1

General...................................................................................................................................................... 6

4.2

Servicing Concept ................................................................................................................................... 6

4.3

Proposed Storm Drainage Systems ...................................................................................................... 7

4.3.1

Stormwater Modeling .......................................................................................................................... 7

4.3.2

Storm Water Management Facility ..................................................................................................... 8

Watermains .................................................................................................................................................... 11

Transportation Network ................................................................................................................................ 12

Figures Figure 2.1 Location Plan Figure 2.2 Existing Topography Figure 2.3 Land Use and Staging Plan Figure 3.1 Sanitary Sewer System Figure 3.2 Existing Offsite Sanitary Sewer System Figure 4.1 Minor Storm Sewer System Figure 4.2 Major Storm System Figure 4.3 Storm Water Management Facility Concept Plan www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-17.docx

iii

Pinnacle Village Servicing Design Brief

Figure 4.4 Storm Facility Cross-Sections Figure 4.5 Control Structure Detail Figure 4.6 Onsite Outfall Pipe Profile Figure Figure 4.7 Offsite Outfall Pipe Profile Figure Figure 4.8 Storm Water Management Facility Spillway Figure 4.9 SWMF Outlet Drainage Path Figure 5.1 Water Network Plan Figure 6.1 Roadway Network Figure 6.2 Proposed Road Cross Sections Figure 6.2a Proposed Road Cross Sections – Entrance Road Figure 6.2b Proposed Road Cross Sections – Trestle Ridge Road Figure 6.2c Proposed Road Cross Sections – Starkey Road Figure 6.3 Cut Corner Analysis

Appendices Appendix A – Geotechnical Reports Appendix B – Storm Water Management Facility Report Appendix C – Hydraulic Network Analysis Appendix D – As-Builts - Pinnacle Ridge Estates Stage 2, 3 & 4, Riverstone Pointe Phase 1

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Pinnacle Village Servicing Design Brief

Introduction

This servicing design brief was prepared by Arcadis on behalf of Pinnacorp Investments Inc. The proposed Design Brief covers a gross area of 13.92 hectares of Pinnacle Village located in Sturgeon County Alberta with legal description Lot 1, Block 1, Plan 182 1685. The objective of this report is to provide servicing details for the development and to support approval of the outline plan, submitted by Arcadis under separate cover.

2 2.1

General Location

Figure 2.1 illustrates the proposed development area located north of Trestle Ridge Road and east of Starkey Road. The development is situated within Sturgeon County, AB, and is part of the Sturgeon Valley Core Area Structure Plan (ASP) approved on September 14, 2021.

2.2

Existing Topography & Land Use

The majority of the site generally flows from east to west, with portions of the southeast flowing south to Trestle Ridge Road. Drainage of the site is then conveyed west to the existing ditch along Starkey Road which flows south to the Sturgeon River. The existing topography is shown on Figure 2.2. The area is currently undeveloped and has previously been used for agricultural purposes.

2.3

Geotechnical Conditions

The soils within Pinnacle Village generally consist of a native glaciolacustrine clay and silt deposit, varying depths of clay fill overlain with topsoil. The clay fill is generally silty and medium plastic, the glaciolacustrine clay is low to medium plastic. Topsoil thickness varies between 150 mm to 900 mm in some areas. The site has wet subsurface soil conditions and the groundwater table appears to be at a depth of approximately 2.0 m below grade. The geotechnical reports with borehole data can be found in Appendix A. Based on the soil and groundwater conditions encountered on the site, the clay materials are considered to be suitable for housing development. Given the wet subsurface conditions, the proposed development is recommended to match existing topographic elevations or be higher than existing elevations.

2.4

Proposed Land Use

Pinnacle Village will consist of Transition Valley Residential with a central storm water management facility (SWMF) and greenway linkages for pedestrian pathways. The proposed Land Use plan is illustrated on Figure 2.3.

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Pinnacle Village Servicing Design Brief

2.5

Development Staging

The development will be located north of Trestle Ridge Road, the progression will be from the extension of the existing development of Pinnacle Ridge to the south, as well as the extension of the watermain and sanitary extensions from Pinnacle Ridge. The proposed stage will require the construction of the storm water management facility and outfall to facilitate drainage and controlled outflow from the proposed development. This development progression is consistent with the goals, objectives, and policies of the Sturgeon Valley Core ASP. Figure 2.3 illustrates the boundary of the proposed stage.

2.6

Regulatory Approvals

Application for the concept storm water management facility under the Environmental Protection and Enhancement Act (EPEA) will be completed after the detailed design drawings are approved by the County. EPEA does not approve conceptual drawings, and must grant approval on the detailed design drawings before construction begins. A Water Act approval application will be undertaken as well and submitted to the County for record. An Environmental Site Assessment has been conducted and can be referenced in the Outline Plan. A reclamation certificate was obtained for the wellsite and can be found in the Outline Plan.

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MANOR POINTE

STARKEY ROAD

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PINNACLE VILLAGE PLAN 952-3595;1

NW-25-54-25-4

NE-25-54-25-4

1821685;1;1

TRESTLE RIDGE ROAD

UPPER MANOR ESTATES

RIVERSTONE POINTE

PINNACLE RIDGE ST RI

ED S O LER

GE O

RIV

BEL

LOWER MANOR BRISTOL ESTATES OAKS

PINNACLE VILLAGE DESIGN BRIEF SCALE = 1:12500 FEB 2026

LOCATION PLAN FIGURE 2.1 FILE NO. E0-133341

PLAN 762-1623

PLAN 132-0832

PLAN 092-1017 PLAN 162-1924,1,73

Existing Drainage Direction Outline Plan Area Boundary

Abandoned Oil Well

Contour Lines

SCALE = 1:4000 FEB 2026 PLAN 042-5831

NW 25-54-25-4

PLAN 062-7053

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PLAN 952-3595, ,1

LEGEND

Existing Storm Catchment Boundary

PINNACLE VILLAGE

EXISTING TOPOGRAPHY FIGURE 2.2

DESIGN BRIEF

FILE NO. E0-133341

20.00

NW 25-54-25-4

20.00

SWMF

Stage 1

20.00

100 Lots

20.00

20.0

PLAN 062-7053

Starkey Road

20.00

PLAN 762-1623

acle

Road

42.31

Pinn

28.00

PLAN 132-0832

Poin t

PLAN 092-1017

Pinnacle Horizon PLAN 162-1924,1,73

PLAN 042-5831

tle R idge

30.00

Tres

Pinnacle Way

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PLAN 952-3595, ,1

PLAN 132-0834

LEGEND R7- Transition Valley Residential District Stormwater Management Facility (SWMF)

Local Road

Abandoned Oil Well

Public Utility Lot (PU) Outline Plan Area Boundary

Park & Greenway (MR)

Location of Mailbox Pullout

PINNACLE VILLAGE DESIGN BRIEF

SCALE = 1:4000 FEB 2026

LAND USE AND STAGING PLAN FIGURE 2.3 FILE NO. E0-133341

Pinnacle Village Servicing Design Brief

Sanitary Servicing

This section outlines the proposed sanitary sewer servicing concept for Pinnacle Village. The following is a list of reference Service reports applied to the subject area: 

Sturgeon County Infrastructure Master Plan, 2019;



Pinnacle Ridge Development as-builts 2010 & 2005 by Pinnacorp.



Sturgeon Valley North Core ASP – Wastewater Servicing Study, May 2024 by ISL



Pinnacle Village Wastewater Servicing Review, March 28, 2024 by ISL



Riverstone Pointe as-builts phases 1 through 6

3.1

Servicing Concept

The proposed wastewater servicing is an extension of current wastewater infrastructure. The existing development in Pinnacle Ridge was designed to account for 13.6 ha of future development with an anticipated flow of 6.9 L/s to the north as shown in Appendix D. The proposed development contributes 12.29 ha into the existing sanitary infrastructure of Pinnacle Ridge, using the 2024 GMSS standards and the proposed zoning, the calculated design flow is 10.2 L/s. It consists of a 200mm sanitary gravity main which drains north to south and connects to the existing 200 mm sanitary main located on Trestle Ridge Road, extending into the existing Pinnacle Ridge development and eventually to the sanitary lift station on Bellerose Drive. The 2024 Pinnacle Village Wastewater Servicing Review has highlighted that one pipe in Pinnacle Ridge is surcharging with the additional flows from Pinnacle Village. The March 2024 memo supports Pinnacle Village tying into the sanitary on an interim basis due to the surcharging pipe from existing MH 30 to 31 but suggests construction of a sanitary sewer along Trestle Ridge Road flowing west and then south along Starkey Road to tie into Bellerose lift station (Option 2). The 200mm surcharging pipe from existing MH 30 to 31 is proposed to be replaced with a 250mm pipe with the first phase of Pinnacle Village development (Option 1). This would reduce the surcharging from 106% of the pipe capacity to 58% and eliminate any concerns of surcharging. The developer would be responsible for the funding and construction of the Option 1 sanitary upgrade. The improvement will be coordinated and scheduled with the contractor to ensure minimal impact to the existing residents. Pumping may be used to ensure that the existing lots may still drain to the sanitary services. The construction of a gravity sanitary sewer along Trestle Ridge Road and south along Starkey Road to the Bellerose Lift Station is considered Option 2 in this servicing design brief. Option 2 is considered an acceptable alternative should there still be substantial surcharging from MH 30 to 31 after the pipe is upgraded from 200mm to 250mm. The funding and construction of Option 2 would need to be coordinated between the benefitting neighbourhoods through the detailed design. The onsite sanitary will be designed to work with Option 2 should it be required in the future.

3.2

Design Criteria

The design criteria used in this study is based on the Sturgeon County General Municipal Servicing Standards (GMSS). The sanitary sewer has been designed to carry peak flows with inflow and infiltration allowances. The flow and factors used in the proposed sanitary sewer systems are as follows: 

Sanitary sewers were sized using the Manning Equation with a manning roughness “n” coefficient of 0.013

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Pinnacle Village Servicing Design Brief 

The residential peak sanitary flow rate is determined using the following formula: Average Flow x Peaking Factor -

Peaking Factor = 1 + 14/(4+P^1/2) where P = the contributing design population in thousands. If P<1, peaking factor of 4.5 shall be used. The minimum peaking factor is 3.0



The average sewage flow is 300 L/person/day for residential



Infiltration is 0.28 L/s/ha for Transitional Valley Residential-R7



Inflow at sag manholes is 0.4 L/s/manhole

The total design peak flow rates for the sanitary sewer shall be the sum of the peak flow rates plus all extraneous flow allowances. In sizing the sanitary sewer pipe, the required flow capacity for sizing the sewer is computed using the following: 

Required sewer capacity = total design peak flow rate / 0.86



Minimum pipe size must be 200 mm

Minimum slope requirements for the calculated pipe are based on Section 1.9.3 Vol 3-03 of the 2022 EPCOR Standards, Table 1.1, as the pipes would need to be overly steep to achieve 0.6m/s based on design flow. Minimum velocity requirements for this development are based on Section 1.9.1 Vol 3-03 of the 2022 EPCOR Standards, which state that “Sanitary sewers shall be designed to achieve a mean flow velocity when flowing full of not less than 0.6 m/s, to provide for self cleansing.”

3.3

Proposed Sanitary Sewer System

The proposed sanitary sewer system is illustrated in Figure 3.1. The calculated design flows for the proposed development based on the design criteria in Section 3.2 are provided in Table 3.1. There is one sanitary catchment area which connects south to the existing Pinnacle Ridge 200 mm gravity sewer on Pinnacle Way, the combined flows then flow along Bellerose Drive and into the existing Bellerose lift station. The sanitary sewer within the proposed development has a contributing flow of 10.2 L/s. As per the May 2024 Wastewater Servicing Study the on-site sanitary sewers will be sized for local flows only. Future developments will bypass Pinnacle Village and be serviced by separate sewers along Starkey Road and Trestle Ridge Road.

3.4

Existing Sanitary Sewer System

The existing downstream sanitary sewer tie in located on Pinnacle Way flows south into the existing Pinnacle Ridge subdivision. Pinnacle Ridge was designed to account for 6.9 L/s of contributing flow from the proposed development, see figure located in Appendix D. The proposed development in its current plan configuration has a calculated design flow of 10.2 L/s and a pipe capacity of 38.9 L/s. The design calculations for the existing system are based on the parameters listed in the Pinnacle Village Wastewater Servicing Review by ISL. These calculations and parameters can be found on Table 3.1B. The additional 3.3 L/s of calculated flows have minimal impact to the system with the exception of one 200mm sanitary pipe at manhole 30, where flows exceed 86% and the pipe surcharges by 106% at a height of 0.2m within the manhole. The surcharging does not pose a risk to upstream connecting sewers because there is a 5.5m drop in the upstream Pinnacle Ridge pipe and a 0.2m drop in the upstream pipe connecting the Riverstone Pointe system to existing manhole 30. As the existing system within Pinnacle Ridge does not have free-flow capacity for the Pinnacle Ridge flows, an option suggested is to upgrade the existing 200mm sanitary pipe within www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-17.docx

Pinnacle Village Servicing Design Brief Pinnacle Village to alleviate the surcharging. Replacement of the 200mm sanitary with a 250mm sanitary pipe results in a flow of 58% of the capacity and eliminates the surcharging condition. This would also add protection for higher flows from Riverstone Pointe, as the additional storage in the 250mm sanitary pipe reduces upstream surcharging within the Riverstone Pointe sanitary system. The sanitary onsite and offsite calculations can be found on Table 3.1A and 3.1B. The total contributing flow of Pinnacle Village, Riverstone Pointe and Pinnacle Ridge is calculated as 33.4 L/s. The May 2024 Wastewater Servicing Study states that it would be preferable to service Pinnacle Village by Option 2 as described previously in this design brief due to the surcharging from MH 30 to 31. The replacement of this pipe would address this concern and be suitable for ultimate development conditions. Most of the developments north of the Sturgeon River are serviced by the Bellerose Lift Station, located on Bellerose Drive and west of Starkey Road. The Bellerose lift station currently services Summerbrook Estates, Upper Manor Estates, The Banks of Sturgeon, Upper Manor Pointe, Pinnacle Ridge, and Riverstone Pointe neighbourhoods, as well as the Greystone Manor lift station upstream. The Bellerose lift station then pumps the wastewater via a 250 mm forcemain into the Rivers Gate lift station constructed in 2017. The Rivers Gate lift station pumps to the ACRWC St. Albert pump station via existing 200 mm and 250 mm forcemains. Design reports suggest that the Rivers Gate lift station will ultimately be used to service new development lands north and west of the existing Sturgeon Valley developments via an inverted syphon under the Sturgeon River. The existing offsite sanitary sewer system is illustrated on Figure 3.2. The March 2024 Pinnacle Village Wastewater Servicing Review also evaluated the downstream sanitary west of Pinnacle Ridge. The pipe from existing manhole 46 to 47 and 47 to Bellerose lift station is surcharging. The surcharging at MH 46 immediately upstream of the Bellerose Lift Station does not appear to risk basement flooding with Pinnacle Village connected, as the branch from the east does not have any basements connected. Also, the branch to the north does not surcharge above the pipe obvert, and thus the Pinnacle Village flows do not contribute to surcharging to the north branch (which has basements connected). As part of the long term servicing concept for the Core ASP area, upgrading of these pipes from MH 46 to 47 and 47 to the lift station should be undertaken. As the existing pipes noted are at capacity, Pinnacle Village should contribute to the future upgrading of these pipes from 250mm to 375mm. The impact of the Pinnacle Village servicing to the Bellerose Lift Station was assessed and a more detailed assessment of the Bellerose Lift Station for servicing the entire Sturgeon Valley Core Area Structure Plan is underway. The 10.2 L/s incremental flow from Pinnacle Village can generally be accommodated by the existing Bellerose Lift Station. However, further analysis and flow monitoring will be undertaken to verify calculated flows.

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250mm FUT. SAN

0.80 ha. 25 7

0.79 ha. 21 6

0.61 ha. 21 6

203

0.50 ha. 14 4

266

258

256

272

0.86 ha. 25 7 1.25 ha. 32 9

263 262

250mm FUT. SAN

OPTION 2 - FUTURE SANITARY TRUNK TO BE CONFIRMED AT DETAILED DESIGN ASSUMED FUT INVERT OF 683.00 BASED ON 2024PLAN ISL REPORT 092-1017

259

261 0.34 ha. 7 2

0.37 ha. 11 3

PLAN 762-1623

0.84 ha. 25 7

0.88 ha. 28 8

264

0.57 ha. 14 4

255

257

268

255A

NW 25-54-25-4

267

269

PLAN 062-7053

1.00 ha. 32 9

1.40 ha. 42 12

1.26 ha. 39 11

FLOW FROM STARKEY HILLS DEVELOPMENT

TIE TO EXISTING SANITARY STUB ON TRESTLE RIDGE ROAD INV 683.92 PLAN 132-0832

PLAN 162-1924,1,73

PLAN 042-5831

250mm FUT. SAN

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0.19 ha. 4 1

0.61 ha. 14

PLAN 952-3595, ,1 4

PLAN 132-0834

TO BELLEROSE LIFT STATION OPTION 1 - REMOVE/REPLACE 71.96m OF 200mmØ SANITARY WITH 250mmØ SANITARY LEGEND Proposed Sanitary 200mm Pipe and Flow Direction Existing 200 mm Gravitymain Outline Plan Area Boundary

EX MH 30

FLOW FROM RIVERSTONE POINTE: 14.9 L/s

Sanitary Catchment Boundary

0.57 ha. 18 5

Units

SCALE = 1:4000 FEB 2026

Sanitary Catchment Area

Population

PINNACLE VILLAGE DESIGN BRIEF SANITARY SEWER SYSTEM FIGURE 3.1 FILE NO. E0-133341

Sanitary Design Form - Pinnacle Village Only (Table 3.1A) Project: Pinnacle Village Job Number: 133341 Generation Rate: 300 L/day/person Municipality: Sturgeon County Date: 17-Feb-26 Infiltration: 0.28 L/s/ha Design By: AH Checked By: RDT Infiltration at sags: 0.40 L/s File: https://arcadiso365.sharepoint.com/sites/133341/Internal Documents/6.0_Technical/6.01_General/01_Brief/Civil/Design Brief/Revised SDB 20260217/Sewer Calcs/[Sanitary Sewer Network Analysis_Pinnacle Village only_2026-02-17.xlsm]Sanitary Location From

Manhole To

Sag Location?

Land Use

ha 0.19

Tributary Area Units Population Density

Total Area Population

Total Population

Residential Peak Flow Design Q Factor

0.19

4.50

m³/s

Total Design Q

m³/s

0.0001

0.0000

m³/s 0.0001

Design Capacity

Sewer Design Length Capacity

Slope

Diameter

0.0001

% 1.500

mm 200

m 37.600

m³/s 0.0402

Q÷0.86 m/³s

Velocity @ Velocity @ Capacity Design Flow m/s m/s 1.28 0.28

255A

255-S

Pinnacle Village Pinnacle Village Pinnacle Village

255-S 256 259

256 259 261

N N N

0.84 0.86 1.25

R7 R7 R7

7 7 9

3.500 3.500 3.500

25 25 32

1.03 1.89 3.14

29 54 86

4.50 4.50 4.50

0.0005 0.0008 0.0013

0.0002 0.0002 0.0004

0.0003 0.0005 0.0009

0.0000 0.0000 0.0000

0.0007 0.0014 0.0022

0.0009 0.0016 0.0026

0.670 0.500 0.400

200 200 200

87.000 87.000 123.000

0.0268 0.0232 0.0207

0.85 0.74 0.66

Pinnacle Village Pinnacle Village

255-W 257

257 258

N N

1.00 0.61

R7 R7

9 4

3.500 3.500

32 14

1.00 1.61

32 46

4.50 4.50

0.0005 0.0007

0.0003 0.0002

0.0003 0.0005

0.0000 0.0000

0.0008 0.0012

0.0009 0.0014

0.670 0.570

200 200

118.000 78.000

0.0268 0.0248

Pinnacle Village Pinnacle Village Pinnacle Village

272 258 261

258 261 262

N N N

0.79 0.50 0.34

R7 R7 R7

6 4 2

3.500 3.500 3.500

21 14 7

0.79 2.90 6.38

21 81 174

4.50 4.50 4.50

0.0003 0.0013 0.0027

0.0002 0.0001 0.0001

0.0002 0.0008 0.0018

0.0000 0.0000 0.0000

0.0005 0.0021 0.0045

0.0006 0.0024 0.0052

0.830 0.400 0.400

200 200 200

38.000 94.320 61.800

Pinnacle Village

269

267

1.26

3.500

1.26

4.50

0.0006

0.0004

0.0000

0.0010

0.0011

0.670

200

Pinnacle Village Pinnacle Village

268 267

267 264

N Y

1.40 0.61

R7 R7

12 6

3.500 3.500

42 21

1.40 3.27

42 102

4.50 4.50

0.0007 0.0016

0.0004 0.0006

0.0004 0.0013

0.0000 0.0000

0.0010 0.0029

0.0012 0.0034

0.570 0.400

200 200

Pinnacle Village 203 Pinnacle Village 266 Pinnacle Village 264 Pinnacle Village 263 Pinnacle Village Total Contributary Flow262

266 264 263 262 Plug

N N Y N Y

0.80 0.57 0.37 0.88 0.00

R7 R7 R7 R7 R7

7 4 3 8 0

3.500 3.500 3.500 3.500 3.500

25 14 11 28 0

0.80 1.37 5.01 5.89 12.27

25 39 152 180 354

4.50 4.50 4.50 4.50 4.50

0.0004 0.0006 0.0024 0.0028 0.0055

0.0002 0.0002 0.0005 0.0002 0.0004

0.0002 0.0004 0.0022 0.0024 0.0046

0.0000 0.0000 0.0000 0.0000 0.0000

0.0006 0.0010 0.0046 0.0053 0.0102

0.0007 0.0012 0.0053 0.0061 0.0118

1.000 0.670 0.400 0.400 0.400

200 200 200 200 200

2026-02-18 - 10:25 AM

m³/s

Total Baseline Flow

Pinnacle Village

General Population: 0 Apartment Population: 0 User-Defined Population: 354

Infiltration and Inflow Current Total Pipe

(Y/N) N

General Residential Area: 0.00 ha Apartment Residential Area: 0.00 ha User-Defined Residential Area: 12.27 ha Total Residential Area: 12.27 ha Commercial Area: 0.00 ha Industrial Area: 0.00 ha Other Area: 0.00 ha Non-contributing Area: 0.00 ha Total Area: 12.27 ha

people/unit 3.500

Ind., Com., and Other Peak Flow Design Q Factor

Residential Zones R7 (Transition Valley Residential) 15.7 Units/ha 3.50

Upstream Manhole Rim Invert Elevation Elevation

Downstream Manhole Rim Jump in Invert Elevation Elevation Manhole m

Average Cover to Invert

689.500

686.631

689.300

686.067

m 3.051

0.37 0.40 0.43

689.300 690.600 689.950

686.037 685.424 684.929

690.600 689.950 689.580

685.454 684.989 684.437

4.204 5.068 5.082

0.85 0.79

0.38 0.40

689.300 689.000

686.170 685.319

689.000 688.840

685.379 684.874

3.376 3.823

0.0299 0.0207 0.0207

0.95 0.66 0.66

0.37 0.42 0.53

689.130 688.840 689.580

685.220 684.844 684.407

688.840 689.580 689.190

684.904 684.467 684.160

3.923 4.554 5.101

103.000

0.0268

0.85

0.40

689.000

686.144

688.800

685.454

3.101

108.000 123.000

0.0248 0.0207

0.79 0.66

0.39 0.47

689.300 688.800

686.070 685.394

688.800 688.900

685.454 684.902

3.288 3.702

21.749 97.700 73.000 90.000 45.000

0.0328 0.0268 0.0207 0.0207 0.0207

1.04 0.85 0.66 0.66 0.66

0.41 0.41 0.53 0.55 0.66

689.630 689.630 688.900 689.300 689.190

685.804 685.527 684.842 684.520 684.100

689.630 688.900 689.300 689.190 689.200

685.587 684.872 684.550 684.160 683.920

3.935 4.066 4.404 4.905 5.185

Zoning Information Industrial Zones People/Unit

Commercial Zones Other Zones - Such as hospitals, schools, etc. Non-contributing Area N - Areas that contribute infiltration and inflow only (i.e. Transmission Mains).

Total Population: 354

-1/1-

Sanitary

Sanitary Design Form - Existing Downstream System (Table 3.1B) Project: Pinnacle Village

Job Number: 133341

Municipality: Sturgeon County

Generation Rate: 200 L/day/person (from ISL Report)

Date: 18-Feb-26

Design By: AH

*Note: The Peak Flow Factor formula includes 354 population from Pinnacle Village spreadsheet

Infiltration: 0.14 L/s/ha (from ISL Report)

Checked By: RDT

Infiltration at sags: 0.40 L/s

File: https://arcadiso365.sharepoint.com/sites/133341/Internal Documents/6.0_Technical/6.01_General/01_Brief/Civil/Design Brief/Revised SDB 20260217/Sewer Calcs/[Sanitary Sewer Network Analysis_Downstream only_2026-02-23.xlsm]Sanitary Location From

Trestle Ridge Road Pinnacle Ridge Pinnacle Ridge Pinnacle Ridge Pinnacle Ridge Pinnacle Ridge

Plug EX18 EX22 EX14 EX13 EX12

RIVERSTONE STUB RVRSTN Pinnacle Ridge / Flow from Riverstone EX30 Pointe Pinnacle Ridge EX31 Pinnacle Ridge EX32 Pinnacle Ridge EX33 Pinnacle Ridge EX34 Pinnacle Ridge EX35 From Pinnacle village and Pinnacle Ridge EX36

Manhole To

Total Area Population

Total Population

Residential Peak Flow Design Q Factor

(Y/N)

EX18 EX22 EX14 EX13 EX12 EX30

N N N N N N

0.00 7.37 0.56 7.26 0.68 10.13

R2 R2 R2 R2 R2 R2

0 26 2 26 2 37

3.500 3.500 3.500 3.500 3.500 3.500

0 91 7 91 7 130

0.00 7.37 7.93 15.19 15.87 26.00

0 91 98 189 196 326

4.50 4.50 4.50 4.50 4.50 4.50

EX30 EX31 EX32 EX33 EX34 EX35 EX36 Plug

N N N Y N N N N

55.52 1.08 0.75 1.63 4.28 0.63 1.06 2.33

R2 R2 R2 R2 R2 R2 R2 R2

195 4 3 6 15 2 3 7

3.500 3.500 3.500 3.500 3.500 3.500 3.500 3.500

683 14 11 21 53 7 11 25

55.5 82.6 83.4 85.0 89.3 89.9 91.0 93.3

683 1023 1034 1055 1108 1115 1126 1151

4.50 3.71 3.70 3.70 3.69 3.69 3.68 3.68

General Residential Area: 0.00 Apartment Residential Area: 0.00 User-Defined Residential Area: 93.3 Total Residential Area: 93.3 Commercial Area: 0.00 Industrial Area: 0.00 Other Area: 0.00 Non-contributing Area: 0.00 Total Area: 93.3

Land Use

Tributary Area Units Population Density

Sag Location?

people/unit

ha ha ha ha ha ha ha ha ha

General Population: 0 Apartment Population: 0 User-Defined Population: 1151

Ind., Com., and Other Peak Flow Design Q Factor

Infiltration and Inflow Current Total Pipe

Total Baseline Flow

Total Design Q

Design Capacity

Slope

Diameter

Sewer Design Length Capacity

m³/s

Q÷0.86 m/³s

m³/s

0.0000 0.0009 0.0010 0.0020 0.0020 0.0034

0.0000 0.0010 0.0001 0.0010 0.0001 0.0014

0.0000 0.0010 0.0011 0.0021 0.0022 0.0036

0.0102 0.0102 0.0102 0.0102 0.0102 0.0102

0.0102 0.0122 0.0123 0.0143 0.0145 0.0172

0.0119 0.0142 0.0143 0.0166 0.0168 0.0200

1.410 0.810 4.170 2.920 4.740 3.020

200 200 200 200 200 200

138.800 69.970 77.880 65.180 67.030 105.840

0.0389 0.0295 0.0670 0.0560 0.0714 0.0570

0.0071 0.0088 0.0089 0.0090 0.0095 0.0095 0.0096 0.0098

0.0078 0.0002 0.0001 0.0006 0.0006 0.0001 0.0001 0.0003

0.0078 0.0116 0.0117 0.0123 0.0129 0.0130 0.0131 0.0135

0.0000 0.0102 0.0102 0.0102 0.0102 0.0102 0.0102 0.0102

0.0149 0.0305 0.0307 0.0315 0.0326 0.0327 0.0329 0.0335

0.0173 0.0355 0.0357 0.0367 0.0379 0.0380 0.0383 0.0389

0.514 0.770 0.530 0.500 1.290 3.820 0.790 3.200

200 200 250 250 250 250 250 250

75.420 71.957 96.321 110.652 85.239 70.454 60.670 60.000

0.0235 0.0288 0.0433 0.0420 0.0675 0.1162 0.0529 0.1064

m³/s

Residential Zones R2, R2, R2, R2, R2, R2, R2, R2, R2, R2, R2, R2, R2, R2

Velocity @ Velocity @ Capacity Design Flow m/s m/s 1.24 1.04 0.94 0.89 2.13 1.63 1.78 1.49 2.27 1.78 1.81 1.59 0.75 0.92 0.88 0.86 1.38 2.37 1.08 2.17

Zoning Information Industrial Zones Commercial Zones Other Zones - Such as hospitals, schools, etc. Non-contributing Area N - Areas that contribute infiltration and inflow only (i.e. Transmission Mains).

Total Population: 1151

Sanitary 2026-02-23 - 3:12 PM

-1/1-

0.79 1.03 0.96 0.94 1.36 2.03 1.14 1.92

12.30ha FROM PINNACLE VILLAGE: 12.6 L/s

EX SANITARY FROM RIVERSTONE POINTE: 14.9 L/s

EX SANITARY GRAVITY TRUNK TO BELLEROSE LS: 35.8 L/s

PINNACLE VILLAGE DESIGN BRIEF NTS FEB 2026

EXISTING OFFSITE SANITARY SEWER SYSTEM FIGURE 3.2 FILE NO. E0-133341

Pinnacle Village Servicing Design Brief

Storm Water Management Plan

4.1

General

This section outlines the proposed storm water management plan and storm servicing concept for Pinnacle Village. Storm servicing involves development of the major and minor systems. The major system includes one storm water management facility, which will provide storage volumes in critical rainfall events. The major flow will be discharged through an outfall at a controlled flow to the Starkey Road ditch. The following is a list of reference reports applied to the subject area: 

Sturgeon County Infrastructure Master Plan, 2019



Conceptual Design Technical Memorandum, Pinnacle Ridge, November 2021, see Appendix C



Sturgeon Valley Core Area structure Plan

4.2

Storm Servicing Summary

The proposed minor storm consists of gravity mains which drain to a central storm water management facility (SWMF). The site will also provide storm services to each lot. The minor storm system will carry flows to a stormceptor which will then flow to the proposed SWMF. The SWMF outlets west via a 450 mm storm that will discharge to a control structure. Within the control structure, the stormwater will flow into a jellyfish stormceptor filter for pollutant filtration, before discharging at a controlled flow rate to a 450 mm storm pipe to the Starkey Road ditch and ultimately to the Sturgeon River.

4.3

Design Criteria

The design criteria used in this storm water management plan study is based on the 2024 Sturgeon County General Municipal Servicing Standards (GMSS) 

The minor system is based on a 1:5 year storm event service level



For residential areas a weighted runoff coefficient is calculated using: -

Single Unit Residential = 0.65

Park, Lawn, Playground = 0.20

For this development, the weighted C average has been calculated as 0.44, with an added 1.25 factor of safety for a 1:100 year storm event, a C value of 0.55 will be used. The weighted C value includes the proposed development as well as the north lands catchment area.



The major overland system conveys major flows to the central SWMF via roadways, public utility lots and pathways



The stormwater management facility is designed to provide storage volumes for critical storm events and is computed and modelled using the Huff rainfall distribution tables



The stormwater management facility is designed to accommodate major flows from the north lands



The allowable discharge rate has been set to the maximum release rate for Neighbourhood “G” which is 2.5 L/s/ha as per the GMSS Urban Development guidelines Section 3.3.4



The rational method and XPSWMM were used to design the proposed stormwater network on site

www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-17.docx

Pinnacle Village Servicing Design Brief

4.4

Proposed Storm Drainage System

The proposed storm sewer system is illustrated in Figure 4.1. The calculated design flows for the proposed Pinnacle Village minor storm system are provided in Table 4.1. The storm drainage system is proposed to consist of major and minor systems that will direct runoff to a central SWMF within the development. The sub-catchment areas will collect into MH343 and then drain into the SWMF through a combined 1050 mm storm outfall located in the planned Municipal Reserve. All flows from the minor system will be captured in a stormceptor prior to draining into the SWMF, satisfying water quality requirements of the incoming storm. The SWMF outlets west via a 450 mm storm pipe that will discharge to a control structure. Within the control structure, the stormwater will flow into a jellyfish stormceptor filter for pollutant filtration, before discharging at a controlled flow rate to a 450 mm storm pipe which outlets to the Starkey Road ditch and ultimately Sturgeon River.

4.5

Storm Water Analysis

4.5.1

Predevelopment Flows

The pre-development flows were analyzed based on topographic survey of the proposed development and surrounding area. Current drainage patterns show 13.5 ha of land collects within a low point on the proposed site, which then flows west into Starkey Road ditch. Using the maximum release rate of 2.5 L/s/ha for this area, the calculated predevelopment flow to the ditch is 0.0338 m3/s. Please refer to Figure 4.2 for detail on the predevelopment storm catchment patterns.

4.5.2

Stormwater Modeling

The rational method and XPSWMM were used to design the proposed stormwater network on site. The proposed development is 13.92 Ha while the north lands convey 6.79 ha to Pinnacle Village. The total area of 20.71 ha is used to design the required storage volumes of the proposed dry SWMF. In the interim, additional major flows have been accommodated within the proposed minor storm system to include an additional 6.79 ha of undeveloped land to the north which currently flows to a low point within the north property. Should the existing low area overflow, the water will be collected at proposed MH 345A and be conveyed through the minor system to the dry SWMF. Until such time that the site to the north is developed and regraded, the Pinnacle Village minor and major storm systems will collect these interim flows. The calculated peak predevelopment flows are 0.3672 m 3/s. The SWMF has been designed with a maximum release rate of 2.5 L/s/ha over the basin area of 20.71 ha in accordance with the Sturgeon County GMSS for Neighbourhood “G” (Master Drainage Plan 2019), which results in a maximum allowable discharge rate of 51.8 L/s.

4.5.3

Outflow Control

The outlet of the dry pond will be at an invert of 684.50m at the bottom of the dry pond. The outlet of the SWMF will be equipped with a control structure downstream of the outlet that will regulate the outflow to the maximum release rate stated in Section 4.5.2. This is accomplished through a circular orifice to control flow which will be set at the invert elevation of 684.25m.

www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-17.docx

Pinnacle Village Servicing Design Brief The design of the orifice was calculated using the following formula: Q = CA(2gH)² H = Head, Elevation – Orifice Invert Q = Discharge (m³/s) C = Orifice Coefficient (0.62) A = Orifice Area (m²) g = Acceleration due to gravity (9.81 m/sec²) The size of the orifice is calculated to be 0.115m in diameter where: H = Head, (Elevation – Orifice Invert) = 3.25m Q = Discharge (m³/s) = 0.0518 m³/s C = Orifice Coefficient (0.62) A = Orifice Area (m²) g = Acceleration due to gravity (9.81 m/sec²) Solving for the Orifice area, A = 0.01046 m 2, a circle orifice diameter is then required to be 0.115m for the required area. Using the major rainfall event charts, the calculated orifice diameter and the varying head during varying rainfall events allows the discharge flows to be calculated at each rain event: Event NWL 1:2 1:5 1:25 1:100 HWL

Elevation 684.50 686.10 686.30 686.70 687.10 687.50

Head

Max Q (m³/s)

1.85 2.05 2.45 2.85 3.25

0.0391 0.0411 0.0450 0.0485 0.0518

A weir will be installed in the control structure with the elevation set to the HWL for emergency overflow. Within the control structure, the stormwater will flow into a jellyfish stormceptor filter for pollutant filtration, before discharging to a 450 mm storm pipe to the Starkey Road ditch and ultimately to the Sturgeon River. As the pond size does not support removal of suspended solids by gravitational forces alone, the jellyfish filter will remove the suspended solids and provide sufficient cleansing of the water as mandated in provincial regulations. The conceptual control structure is illustrated on Figure 4.5. and the onsite outlet pipe alignment and offsite outlet pipe alignments are illustrated on Figure 4.6 and Figure 4.7 respectively. The drainage from the outlet will flow along Starkey Road through a series of existing culverts, ultimately to Sturgeon River. Figure 4.9 illustrates the drainage path towards Sturgeon River.

4.5.4

Storm Water Management Facility

The SWMF is proposed to be a dry pond. Figure 4.3 illustrates the SWMF conceptual design with corresponding cross sections on Figure 4.4. The SWMF will be graded to contain runoff from the 1:25 year storm event within the lower flat area of the pond, while ensuring the asphalt trails remain dry. Runoff from the pond during smaller rain www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-17.docx

Pinnacle Village Servicing Design Brief events will collect within the bottom ditch of the pond, which will be graded to force flows to move west from the inlet toward the outlet. The ditch will be 0.3m deep and will have naturalized landscaping and rip-rap, allowing the ditch to be maintenance free. Storage volume calculations are based on the critical storm event, the 1:100 year Huff event with a maximum discharge rate of 0.0518m³/s (20.71 ha @ 2.5 L/s/ha). The adjacent north undeveloped lands drain to an existing low point near the proposed Pinnacle Village. Should this low area overflow, the flows will be captured within the proposed minor system and will discharge through the dry pond. The minor system and the dry SWMF have been designed to convey and store the major flows from the north lands. The stage storage curves are shown below for the dry pond. The curves were computed using the Huff rainfall distribution tables, comparing the required storage volume and calculated orifice size to analyze the hydraulic characteristics of the proposed storm facility. The simulated peak flows and runoff volumes were calculated for the 2 year, 5 year, 25 year, and 100 year 24 hour design rainfall events and are summarized in Table 4.3.2 for the proposed development conditions. If the SWMF water level exceeds the HWL, the excess flows would discharge to the west through the emergency overflow route. As per the current Sturgeon County GMSS, the emergency overflow must be provided at the HWL elevation, therefore the SWMF will never fill to the freeboard elevation of 688.00. It is understood that any lots adjacent to the SWMF must have footing elevations at minimum elevation 684.65m, which is 0.15m above the NWL elevation. Also, all lots adjacent to the SWMF will have a minimum building opening elevation of 688.00m, which is 0.5m above the HWL. It is also understood that side slopes from the SWMF to the adjacent property must not exceed 6:1 to allow for maintenance, while a maximum 7:1 slope will be used adjacent to the asphalt trails for public safety. The 0.3m depth ditch at the bottom of the pond will have maximum 3:1 sideslopes as this ditch will not require maintenance and will not be used by the public. In an emergency overflow event, the proposed walkway/emergency access between Starkey Road and the SWMF has been designed as a spillway to accommodate excess flows from the SWMF.

www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-17.docx

Pinnacle Village Servicing Design Brief Table 4.3.2 Basin Area (Ha.)

Storage Volume Provided (m3)

Maximum Discharge (m3/s)

20.71

11,816

0.0518

High Water Level

687.50

Freeboard Water Level

688.00

Orifice Dia.

115 mm

Rainfall Event

Peak Outflow (m3/s)

Volume Required (m3)

Volume Provided (m3)

Water Level (m)

1:2

0.0391

1890

2231

686.10

1:5

0.0411

2854

3141

686.30

1:25 1:100

0.0450 0.0485

5153 8638

5400 9013

686.70 687.10

HWL

0.0518

11679

11816

687.50

SWMF STAGE - STORAGE CURVE 690.0 689.0

ELEVATION (m)

688.0 687.0

1:100

686.0

1:2

1:5

HWL

1:25

685.0 684.0

NWL

683.0 682.0 0

2500

5000

7500

10000

12500

STORAGE (c.m.)

www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-17.docx

Pinnacle Village Servicing Design Brief

SWMF STAGE - DISCHARGE CURVE 690.0 689.0

ELEVATION (m)

688.0

HWL 1:100 1:25

687.0 1:2

686.0

1:5

685.0 684.0

NWL

683.0 682.0 0.000

0.010

0.020

0.030

0.040

0.050

0.060

DISCHARGE (cms.)

www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-17.docx

MINOR AND MAJOR FLOWS FROM NORTH LANDS TO DRAIN TO MH 345A SHOULD THE EXISTING LOW POINT OVERFLOW

EXISTING LOW POINT IN NORTH LANDS

PLAN 952-3595, ,1

0.56Ha

675

0.54Ha 343 900

342

SWMF

340

360

675

334 1.84Ha

EX CULVERT

675 0.68Ha

idge

300 0.99Ha

675

338

Tres tle R

328

900

300

0.84Ha

375 341 0.79Ha

0.29Ha

336

450

327

900

350

300

333

300

339

300

450

Starkey Road

PLAN 062-7053

347

NW 25-54-25-4

900 345

450 350A

1.22Ha

0.69Ha

450

300 346 351

327A

1.69Ha

525

450

345A

352

450 329

331 1.48Ha

Road

450

acle

PLAN 132-0832

Poin

362

CONTROLLED FLOW TO EX DITCH 51.8 L/s (0.0518m³/s)

Pinnacle Horizon PLAN 162-1924,1,73

PLAN 042-5831

Pinn

PLAN 092-1017

450

PLAN 762-1623

361

Pinnacle Way

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 19, 264:03 PMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

PREDEVELOPMENT FLOW 0.017 m3/s (6.79 ha @ 2.5 L/s/ha)

PLAN 132-0834

LEGEND Proposed Storm Sewer & Flow Direction

Storm Catchment Boundary

Proposed Storm Sewer Manhole

Pre-development Catchment Boundary

0.85Ha

Storm Catchment Area

331

Manhole Number

Outline Plan Area Boundary

600

Pipe Size in mm

Future Storm Connection

PINNACLE VILLAGE DESIGN BRIEF SCALE = 1:4000 FEB 2026

MINOR STORM SEWER SYSTEM FIGURE 4.1 FILE NO. E0-133341

Storm Design Form (Table 4.1) Project: Pinnacle Village

Job Number: 133341

Municipality: Sturgeon County

Default Storm: 1:5 year

1:5 year

Date: 14-May-25

Design By: AH

Checked By: RT

2022 EPCOR IDF Curves

File: https://arcadiso365.sharepoint.com/sites/133341/Internal Documents/6.0_Technical/6.01_General/01_Brief/Civil/Design Brief/Revised SDB 20250505/Sewer Calcs/[Storm Sewer Network Analysis - City of Edmonton-2025-05-07.xlsm]Storm Location

Tributary Area Runoff CoEfficient "C"

Total Area Total A×C

Total Baseline Flow

Design Q

mm/hr

m³/s

76.7

0.0000

m³/s 0.1689

8.00 9.46

76.7 71.3

0.0000 0.0000

0.1163 0.2362

1.196 1.196 1.638 3.792

8.00 9.32 11.00 11.89

76.7 71.8 66.5 64.1

0.0000 0.0000 0.0000 0.0000

0.79 6.91 8.67

0.514 4.494 5.638

8.00 12.99 13.32

76.7 61.3 60.5

0.849

6.79

0.849

8.00

0.364 1.099 0.449 0.000

0.56 2.25 2.94 11.61

0.364 1.463 1.911 7.549

8.00 9.23 10.65 13.77

0.65

0.000

0.00

0.000

0.65 0.65 0.65 0.65 0.65 0.65

0.000 0.000 0.000 0.000 0.000 0.000

0.00 0.00 0.00 0.00 0.00 0.00

0.000 0.000 0.000 0.000 0.000 0.000

Manhole From To

339

342

1.22

0.65

0.793

1.22

0.793

328 329

329 331

0.84 0.99

0.65 0.65

0.546 0.646

0.84 1.83

0.546 1.192

334 338 352 331

338 352 331 340

1.84 0.00 0.68 1.48

0.65 0.65 0.65 0.65

1.196 0.000 0.442 0.962

1.84 1.84 2.52 5.83

341 340 342

340 342 343

0.79 0.29 0.54

0.65 0.65 0.65

0.514 0.189 0.351

345A

345

6.79

0.10

333 345 347 343

345 347 343 Inlet

0.56 1.69 0.69 0.00

0.65 0.65 0.65 0.65

Outlet

350

0.00

350x 350A 351 360 361 362

350A 351 360 361 362 Starkey Ditch

0.00 0.00 0.00 0.00 0.00 0.00

A×C

Predevelopment flow

Offsites

1:5 year Storm Area: 11.61 1:100 year Storm Area: 6.79 Total Area: 18.40

2025-05-14 - 10:11 AM

Time of Conc.

Intensity

min 8.00

Sewer Design Length Capacity

Upstream Manhole Velocity @ Velocity @ Rim Invert Capacity Elevation Elevation Design Flow

Downstream Manhole Rim Jump in Invert Elevation Elevation Manhole

Average Cover to Invert

Slope

Diameter

62.190

1.09

m/s 1.18

525

m³/sec 0.2356

0.300

689.000

686.230

688.600

686.043

m 2.664

0.300 0.870

450 450

94.070 112.900

0.1562 0.2659

0.98 1.67

1.08 1.89

690.600 689.950

687.831 687.488

689.950 689.580

687.549 686.506

2.585 2.768

0.2547 0.2385 0.3026 0.6748

0.150 0.150 0.150 0.200

675 675 675 900

79.790 100.000 55.000 94.600

0.3256 0.3256 0.3256 0.8096

0.91 0.91 0.91 1.27

1.01 0.99 1.03 1.42

688.900 689.300 689.190 689.580

686.754 686.574 686.364 686.055

689.300 689.190 689.580 688.840

686.634 686.424 686.281 685.866

2.406 2.746 3.063 3.249

0.0000 0.0000 0.0000

0.1094 0.7651 0.9480

0.800 0.250 0.350

375 900 900

45.500 30.910 51.330

0.1568 0.9052 1.0710

1.42 1.42 1.68

1.54 1.60 1.90

689.130 688.840 688.600

686.695 685.805 685.667

688.840 688.600 687.800

686.331 685.728 685.488

2.472 2.953 2.623

155.7

0.0000

0.3672

1.850

450

40.000

0.3878

2.44

2.77

687.000

687.015

688.800

686.275

1.255

76.7 72.1 67.5 59.5

0.0000 0.3672 0.3672 0.3672

0.0775 0.6601 0.7256 1.6150

0.200 0.150 0.200 0.400

450 900 900 1050

62.000 107.000 73.000 26.910

0.1275 0.7011 0.8096 1.7271

0.80 1.10 1.27 1.99

0.84 1.25 1.44 2.27

687.500 688.800 689.300 687.800

686.009 685.825 685.634 685.428

689.300 689.300 687.800 687.500

685.885 685.664 685.488 685.320

2.454 3.306 2.989 2.276

8.00

76.7

1.6173

0.300

675

50.000

2.1389

5.98

4.52

687.500

684.500

684.350

8.00 9.92 11.21 13.12 15.39 17.66

76.7 69.8 65.9 61.0 56.1 52.1

0.0518 0.0518 0.0518 0.0518 0.0518 0.0518

0.300 0.300 0.300 0.300 0.300 0.300

450 450 450 450 450 450

101.400 68.600 101.200 120.000 120.000 110.700

0.1562 0.1562 0.1562 0.1562 0.1562 0.1562

0.98 0.98 0.98 0.98 0.98 0.98

0.88 0.88 0.88 0.88 0.88 0.88

684.250 683.916 683.650 683.316 682.926 682.536

683.946 683.710 683.346 682.956 682.566 682.204

m/s

ha ha ha

-1/1-

Storm

PLAN 952-3595, ,1

689.60

689.30

NW 25-54-25-4

689.00

691.74

689.30

689.00

Starkey Road

PLAN 062-7053

80 8.

687.20 687.50

688.60

SWMF 689.13

690.60

688.84

689.63 688.90

68 9

.3 0

tle R

idge

PLAN 762-1623

Pinn a

cle P

689.58

690.30

689.95

689.20

Road

PLAN 132-0832

oint

PLAN 092-1017

Pinnacle Horizon PLAN 162-1924,1,73

PLAN 042-5831

Tres

689.00

Pinnacle Way

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 19, 264:04 PMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

EXISTING LOW POINT IN NORTH LANDS

LEGEND

688.90

Major Drainage Route

Contour Lines

Development Boundary

Pre-development Catchment Boundary

Proposed Road Grade

PINNACLE VILLAGE DESIGN BRIEF SCALE = 1:4000 FEB 2026

MAJOR STORM SYSTEM FIGURE 4.2 FILE NO. E0-133341

FB = 688.00 BOLs ≥ 687.60

HWL = 687.50 1:100YR = 687.10 1:25YR = 686.70 1:5YR = 686.30

1:2YR = 686.10

APPROX. A LOCATION OF STORMCEPTOR

350 MAX 6:1

WELL SITE 685.32

DITCH AT 1.00%

684.50

0 2.0

64PUL

= YR

1:2

MAX 7

0% 2.0

SMWF

MAX 7:1

EMERGENCY SPILLOVER = 687.50

0% 2.0

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\SWMF Pinnacle.dwg\May 26, 2025 10:54:48 AM\HUMENIUA8877

PROPOSED CONTROL STRUCTURE AND JELLYFISH FILTER ALL WEATHER MAINTENANCE ACCESS (BOAT RAMP)

.10 686

6 R= :5Y

ALL WEATHER MAINTENANCE ACCESS (BOAT RAMP)

86.

6 R=

B CONCEPTUAL 3.0m ASPHALT TRAIL

128

525 STM

1:100 YR =

7 86.

5Y 1:2 687.1 0

HWL = 687 .50 BOLs FB = ≥ 687.60 688.0 0

STORM SEWER MANHOLE, PIPE, AND PLUG

PINNACLE VILLAGE DESIGN BRIEF SCALE = 1:1000 FEB 2026

STORMWATER MANAGEMENT CONCEPTUAL DESIGN FIGURE 4.3 FILE NO. E0-133341

0+000

0+015

0+030

0+045

0+060

0+075

0+090

0+105

0+120

0+135

0+150

0+165

0+180

688

0+185

688 EMERGENCY SPILLOVER

1:100YR=687.10

687

687 1:25YR=686.70

1:5YR=686.30

1 6:

1:2YR=686.10

686

686 MA X6 :1

685.32

685

DITCH AT

1.00%

685

684.50

684

CROSS SECTION A 0+000

0+015

0+030

0+045

0+060

0+075

688

0+090

688 HWL=687.50

MA 1:100YR=687.10

3m ASPHALT TRAIL

1:25YR=686.70

687 1 7:

687

7:1

1:5YR=686.30 1:2YR=686.10

686

686 MIN 2

.00%

685

DITCH TO INCLUDE MAINTENANCE FREE LANDSCAPING AND RIP RAP

685 MAX 3:1 0.300

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\SWMF Plotted: Pinnacle.dwg 2026-02-2008:53 Saved:humeniua88772025-05-2610:54:48

HWL=687.50

684

1.000 DITCH BOTTOM

684

CROSS SECTION B

PINNACLE VILLAGE SCALE FEB 2026

H - 1:500 V - 1:50

DESIGN BRIEF STORMWATER MANAGEMENT FACILITY CROSS SECTIONS FIGURE 4.4 FILE NO. E0-133341

ENSURE PROPER SEAL TO MANHOLE COVER

100mm TYP.

HYDRAULIC ASSISTED CYLINDER

1200mm

GENERAL NOTES

750mm OPENING SIZE LENGTH

950mm

750 x 750 GALVANIZED CHECKER PLATE c/w LOCKING ACCESS HATCH

ALL FASTENERS, ANCHORING AND SUPPORTS ARE TO BE INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS LADDERS/PLATFORMS SHOULD BE OF STAINLESS STEEL OR ALUMINUM.

200

400mm

SLUICE GATE FOR WATER SWMF DRAW DOWN/EMERGENCY BYPASS (NORMALLY CLOSED)

LOCKING TABS WITH DELAY CYLINDER

HATCH

ALUMINUM TREAD PLATE

HATCH

LOGIC OF OPERATION - CONTROL MANHOLE WATER FLOWS FROM POND INTO COMPARTMENT A, WHERE FLOATINGPOLLUTANTS, OIL AND GREASE ARE TRAPPED BEHIND A BAFFLE WALL.

2.00

DRAIN LOCATION

900mm OPENING

TO OUTFALL

FROM POND

675 STM

450 STM

SLAM LOCK WITH SEALING PLUG

200

WATER IS FORCED UP FROM THE TREATMENT CHAMBER THROUGH THE MEMBRANE FILTRATION.

LIFT HANDLE TO BE FLUSH WITH HATCH ALUMINUM TREAD PLATE

115mm

PERIMETER SEALING GASKET

INLET BAY TRANSFER OPENING TO TREATMENT CHAMBER

200

STABILIZING ARM

700 BAFFLE WALL

WATER FLOWS FROM COMPARTMENT B THROUGH AN ORIFICE [1] INTO COMPARTMENT C AND INTO THE 450mmØ CONNECTING OUTFALL PIPE OPERATION UNDER NORMAL CONDITIONS 1. SLIDE GATE [1] IS NORMALLY CLOSED. TO BE OPENED IF BYPASS SYSTEM OR LAKE DRAWDOWN IS REQUIRED. 2. ORIFICE IS SIZED TO CONTROL DISCHARGE RATE.

200 B

SEE DETAIL "A" ORIFICE PLATES STAINLESS STEEL

MILLED SLOT DRAIN

200

HATCH

900mm OPENING

1200mm

ACCESS HATCH DETAIL JELLYFISH CARTRIDGE

ACCESS HATCH ACCESS HATCH

750 x 750 GALVANIZED CHECKER PLATE c/w LOCKING ACCESS HATCH

ACCESS HATCH

#150 VALVE OPERATOR ACCESS ONLY

FLOOR BOX AND COVER GATE OPERATED WITH TEE WRENCH

ACCESS HATCH

Ø150 VALVE OPERATOR ACCESS OPENING SLAB TOP EL. 87.75

TOP SLAB EL. 87.75

175

PLAN VIEW HWL WEIR EL. 87.50

HWL WEIR EL. 87.50

265

LADDER @ 400 c/c

200

Ø135 OPENING IN WEIR WALL LADDER @ 400 c/c

16mm THICK ICD PLATE

PLATFORM 83.250

265

LADDER @ 400 c/c

Ø115 OPENING IN PLATE

PLATFORM 83.250

1200

SLUICE GATE FOR SWMF DRAW DOWN/EMERGENCY BYPASS (NORMALLY CLOSED)

200

Ø12 MOUNTING HOLES

200

1200

200 265

500x1000 OPENING IN WALL 685.45 GATE IN FULLY CLOSED POSITION (NORMAL)

DETAIL A - ORIFICE PLATE

115mm OPENING IN ORIFICE PLATE SEE DETAIL A

TO OUTFALL

BAFFLE WALL

84.25

675mmØ STM FROM POND (IN CHAMBER A, IN FRONT OF SLUICE GATE)

125 13

84.35

85.25 450mmØ STM TO OUTFALL (IN CHAMBER C, BEHIND SLUICE GATE)

1000mm OPENING

FROM SWMF

305 45

GATE IN OPEN POSITION

700mm INLET BAY TRANSFER OPENING TO TREATMENT CHAMBER

682.27

EL. 682.27

682.07

200

EL.682.07

200

700mm x 600mm INLET BAY TRANSFER OPENING TO TREATMENT CHAMBER 2600

2600

3000

SECTION A-A

CONTROL MANHOLE - SWMF

SECTION B-B

100

BAFFLE WALL

JELLYFISH CARTRIDGE

SLUICE GATE FONTAINE SERIES 20 MODEL 202 700mm x 1200mm - CW FOR SWMF DRAWDOWN/EMERGENCY BYPASS (NORMALLY CLOSED)

200

SLUICE GATE FONTAINE SERIES 20 MODEL 202 700 X 1200 - CW

2210

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-CONTROL STRUCTURE.dwg\May 15, 2025 11:36:30 AM\HUMENIUA8877

WATER FLOWS THROUGH THE INLET BAY TRANSFER OPENING INTO THE TREATMENT CHAMBER B

128

NOTE: RESCUE DAVIT FLOOR-MOUNT SUPPORT BASE. STANDARD FALL ARREST AND RESCUE SYSTEM. NORTH SAFETY PRODUCTS DAVIT BASE MODEL FP6660/00. MOUNTING SURFACE MUST BE CAPABLE OF WITHSTANDING A MOMENT OF 15kNm IN ALL DIRECTIONS. DAVIT BASE INSTALLATIONS MUST BE CERTIFIED BY A PROFESSIONAL ENGINEER TO LOCAL REGULATIONS. 16mm CHEMICAL ANCHORS FOR CONCRETE MOUNTING.

RESCUE DAVIT DETAIL

PINNACLE VILLAGE SCALE = NTS FEB 2026

DESIGN BRIEF

STORMWATER CONTROL STRUCTURE CONCEPTUAL DESIGN FIGURE 4.5 FILE NO. E0-133341

SPILLWAY PROFILE -0+015

0+000

0+015

0+030

690 689

STARKEY ROAD

STM 351

688

0+045

0+060

0+075

0+090

0+105

0+120

0+135

0+150

0+165

0+180

0+195

0+210

0+225

0+240

0+250

690

CONCEPTUAL WALKWAY DITCH ENTIRE DITCH TO BE BELOW HWL (687.50) TO ENSURE OVERFLOW DRAINS TO STARKEY ROAD DITCH SPILLOVER ELEVATION = 687.35 STM 350A

689 20.000 ROW

STM 350

G GR EXISTIN

OUND

688

HWL=687.50

687

CONTROL MH

THE DESIGN PROVIDED IN THIS SERVICING DESIGN BRIEF IS CONCEPTUAL. THE DETAILED DESIGN OF THE SPILLWAY BE DESIGNED AS PER GMSS AT SUCH TIME.

EXISTING GROUND

EXISTING DITCH 687.20

CB AT LOW POINT TO DRAIN TO MH 350A ELEVATION = 687.05

686 685 684

STM 683.710

450 STM

STM 683.916 STM 683.946

450 STM

STM 684.250

STM 684.378

1:100YR=687.10 1:25YR=686.70 1:5YR=686.30 1:2YR=686.10

675 STMSTM 684.500

687 686 685 684

683

682

PINNACLE VILLAGE SCALE FEB 2026

H - 1:1000 V - 1:100

DESIGN BRIEF STORM OUTFALL PROFILE - ONSITE FIGURE 4.6 FILE NO. E0-133341

INSTALL FLARED END c/w RIP RAP. EXTENTS OF RIP RAP AND DIAMETER TO BE CONFIRMED WITH ESC INVESTIGATION AT DETAILED DESIGN. FURTHER ESC MEASURES TO BE REVIEWED AND IMPLEMENTED AT DETAILED DESIGN

OFFSITE STORM PROFILE 0+000

0+015

0+030

0+045

0+060

0+075

0+090

0+105

0+120

0+135

0+150

0+165

0+180

0+195

688 687

EXISTING DITCH BOTTOM

STM 351

686

0+225

0+240

0+255

0+270

0+285

0+300

0+315

0+330

0+345

0+360

0+375

0+390

0+405

0+420

0+435

0+450

0+465

687

ULVERT

STM 362

686

685 684 683

0+480

688

STM 361

EX 600mm C

STM 360

0+210

685 EXIS

STM 683.650

TING

450 STM

STM 683.346

STM 683.316

450 STM

STM 682.956

STM 682.926

450 STM

STM 682.566

STM 682.536

DITC

H BO

684

TTOM

450 STM

STM 682.204

683

682

681

680

PINNACLE VILLAGE SCALE FEB 2026

H - 1:2000 V - 1:200

DESIGN BRIEF STORM OUTFALL PROFILE - OFFSITE FIGURE 4.7 FILE NO. E0-133341

450mmØ STM 350A

351

350

350A

687.25

450mmØ STM

Starkey Road

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\SWMF Pinnacle.dwg\May 26, 2025 10:54:48 AM\HUMENIUA8877

3.0m ASPHALT TRAIL

687.45

6 m Walkway

C EMERGENCY SPILLOVER = 687.50

LEGEND 128

450 STM

STORM SEWER MANHOLE, PIPE, AND PLUG

N P L

S P L

6.00 1.50 1.00

3.00

1.50

0.60 SWALE

2.00% MAX 4:1 SLOPE

MAX 4:1 SLOPE

3.00 STORM

75mm 10mmLT 300mm-20mm CRUSHED GRAVEL MIN 150MM STABILIZED CLAY SUBGRADE (10KG/M²)

C-C SECTION VIEW WALKWAY/EMERGENCY OVERFLOW CHANNEL

PINNACLE VILLAGE DESIGN BRIEF

SCALE = 1:1000 FEB 2026

STORMWATER MANAGEMENT FACILITY SPILLWAY FIGURE 4.8 FILE NO. E0-133341

MINOR AND MAJOR FLOWS FROM NORTH LANDS TO DRAIN TO MH 345A SHOULD THE EXISTING LOW POINT OVERFLOW

PREDEVELOPMENT FLOW 0.017 m3/s (6.79 ha @ 2.5 L/s/ha)

NW 25-54-25-4

Starkey Road

SWMF

Tres

tle R idge

Road

PLAN 762-1623

Pinn

acle P

PLAN 132-0832

oint

PLAN 092-1017

Pinnacle Horizon PLAN 162-1924,1,73

PLAN 042-5831

EX 600mm CULVERT

Pinnacle Way

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 19, 264:05 PMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

PLAN 062-7053

PLAN 952-3595, ,1

PLAN 132-0834

CONTROLLED FLOW TO EX DITCH 51.8 L/s (0.0518m³/s)

EX 900mm CULVERT

EX 750mm CULVERTS EXISTING OUTLET TO STURGEON RIVER

LEGEND Major Drainage Route

Proposed Storm Sewer & Flow Direction

Outlet Drainage Route

Proposed Storm Sewer Manhole

Development Boundary

Existing Culvert Pinnacle SWMF Outlet Drainage Path

PINNACLE VILLAGE DESIGN BRIEF SCALE = 1:8000 FEB 2026

SWMF OUTLET DRAINAGE PATH FIGURE 4.9 FILE NO. E0-133341

Pinnacle Village Servicing Design Brief

Watermains

The site is serviced throughout by a 200 mm watermain extended from the Pinnacle Ridge and Riverpointe neighbourhoods south of the development, The Allin Ridge Reservoir and distribution system provides water to this source node. Connection to these pipes with water looping along Trestle Ridge Road will provide adequate water servicing for daily demands. Fire demands will not be met as is common in the area for other existing subdivisions and will operate under Superior Tanker Shuttle Services accreditation. The proposed water network is illustrated in Figure 5.1. The sizing of the proposed watermain was determined by hydraulic network analysis, results of the analysis can be found in Appendix C. Each home will be supplied with an emergency sprinkler system to assist with fire mitigation in the neighbourhood.

Transportation Network

The roadway network for the development is illustrated on Figure 6.1.The site is served by an internal network of local roads with the entrance road, Pinnacle Way (north leg), providing primary access at the intersection with Trestle Ridge Road (collector classification). To the west, the development abuts Starkey Road. Starkey road is ultimately planned to be an arterial roadway and therefore noise attenuation fencing along the west side of the development will be required. The noise study is enclosed in the outline plan for reference and will be incorporated into the detailed design grading. The results of the noise study confirm that a no additional noise mitigation (beyond the 1.8m noise fence) will be required along Starkey Road. Noise attenuation is not required along Trestle Ridge Road. The transportation network has been designed to meet both the internal and external traffic demand generated by the proposed neighbourhood, in accordance with Sturgeon County guidelines and standards. The local roadways will be constructed as urban residential cross-sections consisting of a 10 m pavement width with 1.8 m separate sidewalks on both sides, all within a 20 m Right of Way (ROW). A modified version of this cross section is included on Figure 6.2 which allows boulevard planting. A traffic impact assessment (TIA) was submitted to Sturgeon County by Arcadis under a separate cover to evaluate operational conditions at key intersections within the surrounding road network for the existing (2025), full build-out (2035), and ultimate (full build-out + 10 years) planning horizons. The TIA quantified traffic demand generated by the proposed development and assessed intersection operations with and without the proposed development. Trestle Ridge Road and Entrance Road / Pinnacle Way intersection is expected to operate at acceptable levels under the ultimate scenario as a two-way stop-controlled intersection with Trestle Ridge Road operating free-flow. The intersection of Trestle Ridge Road and Pinnacle Way will be upgraded to accommodate the ultimate traffic scenario, the TIA states a “Type IIc” intersection4 treatment is warranted under the ultimate horizon. The entrance road will be an urban divided roadway, one north bound and one south bound lane with adequate roadway radius to accommodate turning movements exiting and entering Pinnacle Village onto Trestle Ridge Road. Trestle Ridge Road will ultimately be a 24m ROW Collector with a 12m carriage way, with a separate walk on the south side and a 3m SUP on the north side. A 3m SUP along Trestle Ridge Road will be constructed with this development as shown on Figure 6.1. Daily traffic volumes on Trestle Ridge Road between Pinnacle Way and RR 251 were estimated to be approx.. 3,400 vpd for the 2025 and 4,000 for the 2045 ultimate horizon. These projected volumes fall within the Minor Residential Collector Classification (<5,000 vpd), as per Sturgeon County General Municipal Servicing Standard (GMSS) Urban Development (Vol. 3) guidelines. Under the GMSS criteria, the design speed shall be 60 km/hr

www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-20.docx

Pinnacle Village Servicing Design Brief with a road width of 12.0 m with on street parking permitted and a required road right of way width (ROW) of 25 m with a 1.8 m sidewalk on either side. The Current Trestle Ridge Road is a rural collector with a road width of 9.6 m with two lanes, each 4.8 m for west and eastbound traffic. The proposed ROW width of Trestle Ridge Road is 30.2m which is 5.2 m larger than required, this additional width can accommodate a potential easement for a sanitary forcemain to service the other lands within the Sturgeon Valley Core ASP. The current roadway does not allow on-street parking and therefore, the current lanes are adequate to accommodate the 2025 and 2045 traffic flow.

www.arcadis.com CRPT-133341-Servicing-Design-Brief-2026-02-20.docx

PLAN 762-1623

Tres tle R

Pinn acle

PLAN 092-1017

Pinnacle Way

SCALE = 1:4000 FEB 2026

idge

Poin t PLAN 132-0832

Pinnacle Horizon PLAN 162-1924,1,73 PLAN 042-5831

NW 25-54-25-4

Starkey Road

PLAN 062-7053

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 19, 264:05 PMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

PLAN 952-3595, ,1

SWMF

Road

PLAN 132-0834

LEGEND

Proposed 200 mm Watermain

Existing 200 mm Water Line Outline Plan Area Boundary

PINNACLE VILLAGE

WATER NETWORK PLAN FIGURE 5.1

DESIGN BRIEF

FILE NO. E0-133341

NW 25-54-25-4

20.00

PLAN 952-3595, ,1

Starkey Road

SWMF 20.00

20.0 0

20.00

28.00

e Rid

ge R

Poin

PLAN 092-1017

PLAN 132-0832

PLAN 042-5831

acle

oad

42.31

Pinn

PLAN 762-1623

30.00

Tres tl

t Pinnacle Way

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 19, 264:06 PMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

PLAN 062-7053

20.00

Pinnacle Horizon 28000 15500

7000

6250

5500

PLAN 6250 162-1924,1,73

3000

1000

3000

1800 700

PLAN 132-0834 BOULEVARD TREE (TYP.) 1600

1400

1.8m WIDE SIDEWALK 3m WIDE SUP MAILBOXES

LEGEND Local Road Existing Collector Road

ENTRANCE ROAD NOT TO SCALE

Existing Arterial Road Proposed Offsite 3m Asphalt Trail Proposed 6m Emergency Access Outline Plan Area Boundary

SCALE = 1:4000 FEB 2026

PINNACLE VILLAGE DESIGN BRIEF ROADWAY NETWORK FIGURE 6.1 FILE NO. E0-133341

W PL 28.000 15.50

7.00

5.50

1.500 LIGHT STANDARD, TRANSFORMER, PEDESTAL AND TREE

1.500 LIGHT STANDARD AND PEDESTAL

STRAIGHT FACE REVERSE CURB & GUTTER

3.00 ASPHALT WALK

3.00

MIN. 2.00%

6.25

STRAIGHT FACE CURB & GUTTER

FOC

1.00

3.00 MEDIAN CL

FOC

6.25

FOC

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 19, 264:07 PMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

E PL

0.70 1.80

3.00

MIN. 2.00%

0.70

GAS 2.00

POWER

GAS

PLACE WICK DRAIN AND CONNECT TO CATCH BASIN (BOTH SIDES)

POWER ROADWAY STRUCTURE (REFER TO GMSS SECTION 3.1.17)

STORM WATER

1.40

SANITARY

3.00 3.00 NOTE: SUBGRADE TO BE PREPARED AS PER GEOTECHNICAL ENGINEER'S RECOMMENDATION IN FIELD AT THE TIME OF CONSTRUCTION

LOCAL RESIDENTIAL ROADWAY-28m ROW, 15.5m ROADWAY, 3.0m MEDIAN, SEPARATE WALK AND ASPHALT TRAIL (MODIFIED VERSION OF GMSS DETAIL 6.1.7) N.T.S.

PINNACLE VILLAGE DESIGN BRIEF NTS FEB 2026

PROPOSED ROAD CROSS SECTIONS FIGURE 6.2a FILE NO. E0-133341

EX N PL

EX 42.200 EX 9.600 TWP 544A

EX 10.300 EX 6.000 URW

EX 10.300

EX 6.000 URW EX 3.500

EX 3.500

COORDINATION WITH FORTIS REQUIRED AT DETAILED DESIGN TO CONFIRM FILL NEAR POWER POLES

DEVELOPER FENCE. HEIGHT AND MATERIAL TO BE CONFIRMED AT DETAILED DESIGN 0.50

3.00 ASPHALT TRAIL

MIN. 1.00 MAX 4:1

MAX 6:1 EX GAS

EX DITCH ±3.00

±3.00

EX WATER

MAX 4:1 2.50

±3.00

EX ±1.00

±3.00

1.00

EX GAS

EX ±1.00

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 19, 264:07 PMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

EX S PL

EX GAS

EX OH-P

±1.50

RELOCATION OF EX GAS TO BE COORDINATED AT DETAILED DESIGN

FUT SAN TRUNK (OPTION 2) ±7.00

TRESTLE RIDGE ROAD MAJOR COLLECTOR N.T.S.

PINNACLE VILLAGE DESIGN BRIEF NTS FEB 2026

PROPOSED ROAD CROSS SECTIONS FIGURE 6.2b FILE NO. E0-133341

EX W PL

EX E PL

COORDINATION WITH FORTIS REQUIRED AT DETAILED DESIGN TO CONFIRM FILL NEAR POWER POLES EX 50.100 EX 20.000

EX 20.100

EX ±10.000 EX ±10.800

PROPERTY LINE TO BE RAISED TO MEET THE EXISTING STARKEY ROAD CENTRELINE ELEVATION IN ORDER TO FUNCTION WITH FUTURE URBAN CROSS SECTION OF STARKEY ROAD (AS PER STURGEON COUNTY DETAIL FOR 40m TYPICAL CROSS SECTION)

DEVELOPER NOISE ATTENUATION FENCE. HEIGHT AND MATERIAL TO BE CONFIRMED AT DETAILED DESIGN

MAX 3:1 SLOPE TO BE LANDSCAPED WITH MAINTENANCE FREE LANDSCAPING, THEREFORE MAINTENANCE CREWS WILL NOT NEED TO OPERATE EQUIPMENT ON THIS SLOPE

EX 3.00 ASPHALT TRAIL

5:1

EX ±1.50

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 19, 264:18 PMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

EX W PL

EX DITCH 2.00m - 4.00m

EX OH-P

MIN. 1.00m (2.50m WHERE POSSIBLE)

VARIES

STORM PINNACLE OUTLET 4.00 (TO BE CONFIRMED AT DETAILED DESIGN)

STARKEY ROAD ARTERIAL ROADWAY N.T.S.

PINNACLE VILLAGE DESIGN BRIEF NTS FEB 2026

PROPOSED ROAD CROSS SECTIONS FIGURE 6.2c FILE NO. E0-133341

P L 20.000 10.00

5.00

3.50 4-PARTY EASEMENT

5.00

1.500 LIGHT STANDARD, HYDRANT, AND TREE

ROLLED FACE CURB & GUTTER CL 1.33 TRANSFORMER 0.50

1.80

2.70

MIN. 2.00%

FOC

1.33 PEDESTAL 130mm PARABOLIC CROWN

FOC

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 19, 264:18 PMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

PL 3.50 4-PARTY EASEMENT

2.70

1.80

0.30 C.C. 0.70 2.00 GAS POWER

0.50

MIN. 2.00% 0.30 C.C. 0.70 2.00 GAS

PLACE WICK DRAIN AND CONNECT TO CATCH BASIN (BOTH SIDES)

WATER

POWER

ROADWAY STRUCTURE (REFER TO GMSS SECTION 3.1.17)

SANITARY

STORM

3.00 3.00 NOTE: SUBGRADE TO BE PREPARED AS PER GEOTECHNICAL ENGINEER'S RECOMMENDATION IN FIELD AT THE TIME OF CONSTRUCTION

LOCAL RESIDENTIAL ROADWAY-20m ROW, 10m ROADWAY, SEPARATE WALK (MODIFIED VERSION OF GMSS DETAIL 3.1.14) N.T.S.

PINNACLE VILLAGE DESIGN BRIEF NTS FEB 2026

PROPOSED ROAD CROSS SECTIONS FIGURE 6.2 FILE NO. E0-133341

Tres tle R idge Road 0

9.60 10.3

15.08

42.2

85 7. " 39 0'

7° 13

SCALE = 1:2000 FEB 2026 "

R2 '27

15.16

12 7°

Starkey Road

C:\Users\mahmoodm3858\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2026-02-19.dwg Plotted At:Feb. 20, 268:40 AMLast Saved By:mahmoodm3858Last Saved At:May. 14, 251:33 PM

42.00

9.93

EDGE OF WALKWAY EDGE OF PAVEMENT

PINNACLE VILLAGE

CUT CORNER ANALYSIS FIGURE 6.3

DESIGN BRIEF

FILE NO. E0-133341

Appendix A Geotechnical Reports

www.arcadis.com CRPT-133341-Servicing-Design-Brief-2025-05-14.docx

Shelby Engineering Ltd. 172, 2693 Broadmoor Boulevard, Sherwood Park, AB T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca

Pinnacorp Investments Inc, 50, 54403 Range Road 251 Sturgeon County, AB T8T 0B5

December 02, 2024 File No. 1-22535

Attn:

Mr. Ed Basaraba

(Via Email: ebasaraba@telus.net)

RE:

Geotechnical Investigation Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 NEC of Township Road 544A and Range Road 251 Sturgeon County, AB

1.0

INTRODUCTION

2.0

DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT

Geotechnical Investigation Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

File No. 1-22535 December 02, 2024 Page 2 of 5

It has been assumed that the proposed development will include single family residential buildings with attached garages and full depth basements established at depths ranging from 2.0m to 2.5m below grade. The proposed development will include construction of access/approach roads, site grading, SWMF and installation of underground utilities.

3.0

GROUNDWATER AND SLOUGHING OBSERVATIONS

The table below provides a summary of slough and groundwater measurements taken upon completion of drilling, and groundwater measurements taken 9, 17 and 31 days after standpipe installation (each relative to surface grades at the time of drilling). Slough and groundwater measurements are also recorded on the test hole logs enclosed in Appendix II.

Test Hole Location (Year)

Table 3.1: Slough and Groundwater Accumulations Geodetic Below Geodetic Depth Below Grade (m) (m) Grade (m) (m) Water Level On Completion of Drilling After 9 (September Water Level 2020/March 2021) or 17 After 31 Days (April 2024) Slough Water Days (April 2024)

TH-1

4.00

Dry

5.20

682.98

TH-2 (2020)

3.35

2.10

2.00

685.00

TH-2 (2024)

None

Dry

Trace (3.05)

683.95

2.90

684.10

TH-3 (2020)

5.20

3.40

TH-4 (2020)

5.50

3.40

TH-4 (2024)

None

Dry

< 684.92

Trace (3.05)

684.92

TH-5 (2020)

None

Dry

< 682.79

TH-5 (2024)

None

Dry

< 684.99

Trace (4.60)

684.99

TH-6 (2020)

None

Dry

<683.35

TH-6 (2024)

None

Dry

<684.55

Dry

<684.55

TH-13 (2021)

None

3.20

3.10

684.03

TH-14 (2021)

None

Trace (4.60)

TH-19 (2021)

None

Dry

2.65

684.47

TH-20 (2021)

None

Dry

2.75

684.11

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Test Hole Location (Year) TH-21 (2024)

File No. 1-22535 December 02, 2024 Page 3 of 5

TH-22 (2024)

None

Dry

<686.00

Trace (4.25)

686.00

TH-23 (2024)

None

Dry

<684.75

Trace (4.25)

684.75

No slough/water accumulations noted in the remaining test holes Based on these readings, the stabilized groundwater table on the overall site appears to be at or below a depth of approximately 2.0m from grade (686.00m Geodetic). In the area of the SWMF, the groundwater elevation appears to be at or below a depth of approximately 4.25m from grade (or geodetic elevation of 684.75m) with seepage anticipated at approximately 3.00m from grade (or geodetic elevation of 685.65m). Groundwater levels fluctuate seasonally and in response to precipitation. Variation on the order of 1m or more is possible within any given year, with higher groundwater levels expected in spring and summer months. As such, different groundwater levels may be encountered at the time of construction.

3.1

RESIDENTIAL HOME CONSTRUCTION

Recommendations for residential home construction with respect to the groundwater table are provided in our January 2021 report (mostly in Section 4.5.3). The report is attached for ease of reference. Although it is desirable to construct the basement at an elevation higher than the stabilized groundwater table, such a recommendation is not provided in our reports as measures to control and/or prevent groundwater and surface water infiltration (foundation drainage systems and proper site grading as required by the county) are available and can be considered even when basements are established slightly below the groundwater table.

3.2

UNDERGROUND CONSTRUCTION

Recommendations for underground utility construction with respect to the groundwater table are provided in our January 2021 report (in Section 4.4.1). Open cut excavation is expected to be utilized for this project. Although minimal challenges are expected during construction, our report provides solutions for areas where challenges caused by groundwater (such as sloughing) are experienced. These solutions include shoring/braced construction and stabilization of the trench base.

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3.3

File No. 1-22535 December 02, 2024 Page 4 of 5

STORM WATER MANAGEMENT FACILITY (DRY POND)

Recommendations for the construction of the stormwater management facility were provided in our March 2021 and May 2024 addenda. The May 2024 addendum indicates that the groundwater elevation within the pond area appears to be at or below a geodetic elevation of 684.75m (slightly above the anticipated base of the pond) with potential seepage conditions anticipated at approximately 685.65m. The groundwater elevation can fluctuate up to 1m both seasonally and annually with the highest elevation being recorded in the spring and early summer. Since the investigation was completed during winter/early spring months (March 2024), higher groundwater levels are expected during spring and summer months. Given that the pond’s outlet will be slightly below the indicated groundwater elevation, there is the possibility that the lowest portions of the pond will be wet, even outside of precipitation events. If the likelihood of saturated base conditions is not desired, then liners made with imported clay material or synthetic liners should be considered to mitigate (not eliminate) groundwater concerns. If onsite clay soils are considered for the liner use, then additional drilling and laboratory testing to confirm their suitability will be required. Shelby can undertake the additional investigation upon request.

3.4

PAVEMENT CONSTRUCTION

Recommendations for roadway construction were provided in our January 2021 report (in Section 4.8.2). Roadway elevations are expected to be likely more than 2m above the stabilized groundwater elevations and the pavement structures recommended in the report are considered adequate.

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4.0

File No. 1-22535 December 02, 2024 Page 5 of 5

CLOSURE

General guidelines and preliminary recommendations for site grading, foundations, subsurface utility installation, and asphalt pavements were provided as stated in January 2021 report. Additional sitespecific recommendations can only be provided upon completion of development specific geotechnical investigation. All services provided by Shelby Engineering Ltd. are subject to the attached Terms and General Conditions for Services Provided by Shelby Engineering Ltd. Respectfully Submitted, SHELBY ENGINEERING LTD. Prepared by:

Reviewed by:

Haron K. Cherogony, P.Eng.

Suresh J.K. Das, M.Eng., P.Eng.

hcherogony@shelbyeng.ca

sdas@shelbyeng.ca

C: Sturgeon County (hello@sturgeoncounty.ca)

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Geotechnical Investigation Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

File No. 1-22535 December 02, 2024

APPENDIX I Terms and General Conditions

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File No. 1-22535 December 02, 2024

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Geotechnical Investigation Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

with the Services provided. limitation of liability.

The Client expressly agrees to the

File No. 1-22535 December 02, 2024

13. Governing Law and Severability. This PSA shall be governed by the law of the Province of Alberta. If any term, condition or provision of this PSA or the application thereof is determined to be invalid or unenforceable, the remaining provisions of this PSA shall not be affected but shall instead remain valid and fully enforceable. This PSA

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APPENDIX II Previous Report/Letters

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Preliminary Geotechnical Investigation Pinnacle Village Development Lot 1, Block 1, Plan 182 1685 Sturgeon County, Alberta

Prepared For:

Pinnacorp Investments Inc.

File No. 1-22535 January 2021

Prepared By: Shelby Engineering Ltd. #172, 2693 Broadmoor Boulevard Sherwood Park, AB T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca

Geotechnical

Environmental

Materials

Forensic

Radon

Materials Testing

Preliminary Geotechnical Investigation Pinnacle Village Development Pinnacorp Investments Inc.

File No. 1-22535 January 2021 i

TABLE OF CONTENTS

Page No.

1.0 INTRODUCTION ..........................................................................................................................1 2.0 DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT ................................................................1 3.0 INVESTIGATION METHODOLOGY.................................................................................................1 3.1

SUBSURFACE CONDITIONS............................................................................................................ 2

3.1.1

Fill .......................................................................................................................................... 2

3.1.2

Clay/Silt ................................................................................................................................. 2

3.2

GROUNDWATER AND SLOUGHING OBSERVATIONS..................................................................... 3

4.0 RECOMMENDATIONS .................................................................................................................4 4.1

SITE PREPARATION........................................................................................................................ 4

4.1.1

Stripping ................................................................................................................................ 4

4.1.2

Fill Placement........................................................................................................................ 5

4.2

FOUNDATIONS .............................................................................................................................. 6

4.2.1

Footings................................................................................................................................. 6

4.2.2

Cast-In-Place Concrete Friction Piles .................................................................................... 6

4.3

CEMENT TYPE................................................................................................................................ 7

4.4

SUBSURFACE UTILITIES ................................................................................................................. 7

4.4.1

Trench Excavations ............................................................................................................... 7

4.4.2

Pipe Bedding ......................................................................................................................... 8

4.4.3

Backfill and Compaction........................................................................................................ 8

4.4.4

Frost Protection of Shallow Utilities ..................................................................................... 9

4.5

BASEMENTS................................................................................................................................... 9

4.5.1

Excavation/Construction..................................................................................................... 10

4.5.2

Wall Pressures..................................................................................................................... 10

4.5.3

Foundation Drainage System .............................................................................................. 11

4.5.4

Basement Floor Slab Support.............................................................................................. 12

4.6

RADON CONSIDERATIONS .......................................................................................................... 13

4.6.1

General................................................................................................................................ 13

4.6.2

Granular Depressurization Layer ........................................................................................ 13

4.7

GARAGE AND DRIVEWAY SLABS ................................................................................................. 14

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TABLE OF CONTENTS 4.8

ROADWAYS ................................................................................................................................. 15

4.8.1

Subgrade Preparation ......................................................................................................... 15

4.8.2

Asphalt Pavement Structure Design (Roadways)................................................................ 16

5.0 CONSTRUCTION TESTING AND MONITORING ............................................................................16 6.0 CLOSURE ..................................................................................................................................17

LIST OF FIGURES

FIGURE NO.

Test Hole Logs Site Plan Soil Classification Chart

1 to 12 13

LIST OF TABLES

PAGE NO.

Table 3.1: Slough and Groundwater Accumulations

Table 4.1: Preliminary Shallow Footing Design Parameters

Table 4.2: Preliminary Concrete Skin Friction Pile Design Parameters

APPENDICES APPENDIX I

Standard Terms and Conditions

APPENDIX II

Figures

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1.0

File No. 1-22535 January 2021 Page 1 of 17

INTRODUCTION

Shelby Engineering Ltd. (Shelby) has completed a Preliminary Geotechnical Investigation for a proposed residential subdivision to be located in Sturgeon County, Alberta. The scope of the investigation detailed herein was provided in our proposal (#19598R01) dated November 26, 2020. Mr. Ed Basaraba of Pinnacorp Investments Inc. authorized this investigation on November 26, 2020.

2.0

DESCRIPTION OF SITE AND PROPOSED DEVELOPMENT

The site is comprised of approximately 34.3 acres of land legally described as Lot 1, Block 1, Plan 182 1685. It is located on the northeast corner of Township Road 544A and Range Road 251 in Sturgeon County, Alberta. The site is currently a vacant agricultural land. The proposed development comprises subdividing this parcel into several lots for residential use. It has been assumed that the proposed development will include single family residential buildings with attached garages and full depth basements established at depths ranging from 2.0m to 2.5m below grade. The proposed development will include construction of access/approach roads, site grading and installation of underground utilities.

3.0

INVESTIGATION METHODOLOGY

The field investigation, supervised by Shelby staff, was conducted on December 9, 2020 and entailed drilling twelve test holes using a truck mounted drill rig equipped with solid stem augers. The test holes were drilled to depths ranging from 3.05m to 8.85m below existing grade, at the locations shown on the site plan, enclosed as Figure 13, Appendix II. Disturbed soil samples were obtained at 300mm below existing grade and thereafter at regular depth intervals of 0.75m. Standard Penetration Tests (SPTs) were conducted at selected depth intervals in the deeper test holes. All samples were returned to our laboratory for visual classification and determination of insitu moisture content. Additional laboratory tests to determine Atterberg limits and concentrations of water-soluble sulphate salts were also conducted on select samples.

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3.1

File No. 1-22535 January 2021 Page 2 of 17

SUBSURFACE CONDITIONS

The general stratigraphy encountered at the test hole locations was comprised of surficial fill underlain by variable, interbedded layers of clay and silt. The consistency and extent of the various soil strata evidenced at test hole locations will vary between the test hole locations and in areas of the site that have not been explored. All depths indicated below are referenced to surface grades as existed at the time of this investigation. Test hole logs detailing the subsurface conditions and laboratory test results are enclosed as Figures 1 to 12, Appendix II.

3.1.1

Fill

Surficial fill was encountered at all test hole locations and extended to depths ranging from 200mm to 1.2m below grade. The fill was generally comprised of topsoil underlain by clay. The topsoil extended to depths ranging from 200mm to 900mm below grade. The clay fill was encountered at ten test hole locations (i.e., all test holes except TH- 3 and TH-12) and was generally described as silty, damp to moist, stiff to very stiff and medium to high plastic. The distribution and composition of the fill material indicates that it is likely composed of material native to the area disturbed during past agricultural activities. Differing thickness of fill/organics may be present in areas of the site between and apart from the test hole locations. As such, actual stripping volumes may differ from those calculated using the thicknesses encountered at the test hole locations. To mitigate potential discrepancies, additional investigation using shallow test pits could be considered.

3.1.2

Clay/Silt

A native glaciolacustrine deposit comprised of variable, interbedded layers of clay and silt was encountered beneath the fill at all test hole locations and extended to the maximum depth of drilling (i.e., at least 8.85m below grade). The clay layers generally contained high silt content, and were generally described as low to medium plastic, except for some high plastic zones. Atterberg limits tests determined two selected samples of the clay to range from medium to high plastic, with liquid limits ranging from 38 to 73 and plastic limits ranging from 22 to 30.

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The silt was generally described as low plastic and contained variable amounts of clay and/or sand. This deposit was generally dry to moist in test holes located within the eastern portions of the site (TH-5 to TH-7 and TH-9 to TH-12). Wet to saturated conditions were noted in the remaining test holes (TH-1 to TH-4 and TH-8, located within the west portion of the site) at depths starting from approximately 1.2m to 2.3m below grade. Standard Penetration Test “N” values within this deposit ranged from 2 to 17 blows per 300mm of penetration, indicating a very loose to compact relative density (or soft to very stiff consistency).

3.2

GROUNDWATER AND SLOUGHING OBSERVATIONS

Significant seepage and sloughing conditions were encountered during fieldwork, especially in the test holes located within the western portion of the site. The table below provides a summary of slough and groundwater measurements taken upon completion of drilling, and groundwater measurements taken 9 days after standpipe installation (each relative to surface grades at the time of drilling). Slough and groundwater conditions measurements are also recorded on the test hole logs enclosed in Appendix II. Table 3.1: Slough and Groundwater Accumulations Test Hole Location

Depth Below Grade (m) On Completion of Drilling Slough

Water

Water Level After 9 Days

TH-1

4.9

Dry

5.2

TH-2

3.35

2.1

2.0

TH-3

5.2

3.4

TH-4

5.5

3.4

TH-5

None

Dry

TH-6

None

Dry

No slough/water accumulations noted in the remaining test holes Based on these readings, the current stabilized groundwater table on the subject site appears to be at or below a depth of approximately 2.0m from grade. However, based on the wet subsurface soil conditions noted at shallow depths during drilling, groundwater seepage is expected at depths as shallow as approximately 1.2m in some areas of the site.

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Groundwater levels fluctuate seasonally and in response to precipitation. Variation on the order of 1m or more is possible within any given year, with higher groundwater levels expected in spring and summer months. As such, different groundwater levels may be encountered at the time of construction.

4.0

RECOMMENDATIONS

The following recommendations assume that the final external grades for the proposed developments will be coincident or slightly higher than current site grades. Should this not be the case, Shelby should be notified to assess the effect, if any, of grade changes on our recommendations. Organic soils were encountered near the surface at several test hole locations. Organic soils may be present to deeper depths than those encountered at the test hole locations in areas of the site that were not drilled. Proper surface grades adjacent to buildings are imperative to prevent water from ponding adjacent to the buildings and infiltrating beneath grade supported floor slabs. Moisture conditioning of site soils may be required beneath grade supported floor slabs, utility trench backfill and road subgrade construction. In view of the geotechnical conditions encountered at the test hole locations, the proposed developments are considered generally feasible. However, sensitive soils (soft/wet clay and silt) were encountered at starting depths ranging from approximately 1.2m to 2.3m from grade in the western part of the site. As a result, structures that require excavations exceeding 1.2m from grade will be challenging to develop in this area of the site. The proposed structures should therefore be established as high as possible. General guidelines and preliminary recommendations for site grading, foundations, subsurface utility installation, and asphalt pavements are provided in the following sections. However, additional site-specific recommendations can only be provided upon completion of development specific geotechnical investigation.

4.1

SITE PREPARATION

4.1.1

Stripping

Prior to placement of engineered site grading fill (where site grades are low), the development areas of the site should be stripped by removing all vegetation, topsoil/organics or other unsuitable material, exposing the underlying inorganic soils. Surficial organic soils can be left in place (without excavating) in the landscaped areas.

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In higher areas of the site, the exposed subgrade should be subcut to the design subgrade elevation. The near-surface inorganic soils may be stockpiled on site for re-use. Moisture conditioning of the native soils will be required prior to placement. Qualified Geotechnical personnel should inspect the subgrade upon completion of stripping to ensure all topsoil, organics or unsuitable material has been removed. A topographic survey of the site is recommended subsequent to completion of stripping and prior to any fill placement to clearly identify the elevation of native subgrade and subsequent thickness of fill.

4.1.2

Fill Placement

After removal of surficial organics in fill areas, the subgrade should be reconditioned prior to placement of fill. The minimum level of reconditioning should generally include scarifying to a depth of 150mm and compaction to 95% of the standard Proctor maximum dry density at or slightly below optimum moisture content in the case of granular soils or silt (slightly above optimum in the case of cohesive, clay-based soils). In development areas (i.e., building pads, sidewalks, roadways and parking lots), compaction to 98% of the standard Proctor maximum dry density is required. Considering the potential presence of soft and wet sensitive soils in some areas of the site, additional subgrade preparation measures such as the use of a geogrid, high modulus geotextile or cement stabilization (or a combination thereof) may be required based on the exposed subgrade conditions at the time of construction. Fill material required to raise the grade of the site to design subgrade elevation should be comprised of low to medium plastic clay or clay till. In proposed development areas of the site (i.e.: building pads, roadways and parking lots), all fill should be replaced in uniform lifts not exceeding 150mm in compacted thickness and compacted to a minimum of 98% of the Standard Proctor maximum dry density slightly above optimum moisture content. In all other areas, the fill material should be compacted to a minimum of 95% of the standard Proctor maximum dry density in lifts not exceeding 150 mm in compacted thickness. Surface drainage should be properly designed for any site development to ensure that precipitation and other surface water does not penetrate, soften, and weaken the subgrade soils around buildings, roads or other structures. Additional site development considerations are provided in the following sections.

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4.2

File No. 1-22535 January 2021 Page 6 of 17

FOUNDATIONS

Shallow and deep foundations are believed to be feasible throughout the site considering the Geotechnical conditions encountered. Mixing of different foundation types is not recommended. All depths indicated below are referenced to site grades as existed at the time of the fieldwork described herein. Should the final grades differ from these grades, appropriate adjustments should be made to the referenced depths with consideration to any cut/fill required during site grading activities.

4.2.1

Footings

Due to the presence of near-surface wet/soft sensitive soils, challenges should be anticipated for the installation of shallow foundations in some areas of the site. The following preliminary recommendations are provided for areas where footings are considered. A preliminary range of expected bearing pressures for strip and spread footings (founded on native inorganic soils) are presented in the table below. Table 4.1: Preliminary Shallow Footing Design Parameters SLS Bearing Pressure Factored ULS Bearing Pressure Footing Type (kPa) (kPa) Strip and Spread

40 to 150 kPa

60 to 225 kPa

The factored Ultimate Limit State (ULS) bearing pressures above include a geotechnical resistance factor of 0.5. The Serviceability Limit State (SLS) bearing pressures above are based on a typical allowable settlement of 25mm or less.

4.2.2

Cast-In-Place Concrete Friction Piles

The following presents a preliminary range of factored skin friction parameters available on the subject site. The values include a geotechnical resistance factor of 0.4. Table 4.2: Preliminary Concrete Skin Friction Pile Design Parameters Depth Below Grade Factored ULS Skin Friction (m) (kPa) 0 to 1.5

Below 1.5

7 to 21

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4.3

File No. 1-22535 January 2021 Page 7 of 17

CEMENT TYPE

No significant concentrations of soluble sulphates were measured in tested soil samples recovered from this site. Type GU, GUb or equivalent Portland cement may be used for production of concrete in contact with the existing onsite soils. Concrete having a minimum 28-day compressive strength of 25 MPa is acceptable for foundation concrete. Concrete exposed to freeze-thaw cycles and/or de-icing chemicals may have different strength requirements as well as air entrainment and water-to-cementitious-materials ratio requirements. Shelby may be able to provide further direction upon request. Any imported fill that will be in contact with concrete should be tested for soluble sulphates before use, and the above recommendations for cement type re-evaluated.

4.4

SUBSURFACE UTILITIES

Subsurface utilities referred to in this section include underground water and sewer services. It is assumed that these utilities will be installed at depths ranging from approximately 2.0m to 5m below final subgrade elevation. Franchise utilities (telephone, cable, natural gas, electricity, etc.) are typically installed in shallow trenches in accordance with the requirements of the individual utility owner. Installation of subsurface utilities, pipe bedding and backfill should be undertaken in accordance with the requirements of the local municipal authority.

4.4.1

Trench Excavations

Trench excavations must conform to the guidelines in the Alberta Occupational Health and Safety Act. Temporary trench side slopes (open for less than 7 days) of 1 vertical to 1 horizontal may be used to the base of the excavation. Shallower side slopes may be required if significant groundwater seepage is encountered or if the trench advances through wet soils. Steeper excavations may be considered if engineered safety cages or shored/braced construction is used. All trenches should be monitored regularly for seepage and sloughing, especially after periods of precipitation. Surcharges, such as material excavated from the trench, should be placed/stockpiled at least 3.0m (or one trench depth, whichever is greater) away from the top edge of the trench. Vehicle traffic should not be allowed within 1.0m of the top edge of the trench. Every effort should be made to ensure trenches are excavated and backfilled on the same day (at least to a height sufficient to resist buoyant uplift). Considering the presence of wet/soft soils,

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test excavations should be considered to estimate the equipment requirements and constructability limitations prior to construction. Water accumulation was recorded on completion of drilling, in some test holes, at depths ranging from 2.1m to over 3.4m below grade. Seepage was noted at depths as shallow as 1.2m from grade. The ingress of groundwater into trench excavations will be encountered during trenching, and as such de-watering equipment should be available on site prior to excavation. Groundwater should not be allowed to pond on the base of the excavation. Surface water flow should be directed away from trenches and must not be allowed to pond near the edge of the excavation. The base of the trench excavations will likely be founded in wet clay/silt and may be easily disturbed. If the trench base softens as a result of groundwater infiltration or heavy rainfall, or becomes disturbed during excavation, stabilization will be required before placing the pipe. Stabilization of the trench base should consist of over excavating to a depth of 600mm, placing a woven Class 2 geotextile on the subcut base, and backfilling to the original base elevation with washed rock. The washed rock should be wrapped in the geotextile to provide a base for placement of the pipe bedding.

4.4.2

Pipe Bedding

Specifications pertaining to the type and placement of pipe bedding material are contained in Sturgeon County’s General Municipal Servicing Standards and should be adhered to.

4.4.3

Backfill and Compaction

Native inorganic material excavated from a trench may be reused to backfill the trench provided the required degree of compaction can be obtained. These materials should be replaced in the same vertical sequence as they were encountered while in place. The insitu moisture content of the clay/silt was generally/significantly higher than its optimum moisture for compaction purposes, and may/will require drying before it can be reused for backfilling. Topsoil and organic clay are not acceptable as trench backfill material. Trench backfill placement requirements issued by the local municipal authority should be followed. In the absence of local specifications, utility trench backfill should be comprised of native material placed in 150mm lifts compacted to 95% of Standard Proctor maximum dry density from the pipe zone to within 1.5m of the final subgrade elevation, and 98% of Standard Proctor maximum dry density within the upper 1.5m. The uppermost 150mm of the subgrade (final lift) should be compacted to 100% of Standard Proctor maximum dry density. Compaction should be undertaken at or slightly above the optimum moisture content in the case of cohesive clay based soils (or slightly below optimum moisture content in the case of silt or granular soils). All compaction must be verified by density testing.

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4.4.4

File No. 1-22535 January 2021 Page 9 of 17

Frost Protection of Shallow Utilities

Non-insulated buried water lines, sewer lines containing water or fire water lines must have a minimum frost cover of 3.3m below final grade in areas where granular/silt fill is used to backfill the trench. For trenches backfilled using cohesive fill, the depth of frost cover should be at least 2.7m below final grade. The above noted depths of cover should be compared to those specified by the Sturgeon County, and the higher value should be used. Pipes buried with less than the recommended soil cover should be protected with insulation to avoid frost effects that may cause damage to or breakage of the pipes. High strength extruded polystyrene is recommended as one alternative for insulation (e.g., Dow Highload 40 or equivalent). The manufacturer’s recommendations for placement and thickness of insulation for protection of shallow utilities should be followed. For trenches underlying roadways, the insulation should have a minimum depth of cover of 600mm. A 100mm thick sand cushion layer is recommended directly over and underlying the insulation. In areas with insulation, the minimum cover thickness overlying the pipe zone backfill should be 1.0m. For other buried utilities which are not frost sensitive, such as electrical conduits, there are no depth restrictions due to frost. However, such utilities placed within the frost zone must be capable of accommodating seasonal frost movements in the order of 50mm. If these utilities are not capable of accommodating movements due to frost, they should either be installed below the frost penetration depth or insulated. As an alternative to extruded polystyrene, cellular concrete such as Cematrix may be considered for frost protection. In a trench application, the final design of the cellular concrete should be carried out by a specialized supplier as it is a function of surface cover and other factors.

4.5

BASEMENTS

It is assumed that the proposed residential dwelling will incorporate a full basement. It is assumed that the base of the excavation will be approximately 2.0m to 2.5m below existing site grade. However, sensitive soils (soft/wet clay and silt) were encountered at starting depths ranging from approximately 1.2m to 2.3m from grade in the western part of the site. As a result, structures that require excavations exceeding 1.2m from grade (such as basements) will be challenging to develop in this area of the site. The basements in this area should therefore be established as high as possible.

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4.5.1

File No. 1-22535 January 2021 Page 10 of 17

Excavation/Construction

Groundwater measurements taken 9 days after installation of the standpipes in several test holes indicates that the stabilized groundwater table within the site ranges from approximately 2.0m to more than 5.8m below grade (i.e., 0.5m above to more than 3.8m below anticipated base of basement excavation). Ingress of groundwater into the basement excavation during construction is anticipated in some areas of the site. Therefore, dewatering equipment should be available on site and used as required to prevent any accumulation of groundwater or precipitation in the excavation during construction. The soil encountered at the base of the basement excavation will be comprised primarily of native clay/silt, which may be dry to damp in the east portion of the site or wet to saturated in the west portion of the site. Care should be taken during excavation and construction of the basement to minimize disturbance of the base of the excavation. Excavating should be conducted from above and equipment should be kept out of the excavation. A mud-slab may be required to protect the subgrade during construction. The sides of the basement excavation should be sloped to comply with Occupational Health and Safety (OH&S) regulations with respect to shoring and cut back. Recommendations for temporary shoring can be provided upon request. Concrete should be placed using a pump truck operating remotely from the excavation. Construction traffic on the base of the excavation should be kept to a minimum. The subgrade soils should not be allowed to desiccate or be allowed access to free water during construction. If allowed access to water, or allowed to desiccate and then regain moisture, the clay will develop swelling pressures with the resultant potential for damage to facets of the proposed development that are in contact with the swelling soils.

4.5.2

Wall Pressures

Foundation walls should be designed to resist the pressure of soil placed adjacent to the wall. The following equation may be used to estimate the magnitude of this pressure. P = 9.4D + 0.5S Where: P = Pressure (kPa) D = Depth below exterior grade (m) S = Surcharge (if any) adjacent to the wall (kPa)

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This equation does not account for hydrostatic pressures, and consequently a positive draining weeping tile system should be installed at the base of the structure as described in Section 4.5.3 below. Backfill placed against the walls should be comprised of clean sand (or other suitably free draining granular material), to within 300mm of the surface. A suitable synthetic drain connected directly to the foundation wall could be used in place of granular backfill material. The upper 300mm of backfill should be comprised of a clay cap. Backfill should be modestly compacted, in 200mm thick lifts, to 93% of Standard Proctor maximum dry density. Over-compaction should be avoided to prevent excessive pressures that may damage the wall. Backfill around the walls should not take place until conditions acceptable to the structural engineer of record are in place. It must be recognized that due to the relatively low degree of compaction of backfill, subsidence of the backfill will occur with associated deflection and possible cracking of hard landscaping features such as sidewalks and pavements. Additionally, subsidence of backfill may result in loss of grade adjacent to the structure. The use of granular backfill will minimize potential backfill consolidation.

4.5.3

Foundation Drainage System

A foundation drainage system must be installed to address any concerns in respect to ground water infiltration into the basement areas resulting from any surface-water infiltration and seasonal fluctuations in groundwater elevations. The foundation drainage system should be comprised of perimeter weeping tile installed around the entire perimeter of the foundation. As the base of the excavation will be above or near the groundwater table in some areas of the site, underslab drainage systems beneath the basement floor slab is also recommended in these areas of the site. General conceptual recommendations for the drainage system are provided below. Detailed design of the drainage system should be undertaken by a qualified mechanical engineer. The underslab drainage system should be comprised of at least one centrally located lateral trench drain installed beneath the basement floor slab. The drains could be comprised of perforated weeping tile (minimum 100mm diameter) bedded in washed gravel, with the weeping tile and gravel wrapped within geotextile filter fabric, or with suitable synthetic trench drains. Any use of synthetic drains should follow the manufacturer’s recommendations with respect to installation and interconnections. The subgrade should be sloped to allow for lateral drainage downward to the adjacent drains. If a mud slab is used, the underslab drainage system should be placed overlying the mud slab. A non-woven geotextile should be placed between the drainage layer and the overlying granular

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slab support materials to provide separation. The entire drainage system should be wrapped with a non-woven geotextile. The subgrade should be sloped to allow for lateral drainage downward to the drain. The perimeter weeping tile should consist of perforated weeping tile drainage pipe (minimum 100mm minimum diameter) or suitable synthetic drain. Weeping tile, if used, must be bedded in clean washed gravel with the weeping tile and granular materials wrapped in a geotextile filter fabric. The perimeter drainage system should be installed at the same as the elevation as the base of the underslab trench drain, and should be connected to the wall drainage materials (as discussed in Section 4.5.2 above). The foundation drainage system must be supplied with a positive source of drainage. Sump pits and pumps should be installed around the perimeter of the basement and connected to the foundation drainage system. Sump pits and pumps must be maintained on a regular basis. Failure of a sump pump (including loss of power for any extended periods of time) could result in loss of groundwater control and possible ingress of water into the basement area. Site grading adjacent to the building must be designed such that water discharged at grade from the sump pumps, roof leaders/downspouts or any surface run-off is directed away from the structure and cannot be permitted to recycle back into the foundation drainage system. Surface water must not be introduced into the foundation drainage system. The foundation drainage system should not be expected to or relied upon to control water from these sources. A minimum grade of 10% is recommended for grassed areas for a distance of at least 3m away from the structure. This slope must be maintained for the life of the structure. Concrete splash pads are recommended to direct water away from the structure. It must be recognized that due to the relatively low degree of compaction of the wall backfill, subsidence of the backfill will occur with associated deflection and possible cracking of hard landscaping features such as garage floor slab, sidewalks and pavements. Additionally, subsidence of backfill may result in loss or reversal of grade for the sidewalks and pavements adjacent to the structure. The use of granular backfill will reduce potential backfill consolidation. Grades adjacent to the building should be inspected on a regular basis and any grade loss corrected as required to maintain proper drainage.

4.5.4

Basement Floor Slab Support

It is assumed that the basement will incorporate a grade-supported floor slab established on the native clay/silt. The clay in the east portion of the site is generally dry to damp with a moderate to high potential for swelling if additional water becomes available (as will likely be the case upon sealing of the surface with the floor slab, which blocks natural evapotranspiration). This presents

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a potential for upward vertical movement of the floor slab. In order to mitigate, but not necessarily eliminate, the possibility of detrimental vertical slab vertical slab movements, consideration should be given to follow subgrade preparation recommended below. The subgrade should be subcut to a depth of 600mm below the design subgrade elevation and the inorganic soils stockpiled. After subcutting, the exposed subgrade should be scarified to a depth of 150mm and compacted to a minimum of 98% of the Standard Proctor maximum dry density at or slightly over optimum moisture content. The stockpiled inorganic material should then be replaced in uniform lifts not exceeding 150mm in compacted thickness, and compacted to a minimum of 98% of the Standard Proctor maximum dry density at approximately 2% above optimum moisture content. Moisture conditioning of the onsite soils will be required. Grade supported floor slabs must be underlain directly by a code-compliant air barrier and an underslab soil depressurization layer for radon gas abatement (which will also act as a suitable capillary break). An air barrier must also be present on walls in cases where the structure incorporates below grade aspects (such as basements) to mitigate the ingress of soil gas and moisture vapour. The Air Barrier must meet the requirements of, and be installed in accordance with, the Code.

4.6

RADON CONSIDERATIONS

4.6.1

General

The Alberta Building Code requires the proposed structure to include a rough-in for subfloor depressurization as a means to control radon concentrations. The rough-in is a gas permeable layer that is installed between the final subgrade and the floor slab. The typical approach is to install a granular depressurization layer. Shelby has Canadian National Radon Proficiency program (C-NRPP) Certified Professionals on staff capable of providing inspection of installed rough-ins. Our C-NRPP Certified Professionals can also conduct post-construction testing for radon concentrations (to determine whether installed rough-in systems need to be activated, or to assess how effectively an activated system is controlling radon concentrations).

4.6.2

Granular Depressurization Layer

A light-weight non-woven geotextile (Nilex 4551, Layfield LP6, or equivalent) should be used as a separator between the prepared subgrade and the overlying depressurization layer. The geotextile should be placed in accordance with manufacturer’s recommendations.

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The granular depressurization layer should be comprised of a 100mm (minimum) thick layer of coarse gravel installed under the entire floor slab area. The granular material should meet the following criteria: 

Clean crushed aggregate containing not more than 10% of material passing the 4mm sieve.



Nominal maximum aggregate size of either 20mm or one third of the total thickness of the layer, whichever is less.



Minimum of 60% of material having two or more crushed faces.

After placement, the granular layer should be vibrated with a light plate tamper to consolidate the aggregate and assist with interlock of the crushed material. The lack of fines in the material may make it difficult to work with and prone to shoving and displacement during placement of the air barrier, floor reinforcement and concrete. The granular layer should underlie the air barrier, which should have a minimum thickness of 15mil to protect it from punctures or tears during construction of the floor slab. The use of widebase rebar chair supports should be considered in lieu of supports with legs. Strip footings or grade beams that create isolated subfloor areas should have piping installed through them to ensure air can be extracted through the entire depressurization layer.

4.7

GARAGE AND DRIVEWAY SLABS

All surficial topsoil, organic or unsuitable material should be stripped from the garage or driveway footprint. Consideration should be made to subcutting the upper 600mm of the dry/damp native soils, moisture conditioning and backfilling as recommended in Section 4.5.4 above. Subsequent to the above stripping (and any additional stripping required to reach the final specified subgrade elevation, if site grades remain high), the exposed subgrade should be inspected by qualified geotechnical personnel and then graded level, scarified and compacted to a minimum of 98% of the Standard Proctor maximum dry density at or slightly above optimum moisture content. Fill material required to raise the grade of the subgrade should be comprised low to medium plastic clay or clay till. All fill material placed beneath grade supported garage and driveway slabs should be compacted to a minimum of 98% of the standard Proctor maximum dry density at or slightly above optimum moisture content. Clean inorganic clay removed from the basement

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excavations are acceptable for fill material beneath the garage and driveway slabs subsequent to adequate moisture conditioning. Grade supported concrete slabs used in the garage and the driveway should contain sufficient construction joints and/or saw cuts to control shrinkage cracking of concrete. Concrete slabs should remain structurally separate from other foundation components. Concrete used in driveway and garage floor slabs should have a minimum compressive strength of 27.5MPa and air entrained 5% to 8%. A minimum thickness of 125mm is recommended for garage and driveway slabs. Slab reinforcement should consist of 10M re-bar each way spaced no more than 600mm on center. Concrete slabs should be supported on a minimum of 25mm of leveling sand.

4.8

ROADWAYS

For the purposes of design, the roadways for this development have been assumed to be Urban Local Undivided Roads as detailed in Sturgeon County’s General Municipal Servicing Standards.

4.8.1

Subgrade Preparation

General guidelines for site preparation are provided in Section 4.1. As the trench excavations for the storm, sanitary and water lines may encroach into the road alignment, the upper 1.0m of the subgrade for the entire width of the roadway including any curbs and monolithic sidewalks should be uniformly prepared. Embankment construction shall be carried to the lines, grades and cross-section of the approved roadway design. Subgrade preparation should be completed in general accordance with the Sturgeon County’s General Municipal Servicing Standards. In general, subgrade preparation should extend the entire width of the carriageway, plus the full width of the curb and gutter, or monolithic curb, gutter and sidewalk, to 150 mm back of curb or monolithic sidewalk. All fill material placed in the upper 1.0m of the road should be replaced in uniform lifts not exceeding 150mm in compacted thickness and compacted to a minimum of 98% of the Standard Proctor maximum dry density at or slightly above optimum moisture content. In cut sections, the exposed subgrade should be excavated a minimum of 300mm below design subgrade elevation and recompacted to a minimum of 100% of the Standard Proctor maximum dry density at or slightly above optimum moisture content. The final lift (upper 150mm) of the subgrade should be compacted to 100% of the Standard Proctor maximum dry density. The upper surface of the subgrade should be shaped to parallel the final grade of the overlying asphalt pavement.

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Prior to placement of granular base course materials, the prepared subgrade should be proof rolled using a heavily loaded gravel truck or equivalent piece of equipment to identify any soft areas. Proof rolling should be completed under the supervision of qualified Geotechnical personnel. Recommendations pertaining to the repair of soft areas can only be made at the time of inspection.

4.8.2

Asphalt Pavement Structure Design (Roadways)

For preliminary design, the minimum pavement structures as detailed in the Sturgeon County’s General Municipal Servicing Standards are acceptable. However, the final pavement design requirements should be based on the design traffic loadings and frequencies for the required design life of the structure, consistent with the subgrade support characteristics. Lacking other information, a minimum pavement structure of 100mm ACP over 250mm of granular basecourse is recommended. Base course material utilized to support asphaltic pavements must be compacted to 100% of Standard Proctor Maximum Dry Density using vibratory equipment and lifts not exceeding 150mm in thickness. Components of the selected pavement structure must satisfy the Sturgeon County’s General Municipal Servicing Standards. Staged construction of the asphalt pavement should be considered. The final lift of asphalt should be applied approximately 2 years after construction is complete. Appropriate laboratory and field-testing inspection must verify the acceptability of all compacted materials both native and imported. To ensure a high level of performance from pavement sections, the subgrade must not be allowed to dry and/or become wetted prior to or subsequent to construction.

5.0

CONSTRUCTION TESTING AND MONITORING

Appropriate laboratory and field testing and monitoring by qualified geotechnical personnel is recommended during any earthworks (i.e., site grading, excavating, backfilling, building/pavement subgrade preparation) and placement of all engineered fill and base or subbase materials, to ensure that suitable site conditions are prepared and that materials consistent with the recommendation herein are used. The Alberta Building Code specifies full time continuous field review, by a suitably qualified individual, during installation of all deep foundation elements.

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APPENDIX I Standard Terms and Conditions

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STANDARD TERMS AND CONDITIONS FOR THE PROVISION OF SERVICES BY SHELBY ENGINEERING LTD. 1.

“The services (“the Services”) performed for the client (the “Client”) by Shelby Engineering Ltd. (“Shelby”) described in the report to which these Standard Terms and Conditions are attached (the “Report”) have been conducted in a manner consistent with the level of skill ordinarily exercised by members of the engineering profession currently practicing in the jurisdiction in which the Services have been provided.”

In consideration of the provision of the Services, the Client agrees to the limitation of liability provisions herein contained, both on its own behalf, and as agent on behalf of its employees and principals.

The total amount of all claims the Client may have against Shelby with respect to the Services, including, without limitation, claims in tort or contract, shall be strictly limited to the amount of the fee charged to the Client by Shelby for the Services. Shelby shall not be liable for loss, injury or damage caused by delays beyond Shelby’s control, or for any indirect, economic or consequential loss, injury or damage incurred by the Client, including, without limitation, claims for loss of profits, loss of contracts, loss of use, loss of production or business opportunity, loss of contracts or continued overhead expense. No claim shall be brought by the Client against Shelby more than two (2) years after completion of the Services or termination of the agreement to provide the Services.

The Client shall have no right to set off against any amounts owed to Shelby with respect to the Services.

The Client agrees that Shelby’s employees and principals shall have no personal liability with respect to the Services and the Client shall make no claim or bring any proceedings of any kind whatsoever whether in contract, tort or any other cause of action in law or equity, against Shelby’s employees and principals in their personal capacity.

The Client acknowledges that the Services entail an investigation which by its nature involves the risk that certain conditions between points investigated will not be detected, and that certain other conditions may change with time after provision of the written report of the Services. The Client acknowledges and accepts such risk and is aware that the Report can only provide for the conditions at the investigated points at the time of investigation. Extrapolation between the investigated points is at the Client’s risk. If the Client requires additional or special investigations outside the scope of the Report, the Client must request such additional investigations from Shelby.

The Report has been prepared for a specific site and in light of the specific purposes communicated to Shelby by the Client. Shelby accepts no responsibility for the findings contained in the Report if applied to a different site, or if there is a material change in the purposes communicated to Shelby by the Client. The information and opinions described in the Report are provided solely for the benefit of the Client. NO OTHER PARTY MAY USE OR RELY UPON THE REPORT OR ANY PORTION THEREOF WITHOUT THE WRITTEN CONSENT OF SHELBY. The Client shall maintain confidentiality of the Report and ensure that the Report is not distributed to third parties. The Client hereby agrees to indemnify Shelby for any claims brought against Shelby by third parties and arising out of the Client’s failure to maintain the confidentiality required under this paragraph.

Except as stipulated in the Report, Shelby has not been retained to address, investigate or consider, and has not addressed, investigated or considered environmental or regulatory issues with respect to the site on which the Services have been performed. Notwithstanding the foregoing, Shelby may be required to disclose to regulatory bodies certain hazardous conditions discovered through provision of the Services, and the Client shall not make any claim against Shelby for such disclosure. July 2005Revised

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APPENDIX II Figures

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PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-01

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

688.18 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

ADDITIONAL TESTING

FILL: Topsoil to 300mm depth.

1 2 1.0

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

688.0

-Clay, silty, very stiff, high plastic, damp, brown, trace organics to 750mm depth. CLAY: And silt, soft, low to medium plastic, moist to wet, brown, trace oxide, white deposits.

FILL

-wet from 1.4m depth.

CI-ML

687.0

Trace water on auger surface

2.0 686.0

5 6

3.0

8 4.0

SILT: And clay, loose, low plastic, moist to wet, brown, trace white deposits, oxides. CLAY: Silty, soft, medium plastic, wet, brown, some oxides, white deposits.

CL-ML

Trace water on auger surface SO4 = 0%

685.0

-and silt, low plastic. CL-ML

684.0

SILT: And clay, compact, low plastic, wet to saturated, brown, trace clay.

10 5.0

Water at 5.2m after 9 days

11 12 6.0

683.0

CL-ML

682.0

14 7.0

681.0

16 8.0

17 18 9.0

CLAY: Silt to and silt, stiff, low plastic, moist, brown, trace oxides. -and silt. DEPTH OF TESTHOLE 8.85 METRES DRY UPON COMPLETION SLOUGH AT 4.9m UPON COMPLETION STANDPIPE INSTALLED

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 1

680.0

CL-ML

679.0

COMPLETION DEPTH: 8.85 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-02

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

687.00 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

ADDITIONAL TESTING

1 2 1.0

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

FILL: Topsoil to 250mm depth. -Clay, silty, very stiff, high plastic, moist, brown, trace organics to 1.2m depth. -stiff. -trace to some organics CLAY: Silty, firm, medium plastic, moist, brown, trace oxides.

FILL 686.0

CI 2.0

Water at 2.0m after 9 days

5 6

3.0

685.0

-moist to wet. SILT: And clay, loose, low plastic, wet, brown. 684.0

-saturated.

8 4.0

CL-ML

683.0

10 5.0

682.0

11 12 6.0

DEPTH OF TESTHOLE 5.8 METRES WATER AT 2.1m UPON COMPLETION SLOUGH AT 3.35m UPON COMPLETION STANDPIPE INSTALLED

681.0

7.0

680.0

8.0

679.0

9.0

678.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 2

COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-03

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

686.93 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

ADDITIONAL TESTING

1 2 1.0

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

FILL: Topsoil to 200mm depth. CLAY: Silty, very stiff, high plastic, moist, brown, trace oxides. -stiff.

FILL

686.0

CH 4

-firm, moist to wet, mottled, trace to some oxides. 685.0

2.0

5 6

3.0

CL-ML

8 4.0

-wet from 2.2 depth. -and silt, low plastic.

-silty, medium plastic, wet.

CI 682.0

5.0

11 12 6.0

684.0

683.0

-saturated from 4.3m depth.

Free water on auger surface

SILT: And clay, loose, low plastic, saturated, brown. DEPTH OF TESTHOLE 5.8 METRES WATER AT 3.4m UPON COMPLETION SLOUGH AT 5.2m UPON COMPLETION BACKFILLED

CL-ML 681.0

680.0

7.0

679.0

8.0

678.0

9.0

677.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 3

COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-04

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

687.97 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

ADDITIONAL TESTING

FILL: Topsoil to 450mm depth.

1 2 1.0

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

-Clay, silty, stiff, high plastic, moist, brown, some organics to 1.2m depth. -trace to some organics.

FILL 687.0

CLAY: Silty, soft, medium plastic, wet, brown.

CI 686.0

2.0

5 6

3.0

-and silt, low plastic, saturated from 2.3m depth.

685.0

CL-ML

8 4.0

SILT: and clay, loose, low plastic, saturated, brown.

684.0

Free water on auger surface CL-ML 683.0

5.0

11 12 6.0

DEPTH OF TESTHOLE 5.8 METRES WATER AT 3.4m UPON COMPLETION SLOUGH AT 5.5m UPON COMPLETION BACKFILLED

682.0

7.0

681.0

8.0

680.0

9.0

679.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 4

COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-05

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

689.59 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

ADDITIONAL TESTING

FILL: Topsoil to 300mm depth.

-Clay, and silt, stiff, medium plastic, damp, brown, some organics to 1.2m depth.

2 1.0

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

689.0

FILL

CLAY: And silt, stiff, medium plastic, dry to damp, light brown.

688.0

2.0

5 6

3.0

687.0

-very stiff. 686.0

8 4.0

SILT: And clay, compact, low plastic, light brown.

685.0

CL-ML 5.0

11 12 6.0

684.0

DEPTH OF TESTHOLE 5.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION STANDPIPE INSTALLED

Dry after 9 days

683.0

7.0

682.0

8.0

681.0

9.0

680.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 5

COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-06

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

689.15 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

ADDITIONAL TESTING

FILL: Topsoil to 300mm depth.

1 2 1.0

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

689.0

-Clay, and silt, very stiff, medium plastic, damp, brown, trace organics to 600mm depth. CLAY: And silt, very stiff, low plastic, damp to moist, light brown.

FILL

688.0

CL-ML

-stiff from 1.4m depth.

2.0 687.0

5 6

3.0

SILT: Loose, low plastic, damp, brown, some sand, trace clay.

7 686.0

8 4.0

685.0

10 5.0 684.0

11 12 6.0

DEPTH OF TESTHOLE 5.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED

Dry after 9 days 683.0

7.0 682.0

8.0 681.0

9.0 680.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 6

COMPLETION DEPTH: 5.80 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-07

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

689.00 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

SOIL DESCRIPTION

FILL: Topsoil to 450mm depth. -Clay, silty, stiff, medium plastic, moist, brown, trace to some organics to 1.2m depth.

FILL

1.0

688.0

CLAY: And silt, stiff, low plastic, damp to moist, brown.

2.0

CL-ML

4.0

ADDITIONAL TESTING

3.0

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

-trace sand DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED

687.0

686.0

685.0

5.0

684.0

6.0

683.0

7.0

682.0

8.0

681.0

9.0

680.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 7

COMPLETION DEPTH: 3.05 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-08

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

687.01 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

ADDITIONAL TESTING

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

1 2 1.0

FILL: Topsoil to 150mm depth. -Clay, silty, stiff, high plastic, moist, brown, trace organics to 600mm depth. CLAY: And silt, firm, low to medium plastic, moist, brown, trace oxides.

FILL

686.0

CI-ML 2.0

685.0

3.0

-wet to saturated.

684.0

DEPTH OF TESTHOLE 3.05 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED 4.0

683.0

5.0

682.0

6.0

681.0

7.0

680.0

8.0

679.0

9.0

678.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 8

COMPLETION DEPTH: 3.05 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-09

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

689.43 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

ADDITIONAL TESTING

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

1 2

FILL: Topsoil to 200mm depth. -Clay, and silt, stiff, medium plastic, moist, brown, trace organics to 1.2mm depth.

689.0

FILL

1.0

CLAY: And silt, loose, low plastic,damp, brown.

688.0

2.0

CL-ML

3.0

687.0

5 686.0

6 4.0

DEPTH OF TESTHOLE 3.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED

685.0

5.0

684.0

6.0

683.0

7.0

682.0

8.0

681.0

9.0

680.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 9

COMPLETION DEPTH: 3.80 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-10

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

689.87 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

ADDITIONAL TESTING

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

1 2

FILL: Topsoil to 450mm depth. -Clay, and silt, stiff, medium plastic, moist, brown and black, some organics to 650mm depth.

FILL 689.0

1.0

CLAY: And silt, stiff, low plastic,damp, brown, trace white deposits.

SO4 = 0% 688.0

2.0

CL-ML 687.0 3.0

6 4.0

DEPTH OF TESTHOLE 3.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED

686.0

685.0 5.0

684.0 6.0

683.0 7.0

682.0 8.0

681.0 9.0

680.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 10

COMPLETION DEPTH: 3.80 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-11

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

689.27 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

ADDITIONAL TESTING

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

1 2

FILL: Topsoil to 300mm depth. -Clay, and silt, stiff, medium plastic, moist, brown and black, some organics to 900mm depth.

689.0

FILL

CLAY: And silt, stiff, low plastic, dry to damp, light brown.

1.0

688.0

2.0

3.0

CL-ML

687.0

7 686.0

8 4.0

DEPTH OF TESTHOLE 3.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED

685.0

5.0 684.0

6.0 683.0

7.0 682.0

8.0 681.0

9.0 680.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 11

COMPLETION DEPTH: 3.80 m COMPLETION DATE: 12/9/20 Page 1 of 1

PINNACORP INVESTMENTS INC.

TEST HOLE NO.:

TH-12

LOT 1, BLOCK 1, PLAN 182 1685

START DATE:

PROJECT NO.:

1-22535

PROJECT ENGINEER:

SOLID STEM AUGERS AND SPTS

ELEVATION.:

689.41 m

12/9/20

SAMPLE TYPE

GRAB

SHELBY TUBE

SPT

NO RECOVERY

HOLLOW STEM

CORE

BACKFILL TYPE

BENTONITE

PEA GRAVEL

SLOUGH

GROUT

DRILL CUTTINGS

SAND

PLASTIC

60 M.C.

80 LIQUID

SOIL DESCRIPTION

SOIL SYMBOL

STANDARD PENETRATION (N)

USC

400

SPT (N)

300

SAMPLE NO.

200

SAMPLE TYPE

Depth (m)

POCKET PEN (kPa)

100

ADDITIONAL TESTING

Elevation (m)

PINNACLE VILLAGE DEVELOPMENT

FILL: Topsoil to 900mm depth. FILL

689.0

SILT: And clay, loose, low plastic, damp to dry, light brown.

1.0

688.0

2.0

3.0

CL-ML

687.0

7 686.0

8 4.0

DEPTH OF TESTHOLE 3.8 METRES DRY UPON COMPLETION NO SLOUGH UPON COMPLETION BACKFILLED

685.0

5.0

684.0

6.0

683.0

7.0

682.0

8.0

681.0

9.0

680.0

#172, 2693 BROADMOOR BLVD. SHERWOOD PARK, AB T8H 0G1

LOGGED BY: SK REVIEWED BY: SD FIGURE NO.: 12

COMPLETION DEPTH: 3.80 m COMPLETION DATE: 12/9/20 Page 1 of 1

14 10

MR .68 Acre

1.44 Acre

24 16

SOIL CLASSIFCATION SYSTEM (MODIFIED U.S.C.)

MORE THAN 50% OF COARSE FRACTION RETAINED ON NO.4 SIEVE

CLEAN GRAVELS LESS THAN 5% FINES

DIRTY GRAVELS MORE THAN 12% FINES

MORE THAN 50% OF COARSE FRACTION PASSES NO. 4 SIEVE

GRAVELS SANDS

MORE THAN 50% RETAINED ON NO.200 SIEVE MORE THAN 50% PASSES NO. 200 SIEVE

FINE-GRAINED SOILS

COARSE-GRAINED SOILS

HIGHLY ORGANIC SOILS

CLEAN SANDS LESS THAN 5% FINES

DIRTY SANDS MORE THAN 12% FINES

GROUP NAME

LABORATORY CLASSIFICATION CRITERIA

PEAT AND OTHER HIGHLY ORGANIC SOILS

STRONG COLOR OR ODOR, AND OFTEN FIBROUS TEXTURE

WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES, < 5% FINES

Cu=

POORLY-GRADED GRAVELS, GRAVEL-SAND MIXTURES, < 5% FINES

SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES, > 12% FINES

CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, > 12% FINES

GROUP

GRAPHIC

SYMBOL

WELL-GRADED SANDS, GRAVELLY SANDS, < 5% FINES

POORLY-GRADED SANDS, OR GRAVELLY SANDS, < 5% FINES

SILTY SANDS, SAND-SILT MIXTURES, > 12% FINES

D60 > 4 D10

ATTERBERG LIMITS BELOW "A" LINE OR IP < 4

ATTERBERG LIMITS ABOVE "A" LINE OR IP > 7

Cu > 6

1 < Cc < 3

and

NOT MEETING ALL ABOVE REQUIREMENTS ATTERBERG LIMITS BELOW "A" LINE OR IP < 4

ATTERBERG LIMITS ABOVE "A" LINE OR

CLAYEY SANDS, SAND-CLAY MIXTURES, > 12% FINES

SILTS

INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY SANDS OF SLIGHT PLASTICITY

WL < 50

BELOW "A" LINE ON PLASTICITY CHART; NEGLIGIBLE ORGANIC CONTENT

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDY OR SILTY SOILS

WL > 50

INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY, SANDY, OR SILTY CLAYS, LEAN CLAYS

WL < 30

INORGANIC CLAYS OF MEDIUM PLASTICITY, SILTY CLAYS

INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS

WL > 50

ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY

WL < 50

ORGANIC CLAYS OF HIGH PLASTICITY

WL > 50

ABOVE "A" LINE ON PLASTICITY CHART;

IP > 7

30 < WL < 50

NEGLIGIBLE ORGANIC CONTENT

ORGANIC SILTS AND ORGANIC CLAYS BELOW "A" LINE ON PLASTICITY CHART

(D30 )

D10 x D60

NOT MEETING ALL ABOVE REQUIREMENTS

CLAYS

1 < Cc=

SEE PLASTICITY CHART BELOW

MAJOR DIVISION

PLASTICITY CHART 70

Toughness and dry strength increase with increasing plasticity index when comparing soils at equal liquid limits

1. All sieve sizes mentioned on this chart are U.S. Standard, ASTM E11

3. Soil fractions and limiting textural boundaries are in accordance with the Unified Soil Classification System (ASTM D2487), except that an inorganic clay of medium plasticity (CI) is recognized. 4. The following adjectives may be employed to define percentage ranges by weight of minor components (per Canadian Foundation Engineering Manual, 1992): And (y/ey) Some Trace -

35% to 50% 20% to 35% 10% to 20% 1% to 10%

Plasticity Index (I p )

2. Boundary classifications possessing characteristics of two groups are given combined group symbols. eg. GW-GC is a well-graded gravel-sand mixture with clay binder of between 5% and 12%.

30 MH or OH

CI 20 CL 10 7 4 0

ML or OL

CL-ML

Liquid Limit (W L )

100

Geotechnical, Environmental and Materials Consultants

#172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 Phone: (780) 438-2540 Fax: (780) 434-3089

Pinnacorp Investments Inc, 50, 54403 Range Road 251 Sturgeon County, AB T8T 0B5

April 30, 2021 File No. 1-22535

Attn:

Mr. Ed Basaraba

(Via Email: ebasaraba@telus.net)

RE:

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 NEC of Township Road 544A and Range Road 251 Sturgeon County, AB

1.0

INTRODUCTION

Shelby Engineering Ltd. has previously submitted a Geotechnical Investigation report (File: 122535 dated January 2021) and a Supplementary Geotechnical Investigation report (File 1-22535 dated March 17, 2021) for the development of the above noted site. Subsequent to the submission of the above noted reports, Shelby has been requested to provide recommendations for stormwater management facilities (SWMF) at the site. Mr. Ed Basaraba of Pinnacorp Investments Inc. authorized this addendum via email on April 19, 2021. It must be noted that Shelby has not conducted any additional fieldwork as part of this addendum. The recommendations provided herein assume that there has been no material change to the subsurface conditions at the site subsequent to preparation of our previous reports, and that the original downhole findings remain representative of the site. Considering that the recommendations provided herein are based on the findings of the previous geotechnical evaluations of the site conducted by Shelby, this addendum must be read in conjunction with the previous Shelby reports.

2.0

STORMWATER MANAGEMENT FACILITIES – DRY POND

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

File No. 1-22535 April 30, 2021 Page 2

Based on groundwater measurements in the test holes, the groundwater elevation within the pond area appears to be at or below a geodetic elevation of 684.0m (coincident with anticipated base of the pond). The groundwater elevation can fluctuate up to 1m both seasonally and annually with the highest elevation being recorded in the spring and early summer. Since the investigation was completed during the winter months (December 2020 and February 2021), higher groundwater levels are expected during spring and summer months. As such, water will likely be present within the lower portions of the pond during spring and summer months. Due to the relatively high groundwater level, it is recommended that the pond be designed as a wet pond instead of a dry pond. Alternatively, the elevation of the dry pond could be raised by incorporating berms to construct the pond. Shelby can provide recommendations for a wet pond upon request. Trenching and backfill recommendations provided in Section 4.4 of our original report can also be used within the proposed SWMF. All stormwater management facilities should be designed in accordance with the Alberta Environment and Sustainable Resource Development “Standards and Guidelines for Municipal Waterworks, Wastewater and Storm Drainage Systems, Part 5, Stormwater Management Guidelines.”

2.1

SITE PREPARATION

The pond area, including that that will be beneath the berms (if berms are required), should be stripped of all topsoil, roots, or organic matter associated with any vegetation. These materials should be removed from the site and not used for the construction of berms. The topsoil may be utilized on the side slopes for landscaping purposes only.

2.2

COMPACTION

The native clay and silt material that extend across the site is considered suitable for use of construction of pond berms. At the completion of pond excavation, the base should be scarified to a minimum depth of 150mm; moisture conditioned to between 1 and 4 percent above the optimum moisture content and recompacted to 95 percent of Standard Proctor maximum dry density. The clay/silt used to construct the berms should be placed and compacted to 95 percent of Standard Proctor maximum dry density in 150mm thick lifts. It should be noted that all cut and Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

File No. 1-22535 April 30, 2021 Page 3

fill slopes should be sloped no steeper than 4 horizontal to 1 vertical in order to maintain longterm stability. The native clay/silt is generally wet to saturated below a depth of approximately 1.4m from existing grade. The contractor should be aware that drying of the soils at the base of the pond excavation located below this depth may be required in order to achieve the required level of compaction. If construction is carried out during the warmer summer months, adequate drying may be accomplished by discing. If weather conditions at the time of construction are not conducive to drying, the soils may require stabilization using cement or lime. Testing should be undertaken during construction to ensure that the compaction specified is achieved. A frequency of testing of 1 test per 1,500 square metres per lift is recommended.

2.3

SIDE SLOPES

Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

APPENDIX I Standard Terms and Conditions

File No. 1-22535 April 30, 2021

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

File No. 1-22535 April 30, 2021

STANDARD TERMS AND CONDITIONS FOR THE PROVISION OF SERVICES BY SHELBY ENGINEERING LTD.

The Client shall have no right to set off against any amounts owed to Shelby with respect to the Services.

July 2005 Revised

Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca

Block 01

39 42

35.00

Block 01 41

35.35

96 97

.09

.13

.3 6 86

38 35.70

38.00

36.50

100

m y/E

Block 02

alk W

.98 43

38.97

MICHAEL.REYES Tuesday, March 2, 2021 2:49:16 PM

DRAFT

101

Legend

104

105 10 20.00

35.00

Block 0

75PUL 71 72

36.50

79 29

107

108

Block 02

38.25

39.27

0.45 ha

20.0

y wa

38.00

alk W

Bloc k 01 69

106

35.00

36.5

L PU 17

Block 01

65 38.03

109

10 9

Notes:

6 110

20.00

Utility Lots

Block 01

25 36.5

3m Gas ROW

111

5 3 2

38.00

L PU

71 67

123

122

121

120

Block 01

119

118

117

116

115 114

112

Ridge R o

124

125

0 a 42.9 alkw W 6m

126

38.00

Trestle

Card reader turnaround location is assumed Frontage and area calculations are subject to change.

113

J:\133341_Pinnacle_\7.0_Production\7.02_Conceptual_Design\17_Planning\Current\CON1_PINNACLE_2021-02-19.dwg

35.00

35.05

Municipal Reserve

35.00

103

12 24

Premium Lots

Block 02

64PUL

Block 02

36.50

0.86 ha

60.00

WELL SITE

SMWF

43.00

38.09

102 13

23.00

150.00

Block 01

es cc

29PUL

6 m Walkway

60.00

Srarkey Road

ALL AREAS AND DIMENSIONS HAVE BEEN ROUNDED; LOT INFORMATION IS PRELIMINARY AND SUBJECT TO CHANGE, AND SHOULD BE CONFIRMED WITH A REGISTERED PLAN.

IBI GROUPPROFESSIONAL SERVICES (CANADA) INC 300 – 10830 Jasper Avenue Edmonton AB T5J 2B3 Canada tel 780 428 4000 fax 780 426 3256 ibigroup.com

Pinnacle Village Concept Plan 1 Pinnacorp Investments Inc.

DATE: DESIGNED BY: DRAWN BY: CHECKED BY: SCALE: JOB NUMBER:

March 2, 2021 CCB MR CCB NTS 133341

Geotechnical, Environmental and Materials Consultants

#172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 Phone: (780) 438-2540 Fax: (780) 434-3089

Pinnacorp Investments Inc, 50, 54403 Range Road 251 Sturgeon County, AB T8T 0B5

May 10, 2021 File No. 1-22535R01

Attn:

Mr. Ed Basaraba

(Via Email: ebasaraba@telus.net)

RE:

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 NEC of Township Road 544A and Range Road 251 Sturgeon County, AB

1.0

INTRODUCTION

2.0

STORMWATER MANAGEMENT FACILITIES – DRY POND

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

File No. 1-22535R01 May 10, 2021 Page 2

Based on groundwater measurements in the test holes, the groundwater elevation within the pond area appears to be at or below a geodetic elevation of 684.0m (coincident with anticipated base of the pond). The groundwater elevation can fluctuate up to 1m both seasonally and annually with the highest elevation being recorded in the spring and early summer. Since the investigation was completed during the winter months (December 2020 and February 2021), higher groundwater levels are expected during spring and summer months. As such, water will likely be present within the lower portions of the pond during spring and summer months. Trenching and backfill recommendations provided in Section 4.4 of our original report can also be used within the proposed SWMF. All stormwater management facilities should be designed in accordance with the Alberta Environment and Sustainable Resource Development “Standards and Guidelines for Municipal Waterworks, Wastewater and Storm Drainage Systems, Part 5, Stormwater Management Guidelines.”

2.1

SITE PREPARATION

2.2

COMPACTION

The native clay and silt material that extend across the site is considered suitable for use of construction of pond berms. At the completion of pond excavation, the base should be scarified to a minimum depth of 150mm; moisture conditioned to between 1 and 4 percent above the optimum moisture content and recompacted to 95 percent of Standard Proctor maximum dry density. The clay/silt used to construct the berms should be placed and compacted to 95 percent of Standard Proctor maximum dry density in 150mm thick lifts. It should be noted that all cut and fill slopes should be sloped no steeper than 4 horizontal to 1 vertical in order to maintain longterm stability. The native clay/silt is generally wet to saturated below a depth of approximately 1.4m from existing grade. The contractor should be aware that drying of the soils at the base of the pond Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

File No. 1-22535R01 May 10, 2021 Page 3

excavation located below this depth may be required in order to achieve the required level of compaction. If construction is carried out during the warmer summer months, adequate drying may be accomplished by discing. If weather conditions at the time of construction are not conducive to drying, the soils may require stabilization using cement or lime. Testing should be undertaken during construction to ensure that the compaction specified is achieved. A frequency of testing of 1 test per 1,500 square metres per lift is recommended.

2.3

SIDE SLOPES

Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

APPENDIX I Standard Terms and Conditions

File No. 1-22535R01 May 10, 2021

Geotechnical Investigation – SWMF Addendum Proposed Residential Subdivision – Lot 1, Block 1, Plan 182 1685 Pinnacorp Investments Inc,

File No. 1-22535R01 May 10, 2021

STANDARD TERMS AND CONDITIONS FOR THE PROVISION OF SERVICES BY SHELBY ENGINEERING LTD.

The Client shall have no right to set off against any amounts owed to Shelby with respect to the Services.

July 2005 Revised

Geotechnical, Environmental and Materials Consultants #172, 2693 Broadmoor Boulevard | Sherwood Park, AB | T8H 0G1 T: (780) 438-2540 F: (780) 434-3089 www.shelbyeng.ca

Block 01

39 42

35.00

Block 01 41

35.35

96 97

.09

.13

.3 6 86

38 35.70

38.00

36.50

100

m y/E

Block 02

alk W

.98 43

38.97

MICHAEL.REYES Tuesday, March 2, 2021 2:49:16 PM

DRAFT

101

Legend

104

105 10 20.00

35.00

Block 0

75PUL 71 72

36.50

79 29

107

108

Block 02

38.25

39.27

0.45 ha

20.0

y wa

38.00

alk W

Bloc k 01 69

106

35.00

36.5

L PU 17

Block 01

65 38.03

109

10 9

Notes:

6 110

20.00

Utility Lots

Block 01

25 36.5

3m Gas ROW

111

5 3 2

38.00

L PU

71 67

123

122

121

120

Block 01

119

118

117

116

115 114

112

Ridge R o

124

125

0 a 42.9 alkw W 6m

126

38.00

Trestle

Card reader turnaround location is assumed Frontage and area calculations are subject to change.

113

J:\133341_Pinnacle_\7.0_Production\7.02_Conceptual_Design\17_Planning\Current\CON1_PINNACLE_2021-02-19.dwg

35.00

35.05

Municipal Reserve

35.00

103

12 24

Premium Lots

Block 02

64PUL

Block 02

36.50

0.86 ha

60.00

WELL SITE

SMWF

43.00

38.09

102 13

23.00

150.00

Block 01

es cc

29PUL

6 m Walkway

60.00

Srarkey Road

ALL AREAS AND DIMENSIONS HAVE BEEN ROUNDED; LOT INFORMATION IS PRELIMINARY AND SUBJECT TO CHANGE, AND SHOULD BE CONFIRMED WITH A REGISTERED PLAN.

IBI GROUPPROFESSIONAL SERVICES (CANADA) INC 300 – 10830 Jasper Avenue Edmonton AB T5J 2B3 Canada tel 780 428 4000 fax 780 426 3256 ibigroup.com

Pinnacle Village Concept Plan 1 Pinnacorp Investments Inc.

DATE: DESIGNED BY: DRAWN BY: CHECKED BY: SCALE: JOB NUMBER:

March 2, 2021 CCB MR CCB NTS 133341

S h el b y E n gi n e eri n g Lt d.

1 7 2, 2 6 9 3 Br o a d m o or B o ul e v ar d, S h er w o o d P ar k, A B T 8 H 0 G 1 T: ( 7 8 0) 4 3 8-2 5 4 0 F: ( 7 8 0) 4 3 4-3 0 8 9 w w w.s h el b y e n g. c a

Pi n n a c or p I n v est m e nts I n c, 5 0, 5 4 4 0 3 R a n g e R o a d 2 5 1 St ur g e o n C o u nt y , A B T 8 T 0 B 5

M a y 2 , 2 02 4 Fil e N o. 1 -2 2 5 3 5

Att n:

Mr. E d B as ar a b a

( Vi a E m ail: e b as ar a b a @t el us. n et )

R E:

S u p pl e m e nt ar y G e ot e c h ni c al I n v esti g ati o n Pr o p os e d R esi d e nti al S u b di visi o n – L ot 1, Bl o c k 1, Pl a n 1 8 2 1 6 8 5 N E C of T o w ns hi p R o a d 5 4 4 A a n d R a n g e R o a d 2 5 1 St ur g e o n C o u nt y , A B

1. 0

I N T R O D U C TI O N

S h el b y E n gi n e eri n g Lt d. h as pr e vi o usl y s u b mitt e d a G e ot e c h ni c al I n v esti g ati o n r e p ort ( Fil e: 1-2 2 5 3 5 d at e d J a n u ar y 2 0 2 1) , a S u p pl e m e nt ar y G e ot e c h ni c al I n v esti g ati o n r e p ort ( Fil e 1 -2 2 5 3 5 d at e d M ar c h 1 7, 2 0 2 1) a n d a st or m w at er m a n a g e m e nt f a cilit y ( S W M F ) a d d e n d u m ( Fil e N o. d at e d A pril 3 0, 2 0 2 1 f or t h e d e v el o p m e nt of t h e a b o v e n ot e d sit e. S u bs e q u e nt t o t h e s u b missi o n of t h e a b o v e n ot e d r e p orts, t h e l o c ati o n of t h e S W M F ( p o n d ) h as b e e n s hift e d e ast w ar ds, a n d f urt h er g e ot e c h ni c al i n v esti g ati o n h as b e e n r e q u est e d b y St ur g e o n C o u nt y at t h e c urr e nt pr o p os e d l o c ati o n. T h e c o u nt y als o r e q uir es a d diti o n al w at er l e v el o bs er v ati o ns t a k e n 1 5 a n d 3 0 d a ys aft er drilli n g . M r. E d B as ar a b a of Pi n n a c or p I n v est m e nt I n c. a ut h oriz e d t his e v al u ati o n o n F e br u ar y 2 8, 2 0 2 4 s u bs e q u e nt t o a c c e pt a n c e of o ur pr o p os al ( # 1 9 5 9 8 R 0 2 ) d at e d F e br u ar y 2 8, 2 0 2 4 . A d diti o n al a p pr o v als w er e pr o vi d e d f or a n a d diti o n al t est h ol e i n L ot 6 5 a n d f or t h e us e of a tr a c k e d drill ri g vi a e m ails d at e d M ar c h 7, 2 0 2 4 a n d M ar c h 1 8, 2 0 2 4, r es p e cti v el y. As a n a d d e n d u m t o t h e ori gi n al g e ot e c h ni c al e v al u ati o n, t his r e p ort m ust b e r e a d i n c o nj u n cti o n wit h t h e ori gi n al e v al u ati o n. St ur g e o n C o u nt y, w hi c h (t o g et h er wit h t h e cli e nt) is a p art y a n d a d dr ess e e of t his r e p ort, m a y r el y o n t h e i nf or m ati o n c o nt ai n e d i n t his r e p ort as w ell as t h e a b o v e n ot e d pr e vi o us r e p orts f or t h e p ur p os es of t h e la n d d e v el o p m e nt a p pli c ati o n f or t h e s u bj e ct l a n ds.

2. 0

D E S C RI P TI O N O F SI T E A N D P R O P O S E D D E V E L O P M E N T

S u p pl e m e nt ar y G e ot e c h ni c al I n v esti g ati o n Pr o p os e d R esi d e nti al S u b di visi o n – L ot 1, Bl o c k 1, Pl a n 1 8 2 1 6 8 5 Pi n n a c or p I n v est m e nt s I n c,

Fil e N o. 1 -2 2 5 3 5 M a y 2, 2 0 2 4 P a g e 2 of 7

T h e sit e is c urr e ntl y a v a c a nt a gri c ult ur al l a n d . T h e pr o p os e d d e v el o p m e nt c o m pris es s u b di vi di n g t his p ar c el i nt o 1 5 0 l ots f or r esi d e nti al us e. It h as b e e n ass u m e d t h at t h e pr o p os e d d e v el o p m e nt will i n cl u d e si n gl e f a mil y r esi d e nti al b uil di n gs wit h att a c h e d g ar a g es a n d f ull d e pt h b as e m e nts est a blis h e d at d e pt hs r a n gi n g fr o m 2. 0 m t o 2. 5 m b el o w gr a d e. T h e pr o p os e d d e v el o p m e nt will i n cl u d e c o nstr u cti o n of a c c ess/ a p pr o a c h r o a ds, sit e gr a di n g a n d i nst all ati o n of u n d er gr o u n d utiliti es.

3. 0

FI E L D I N V E S TI G A TI O N

T h e fi el d i n v esti g ati o n, s u p er vis e d b y a S h el b y r e pr es e nt ati v e, w as c o n d u ct e d o n M ar c h 2 2, 2 0 2 4 a n d c o m pris e d drilli n g t hr e e n e w t est h ol es t o a d e pt h of a p pr o xi m at el y 4. 2 5 m b el o w e xisti n g gr a d e usi n g a tra c k m o u nt e d drill ri g e q ui p p e d wit h s oli d st e m a u g ers. F o ur ori gi n al t est h ol e l o c ati o ns w er e drill e d t o d e pt hs r a n gi n g fr o m 3. 0 5 m t o 4. 6 0 m b el o w gr a d e f or st a n d pi p e i nst all ati o n. I n t h e n e w t est h ol es, dist ur b e d s oil s a m pl es w er e o bt ai n e d at 3 0 0 m m b el o w e xisti n g gr a d e a n d t h er e aft er at r e g ul ar d e pt h i nt er v als of 0. 7 6 m f or m oist ur e c o nt e nt d et er mi n ati o n. St a n d ar d P e n etr ati o n T ests ( S P Ts) w er e c o n d u ct e d at s el e ct e d d e pt h i nt er v als. A c o nti n u o us fi el d l o g w a s m ai nt ai n e d a n d all s a m pl es w er e r et ur n e d t o o ur l a b or at or y f or vis u al c o nfir m ati o n of o ur fi el d l o gs a n d f or p erti n e nt l a b or at or y t esti n g. L a b or at or y t esti n g i n cl u d e d vis u al cl assifi c ati o n a n d d et er mi n ati o n of m oist ur e c o nt e nt o n all s oil s a m pl es. T ests t o d et er mi n e Att er b er g li mits a n d c o n c e ntr ati o ns of w at er -s ol u bl e s ul p h at e s alts w er e als o c o n d u ct e d o n s el e ct s a m pl es. All fi el d a n d l a b or at or y t est r es ults ar e pr es e nt e d a n d/ or r ef er e n c e d o n t h e t est h ol e l o gs. A Sit e L o c ati o n Pl a n is att a c h e d as Fi g ur e 1, A p p e n di x II, w hil e a T est H ol e L o c ati o n Pl a n s h o wi n g t h e t est h ol e l o c ati o ns is e n cl os e d as Fi g ur e 1 B , A p p e n di x II. T h e t est h ol e l o gs ar e e n cl os e d as Fi g ur es 2, 4 t o 6 a n d 2 1 t o 2 3 , A p p e n di x II, i n k e e pi n g wit h o ur n u m b eri n g s c h e m e f or t h e pr oj e ct.

3. 1

S U B S U R F A C E C O N DI TI O N S

T h e g e n er al str ati gr a p h y e n c o u nt er e d at t h e n e w t est h ol e l o c ati o ns ( T H-2 1 t o T H -2 3) w as g e n er all y si mil ar t o t h at e n c o u nt er e d d uri n g t h e 2 0 2 1 i n v esti g ati o n, a n d c o m pris e d of s urfi ci al fill u n d erl ai n b y a n ati v e gl a ci ol a c ustri n e d e p osit c o m pris e d of v ari a bl e, i nt er b e d d e d l a y ers of cl a y a n d silt. T h e s oils wit hi n t h e u p p er 9 0 0 m m t o 1. 2 m fr o m gr a d e w er e fr oz e n at t h e ti m e of fi el d drilli n g. T h e r e a d er is a d vis e d t h at t h e c o nsist e n c y a n d e xt e nt of t h e v ari o us s oil str at a e vi d e n c e d at t est h ol e l o c ati o ns will v ar y b et w e e n t est b ori n gs a n d i n ar e as of t h e sit e t h at h a v e n ot b e e n e x pl or e d. All d e pt hs i n di c at e d b el o w ar e r ef er e n c e d t o sit e gr a d es as e xist e d at t h e ti m e of t h e fi el d w or k d es cri b e d h er ei n.

G e ot e c h ni c al, E n vir o n m e nt al a n d M at eri al s C o ns ult a nts w w w.s h el b y e n g. c a

Fil e N o. 1 -2 2 5 3 5 M a y 2, 2 0 2 4 P a g e 3 of 7

Fill, g e n er all y c o m prisi n g t o ps oil u n d erl ai n b y cl a y a n d/ or silt , w as e n c o u nt er e d at all t est h ol e l o c ati o ns a n d e xt e n d e d t o d e pt hs of 4 5 0 m m a n d 9 0 0 m m b el o w gr a d e. T h e cl a y /silt fill wer e g e n er all y d es cri b e d as l o w t o m e di u m pl asti c. T h e gl a ci ol a c ustri n e cl a y a n d silt w as g e n er all y d es cri b e d as l o w t o m e di u m pl asti c a n d m oist t o w et wit h s oft t o stiff c o nsist e n c y. Att er b er g li mits t ests d et er mi n e d t w o s el e ct e d s a m pl es of t h e s oil t o b e l o w t o m e di u m pl asti c, wit h li q ui d li mits r a n gi n g fr o m 31 t o 4 2 a n d pl asti c li mi ts of 2 6 f or b ot h s a m pl es.

3. 2

G R O U N D W A T E R A N D S L O U G HI N G O B S E R V A TI O N S

T h e t a bl e b el o w pr o vi d es a s u m m ar y of sl o u g h a n d gr o u n d w at er m e as ur e m e nts t a k e n u p o n c o m pl eti o n of drilli n g, a n d gr o u n d w at er m e as ur e m e nts t a k e n 1 7 a n d 3 1 d a ys aft er st a n d pi p e i nst all ati o n ( e a c h r el ati v e t o s urf a c e gr a d es at t h e ti m e of drilli n g ). Sl o u g h a n d gr o u n d w at er m e as ur e m e nts ar e als o r e c or d e d o n t h e t est h ol e l o gs e n cl os e d i n A p p e n di x II.

T est H ol e L o c ati o n

T a bl e 3. 1: Sl o u g h a n d Gr o u n d w at er A c c u m ul ati o n s G e o d eti c B el o w D e pt h B el o w Gr a d e ( m) ( m) Gr a d e ( m) O n C o m pl eti o n of Drilli n g

W at er L e v el Aft er 1 7 D a ys

G e o d eti c ( m)

W at er L e v el Aft er 3 1 D a ys

Sl o u g h

W at er

T H -2

None

Dr y

Tr a c e ( 3. 0 5)

6 8 3. 9 5

2. 9 0

6 8 4. 1 0

T H -4

None

Dr y

< 6 8 4. 9 2

Tr a c e ( 3. 0 5)

6 8 4. 9 2

T H -5

None

Dr y

< 6 8 4. 9 9

Tr a c e ( 4. 6 0)

6 8 4. 9 9

T H -6

None

Dr y

Dr y Dr y

< 6 8 4. 5 5

Dr y

< 6 8 4. 5 5

T H -2 1

None

Dr y

< 6 8 4. 4 0

Tr a c e ( 4. 2 5)

6 8 4. 4 0

T H -2 2

None

Dr y

< 6 8 6. 0 0

Tr a c e ( 4. 2 5)

6 8 6. 0 0

T H -2 3

None

Dr y

< 6 8 4. 7 5

Tr a c e ( 4. 2 5)

6 8 4. 7 5

B as e d o n t h es e r e a di n gs, t h e c urr e nt st a biliz e d gr o u n d w at er t a bl e o n t h e s u bj e ct sit e a p p e ars t o b e at or b el o w a d e pt h of a p pr o xi m at el y 2. 9 m fr o m gr a d e ( 6 8 4. 1 0 m G e o d eti c). Gr o u n d w at er l e v els fl u ct u at e s e as o n all y a n d i n r es p o ns e t o pr e ci pit ati o n. V ari ati o n o n t h e or d er of 1 m or m or e is p ossi bl e wit hi n a n y gi v e n y e ar, wit h hi g h er gr o u n d w at er l e v els e x p e ct e d i n s pri n g a n d s u m m er m o nt hs. As s u c h, diff er e nt gr o u n d w at er l e v els m a y b e e n c o u nt er e d at t h e ti m e of c o nstr u cti o n.

G e ot e c h ni c al, E n vir o n m e nt al a n d M at eri al s C o ns ult a nts w w w.s h el b y e n g. c a

4. 0

Fil e N o. 1 -2 2 5 3 5 M a y 2, 2 0 2 4 P a g e 4 of 7

S T O R M W A T E R M A N A G E M E N T F A CI LI T I E S – D R Y P O N D

It is o ur u n d erst a n di n g t h at t h e s u b di visi o n d e v el o p m e nt will i n cl u d e t h e c o nstr u cti o n of a st or m w at er m a n a g e m e nt f a cilit y t h at will b e d esi g n e d as a dr y p o n d . T h e d e v el o p m e nt c o n c e pt pl a n of t h e sit e i n di c at es t h at t h e p o n d will b e l o c at e d wit hi n t h e w est -c e ntr al r e gi o n of t h e sit e ( as s h o w n o n t h e d ra ft c o n c e pt pl a n e n c lo se d in A p p e n d ix III). It is u n d erst o o d t h at th e b as e of t h e p o n d will b e sit u at e d at a G e o d eti c el e v ati o n of 6 8 4 m w hil e t h e hi g h w at er l e v el ( H W L) will b e at a n el e v ati o n of 6 8 7 m (i. e., sli g htl y b el o w e xisti n g sit e gr a d es). It is als o u n d erst o o d t h at dr ai ns at t h e b as e of t h e p o n d will dr ai n t o a n o utf all at a g e o d eti c el e v ati o n of 6 8 1 m (i. e., 3 m b el o w t h e b as e of p o n d). B as e d o n gr o u n d w at er m e as ur e m e nts i n t h e t est h ol es, t h e gr o u n d w at er el e v ati o n wit hi n t h e p o n d ar e a a p p e ars t o b e at or b el o w a g e o d eti c el e v ati o n of 6 8 4. 7 5 m ( sli g htl y a b o v e t h e a nti ci p at e d b as e of t h e p o n d) . T h e gr o u n d w at er el e v ati o n c a n fl u ct u at e u p t o 1 m b ot h s e as o n all y a n d a n n u all y wit h t h e hi g h est el e v ati o n b ei n g r e c or d e d i n t h e s pri n g a n d e arl y s u m m er. Si n c e t h e i n v esti g ati o n w as c o m pl et e d d uri n g wi nt er / e arl y s pri n g m o nt hs gr o u n d w at er l e v els ar e e x p e ct e d d uri n g s pri n g a n d s u m m er m o nt hs.

( M ar c h 2 0 2 4), hi g h er

Tr e n c hi n g a n d b a c kfill r e c o m m e n d ati o ns pr o vi d e d i n S e cti o n 4. 4 of o ur ori gi n al r e p ort c a n als o b e us e d wit hi n t h e pr o p os e d S W M F. All st or m w at er m a n a g e m e nt f a ciliti es s h o ul d b e d esi g n e d i n a c c or d a n c e wit h t h e Al b ert a E n vir o n m e nt a n d S ust ai n a bl e R es o ur c e D e v el o p m e nt “ St a n d ar ds a n d G ui d eli n es f or M u ni ci p al W at er w or ks, W ast e w at er a n d St or m Dr ai n a g e S yst e ms, P art 5, St or m w at er M a n a g e m e nt G ui d eli n es. ”

4. 1

SI T E P R E P A R A TI O N

T h e p o n d ar e a, i n cl u di n g th e a re a t h at will b e b e n e at h t h e b er ms (if b er ms ar e r e q uir e d), s h o ul d b e stri p p e d of all t o ps oil, r o ots, or or g a ni c m att er ass o ci at e d wit h a n y v e g et ati o n. T h es e m at eri als s h o ul d b e r e m o v e d fr o m t h e sit e a n d n ot us e d f or t h e c o nstr u cti o n of b er ms. T h e t o ps oil m a y b e utiliz e d o n t h e si d e sl o p es f or l a n ds c a pi n g p ur p os es o nl y.

4. 2

C O M P A C TI O N

T h e n ati v e cl a y a n d silt m at eri al t h at e xt e n d a cr oss t h e sit e is c o nsi d er e d s uit a bl e f or us e of c o nstr u cti o n of p o n d b er ms. At t h e c o m pl eti o n of p o n d e x c a v ati o n, t h e b as e s h o ul d b e s c arifi e d t o a mi ni m u m d e pt h of 1 5 0 m m; m oist ur e c o n diti o n e d t o slig h tly a b o v e t h e o pti m u m m oist ur e c o nt e nt a n d r e c o m p a ct e d t o 9 5 p er c e nt of St a n d ar d Pr o ct or m a xi m u m dr y d e nsit y. T h e cl a y/silt us e d t o c o nstr u ct t h e b er ms s h o ul d b e pl a c e d a n d c o m p a ct e d t o 9 5 p er c e nt of St a n d ar d Pr o ct or m a xi m u m dr y d e nsit y i n 1 5 0 m m t hi c k lifts. It s h o ul d b e n ot e d t h at all c ut a n d fill sl o p es s h o ul d b e sl o p e d n o st e e p er t h a n 4 h oriz o nt al t o 1 v er ti c al i n or d er t o m ai nt ai n l o n g-t er m st a bilit y.

G e ot e c h ni c al, E n vir o n m e nt al a n d M at eri al s C o ns ult a nts w w w.s h el b y e n g. c a

Fil e N o. 1 -2 2 5 3 5 M a y 2, 2 0 2 4 P a g e 5 of 7

T h e n ati v e cl a y /silt is g e n er all y w et t o s at ur at e d b el o w a d e pt h of a p pr o xi m at el y 1. 4 m fr o m e xisti n g gr a d e. T h e c o ntr a ct or s h o ul d b e a w ar e t h at dr yi n g of t h e s oils at t h e b as e of t h e p o n d e x c a v ati o n l o c at e d b el o w t his d e pt h w ill b e r e q uir e d i n or d er t o a c hi e v e t h e r e q uir e d l e v el of c o m p a cti o n. If c o nstr u cti o n is c arri e d o ut d uri n g t h e w ar m er s u m m er m o nt hs, a d e q u at e dr yi n g m a y b e a c c o m plis h e d b y dis ci n g. If w e at h er c o n diti o ns at t h e ti m e of c o nstr u cti o n ar e n ot c o n d u ci v e t o dr yi n g, t h e s oils w ill r e q uir e st a biliz ati o n usi n g c e m e nt . T esti n g s h o ul d b e u n d ert a k e n d uri n g c o nstr u cti o n t o e ns ur e t h at t h e c o m p a cti o n s p e cifi e d is a c hi e v e d. A fr e q u e n c y of t esti n g of 1 t est p er 1, 5 0 0 s q u ar e m etr es p er lift is r e c o m m e n d e d.

4. 3

SI D E S L O P E S

T h e sl o p es of t h e i nt eri or si d es of t h e p o n d s h o ul d n ot e x c e e d 7 h oriz o nt al t o 1 v erti c al (7 H: 1 V ). A mi ni m u m fr e e b o ar d of 0. 6 m is r e c o m m e n d e d. T h e p o n d b ott o m s h all b e gr a d e d t o pr o vi d e p ositi v e dr ai n a g e t o t h e o utl et at a mi ni m u m sl o p e of 2 %. All sl o p es s h o ul d b e s urf a c e d wit h t o ps oil a n d s e e d e d wit h a s e e d mi xt ur e a p pr o v e d b y St ur g e o n C o u nt y . A w e e pi n g til e s yst e m m a y b e i nst all e d u n d er t h e b ott o m of t h e p o n d t o i m pr o v e t h e r at e at w hi c h t h e p o n d b ott o m dri es o ut b et w e e n st or m e v e nts.

5. 0

S H A L L O W F O U N D A TI O N S

5. 1

Stri p a n d S q u ar e F o oti n gs

F or L ot 6 5 ( w h er e t est h ol e T H -2 2 w as drill e d) , stri p a n d s q u ar e f o oti n gs f o u n d e d o n i n or g a ni c, u n dist ur b e d n ati v e cl a y /silt m a y b e d esi g n e d usi n g t h e f oll o wi n g b e ari n g pr ess ur e p ar a m et ers: T a bl e 5 .1 : S h all o w F o oti n g D esi g n P ar a m et er s F a ct or e d U L S S L S B e ari n g Pr ess ur e F o oti n g T y p e B e ari n g Pr ess ur e ( k P a) ( k P a) Stri p / S q u ar e

T h e f a ct or e d U L S b e ari n g pr ess ur es a b o v e i n cl u d e a g e ot e c h ni c al r esist a n c e f a ct or of 0. 5. T h e S L S b e ari n g pr ess ur es ar e b as e d o n a t y pi c al all o w a bl e s ettl e m e nt of 2 5 m m or l ess. If t h e pr oj e ct h as m or e stri n g e nt s ettl e m e nt r e q uir e m e nts, or if l ar g e a n d/ or c l os el y s p a c e d f o oti n gs ar e r e q uir e d, r e visi o ns t o t h e a b o v e p ar a m et ers a n d/ or a d et ail e d s ettl e m e nt a n al ysis m a y b e n e c ess ar y. I n t his e v e nt, S h el b y s h o ul d b e c o nt a ct e d t o pr o vi d e a d diti o n al g ui d a n c e. F or b ot h U L S a n d S L S c as es, t h e a p pli c a bl e b e ari n g pr ess ur e s h o ul d b e c o m p ar e d t o t h e a p pr o pri at e str u ct ur al l o a ds t o d et er mi n e t h e g o v er ni n g (i. e., l ar g er) f o u n d ati o n siz e t o s atisf y b ot h c o n diti o ns. Stri p a n d s q u ar e f o oti n gs s h o ul d h a v e mi ni m u m wi dt hs of 4 5 0 m m a n d 7 5 0 m m r es p e cti v el y. G e ot e c h ni c al, E n vir o n m e nt al a n d M at eri al s C o ns ult a nts w w w.s h el b y e n g. c a

Fil e N o. 1 -2 2 5 3 5 M a y 2, 2 0 2 4 P a g e 6 of 7

All f o oti n gs m ust b e f o u n d e d o n i n or g a ni c, u n dist ur b e d n ati v e s oil. F o oti n gs m ust n ot b e pl a c e d o n fill, or g a ni cs or ot h er u ns uit a bl e m at eri als. U ns atisf a ct or y f o oti n g b as es m ust b e o v er -e x c a v at e d t o c o m p et e nt cl a y /silt a n d b a c kfill e d wit h fill cr et e t o t h e u n d ersi d e of f o oti n g el e v ati o n. T h e d e pt h of o v er-e x c a v ati o n w o ul d b e d et er mi n e d i n t h e fi el d as v erifi e d b y a n a p pr o pri at e i ns p e cti o n. All f o oti n gs f or t h e p eri m et er of a h e at e d str u ct ur e s h o ul d b e f o u n d e d a mi ni m u m of 1. 5 m b el o w e xt eri or gr a d e f or fr ost pr ot e cti o n . I nt eri or f o oti n gs f or h e at e d str u ct ur es g e n er all y d o n ot r e q uir e fr ost pr ot e cti o n b ut m ust h a v e a mi ni m u m of 1 5 0 m m of c o v er o v er t h e f o oti n gs. F or a n u n h e at e d str u ct ur e all f o oti n gs (i nt eri or a n d p eri m et er) s h o ul d b e f o u n d e d a mi ni m u m of 2. 3 m b el o w t h e l o w est gr a d e wit hi n/s urr o u n di n g t h e str u ct ur e t h at is e x p os e d t o fr e ezi n g t e m p er at ur es u nl ess fr ost miti g ati o n m e as ur es (s u c h as i ns ul ati o n) ar e u tiliz e d t o pr ot e ct t h e f o oti n gs. T h e s u b gr a d e s oil at t h e f o oti n g b as e el e v ati o n s m ust n ot b e all o w e d t o eit h er d esi c c at e or b e c o m e i n u n d at e d wit h w at er, a n d as s u c h t h e b e ari n g s urf a c es m ust b e pr ot e ct e d fr o m dr yi n g or w etti n g d uri n g c o nstr u cti o n. B e ari n g s oils m ust n ot b e all o w e d t o fr e ez e s u bs e q u e nt t o e x c a v ati o n o p er ati o ns n or s u bs e q u e nt t o c asti n g of f o oti n gs. If wi nt er c o nstr u cti o n is a nti ci p at e d t h e str u ct ur e s h o ul d b e f o u n d e d o n pil e s u nl ess f ull-ti m e h e ati n g a n d h o ar di n g is utiliz e d t o pr e v e nt t h e b e ari n g s oils fr o m fr e ezi n g. T h e N ati o n al B uil di n g C o d e of C a n a d a - 2 0 1 9 Al b ert a E diti o n [ N B C( A E)] r e q uir es g e ot e c h ni c al fi el d r e vi e w o n a n ‘ as r e q uir e d’ b asis d uri n g c o nstr u cti o n of s h all o w f o u n d ati o n u nits. As s u c h, q u alifi e d g e ot e c h ni c al p ers o n n el m ust i ns p e ct e a c h i n di vi d u al f o oti n g e x c a v ati o n pri or t o c asti n g c o n cr et e.

G e ot e c h ni c al, E n vir o n m e nt al a n d M at eri al s C o ns ult a nts w w w.s h el b y e n g. c a

6. 0

Fil e N o. 1 -2 2 5 3 5 M a y 2, 2 0 2 4 P a g e 7 of 7

CL O S U R E

All s er vi c es pr o vi d e d b y S h el b y E n gi n e eri n g Lt d. ar e s u bj e ct t o t h e att a c h e d T er ms a n d G e n er al C o n diti o ns f or S er vi c es Pr o vi d e d b y S h el b y E n gi n e eri n g Lt d. R es p e ctf ull y S u b mitt e d, S H E L B Y E N GI N E E RI N G L T D.

H ar o n K. C h er o g o n y , P. E n g. h c h er o g o n y @s h el b y e n g. c a

S ur es h J. K. D as, M. E n g., P. E n g. s d as @s h el b y e n g. c a

C: St ur g e o n C o u nt y ( h ell o @st ur g e o n c o u nt y. c a )

G e ot e c h ni c al, E n vir o n m e nt al a n d M at eri al s C o ns ult a nts w w w.s h el b y e n g. c a

Fil e N o. 1 -2 2 5 3 5 M a y 2, 2 0 2 4

A P P E N DI X I T er ms a n d G e n er al C o n diti o ns

G e ot e c h ni c al, E n vir o n m e nt al a n d M at eri al s C o ns ult a nts w w w.s h el b y e n g. c a

Fil e N o. 1 -2 2 5 3 5 M a y 2, 2 0 2 4

T er m s a n d G e n er al C o n diti o n s f or S er vi c e s Pr o vi d e d b y S h el b y E n gi n e eri n g Lt d. All pr of e s si o n al s er vi c e s pr o vi d e d b y S h el b y E n gi n e eri n g Lt d. (“S h el b y ”) t o t h e cli e nt (t h e “Cli e nt ”) wit h r e s p e ct t o t h e pr oj e ct (“Pr oj e ct ”) a n d at t h e sit e (“Sit e ”) i d e ntifi e d i n t h e att a c h e d r e p ort, pr o p o s al a n d/ or pr oj e ct s et -u p f or m (t h e “ P ur c h a s e Or d er ” ) ar e s u bj e ct t o t h e t er m s a n d c o n diti o n s s et f ort h i n t h e Pr of e s si o n al S er vi c e s A gr e e m e nt (“P S A ”). 1. S c o p e of S er vi c e s a n d St a n d ar d of C ar e . S h el b y will pr o vi d e o nl y t h o s e s er vi c e s a n d s c o p e of w or k o utli n e d i n t h e P ur c h a s e Or d er (t h e “S er vi c e s ”). If a s er vi c e, w or k or a cti vit y i s n ot s p e cifi c all y i d e ntifi e d, it i s e x pr e s sl y e x cl u d e d fr o m t h e S er vi c e s. S h el b y will p erf or m t h e S er vi c e s i n a m a n n er c o n si st e nt wit h t h e l e v el of c ar e a n d s kill or di n aril y e x er ci s e d b y ot h er e n gi n e er s c urr e ntl y pr a cti ci n g i n t h e s a m e or si mil ar l o c alit y, u n d er t h e s a m e or si mil ar c o n diti o n s, s u bj e ct t o t h e ti m e li mit s a n d fi n a n ci al, p h y si c al or a n y ot h er c o n str ai nt s a p pli c a bl e t o t h e S er vi c e s. N o ot h er w arr a nt y, e x pr e s s or i m pli e d, i s m a d e or i nt e n d e d t o b e m a d e wit h r e s p e ct t o t h e S er vi c e s a n d t h e s a m e ar e s p e cifi c all y di s cl ai m e d. 2. F e e s . T h e f e e s c h ar g e d b y S h el b y ar e a s s et o ut i n t h e P ur c h a s e Or d er a n d b a s e d u p o n t h e c o n diti o n t h at t h e Pr oj e ct, w or k s or s er vi c e s t h at f or m t h e s u bj e ct of t h e P ur c h a s e Or d er s h all b e c arri e d o ut i n o n e c o nti n u o u s p h a s e ( wit h o ut t h e Pr oj e ct b ei n g t e m p or aril y s u s p e n d e d b y t h e Cli e nt). If t h e Pr oj e ct i s s u s p e n d e d f or a n y a m o u nt of ti m e a n d r e st art e d, a d diti o n al c o n s ulti n g a n d f i el d s er vi c e s m a y b e r e q uir e d, w hi c h s h all b e s u bj e ct t o a s e p ar at e pr o p o s al a n d a d diti o n al f e e s. 3. T er m s of P a y m e nt . I n v oi c e s s h all b e i s s u e d b y S h el b y m o nt hl y a n d s h all b e p a y a bl e o n r e c ei pt. Wit hi n 1 4 d a y s of r e c ei pt of a n i n v oi c e t h e Cli e nt s h all n otif y S h el b y of a n y di s p ut e wit h t h e i n v oi c e. I n v oi c e s n ot p ai d wit hi n 2 8 d a y s of i n v oi c e d at e s h all b e s u bj e ct t o a c h ar g e of 1. 5 % p er m o nt h or t h e m a xi m u m r at e all o w e d b y l a w, w hi c h e v er i s l e s s. If t h e Cli e nt f ail s t o p a y a n y i n v oi c e wit hi n 2 8 d a y s of t h e i n v oi c e d at e a n d s u c h f ail ur e c o nti n u e s 1 5 d a y s aft er S h el b y gi v e s t h e Cli e nt n oti c e of s u c h f ail ur e, S h el b y s h all h a v e t h e ri g ht t o t er mi n at e t hi s P S A i m m e di at el y a n d/ or s u s p e n d p erf or m a n c e of t h e S er vi c e s. T h e Cli e nt s h all h a v e n o ri g ht of s et off a g a i n st a n y billi n g s of S h el b y f or di s p ut e d cl ai m s or wit h h ol di n g of S er vi c e s. T h e Cli e nt e x pr e s sl y a c k n o wl e d g e s a n d a gr e e s t h at S h el b y m a y fil e a li e n a g ai n st a Pr oj e ct a n d/ or Sit e f or a n y a n d all f e e s t h at ar e d u e a n d p a y a bl e b y t h e Cli e nt u n d er t hi s P S A a n d/ or a n y P ur c h a s e Or d er. 4. D at a a n d I nf or m ati o n. S h el b y s h all b e e ntitl e d t o r el y o n t h e a c c ur a c y a n d c o m pl et e n e s s of all t e sti n g, s er vi c e s, r e p ort s, d at a, a n d ot h er i nf or m ati o n f ur ni s h e d b y t h e Cli e nt or ot h er c o n s ult a nt s r e g ar di n g t h e Pr oj e ct, t h e S er vi c e s or t h e l o c ati o n of t h e Pr oj e ct (t h e “Sit e ”) a n d a s s u m e s n o r e s p o n si bilit y or li a bilit y wit h r e s p e ct t o s u c h i nf or m ati o n. T h e Cli e nt a c k n o wl e d g e s t h at t h e S er vi c e s e nt ail a n i n v e sti g ati o n w hi c h b y it s n at ur e i n v ol v e s t h e ri s k t h at c ert ai n c o n diti o n s b et w e e n p oi nt s i n v e sti g at e d will n ot b e d et e ct e d, a n d t h at c ert ai n ot h er c o n diti o n s m a y c h a n g e wit h ti m e aft er pr o vi si o n of t h e writt e n r e p ort of t h e S er vi c e s. T h e Cli e nt a c k n o wl e d g e s a n d a c c e pt s s u c h ri s k a n d i s a w ar e t h at t h e P ur c h a s e Or d er or i n a n y W or k Pr o d u ct c a n o nl y pr o vi d e f or t h e c o n diti o n s at t h e i n v e sti g at e d p oi nt s at t h e ti m e of i n v e sti g ati o n. E xtr a p ol ati o n b et w e e n t h e i n v e sti g at e d p oi nt s i s at t h e Cli e nt’ s ri s k. If t h e Cli e nt r e q uir e s a d diti o n al or s p e ci al i n v e sti g ati o n s o ut si d e t h e s c o p e of t h e P ur c h a s e Or d er or W or k Pr o d u ct, t h e Cli e nt m u st r e q u e st s u c h a d diti o n al i n v e sti g ati o n s fr o m S h el b y. 5. Diff eri n g C o n diti o n s . Pri or t o c o m m e n c e m e nt of t h e S er vi c e s, t h e Cli e nt will i nf or m S h el b y i n writi n g of all k n o w n m at eri al s c at e g ori z e d a s h a z ar d o u s or t o xi c b y a n y f e d er al, pr o vi n ci al or l o c al l a w, or r e g ul ati o n a n d of a n y c o n diti o n s e xi sti n g o n or n e ar t h e Sit e t h at ar e

r el e v a nt t o t h e S er vi c e s or t h at m a y pr e s e nt a d a n g er t o h e alt h, t h e e n vir o n m e nt or S h el b y' s e q ui p m e nt or p er s o n n el. If S h el b y b eli e v e s t h at a n y c o n diti o n e n c o u nt er e d at t h e Sit e or d uri n g t h e c o ur s e of t h e Pr oj e ct i s i n a c c ur at e or diff er s m at eri all y fr o m t h e c o n diti o n s di s cl o s e d, i n di c at e d, r efl e ct e d or r ef err e d t o b y t h e Cli e nt at t h e ti m e of t h e P ur c h a s e Or d er, S h el b y s h all n otif y t h e Cli e nt wit hi n a r e a s o n a bl e ti m e. I n s u c h a c a s e, S h el b y s h all n ot b e r e q uir e d t o c o nti n u e p erf or mi n g t h e S er vi c e s u ntil s u c h ti m e a s a r e s ol uti o n t o a d dr e s s t h e diff eri n g c o n diti o n h a s b e e n m ut u all y a gr e e d t o t h e Cli e nt a n d S h el b y, i n cl u di n g a n y c h a n g e i n c o m p e n s ati o n, ti m e f or p erf or m a n c e or b ot h. S h el b y s h all h a v e n o r e s p o n si bilit y f or t h e di s c o v er y, pr e s e n c e, h a n dli n g, r e m o v al, di s p o s al of, or e x p o s ur e of p er s o n s t o, h a z ar d o u s m at eri al s i n a n y f or m at t h e Sit e, e x c e pt t o t h e e xt e nt dir e ctl y c a u s e d b y t h e s ol e n e gli g e n c e of S h el b y. S h el b y s h all n ot b e li a bl e f or a n y c o st s o r d a m a g e s r e s ulti n g fr o m a n y c o n c e al e d c o n diti o n of t h e Sit e or ot h er c o n diti o n of t h e Sit e n ot di s cl o s e d t o S h el b y i n writi n g. 7. C h a n g e s a n d D el a y s . S h el b y s h all b e e ntitl e d t o a n i n cr e a s e i n f e e s or ti m e, or b ot h, f or p erf or m a n c e of t h e S er vi c e s w h er e a n y c h a n g e s ar e r e q uir e d or m a d e t o t h e s c o p e of S er vi c e s, t o t h e e xt e nt t h at s u c h c h a n g e s d o n ot ari s e fr o m t h e dir e ct a n d s ol e n e gli g e n c e of S h el b y. S h el b y s h all n ot b e r e q uir e d t o p erf or m a n y S er vi c e s r el at e d t o a c h a n g e u nl e s s t h e p arti e s h a v e a gr e e d o n t h e a m o u nt of or t h e b a si s f or c al c ul ati n g t h e ti m e a n d f e e s a s s o ci at e d wit h s u c h c h a n g e. S h el b y s h all b e e ntitl e d t o a d diti o n al ti m e or f e e s, or b ot h, f or a n y d el a y s c a u s e d b y or r e s ulti n g fr o m a ct s of t h e Cli e nt, c o n s ult a nt s, c o ntr a ct or s, s u b c o ntr a ct or s, s u p pli er s or ot h er t hir d p arti e s o v er w h o m S h el b y h a s n o c o ntr ol, t o t h e e xt e nt t h at s u c h d el a y i s n ot c a u s e d b y S h el b y' s n e gli g e n c e. S h o ul d S h el b y t er mi n at e t hi s P S A i n a c c or d a n c e wit h s e cti o n 1 2 h er ei n, S h el b y s h all n ot b e r e s p o n si bl e f or a n y d el a y s or d a m a g e s r e s ulti n g fr o m s u c h t er mi n ati o n. 8. O w n er s hi p of D o c u m e nt s . All pl a n s, d e si g n s, dr a wi n g s, s p e cifi c ati o n s, n ot e s, d at a, s a m pl e s, m at eri al s, r e p ort s, r e pr o d u ci bl e s a n d ot h er w or k d e v el o p e d b y S h el b y (t h e “W or k Pr o d u ct ”) a n d all p at e nt, tr a d e m ar k, c o p yri g ht, i n d u stri al or ot h er i nt ell e ct u al pr o p ert y ri g ht s t h er ei n s h all r e m ai n t h e pr o p ert y of S h el b y aft er t h e S er vi c e s h a v e b e e n c o m pl et e d or t er mi n at e d. T h e Cli e nt a gr e e s n ot t o u s e, r e u s e, or a d a pt a n y of t h e P ur c h a s e Or d er f or a n y ot h er pr oj e ct or a p pli c ati o n. T h e Cli e nt s h all r el e a s e, d ef e n d, i n d e m nif y a n d h ol d h ar ml e s s S h el b y fr o m all cl ai m s, l o s s e s, li a biliti e s, d a m a g e s, e x p e n s e s, a n d c o st s ari si n g o ut of t h e u n a ut h ori z e d u s e, r e u s e, alt er ati o n or r eli a n c e o n t h e P ur c h a s e Or d er. T h e W or k Pr o d u ct h a s b e e n pr e p ar e d f or a s p e cifi c p ur p o s e t h e Sit e. N o r e s p o n si bilit y f or t h e fi n di n g s will b e a c c e pt e d b y S h el b y if t h e y ar e a p pli e d t o a diff er e nt sit e or f or a p ur p o s e diff er e nt fr o m t h e s p e cifi c p ur p o s e o utli n e d i n t h e W or k Pr o d u ct. N O O T H E R P A R T Y M A Y U S E O R R E L Y U P O N T H E R E P O R T O R A N Y P O R TI O N T H E R E O F WI T H O U T T H E W RI T T E N C O N S E N T O F S H E L B Y. 9. Li mit ati o n of Li a bilit y. S h el b y a n d t h e Cli e nt e a c h w ai v e t h eir ri g ht s t o r e c o v er fr o m t h e ot h er a n y c o n s e q u e nti al, i n dir e ct or i n ci d e nt al d a m a g e s (i n cl u di n g, b ut n ot li mit e d t o, l o s s of u s e, i n c o m e, pr ofit s, fi n a n ci n g or r e p ut ati o n), ari si n g o ut of, or r el at e d t o, t hi s P S A, t h e Pr oj e ct or t h e p erf or m a n c e of t h e S er vi c e s. T o t h e m a xi m u m e xt e nt p er mitt e d b y l a w, S h el b y’ s li a bilit y t o t h e Cli e nt f or a n y a n d all c a u s e s of a cti o n w h at s o e v er, i n cl u di n g, wit h o ut li mit ati o n, t ort, c o ntr a ct, stri ct li a bilit y, i n d e m nit y or ot h er wi s e, ari si n g o ut of, or i n c o n n e cti o n wit h t hi s P S A, t h e Pr oj e ct or S h el b y’ s p erf or m a n c e of t h e S er vi c e s s h all b e li mit e d i n t h e a g gr e g at e t o t h e t ot al f e e s p ai d b y t h e Cli e nt t o S h el b y u n d er t hi s P S A. T h e Cli e nt f urt h er a gr e e s t h at, t o t h e f ull e st e xt e nt p er mitt e d b y l a w, n o s h ar e h ol d er, offi c er, dir e ct or, p a rt n er, pri n ci p al or e m pl o y e e of S h el b y s h all h a v e a n y p er s o n al li a bilit y u n d er a n y pr o vi si o n of t hi s P S A, or f or a n y m att er i n c o n n e cti o n

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1 0. I n d e m nifi c ati on . T h e Cli e nt a c k n o wl e d g e s t h at t h e P ur c h a s e Or d er i s b a s e d u p o n t e sti n g, s er vi c e s, r e p ort s, d at a, a n d ot h er i nf or m ati o n f ur ni s h e d b y t h e Cli e nt or ot h er c o n s ult a nt s a n d t h at t h e P ur c h a s e Or d er w o ul d b e i m p a ct e d b y a n y c h a n g e s t o s u c h d at a. A s s u c h, S h el b y m a k e s n o r e pr e s e nt ati o n or w arr a nt y r e g ar di n g t h e u s e of or r eli a n c e u p o n t h e W or k Pr o d u ct b y t hir d p arti e s a n d t h e Cli e nt s h all r el e a s e, d ef e n d, i n d e m nif y a n d h ol d h ar ml e s s S h el b y fr o m all cl ai m s, l o s s e s, li a biliti e s, d a m a g e s, e x p e n s e s a n d c o st s ari si n g o ut of cl ai m s b y t hir d p arti e s r el at e d t o u s e, r e u s e, alt er ati o n or r eli a n c e u p o n t h e P ur c h a s e Or d er. N ot hi n g i n t hi s P S A s h all b e i nt er pr et e d or c o n str u e d a s gi vi n g a n y ri g ht s or b e n efit s t o a n y p er s o n or t hir d p art y ot h er t h a n S h el b y a n d Cli e nt. N O O T H E R P A R T Y M A Y U S E O R R E L Y U P O N T H E R E P O R T O R A N Y P O R TI O N T H E R E O F WI T H O U T T H E W RI T T E N C O N S E N T O F S H E L B Y. 1 1. P erf or m a n c e b y C o n s ult a nt s, C o ntr a ct or s, S u b c o ntr a ct or s a n d S u p pli er s a n d C o n str u cti o n M e a n s a n d S af et y . U nl e s s S h el b y i s i d e ntifi e d i n t h e P ur c h a s e Or d er a s t h e “ pri m e c o ntr a ct or” ( wit h r e s p e ct t o t h e Al b ert a H e alt h a n d S af et y A ct), th e Cli e nt i s r e s p o n si bl e t o r et ai n c o m p et e nt a n d q u alifi e d c o n s ult a nt s, c o ntr a ct or s, s u b c o ntr a ct or s a n d s u p pli er s f or t h e Pr oj e ct. T h e S er vi c e s d o n ot i n cl u d e s u p er vi si o n or dir e cti o n of t h e m e a n s, m et h o d s or a ct u al w or k of ot h er c o n s ult a nt s, c o ntr a ct or s, s u b c o ntr a ct or s or s u p pli er s n ot r et ai n e d b y S h el b y. N o a c c e pt a n c e or a p pr o v al b y S h el b y of t h e w or k of c o n s ult a nt s, c o ntr a ct or s, s u b c o ntr a ct or s or s u p pli er s n ot r et ai n e d b y S h el b y, w h et h er e x pr e s s or i m pli e d, s h all r eli e v e s u c h p er s o n s of t h eir o bli g ati o n s t o t h e Cli e nt f or t h e pr o p er p erf or m a n c e of t h eir w or k a n d S h el b y s h all h a v e n o li a bilit y t o t h e Cli e nt or a t hir d p art y wit h r e s p e ct t o t h e w or k p erf or m e d b y s u c h p er s o n s, i n cl u di n g a n y fi el d r e vi e w of s u c h w or k p erf or m e d b y S h el b y. S h el b y s h all h a v e n o r e s p o n si bilit y f or, c o ntr ol, ri g ht of c o ntr ol or li a bilit y wit h r e s p e ct t o t h e m e a n s, m et h o d s, t e c h ni q u e s, s e q u e n c e s, pr o c e d ur e s a n d e q ui p m e nt u s e d or n ot u s e d b y s u c h p arti e s i n t h eir p erf or m a n c e of a n y p h a s e of t h e w or k at t h e Sit e or wit h r e s p e ct t o a n y s af et y pr e c a uti o n s or pr o gr a m s r el at e d t o t h e Pr oj e ct or t h e Sit e. I n t h e e v e nt S h el b y i s a p p oi nt e d a s “ pri m e c o ntr a ct or” i n t h e P ur c h a s e Or d er, S h el b y s h all c o m pl y wit h all a p pli c a bl e l a w s, i n cl u di n g, wit h o ut li mit ati o n, o c c u p ati o n al h e alt h, w or k er s’ c o m p e n s ati o n, s af et y a n d fir e r e g ul ati o n s of a n y g o v er n m e nt al a ut h orit y h a vi n g j uri s di cti o n o v er t h e Pr oj e ct or t h e S er vi c e s. S h el b y s h all e n s ur e t h at all it s e m pl o y e e s, a g e nt s a n d it s s u b c o ntr a ct or s, t h eir e m pl o y e e s a n d a g e nt s, c o m pl y wit h a n d r e s p e ct all r e q uir e m e nt s of t hi s pr o vi si o n. 1 2. T er mi n ati o n . I n t h e e v e nt of a m at eri al br e a c h of t hi s P S A b y o n e of t h e p arti e s, a n d t h e f ail ur e t o r e m e d y s u c h br e a c h wit hi n s e v e n d a y s of r e c ei vi n g writt e n n oti c e of t h e br e a c h, pr o vi d e d t h at t h e br e a c h w a s n ot c a u s e d or c o ntri b ut e d t o b y t h e p art y s e e ki n g t o e x er ci s e t h e ri g ht of t er mi n ati o n, eit h er p art y m a y t er mi n at e t hi s P S A u p o n s e v e n d a y s' writt e n n oti c e t o t h e ot h er p art y, wit h o ut f urt h er li a bilit y. S h el b y m a y t er mi n at e t hi s P S A s h o ul d t h e Cli e nt b e a dj u d g e d b a n kr u pt, or m a k e a g e n er al a s si g n m e nt f or t h e b e n efit of cr e dit or s b e c a u s e of it s i n s ol v e n c y or a r e c ei v er i s a p p oi nt e d b e c a u s e of it s i n s ol v e n c y, pr o vi d e d n oti c e of s u c h t er mi n ati o n i s pr o vi d e d i n writi n g b y S h el b y. S h el b y s h all b e e ntitl e d t o t er mi n at e t hi s P S A u p o n s e v e n d a y s’ writt e n n ot i c e t o t h e Cli e nt. S h o ul d S h el b y t er mi n at e t hi s P S A p ur s u a nt t o t h e pr o vi si o n s h er ei n, a ll r e pr e s e nt ati o ns, i n d e m niti e s a n d o bli g ati o n s s h all s ur vi v e t h e t er mi n ati o n of t hi s P S A i n d efi nit el y. Upon t er mi n ati o n, t h e Cli e nt s h all p a y S h el b y f or all S er vi c e s p erf or m e d to t he d at e o f t er mi n ati on. 1 3. G o v er ni n g L a w a n d S e v er a bilit y . T hi s P S A s h all b e g o v er n e d b y t h e l a w of t h e Pr o vi n c e of Al b ert a. If a n y t er m, c o n diti o n or pr o vi si o n of t hi s P S A or t h e a p pli c ati o n t h er e of i s d et er mi n e d t o b e i n v ali d or u n e nf or c e a bl e, t h e r e m ai ni n g pr o vi si o n s of t hi s P S A s h all n ot b e aff e ct e d b ut s h al l i n st e a d r e m ai n v ali d a n d f ull y e nf or c e a bl e. T hi s P S A

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i n c or p or at e s a n d s u p er s e d e s all pri or n e g oti ati o n s, a gr e e m e nt s a n d r e pr e s e nt ati o n s, eit h er writt e n or or al. N o c a n c ell ati o n, m o difi c ati o n, a m e n d m e nt, d el eti o n, a d diti o n, w ai v er or ot h er c h a n g e i n t hi s P S A s h all h a v e eff e ct u nl e s s s p e cifi c all y s et f ort h i n writi n g a n d si g n e d b y b ot h p arti e s. 1 4. C o nfi d e nti alit y a n d P u bli c ati o n . B ot h p arti e s s h all k e e p all i nf or m ati o n d e si g n at e d a s “ c o nfi d e nti al”, w h et h er di s cl o s e d i n writi n g or or all y, stri ctl y c o nfi d e nti al a n d s h all n ot di s cl o s e a n y s u c h i nf or m ati o n t o a n y ot h er p er s o n e x c e pt (i) a s r e q uir e d f or p erf or m a n c e of t h e S er vi c e s, pr o vi d e d t h at a n y p er s o n t o w h o m s u c h i nf or m ati o n i s di s cl o s e d i s s u bj e ct to si mil ar o bli g ati o n s o f c o n fi d e nti ality, o r (ii) w h er e r e q uir e d b y l a w. S h el b y s h all h a v e t h e ri g ht t o i n cl u d e r ef er e n c e s t o t h e Pr oj e ct i n it s pr o m oti o n al a n d pr of e s si o n al m at eri al s. 1 5. C h a n gi n g C o n diti o n s. T h e c h ar a ct eri sti c s of m at eri al s t e st e d or a s s e s s e d t hr o u g h o ut t h e pr o vi si o n of t h e S er vi c e s m a y v ar y fr o m t h at r e p ort e d d u e t o t h e p a s s a g e of ti m e, u s e, e n vir o n m e nt al c o n diti o n s, i n h er e nt v ari a bilit y, c o n str u cti o n eff e ct s a n d ot h er f a ct or s b e y o n d S h el b y’ s k n o wl e d g e or c o ntr ol. T h e r e s ult s r e p ort e d i n a n y W or k Pr o d u ct r e pr e s e nt o nl y t h e m at eri al c h ar a ct eri sti c s a n d c o n diti o n s at t h e s p e cifi c l o c ati o n a n d ti m e t h at t h e S er vi c e s ar e p erf or m e d. S h el b y pr o vi d e s n o a s s ur a n c e s t h at c o n diti o n s c o n si st e nt wit h t h e r e p ort e d r e s ult s e xi st e d el s e w h er e or t h at t h e r e p ort e d c o n diti o n s will p er si st f or a n y p eri o d of ti m e. 1 6. O n -Sit e S er vi c e s . T h e pr e s e n c e of S h el b y p er s o n n el at a Sit e i s f or t h e s ol e p ur p o s e of pr o vi di n g t h e S er vi c e s; t h eir pr e s e n c e s h all n ot b e a s s u m e d t o i n cl u d e t h e pr o vi si o n of t h e S er vi c e s f or a n y ot h er p ur p o s e. S h el b y’ s t e sti n g a n d a s s e s si n g p er s o n n el c a n n ot pr o vi d e di r e cti o n, i n cl u di n g, b ut n ot li mit e d t o, t h e a c c e pt a n c e or r ej e cti o n of m at eri al s, i nt er pr et ati o n of s p e cifi c ati o n s, or t h e m e a n s, m et h o d s, s e q u e n c e, a n d ti mi n g of c o n str u cti o n. C o n diti o n s of n o n -c o m pli a nt w or k or m at eri al s m a y b e f o u n d b y S h el b y t hr o u g h t h e pr o vi si o n of t h e S er vi c e s. It i s t h e r e s p o n si bilit y of ot h er s t o arr a n g e f or a n y n e c e s s ar y r et e sti n g of r e m e di at e d n o n-c o m pli a nt w or k or m at eri al s. S h el b y d o e s n ot s u p pl y s ur v e yi n g a s p art of t h e S er vi c e s. L o c ati o n s ar e a p pr o xi m ati o n s b a s e d u p o n i nf or m ati o n s u p pli e d b y ot h er s’ sit e p er s o n n el or e xi sti n g p oi nt s of r ef er e n c e. S h el b y i s n ot r e s p o n si bl e f or err or s b y ot h er s or t h e m o v e m e nt or r e m o v al of r ef er e n c e p oi nt s. F or a n y m at eri al t e sti n g s er vi c e s pr o vi d e d, m at eri al s a m pl e s will b e r et ai n e d f or t h eir ori gi n al i nt e n d e d p ur p o s e, aft er w hi c h, s a m pl e s will b e di s c ar d e d at S h el b y’ s di s cr eti o n, u nl e s s arr a n g e m e nt s h a v e b e e n m a d e pri or t o r e c ei pt of s a m pl e s. 1 7. C o nfli ct s. T h e P ur c h a s e Or d er i s i n c or p or at e d b y r ef er e n c e i nt o t h e t er m s of t hi s P S A. I n t h e e v e nt of a c o nfli ct b et w e e n t h e t er m s of t h e P ur c h a s e Or d er a n d t hi s P S A, t h e t er m s of t hi s P S A s h all g o v er n a n d pr e v ail. N o a m e n d m e nt s t o t h e P ur c h a s e Or d er or P S A s h al l b e eff e cti v e u nl e s s s p e cifi c all y a gr e e d t o i n writi n g b y S h el b y’ s a ut h ori z e d r e pr e s e nt ati v e. T h e f oll o wi n g ar e h er e b y e x pr e s sl y e x cl u d e d a n d e xti n g ui s h e d fr o m t h e P ur c h a s e Or d er: ( a) t er m s a n d c o n diti o n s i n a n y w or k or d er, p ur c h a s e or d er, c orr e s p o n d e n c e, or ot h er d o c u m e nt u s e d, pr e p ar e d, or pr o vi d e d b y t h e Cli e nt ( e x cl u di n g t h e P ur c h a s e Or d er); a n d ( b) t er m s a n d c o n diti o n s i m pli e d b y a p pli c a bl e l a w (t o t h e f ull e st e xt e nt t h at a n y s u c h L a w m a y b e w ai v e d b y t h e Cli e nt) or b y tr a d e c u st o m, pr a cti ce or c o ur s e of d e ali n g. Pri or t o t h e Cli e nt’ s a c c e pt a n c e of t h e P ur c h a s e Or d er, t h e Cli e nt m a y, b y writt e n n oti c e t o S h el b y, r e q u e st t h at S h el b y a m e n d p arti c ul ar t er m s a n d c o n diti o n s s et f ort h i n t h e P ur c h a s e Or d er; h o w e v er, s u c h a m e n d m e nt s will o nl y b e e ff e cti v e b y S h el b y’ s writt e n a c c e pt a n c e of t h e Cli e nt’ s pr o p o s e d r e vi si o n s a n d s u c h a m e n d m e nt s m a y r e s ult i n pri c e i n cr e a s e s. R e v J ul y 2 0 2 1

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T H- 2 1 6 9 0. 2 5

120 m

0 m S C A L E: 1: 3 0 0 0 T B M: T O P O F C O N C R E T E B A S E O F LI G H T P O L E E L E V A TI O N: ( 6 8 9. 5 0 m

T H- 4 68 .9

C LI E N T:

T H- 5 6 8 8. 5 9

PI N N A C O R P I N V E S T M E N T S I N C.

P R O J E C T:

T O W N S HI P R O A D 5 4 4 A

PI N N A C L E VI L L A G E D E V E L O P M E N T S T A R K E Y R D & T R E S T L E RI D G E R D S T U R G E O N C O U N T Y, A B

S A T E LI T E I M A G E R Y VI A BI N G M A P S

TB M

T E S T H O L E L O C A TI O N P L A N D W N B Y:

C K D B Y:

NB P R O J E C T N O.:

1- 2 2 5 3 5

R E VI SI O N:

H C D A T E:

M A R. 2 0 2 4

2 FI G U R E N O.:

PI N N A C L E VI L L A G E D E V E L O P M E N T

PI N N A C O R P I N V E S T M E N T S I N C.

T E S T H O L E N O.:

L O T 1, B L O C K 1, P L A N 1 8 2 1 6 8 5

S T A R T D A T E:

P R O J E C T N O.:

1- 2 2 5 3 5

P R O J E C T E N GI N E E R:

S O LI D S T E M A U G E R S A N D S P T S

E L E V A TI O N.:

6 8 7. 0 0 m

H C

1 2/ 9/ 2 0

T H- 0 2

S A M PL E T Y P E

GRAB

S H EL B Y T U B E

SPT

N O REC OVERY

H OLL O W S T E M

C ORE

B A C K FI L L T Y P E

B E N T O NI T E

P E A G R A V EL

SL O U G H

G R O UT

D RI L L C U T TI N G S

SAND

60 M. C.

80 LI Q UI D

1 2 1. 0

A D DI TI O N A L T E S TI N G

FI L L: T o ps oil t o 2 5 0 m m d e pt h. - Cl ay, silt y, v er y stiff, hi g h pl astic, m oist, br o w n, tr ac e or g a nics t o 1. 2 m d e pt h. -stiff. -tr ac e t o s o m e or g a nics C L A Y: Silt y, fir m, m e di u m pl astic, m oist, br o w n, tr ac e oxi d es.

El e v ati o n ( m)

20 P L A S TI C

S OI L D E S C RI P TI O N

S OI L S Y M B O L

S T A N D A R D P E N E T R A TI O N ( N)

US C

400

S P T ( N)

300

S A M P L E N O.

200

S A M PL E T Y P E

D e pt h ( m)

P O C K E T P E N (k P a)

100

FI L L 6 8 6. 0

CI 2. 0

W at er at 2. 0 m aft er 9 d ays ( 2 0 2 0).

5 6 3. 0

- m oist t o w et. SI L T: A n d cl ay, l o os e, l o w pl astic, w et, br o w n. - s at ur at e d.

8 4. 0

6 8 5. 0

C L- M L

St a n d pi p e r ei nst all e d t o 3. 0 5 m o n M arc h 2 2, 2 0 2 4. W at er l ev el at 2. 9 m aft er 1 h o ur ( 2 0 2 4). Tr ac e w at er i n st a n d pi p e aft er 1 7 d ays ( 2 0 2 4). W at er l ev el at 2. 9 m aft er 3 1 d ays ( 2 0 2 4).

6 8 4. 0

6 8 3. 0

10 5. 0

6 8 2. 0

11 12 6. 0

D E P T H O F T E S T H O L E 5. 8 M E T R E S W A T E R A T 2. 1 m U P O N C O M P L E TI O N S L O U G H A T 3. 3 5 m U P O N C O M P L E TI O N S T A N D PI P E I N S T A L L E D

6 8 1. 0

7. 0

6 8 0. 0

8. 0

6 7 9. 0

9. 0

6 7 8. 0

# 1 7 2, 2 6 9 3 B R O A D M O O R B L V D. S H E R W O O D P A R K, A B T8 H 0 G1

L O G G E D B Y: S K R E VI E W E D B Y: S D FI G U R E N O.: 2

C O M P L E TI O N D E P T H: 5. 8 0 m C O M P L E TI O N D A T E: 1 2/ 9/ 2 0 P a g e 1 of 1

PI N N A C L E VI L L A G E D E V E L O P M E N T

PI N N A C O R P I N V E S T M E N T S I N C.

T E S T H O L E N O.:

L O T 1, B L O C K 1, P L A N 1 8 2 1 6 8 5

S T A R T D A T E:

P R O J E C T N O.:

1- 2 2 5 3 5

P R O J E C T E N GI N E E R:

S O LI D S T E M A U G E R S A N D S P T S

E L E V A TI O N.:

6 8 7. 9 7 m

H C

1 2/ 9/ 2 0

T H- 0 4

S A M PL E T Y P E

GRAB

S H EL B Y T U B E

SPT

N O REC OVERY

H OLL O W S T E M

C ORE

B A C K FI L L T Y P E

B E N T O NI T E

P E A G R A V EL

SL O U G H

G R O UT

D RI L L C U T TI N G S

SAND

60 M. C.

80 LI Q UI D

FI L L: T o ps oil t o 4 5 0 m m d e pt h.

1 2 1. 0

A D DI TI O N A L T E S TI N G

El e v ati o n ( m)

20 P L A S TI C

S OI L D E S C RI P TI O N

S OI L S Y M B O L

S T A N D A R D P E N E T R A TI O N ( N)

US C

400

S P T ( N)

300

S A M P L E N O.

200

S A M PL E T Y P E

D e pt h ( m)

P O C K E T P E N (k P a)

100

- Cl ay, silt y, stiff, hi g h pl astic, m oist, br o w n, s o m e or g a nics t o 1. 2 m d e pt h. -tr ac e t o s o m e or g a nics.

FI L L 6 8 7. 0

C L A Y: Silt y, s oft, m e di u m pl astic, w et, br o w n.

CI 6 8 6. 0

2. 0

5 6 3. 0

C L- M L

8 4. 0

- a n d silt, l o w pl astic, s at ur at e d fr o m 2. 3 m d e pt h.

SI L T: a n d cl ay, l o os e, l o w pl astic, s at ur at e d, br o w n.

6 8 5. 0

St a n d pi p e i nst all e d t o 3. 0 5 m o n M arc h 2 2, 2 0 2 4. St a n d pi p e dry 1 h o ur aft er i nst all ati o n ( 2 0 2 4). St a n d pi p e dry aft er 1 7 d ays ( 2 0 2 4). Tr ac e w at er i n st a n d pi p e aft er 3 1 d ays ( 2 0 2 4).

6 8 4. 0

Fr e e w at er o n a u g er s urf ac e C L- M L 6 8 3. 0

5. 0

11 12 6. 0

D E P T H O F T E S T H O L E 5. 8 M E T R E S W A T E R A T 3. 4 m U P O N C O M P L E TI O N S L O U G H A T 5. 5 m U P O N C O M P L E TI O N B A C K FI L L E D

6 8 2. 0

7. 0

6 8 1. 0

8. 0

6 8 0. 0

9. 0

6 7 9. 0

# 1 7 2, 2 6 9 3 B R O A D M O O R B L V D. S H E R W O O D P A R K, A B T8 H 0 G1

L O G G E D B Y: S K R E VI E W E D B Y: S D FI G U R E N O.: 4

C O M P L E TI O N D E P T H: 5. 8 0 m C O M P L E TI O N D A T E: 1 2/ 9/ 2 0 P a g e 1 of 1

PI N N A C L E VI L L A G E D E V E L O P M E N T

PI N N A C O R P I N V E S T M E N T S I N C.

T E S T H O L E N O.:

L O T 1, B L O C K 1, P L A N 1 8 2 1 6 8 5

S T A R T D A T E:

P R O J E C T N O.:

1- 2 2 5 3 5

P R O J E C T E N GI N E E R:

S O LI D S T E M A U G E R S A N D S P T S

E L E V A TI O N.:

6 8 9. 5 9 m

H C

1 2/ 9/ 2 0

T H- 0 5

S A M PL E T Y P E

GRAB

S H EL B Y T U B E

SPT

N O REC OVERY

H OLL O W S T E M

C ORE

B A C K FI L L T Y P E

B E N T O NI T E

P E A G R A V EL

SL O U G H

G R O UT

D RI L L C U T TI N G S

SAND

60 M. C.

80 LI Q UI D

FI L L: T o ps oil t o 3 0 0 m m d e pt h.

- Cl ay, a n d silt, stiff, m e di u m pl astic, d a m p, br o w n, s o m e or g a nics t o 1. 2 m d e pt h.

2 1. 0

A D DI TI O N A L T E S TI N G

El e v ati o n ( m)

20 P L A S TI C

S OI L D E S C RI P TI O N

S OI L S Y M B O L

S T A N D A R D P E N E T R A TI O N ( N)

US C

400

S P T ( N)

300

S A M P L E N O.

200

S A M PL E T Y P E

D e pt h ( m)

P O C K E T P E N (k P a)

100

6 8 9. 0

FI L L

C L A Y: A n d silt, stiff, m e di u m pl astic, dr y t o d a m p, li g ht br o w n.

6 8 8. 0

2. 0

5 6 3. 0

6 8 7. 0

- v er y stiff. 6 8 6. 0

8 4. 0

SI L T: A n d cl ay, c o m p act, l o w pl astic, li g ht br o w n.

C L- M L 5. 0

11 12 6. 0

D E P T H O F T E S T H O L E 5. 8 M E T R E S D R Y U P O N C O M P L E TI O N N O S L O U G H U P O N C O M P L E TI O N S T A N D PI P E I N S T A L L E D

St a n d pi p e r ei nst all e d t o 4. 6 m o n M arc h 2 2, 2 0 2 4. St a n d pi p e dry aft er 1 h o ur ( 2 0 2 4). St a n d pi p e dry aft er 1 7 d ays ( 2 0 2 4). Tr ac e w at er i n st a n d pi p e aft er 3 1 d ays ( 2 0 2 4).

6 8 5. 0

6 8 4. 0

Dry aft er 9 d ays ( 2 0 2 0).

6 8 3. 0

7. 0

6 8 2. 0 8. 0

6 8 1. 0 9. 0

6 8 0. 0

# 1 7 2, 2 6 9 3 B R O A D M O O R B L V D. S H E R W O O D P A R K, A B T8 H 0 G1

L O G G E D B Y: S K R E VI E W E D B Y: S D FI G U R E N O.: 5

C O M P L E TI O N D E P T H: 5. 8 0 m C O M P L E TI O N D A T E: 1 2/ 9/ 2 0 P a g e 1 of 1

PI N N A C L E VI L L A G E D E V E L O P M E N T

PI N N A C O R P I N V E S T M E N T S I N C.

T E S T H O L E N O.:

L O T 1, B L O C K 1, P L A N 1 8 2 1 6 8 5

S T A R T D A T E:

P R O J E C T N O.:

1- 2 2 5 3 5

P R O J E C T E N GI N E E R:

S O LI D S T E M A U G E R S A N D S P T S

E L E V A TI O N.:

6 8 9. 1 5 m

H C

1 2/ 9/ 2 0

T H- 0 6

S A M PL E T Y P E

GRAB

S H EL B Y T U B E

SPT

N O REC OVERY

H OLL O W S T E M

C ORE

B A C K FI L L T Y P E

B E N T O NI T E

P E A G R A V EL

SL O U G H

G R O UT

D RI L L C U T TI N G S

SAND

60 M. C.

80 LI Q UI D

FI L L: T o ps oil t o 3 0 0 m m d e pt h.

1 2 1. 0

A D DI TI O N A L T E S TI N G

- Cl ay, a n d silt, v er y stiff, m e di u m pl astic, d a m p, br o w n, tr ac e or g a nics t o 6 0 0 m m d e pt h. C L A Y: A n d silt, v er y stiff, l o w pl astic, d a m p t o m oist, li g ht br o w n.

El e v ati o n ( m)

20 P L A S TI C

S OI L D E S C RI P TI O N

S OI L S Y M B O L

S T A N D A R D P E N E T R A TI O N ( N)

US C

400

S P T ( N)

300

S A M P L E N O.

200

S A M PL E T Y P E

D e pt h ( m)

P O C K E T P E N (k P a)

100

6 8 9. 0

FI L L

6 8 8. 0

C L- M L

-stiff fr o m 1. 4 m d e pt h.

2. 0 6 8 7. 0

5 6 3. 0

SI L T: L o os e, l o w pl astic, d a m p, br o w n, s o m e s a n d, tr ac e cl ay.

6 8 6. 0

8 4. 0

St a n d pi p e r ei nst all e d t o 4. 6 m o n M arc h 2 2, 2 0 2 4. St a n d pi p e dry aft er 1 h o ur ( 2 0 2 4). St a n d pi p e dry aft er 1 7 d ays ( 2 0 2 4). St a n d pi p e dry aft er 3 1 d ays ( 2 0 2 4).

5. 0

11 12 6. 0

6 8 5. 0

6 8 4. 0

D E P T H O F T E S T H O L E 5. 8 M E T R E S D R Y U P O N C O M P L E TI O N N O S L O U G H U P O N C O M P L E TI O N B A C K FI L L E D

Dry aft er 9 d ays ( 2 0 2 0). 6 8 3. 0

7. 0 6 8 2. 0

8. 0 6 8 1. 0

9. 0 6 8 0. 0

# 1 7 2, 2 6 9 3 B R O A D M O O R B L V D. S H E R W O O D P A R K, A B T8 H 0 G1

L O G G E D B Y: S K R E VI E W E D B Y: S D FI G U R E N O.: 6

C O M P L E TI O N D E P T H: 5. 8 0 m C O M P L E TI O N D A T E: 1 2/ 9/ 2 0 P a g e 1 of 1

PI N N A C L E VI L L A G E D E V E L O P M E N T

PI N N A C O R P I N V E S T M E N T S I N C.

T E S T H O L E N O.:

L O T 1, B L O C K 1, P L A N 1 8 2 1 6 8 5

S T A R T D A T E:

P R O J E C T N O.:

1- 2 2 5 3 5

P R O J E C T E N GI N E E R:

S O LI D S T E M A U G E R S A N D S P T S

E L E V A TI O N.:

6 9 0. 2 5 m

H C

3/ 2 2/ 2 4

T H- 2 1

S A M PL E T Y P E

GRAB

S H EL B Y T U B E

SPT

N O REC OVERY

H OLL O W S T E M

C ORE

B A C K FI L L T Y P E

B E N T O NI T E

P E A G R A V EL

SL O U G H

G R O UT

D RI L L C U T TI N G S

SAND

60 M. C.

80 LI Q UI D

FI L L: T o ps oil, silt y, d ar k br o w n, tr ac e cl ay l u m ps t o 6 0 0 m m.

1 2 1. 0

A D DI TI O N A L T E S TI N G

- Cl ay, silt y, m e di u m pl astic, br o w n, tr ac e oxi d es, or g a nics t o 1. 2 m.

6 9 0. 0

FI L L

SI L T: L o w pl astic, m oist, li g ht br o w n, tr ac e oxi d es, s o m e cl ay l u m ps t o 3. 4 m.

El e v ati o n ( m)

20 P L A S TI C

S OI L D E S C RI P TI O N

S OI L S Y M B O L

S T A N D A R D P E N E T R A TI O N ( N)

US C

400

S P T ( N)

300

S A M P L E N O.

200

S A M PL E T Y P E

D e pt h ( m)

P O C K E T P E N (k P a)

100

Fr ost t o 1. 2 m.

6 8 9. 0

2. 0

5 6 3. 0

6 8 8. 0

ML 8

7 6 8 7. 0

C L A Y: A n d silt, s oft t o fir m, l o w t o m e di u m pl astic, m oist, li g ht br o w n, tr ac e oxi d es t o 4. 0 m.

8 4. 0

5. 0

SI L T: l o os e, l o w pl astic, m oist, li g ht br o w n, tr ac e oxi d es t o 4. 2 5 m. D E P T H O F T E S T H O L E 4. 2 5 M E T R E S D R Y U P O N C O M P L E TI O N N O S L O U G H U P O N C O M P L E TI O N S T A N D PI P E I N S T A L L E D

CI- M L ML

St a n d pi p e dry 1 h o ur aft er i nst all ati o n. St a n d pi p e dry aft er 1 7 d ays. Tr ac e w at er i n st a n d pi p e aft er 3 1 d ays.

6 8 6. 0

6 8 5. 0

6. 0 6 8 4. 0

7. 0 6 8 3. 0

8. 0 6 8 2. 0

9. 0 6 8 1. 0

# 1 7 2, 2 6 9 3 B R O A D M O O R B L V D. S H E R W O O D P A R K, A B T8 H 0 G1

L O G G E D B Y: N G R E VI E W E D B Y: S D FI G U R E N O.: 2 1

C O M P L E TI O N D E P T H: 4. 2 5 m C O M P L E TI O N D A T E: 3/ 2 2/ 2 4 P a g e 1 of 1

PI N N A C L E VI L L A G E D E V E L O P M E N T

PI N N A C O R P I N V E S T M E N T S I N C.

T E S T H O L E N O.:

L O T 1, B L O C K 1, P L A N 1 8 2 1 6 8 5

S T A R T D A T E:

P R O J E C T N O.:

1- 2 2 5 3 5

P R O J E C T E N GI N E E R:

S O LI D S T E M A U G E R S A N D S P T S

E L E V A TI O N.:

6 8 9. 0 0 m

H C

3/ 2 2/ 2 4

T H- 2 2

S A M PL E T Y P E

GRAB

S H EL B Y T U B E

SPT

N O REC OVERY

H OLL O W S T E M

C ORE

B A C K FI L L T Y P E

B E N T O NI T E

P E A G R A V EL

SL O U G H

G R O UT

D RI L L C U T TI N G S

SAND

60 M. C.

80 LI Q UI D

FI L L: T o ps oil, silt y, d ar k br o w n t o 9 0 0 m m.

FI L L

2 1. 0

2. 0

- Cl ay, a n d silt, l o w t o m e di u m pl astic, li g ht br o w n, tr ac e oxi d es, or g a nics t o 1. 2 m. C L A Y: A n d silt, s oft t o fir m, l o w t o m e di u m pl astic, m oist, li g ht br o w n, tr ac e oxi d es t o 2. 0 m. SI L T: L o w pl astic, m oist, li g ht br o w n, tr ac e oxi d es, c o al, cl ay t o 3. 0 m.

3. 0

5. 0

Fr ost t o 1. 2 m.

CI- M L

6 8 8. 0

S O4 = 0 % 6 8 7. 0

6 8 6. 0

C L A Y: A n d silt, s oft, l o w t o m e di u m pl astic, m oist t o w et, br o w n, tr ac e oxi d es, gr ey str e aks t o 4. 2 5 m. CI- M L

8 4. 0

A D DI TI O N A L T E S TI N G

El e v ati o n ( m)

20 P L A S TI C

S OI L D E S C RI P TI O N

S OI L S Y M B O L

S T A N D A R D P E N E T R A TI O N ( N)

US C

400

S P T ( N)

300

S A M P L E N O.

200

S A M PL E T Y P E

D e pt h ( m)

P O C K E T P E N (k P a)

100

6 8 5. 0

D E P T H O F T E S T H O L E 4. 2 5 M E T R E S D R Y U P O N C O M P L E TI O N N O S L O U G H U P O N C O M P L E TI O N S T A N D PI P E I N S T A L L E D

St a n d pi p e dry 1 h o ur aft er i nst all ati o n. St a n d pi p e dry aft er 1 7 d ays. Tr ac e w at er i n st a n d pi p e aft er 3 1 d ays.

6 8 4. 0

6. 0

6 8 3. 0

7. 0

6 8 2. 0

8. 0

6 8 1. 0

9. 0

6 8 0. 0

# 1 7 2, 2 6 9 3 B R O A D M O O R B L V D. S H E R W O O D P A R K, A B T8 H 0 G1

L O G G E D B Y: N G R E VI E W E D B Y: S D FI G U R E N O.: 2 2

C O M P L E TI O N D E P T H: 4. 2 5 m C O M P L E TI O N D A T E: 3/ 2 2/ 2 4 P a g e 1 of 1

PI N N A C L E VI L L A G E D E V E L O P M E N T

PI N N A C O R P I N V E S T M E N T S I N C.

T E S T H O L E N O.:

L O T 1, B L O C K 1, P L A N 1 8 2 1 6 8 5

S T A R T D A T E:

P R O J E C T N O.:

1- 2 2 5 3 5

P R O J E C T E N GI N E E R:

S O LI D S T E M A U G E R S A N D S P T S

E L E V A TI O N.:

6 8 8. 6 5 m

H C

3/ 2 2/ 2 4

T H- 2 3

S A M PL E T Y P E

GRAB

S H EL B Y T U B E

SPT

N O REC OVERY

H OLL O W S T E M

C ORE

B A C K FI L L T Y P E

B E N T O NI T E

P E A G R A V EL

SL O U G H

G R O UT

D RI L L C U T TI N G S

SAND

60 M. C.

80 LI Q UI D

FI L L: T o ps oil, silt y, d ar k br o w n t o 6 0 0 m m.

1 2 1. 0

A D DI TI O N A L T E S TI N G

2. 0

- Silt, l o w pl astic, br o w n, s o m e cl ay, tr ac e oxi d es, or g a nics fr o m 1. 2 m. -tr ac e i nt er b e d d e d cl ay l e ns es, m oist, s oft t o fir m fr o m 9 0 0 m m. C L A Y: A n d silt, s oft, l o w t o m e di u m pl astic, m oist t o w et, br o w n, tr ac e oxi d es t o 4. 2 5 m.

FI L L

6 8 8. 0

Fr ost t o 9 0 0 m m.

6 8 7. 0

5 6

Gr ai n si z e a n al ysi s att ac h e d.

6 8 6. 0

CI- M L 3. 0

- w et t o s at ur at e d fr o m 3. 0 m 6 8 5. 0

8 4. 0

5. 0

El e v ati o n ( m)

20 P L A S TI C

S OI L D E S C RI P TI O N

S OI L S Y M B O L

S T A N D A R D P E N E T R A TI O N ( N)

US C

400

S P T ( N)

300

S A M P L E N O.

200

S A M PL E T Y P E

D e pt h ( m)

P O C K E T P E N (k P a)

100

-s at ur at e d fr o m 4. 0 m. D E P T H O F T E S T H O L E 4. 2 5 M E T R E S D R Y U P O N C O M P L E TI O N N O S L O U G H U P O N C O M P L E TI O N S T A N D PI P E I N S T A L L E D

St a n d pi p e dry 2 h o urs aft er i nst all ati o n. St a n d pi p e dry aft er 1 7 d ays. Tr ac e w at er i n st a n d pi p e aft er 3 1 d ays.

6 8 4. 0

6 8 3. 0 6. 0

6 8 2. 0 7. 0

6 8 1. 0 8. 0

6 8 0. 0 9. 0

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L O G G E D B Y: N G R E VI E W E D B Y: S D FI G U R E N O.: 2 3

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P E A T A N D O T H E R HI G H L Y O R G A NI C S OI L S

S T R O N G C O L O R O R O D O R, A N D O F T E N FI B R O U S T E X T U R E

G W

W E L L - G R A D E D G R A V E L S, G R A V E L - S A N D M I X T U R E S, < 5 % FI N E S

Cu =

P O O R L Y - G R A D E D G R A V E L S, G R A V E L - S A N D M I X T U R E S, < 5 % FI N E S

G M

S I L T Y G R A V E L S, G R A V E L - S A N D - S I L T M I X T U R E S, > 1 2 % FI N E S

C L A Y E Y G R A V E L S, G R A V E L - S A N D - C L A Y M I X T U R E S, > 1 2 % FI N E S

S W

W E L L - G R A D E D S A N D S, G R A V E L L Y S A N D S, < 5 % FI N E S

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S I L T Y S A N D S, S A N D - S I L T M I X T U R E S, > 1 2 % FI N E S

C L A Y E Y S A N D S, S A N D - C L A Y M I X T U R E S, > 1 2 % FI N E S

SI L T S

I N O R G A N I C S I L T S A N D V E R Y F I N E S A N D S, R O C K F L O U R, S I L T Y S A N D S O F S L I G H T P L A S TI CI T Y

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DI R T Y G R A V E L S M O R E T H A N 1 2 % FI N E S

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and

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P L A S TI CI T Y C H A R T All si e v e si z e s AST M E11

B o u n d a r y cl a s sifi c ati o n s p o s s e s si n g c h a r a ct e ri sti c s of t w o g r o u p s a r e gi v e n c o m bi n e d g r o u p s y m b ol s. e g. G W - G C i s a w ell - g r a d e d g r a v el - s a n d mi xt u r e wit h cl a y bi n d e r of b et w e e n 5 % a n d 1 2 %.

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35 % to 50 % 20 % to 35 % 10 % to 20 % 1 % to 10 %

T o u g h n e s s a n d d r y st r e n gt h i n c r e a s e wit h i n c r e a si n g pl a sti cit y i n d e x w h e n c o m p a ri n g s oil s at e q u al li q ui d li mit s

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EBASA F e br u ar y 2 7, 2 0 2 4 1 1: 5 8: 5 0 A M H:\ 1- G e o\ 1- 2 2 0 0 0 s\ 1- 2 2 5 3 5 Pi n n a c or p I n v e st m e nt s I n c. - Pi n n a cl e Vill a g e\ F e b 2 0 2 4 S u p pl e m e nt al # 2\ 2 0 2 4 S u p pl e m e nt ar y Pr o p o s al\ C O N 1 _ L otti n g Pi n n a cl e O v er all _ 2 0 2 4- 0 1- 2 9. d w g

P o c k et Si z e

Legend

S h o w H o m e L ot s

L ot s o n H ol d

Pr e mi u m L ot s

M u ni ci p al R e s er v e

Utilit y L ot s

G ar a g e L o c ati o n

W ell Sit e

L ot h a s v er y littl e e xtr a sit e s et b a c k s p a c e

L ot Ar e a ( s q ft)

7 8 2. 3 2 6

L ot wi dt h s h o w n at c u st o m 1 1. 5 m d e pt h

N ot e s:

A L L A R E A S A N D DI M E N SI O N S H A V E B E E N R O U N D E D; L O T I N F O R M A TI O N I S P R E LI MI N A R Y A N D S U B J E C T T O C H A N G E, A N D S H O U L D B E C O N FI R M E D WI T H A R E GI S T E R E D P L A N.

G S/ M R

M R/ C C B

M a y 2 1, 2 0 2 4

D R A W N B Y:

NTS

D A T E:

C H E C K E D B Y:

133341

D E SI G N E D B Y:

J O B N U M B E R:

S C A L E:

Appendix B SWMF Conceptual Design – Technical Memorandum

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Pinnacorp Investments Inc.

Pinnacle Village Storm Water Management Facility Report May 2025

Pinnacle Village Storm Water Management Facility Report

Contents 1

Introduction ...................................................................................................................................................... 1

Operation .......................................................................................................................................................... 1

Pre and Post Development Flows .................................................................................................................. 2

Environmental Impact ..................................................................................................................................... 3

Maintenance ..................................................................................................................................................... 3

Conclusion ....................................................................................................................................................... 3

Figures Figure 1-1 Pinnacle Village Location ..................................................................................................................... 1

Appendices Appendix A - SWMF Conceptual Engineering Drawings Appendix B - SWMF Data Appendix C - Settlement Calculations Appendix D - Oil Grit/Hydrodynamic Separator and Membrane Filtration Manufacturer’s Specifications

www.arcadis.com 133341-SWMF_Report-2025-05-14.docx

iii

Pinnacle Village Storm Water Management Facility Report

Pinnacle Village Storm Water Management Facility Report May 2025

Prepared By: Arcadis Professional Services (Canada) Inc. 10120 103 Avenue, Suite 300 Edmonton, Alberta T5J 3R6 Canada Phone: 780 428 4000

Prepared For: Sturgeon County 9613 100 Street Morinville, AB T8R 1L9 Canada

Our Ref: 133341.6.1.3

Adam Humeniuk ________________________________________ Adam Humeniuk C.E.T. Project Technologist

________________________________________ Ryan Tomas P.Eng. Business Unit Director - Civil/Land Development

Pinnacle Village Storm Water Management Facility Report

Corporate Authorization Form This form confirms that the “Pinnacle Village Storm Water Management Facility Report” has been prepared by Arcadis at the request of Pinnacorp Investments Inc. The document’s contents represent Arcadis’ best professional judgement based on the available knowledge at the time of preparation. The materials presented within are for use by Arcadis and Pinnacorp Investments Inc. only, and any third-party use, dependence upon, or conclusions based upon the document will be at the responsibility of such third parties. Arcadis accepts no responsibility for damages of any kind for any third-party reliance, or actions made, based on the material within.

_____________________________________ Signing Engineer

_________________________________ Corporate Permit

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Pinnacle Village Storm Water Management Facility Report

Introduction

The proposed Pinnacle Village Storm Water Management Facility (SWMF) is to be located in Sturgeon County, north of the Sturgeon River and east of Starkey Road (Range Road 51), as shown in Figure 1-1 below. The SWMF is proposed as a dry pond and is designed to store stormwater flows and provide water quality and quantity control during storm events. The SWMF is to be constructed as part of Pinnacle Village Stage 1, with sufficient capacity for full build-out of the Pinnacle Village development, which will consist entirely of low density residential development.

Figure 1-1 Pinnacle Village Location

Flows entering the SWMF will include major and minor drainage flows from the Pinnacle Village development. In the interim, the flows from the north lands will be captured within the proposed minor system and will discharge through the dry pond. It is assumed that when the north lands are developed that any major and minor drainage flows from those lands will be accommodated by the future development’s stormwater infrastructure. Flows from the SWMF will be discharged through a control structure and an adequate outlet to the Starkey Road east ditch before eventually outfalling to the Sturgeon River.

Operation

Storm runoff will be collected through storm services for each lot and catch basins along roads throughout the development. All minor system flows will be directed to MH343 and flow through an oil and grit separator/hydrodynamic separator before entering the SWMF via a 1050 mm storm pipe. The manufacturer’s specifications for the oil and grit/hydrodynamic separator can be found in Appendix D. The SWMF will be graded to contain runoff from the 1:25 year storm event within lower flat area of the pond, while ensuring the asphalt trails www.arcadis.com 133341-SWMF_Report-2025-05-14.docx

Pinnacle Village Storm Water Management Facility Report

remain dry. Runoff from the pond during smaller rain events will collect within the bottom ditch of the pond, which will be graded to force flows to move west from the inlet toward the outlet. The ditch will be 0.6m deep and will have naturalized landscaping and rip-rap, allowing the ditch to be maintenance free and not a risk to public safety. The SWMF is designed with a maximum storage depth of 3.0 m from HWL to NWL (outlet invert), as per the conceptual engineering drawings included in Appendix A. This depth exceeds the 1.0 to 1.5 m depth specified in the Stormwater Management Guidelines for the Province of Alberta, January 1999; this excess depth is required to maintain consistent discharge rates to the Starkey Road east ditch during storm events. Flows from the SWMF will discharge via a 450 mm storm pipe to a control structure, which includes membrane filtration to remove pollutants, before discharging at a controlled flow rate to the 450 mm storm main which outlets to the Starkey Road east ditch. The manufacturer’s specifications for the membrane filtration device can be found in Appendix D. Discharge from the SWMF will be controlled by the proposed control manhole, which is designed with a maximum discharge of 0.0518 m3/s. When water levels are below the high water level (HWL) of 687.50 m, the opening within the orifice plate will limit discharge flows to 0.0518 m3/s. If water levels exceed the HWL, flows will overtop the weir wall within the control manhole and will be limited by the capacity of the 450 mm storm pipe. SWMF Data can be found in Appendix B. If a storm event greater than the HWL were to occur, the excess flows would discharge to the west through the emergency overflow route. As per the current Sturgeon County GMSS, the emergency overflow must be provided at the HWL elevation, therefore a freeboard within the pond PUL is not provided. It is understood that any lots adjacent to the SWMF must have footing elevations at minimum elevation 684.65m, which is 0.15m above the NWL elevation. Also, all lots adjacent to the SWMF will have a minimum building opening elevation of 688.00m, which is 0.5m above the HWL. It is also understood that side slopes from the SWMF to the adjacent property must not exceed 6:1 to allow for maintenance, while a maximum 7:1 slope will be used adjacent to the asphalt trails for public safety. The 0.3m depth ditch at the bottom of the pond will have maximum 3:1 sideslopes as this ditch will not require maintenance and will not be used by the public. In an emergency overflow event, the proposed walkway between Starkey Road and the SWMF has been designed as a spillway to accommodate excess flows from the SWMF.

Pre and Post Development Flows

Analysis of the pre-development flow patterns was based upon three separate topographical surveys. The first is a higher-level topographical survey which covers the complete development area in addition to the surrounding areas of Pinnacle Ridge Estates. The second is a more focused survey of just the site area. The third is a survey of the Starkey Road ditch from 2021. It was found that 13.5 Ha of the predeveloped site area flows into the Starkey Road ditch. Using the maximum release rate of 2.5 L/s/ha for this area, the calculated predevelopment flow to the ditch is 0.0338 m3/s. Please refer to Figure 4.2 for detail on the pre-development storm catchment patterns. The total area of the proposed development is 13.92 Ha and generates storm flows that will inlet into the proposed SWMF. Drainage from the north lands will be conveyed through the Pinnacle Village minor system and discharge through the dry pond. The area draining from the north lands to Pinnacle Village is 6.79ha. The total basin area used for designing the required storage capacity of the dry SWMF is 20.71ha, therefore the discharge

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Pinnacle Village Storm Water Management Facility Report

rate at the outlet was designed to a maximum flow rate of 0.0518 m3/s to be consistent with the pre-development rate of 2.5 L/s/ha. Please refer to Figure 4.1 for detail on the post development storm catchment flows. The post development site grading produces a larger storm catchment of 20.71 Ha when compared to 13.5 Ha pre-development into Starkey Road but maintains a maximum outflow rate of 2.5 L/s/ha (0.0518 m3/s), thus maintaining consistent flow conditions towards Sturgeon River. The ultimate catchment area will reduce to 13.92ha once the north lands develop and store their major and minor flows. The development also introduces a minor storm system to the catchment area, which will more effectively convey minor flows in an environmentally friendly way when compared to pre-development. The extended depth of the dry pond is required to maintain consistent discharge rates into the Starkey Road ditch during storm events. Please refer to Figures 4.1 through 4.9 for detailed analysis of post development conditions. The proposed 450mm outlet will discharge to the Starkey Road ditch and ultimately towards Sturgeon River as per the pre-development flow pattern. The drainage from the outlet will flow along Starkey Road through a series of existing culverts, ultimately to Sturgeon River. Figure 4.9 illustrates the drainage path towards Sturgeon River.

Environmental Impact

The development will utilize a stormceptor at the inlet of the proposed SWMF to ensure that the environmental concerns of the county are met. The recommended stormceptor model is the EF8. Refer to Appendix D for details on sizing. Particle settlement analysis of the current proposed SWMF design shows that controlled maximum flow (0.0518 m3/s) travel time from the SWMF inlets to the outlets is significantly longer than the settling time of the particle, therefore, all the sediments in the SWMF will settle before reaching the outlet, thus nullifying the need for further filtration at the outlet. Refer to Appendix C for detailed calculations.

Maintenance

The Storm Drainage Best Management Practices (BMPs) address source controls, which are maintained by Sturgeon County, including animal litter removal, street sweeping, and catch basin cleaning. Sturgeon County also requires that an erosion and sedimentation control (ESC) plan must be in place during construction and maintenance periods of any new development projects, including construction of this SWMF and future adjacent developments, to ensure water quality is not adversely impacted.

Conclusion

The proposed development at Pinnacle Village will maintain maximum discharge rates into the Starkey Road ditch while also providing opportunity for settlement filtering (by way of Stormceptor and the SWMF). The underground storm system in tandem with the SWMF shall service a larger catchment area than the predevelopment flows into Starkey Road, while maintaining the predevelopment allowable release rate, improving efficiency, and providing settlement filtering. The caveat is that this requires a variance request from AEP’s Stormwater Management Guidelines on the specification that a maximum storage depth of a dry pond be 1.5m, while we are proposing a storage depth of 3.0m.

www.arcadis.com 133341-SWMF_Report-2025-05-14.docx

Appendix A SWMF Conceptual Engineering Drawings

Arcadis. Improving quality of life.

MINOR AND MAJOR FLOWS FROM NORTH LANDS TO DRAIN TO MH 345A SHOULD THE EXISTING LOW POINT OVERFLOW

EXISTING LOW POINT IN NORTH LANDS

PLAN 952-3595, ,1

0.56Ha

675

0.54Ha 343 900

342

SWMF

340

360

675

334 1.84Ha

EX CULVERT

675 0.68Ha

idge

300 0.99Ha

675

338

Tres tle R

328

900

300

0.84Ha

375 341 0.79Ha

0.29Ha

336

450

327

900

350

300

333

300

339

300

450

Starkey Road

PLAN 062-7053

347

NW 25-54-25-4

900 345

450 350A

1.22Ha

0.69Ha

450

300 346 351

327A

1.69Ha

525

450

345A

352

450 329

331 1.48Ha

Road

450

acle

PLAN 132-0832

Poin

362

CONTROLLED FLOW TO EX DITCH 51.8 L/s (0.0518m³/s)

Pinnacle Horizon PLAN 162-1924,1,73

PLAN 042-5831

Pinn

PLAN 092-1017

450

PLAN 762-1623

361

Pinnacle Way

C:\Users\humeniua8877\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2024-10-30.dwg Plotted At:May. 14, 2510:16 AMLast Saved By:humeniua8877Last Saved At:May. 14, 2510:14 AM

PREDEVELOPMENT FLOW 0.017 m3/s (6.79 ha @ 2.5 L/s/ha)

PLAN 132-0834

LEGEND Proposed Storm Sewer & Flow Direction

Storm Catchment Boundary

Proposed Storm Sewer Manhole

Pre-development Catchment Boundary

0.85Ha

Storm Catchment Area

331

Manhole Number

Outline Plan Area Boundary

600

Pipe Size in mm

Future Storm Connection

PINNACLE VILLAGE DESIGN BRIEF SCALE = 1:4000 MAY 2025

MINOR STORM SEWER SYSTEM FIGURE 4.1 FILE NO. E0-133341

Storm Design Form (Table 4.1) Project: Pinnacle Village

Job Number: 133341

Municipality: Sturgeon County

Default Storm: 1:5 year

1:5 year

Date: 14-May-25

Design By: AH

Checked By: RT

2022 EPCOR IDF Curves

Tributary Area Runoff CoEfficient "C"

Total Area Total A×C

Total Baseline Flow

Design Q

mm/hr

m³/s

76.7

0.0000

m³/s 0.1689

8.00 9.46

76.7 71.3

0.0000 0.0000

0.1163 0.2362

1.196 1.196 1.638 3.792

8.00 9.32 11.00 11.89

76.7 71.8 66.5 64.1

0.0000 0.0000 0.0000 0.0000

0.79 6.91 8.67

0.514 4.494 5.638

8.00 12.99 13.32

76.7 61.3 60.5

0.849

6.79

0.849

8.00

0.364 1.099 0.449 0.000

0.56 2.25 2.94 11.61

0.364 1.463 1.911 7.549

8.00 9.23 10.65 13.77

0.65

0.000

0.00

0.000

0.65 0.65 0.65 0.65 0.65 0.65

0.000 0.000 0.000 0.000 0.000 0.000

0.00 0.00 0.00 0.00 0.00 0.00

0.000 0.000 0.000 0.000 0.000 0.000

Manhole From To

339

342

1.22

0.65

0.793

1.22

0.793

328 329

329 331

0.84 0.99

0.65 0.65

0.546 0.646

0.84 1.83

0.546 1.192

334 338 352 331

338 352 331 340

1.84 0.00 0.68 1.48

0.65 0.65 0.65 0.65

1.196 0.000 0.442 0.962

1.84 1.84 2.52 5.83

341 340 342

340 342 343

0.79 0.29 0.54

0.65 0.65 0.65

0.514 0.189 0.351

345A

345

6.79

0.10

333 345 347 343

345 347 343 Inlet

0.56 1.69 0.69 0.00

0.65 0.65 0.65 0.65

Outlet

350

0.00

350x 350A 351 360 361 362

350A 351 360 361 362 Starkey Ditch

0.00 0.00 0.00 0.00 0.00 0.00

A×C

Predevelopment flow

Offsites

1:5 year Storm Area: 11.61 1:100 year Storm Area: 6.79 Total Area: 18.40

2025-05-14 - 10:11 AM

Time of Conc.

Intensity

min 8.00

Sewer Design Length Capacity

Upstream Manhole Velocity @ Velocity @ Rim Invert Capacity Elevation Elevation Design Flow

Downstream Manhole Rim Jump in Invert Elevation Elevation Manhole

Average Cover to Invert

Slope

Diameter

62.190

1.09

m/s 1.18

525

m³/sec 0.2356

0.300

689.000

686.230

688.600

686.043

m 2.664

0.300 0.870

450 450

94.070 112.900

0.1562 0.2659

0.98 1.67

1.08 1.89

690.600 689.950

687.831 687.488

689.950 689.580

687.549 686.506

2.585 2.768

0.2547 0.2385 0.3026 0.6748

0.150 0.150 0.150 0.200

675 675 675 900

79.790 100.000 55.000 94.600

0.3256 0.3256 0.3256 0.8096

0.91 0.91 0.91 1.27

1.01 0.99 1.03 1.42

688.900 689.300 689.190 689.580

686.754 686.574 686.364 686.055

689.300 689.190 689.580 688.840

686.634 686.424 686.281 685.866

2.406 2.746 3.063 3.249

0.0000 0.0000 0.0000

0.1094 0.7651 0.9480

0.800 0.250 0.350

375 900 900

45.500 30.910 51.330

0.1568 0.9052 1.0710

1.42 1.42 1.68

1.54 1.60 1.90

689.130 688.840 688.600

686.695 685.805 685.667

688.840 688.600 687.800

686.331 685.728 685.488

2.472 2.953 2.623

155.7

0.0000

0.3672

1.850

450

40.000

0.3878

2.44

2.77

687.000

687.015

688.800

686.275

1.255

76.7 72.1 67.5 59.5

0.0000 0.3672 0.3672 0.3672

0.0775 0.6601 0.7256 1.6150

0.200 0.150 0.200 0.400

450 900 900 1050

62.000 107.000 73.000 26.910

0.1275 0.7011 0.8096 1.7271

0.80 1.10 1.27 1.99

0.84 1.25 1.44 2.27

687.500 688.800 689.300 687.800

686.009 685.825 685.634 685.428

689.300 689.300 687.800 687.500

685.885 685.664 685.488 685.320

2.454 3.306 2.989 2.276

8.00

76.7

1.6173

0.300

675

50.000

2.1389

5.98

4.52

687.500

684.500

684.350

8.00 9.92 11.21 13.12 15.39 17.66

76.7 69.8 65.9 61.0 56.1 52.1

0.0518 0.0518 0.0518 0.0518 0.0518 0.0518

0.300 0.300 0.300 0.300 0.300 0.300

450 450 450 450 450 450

101.400 68.600 101.200 120.000 120.000 110.700

0.1562 0.1562 0.1562 0.1562 0.1562 0.1562

0.98 0.98 0.98 0.98 0.98 0.98

0.88 0.88 0.88 0.88 0.88 0.88

684.250 683.916 683.650 683.316 682.926 682.536

683.946 683.710 683.346 682.956 682.566 682.204

m/s

ha ha ha

-1/1-

Storm

PLAN 952-3595, ,1

689.60

689.30

NW 25-54-25-4

689.00

691.74

689.30

689.00

Starkey Road

PLAN 062-7053

80 8.

687.20 687.50

688.60

SWMF 689.13

690.60

688.84

689.63 688.90

68 9

.3 0

tle R

idge

PLAN 762-1623

Pinn a

cle P

689.58

690.30

689.95

689.20

Road

PLAN 132-0832

oint

PLAN 092-1017

Pinnacle Horizon PLAN 162-1924,1,73

PLAN 042-5831

Tres

689.00

Pinnacle Way

EXISTING LOW POINT IN NORTH LANDS

LEGEND

688.90

Major Drainage Route

Contour Lines

Development Boundary

Pre-development Catchment Boundary

Proposed Road Grade

PINNACLE VILLAGE DESIGN BRIEF SCALE = 1:4000 MAY 2025

MAJOR STORM SYSTEM FIGURE 4.2 FILE NO. E0-133341

FB = 688.00 BOLs ≥ 687.60

HWL = 687.50 1:100YR = 687.10 1:25YR = 686.70 1:5YR = 686.30

1:2YR = 686.10

APPROX. A LOCATION OF STORMCEPTOR

350 MAX 6:1

WELL SITE 685.32

DITCH AT 1.00%

684.50

0 2.0

64PUL

= YR

1:2

MAX 7

0% 2.0

SMWF

MAX 7:1

EMERGENCY SPILLOVER = 687.50

0% 2.0

C:\Users\humeniua8877\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\SWMF Pinnacle.dwg\May 14, 2025 10:15:10 AM\HUMENIUA8877

PROPOSED CONTROL STRUCTURE AND JELLYFISH FILTER ALL WEATHER MAINTENANCE ACCESS (BOAT RAMP)

.10 686

6 R= :5Y

ALL WEATHER MAINTENANCE ACCESS (BOAT RAMP)

86.

6 R=

B CONCEPTUAL 3.0m ASPHALT TRAIL

128

525 STM

1:100 YR =

7 86.

5Y 1:2 687.1 0

HWL = 687 .50 BOLs FB = ≥ 687.60 688.0 0

STORM SEWER MANHOLE, PIPE, AND PLUG

PINNACLE VILLAGE DESIGN BRIEF SCALE = 1:1000 MAY 2025

STORMWATER MANAGEMENT CONCEPTUAL DESIGN FIGURE 4.3 FILE NO. E0-133341

0+000

0+015

0+030

0+045

0+060

0+075

0+090

0+105

0+120

0+135

0+150

0+165

0+180

688

0+185

688 EMERGENCY SPILLOVER

1:100YR=687.10

687

687 1:25YR=686.70

1:5YR=686.30

1 6:

1:2YR=686.10

686

686 MA X6 :1

685.32

685

DITCH AT

1.00%

685

684.50

684

CROSS SECTION A 0+000

0+015

0+030

0+045

0+060

0+075

688

0+090

688 HWL=687.50

MA 1:100YR=687.10

3m ASPHALT TRAIL

1:25YR=686.70

687 1 7:

687

7:1

1:5YR=686.30 1:2YR=686.10

686

686 MIN 2

.00%

685

DITCH TO INCLUDE MAINTENANCE FREE LANDSCAPING AND RIP RAP

685 MAX 3:1 0.300

C:\Users\humeniua8877\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\SWMF Plotted: Pinnacle.dwg 2025-05-1410:15 Saved:humeniua88772025-05-1410:15:10

HWL=687.50

684

1.000 DITCH BOTTOM

684

CROSS SECTION B

PINNACLE VILLAGE SCALE MAY 2025

H - 1:500 V - 1:50

DESIGN BRIEF STORMWATER MANAGEMENT FACILITY CROSS SECTIONS FIGURE 4.4 FILE NO. E0-133341

ENSURE PROPER SEAL TO MANHOLE COVER

100mm TYP.

HYDRAULIC ASSISTED CYLINDER

1200mm

GENERAL NOTES

750mm OPENING SIZE LENGTH

950mm

750 x 750 GALVANIZED CHECKER PLATE c/w LOCKING ACCESS HATCH

ALL FASTENERS, ANCHORING AND SUPPORTS ARE TO BE INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS LADDERS/PLATFORMS SHOULD BE OF STAINLESS STEEL OR ALUMINUM.

200

400mm

SLUICE GATE FOR WATER SWMF DRAW DOWN/EMERGENCY BYPASS (NORMALLY CLOSED)

LOCKING TABS WITH DELAY CYLINDER

HATCH

ALUMINUM TREAD PLATE

HATCH

LOGIC OF OPERATION - CONTROL MANHOLE WATER FLOWS FROM POND INTO COMPARTMENT A, WHERE FLOATINGPOLLUTANTS, OIL AND GREASE ARE TRAPPED BEHIND A BAFFLE WALL.

2.00

DRAIN LOCATION

900mm OPENING

TO OUTFALL

FROM POND

675 STM

450 STM

SLAM LOCK WITH SEALING PLUG

200

WATER IS FORCED UP FROM THE TREATMENT CHAMBER THROUGH THE MEMBRANE FILTRATION.

LIFT HANDLE TO BE FLUSH WITH HATCH ALUMINUM TREAD PLATE

115mm

PERIMETER SEALING GASKET

INLET BAY TRANSFER OPENING TO TREATMENT CHAMBER

200

STABILIZING ARM

700 BAFFLE WALL

200 B

SEE DETAIL "A" ORIFICE PLATES STAINLESS STEEL

MILLED SLOT DRAIN

200

HATCH

900mm OPENING

1200mm

ACCESS HATCH DETAIL JELLYFISH CARTRIDGE

ACCESS HATCH ACCESS HATCH

750 x 750 GALVANIZED CHECKER PLATE c/w LOCKING ACCESS HATCH

ACCESS HATCH

#150 VALVE OPERATOR ACCESS ONLY

FLOOR BOX AND COVER GATE OPERATED WITH TEE WRENCH

ACCESS HATCH

Ø150 VALVE OPERATOR ACCESS OPENING SLAB TOP EL. 87.75

TOP SLAB EL. 87.75

175

PLAN VIEW HWL WEIR EL. 87.50

HWL WEIR EL. 87.50

265

LADDER @ 400 c/c

200

Ø135 OPENING IN WEIR WALL LADDER @ 400 c/c

16mm THICK ICD PLATE

PLATFORM 83.250

265

LADDER @ 400 c/c

Ø115 OPENING IN PLATE

PLATFORM 83.250

1200

SLUICE GATE FOR SWMF DRAW DOWN/EMERGENCY BYPASS (NORMALLY CLOSED)

200

Ø12 MOUNTING HOLES

200

1200

200 265

500x1000 OPENING IN WALL 685.45 GATE IN FULLY CLOSED POSITION (NORMAL)

DETAIL A - ORIFICE PLATE

115mm OPENING IN ORIFICE PLATE SEE DETAIL A

TO OUTFALL

BAFFLE WALL

84.25

675mmØ STM FROM POND (IN CHAMBER A, IN FRONT OF SLUICE GATE)

125 13

84.35

85.25 450mmØ STM TO OUTFALL (IN CHAMBER C, BEHIND SLUICE GATE)

1000mm OPENING

FROM SWMF

305 45

GATE IN OPEN POSITION

700mm INLET BAY TRANSFER OPENING TO TREATMENT CHAMBER

682.27

EL. 682.27

682.07

200

EL.682.07

200

700mm x 600mm INLET BAY TRANSFER OPENING TO TREATMENT CHAMBER 2600

2600

3000

SECTION A-A

CONTROL MANHOLE - SWMF

SECTION B-B

100

BAFFLE WALL

JELLYFISH CARTRIDGE

SLUICE GATE FONTAINE SERIES 20 MODEL 202 700mm x 1200mm - CW FOR SWMF DRAWDOWN/EMERGENCY BYPASS (NORMALLY CLOSED)

200

SLUICE GATE FONTAINE SERIES 20 MODEL 202 700 X 1200 - CW

2210

C:\Users\humeniua8877\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-CONTROL STRUCTURE.dwg\May 15, 2025 11:27:30 AM\HUMENIUA8877

WATER FLOWS THROUGH THE INLET BAY TRANSFER OPENING INTO THE TREATMENT CHAMBER B

128

RESCUE DAVIT DETAIL

PINNACLE VILLAGE SCALE = NTS MAY 2025

DESIGN BRIEF

STORMWATER CONTROL STRUCTURE CONCEPTUAL DESIGN FIGURE 4.5 FILE NO. E0-133341

SPILLWAY PROFILE -0+015

0+000

0+015

0+030

690 689

STARKEY ROAD

STM 351

688

0+045

0+060

0+075

0+090

0+105

0+120

0+135

0+150

0+165

0+180

0+195

0+210

0+225

0+240

0+250

690

CONCEPTUAL WALKWAY DITCH ENTIRE DITCH TO BE BELOW HWL (687.50) TO ENSURE OVERFLOW DRAINS TO STARKEY ROAD DITCH SPILLOVER ELEVATION = 687.35 STM 350A

689 20.000 ROW

STM 350

G GR EXISTIN

OUND

688

HWL=687.50

687

CONTROL MH

THE DESIGN PROVIDED IN THIS SERVICING DESIGN BRIEF IS CONCEPTUAL. THE DETAILED DESIGN OF THE SPILLWAY BE DESIGNED AS PER GMSS AT SUCH TIME.

EXISTING GROUND

EXISTING DITCH 687.20

CB AT LOW POINT TO DRAIN TO MH 350A ELEVATION = 687.05

686 685 684

STM 683.710

450 STM

STM 683.916 STM 683.946

450 STM

STM 684.250

STM 684.378

1:100YR=687.10 1:25YR=686.70 1:5YR=686.30 1:2YR=686.10

675 STMSTM 684.500

687 686 685 684

683

682

PINNACLE VILLAGE SCALE MAY 2025

H - 1:1000 V - 1:100

DESIGN BRIEF STORM OUTFALL PROFILE - ONSITE FIGURE 4.6 FILE NO. E0-133341

INSTALL FLARED END c/w RIP RAP. EXTENTS OF RIP RAP AND DIAMETER TO BE CONFIRMED WITH ESC INVESTIGATION AT DETAILED DESIGN. FURTHER ESC MEASURES TO BE REVIEWED AND IMPLEMENTED AT DETAILED DESIGN

OFFSITE STORM PROFILE 0+000

0+015

0+030

0+045

0+060

0+075

0+090

0+105

0+120

0+135

0+150

0+165

0+180

0+195

688 687

EXISTING DITCH BOTTOM

STM 351

686

0+225

0+240

0+255

0+270

0+285

0+300

0+315

0+330

0+345

0+360

0+375

0+390

0+405

0+420

0+435

0+450

0+465

687

ULVERT

STM 362

686

685 684 683

0+480

688

STM 361

EX 600mm C

STM 360

0+210

685 EXIS

STM 683.650

TING

450 STM

STM 683.346

STM 683.316

450 STM

STM 682.956

STM 682.926

450 STM

STM 682.566

STM 682.536

DITC

H BO

684

TTOM

450 STM

STM 682.204

683

682

681

680

PINNACLE VILLAGE SCALE MAY 2025

H - 1:2000 V - 1:200

DESIGN BRIEF STORM OUTFALL PROFILE - OFFSITE FIGURE 4.7 FILE NO. E0-133341

450mmØ STM 350A

351

350

350A

687.25

450mmØ STM

Starkey Road

C:\Users\humeniua8877\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\SWMF Pinnacle.dwg\May 26, 2025 10:54:20 AM\HUMENIUA8877

3.0m ASPHALT TRAIL

687.45

6 m Walkway

C EMERGENCY SPILLOVER = 687.50

LEGEND 128

450 STM

STORM SEWER MANHOLE, PIPE, AND PLUG

N P L

S P L

6.00 1.50 1.00

3.00

1.50

0.60 SWALE

2.00% MAX 4:1 SLOPE

MAX 4:1 SLOPE

3.00 STORM

75mm 10mmLT 300mm-20mm CRUSHED GRAVEL MIN 150MM STABILIZED CLAY SUBGRADE (10KG/M²)

C-C SECTION VIEW WALKWAY/EMERGENCY OVERFLOW CHANNEL

PINNACLE VILLAGE DESIGN BRIEF

SCALE = 1:1000 MAY 2025

STORMWATER MANAGEMENT FACILITY SPILLWAY FIGURE 4.8 FILE NO. E0-133341

MINOR AND MAJOR FLOWS FROM NORTH LANDS TO DRAIN TO MH 345A SHOULD THE EXISTING LOW POINT OVERFLOW

PREDEVELOPMENT FLOW 0.017 m3/s (6.79 ha @ 2.5 L/s/ha)

NW 25-54-25-4

Starkey Road

SWMF

Tres

tle R idge

Road

PLAN 762-1623

Pinn

acle P

PLAN 132-0832

oint

PLAN 092-1017

Pinnacle Horizon PLAN 162-1924,1,73

PLAN 042-5831

EX 600mm CULVERT

Pinnacle Way

C:\Users\humeniua8877\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\01_Brief\Civil\Design Brief Figures\133341-DB Pinnacle-2024-10-30.dwg Plotted At:May. 14, 2511:02 AMLast Saved By:humeniua8877Last Saved At:May. 14, 2511:02 AM

PLAN 062-7053

PLAN 952-3595, ,1

PLAN 132-0834

CONTROLLED FLOW TO EX DITCH 51.8 L/s (0.0518m³/s)

EX 900mm CULVERT

EX 750mm CULVERTS EXISTING OUTLET TO STURGEON RIVER

LEGEND Major Drainage Route

Proposed Storm Sewer & Flow Direction

Outlet Drainage Route

Proposed Storm Sewer Manhole

Development Boundary

Existing Culvert Pinnacle SWMF Outlet Drainage Path

PINNACLE VILLAGE DESIGN BRIEF SCALE = 1:8000 MAY 2025

SWMF OUTLET DRAINAGE PATH FIGURE 4.9 FILE NO. E0-133341

Appendix B SWMF Data

Arcadis. Improving quality of life.

Pinnacle Village Servicing Design Brief Table 4.3.2 Basin Area (Ha.)

Storage Volume Provided (m3)

Maximum Discharge (m3/s)

20.71

11,816

0.0518

High Water Level

687.50

Freeboard Water Level

688.00

Orifice Dia.

115 mm

Rainfall Event

Peak Outflow (m3/s)

Volume Required (m3)

Volume Provided (m3)

Water Level (m)

1:2

0.0391

1890

2231

686.10

1:5

0.0411

2854

3141

686.30

1:25 1:100

0.0450 0.0485

5153 8638

5400 9013

686.70 687.10

HWL

0.0518

11679

11816

687.50

SWMF STAGE - STORAGE CURVE 690.0 689.0

ELEVATION (m)

688.0 687.0

1:100

686.0 1:2

1:5

HWL

1:25

685.0 NWL

684.0 683.0 682.0 0

2500

5000

7500

10000

12500

STORAGE (c.m.)

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Pinnacle Village Servicing Design Brief

SWMF STAGE - DISCHARGE CURVE 690.0 689.0

ELEVATION (m)

688.0

HWL 1:100 1:25

687.0 1:2 686.0

1:5

685.0 684.0

NWL

683.0 682.0 0.000

0.010

0.020

0.030

0.040

0.050

0.060

DISCHARGE (cms.)

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Appendix C Settlement Calculations

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Project Name:

PINNACLE VILLAGE

Project No:

Prepared by:

Date

Checked by:

RDT

Sheet

Description

Particle Settlement Calculations for 0.02mm diameter particle settlement in the Pinnacle Village SWMF. The calculations show that controlled maximum flow (0.0518 m3/s) travel time from the SWMF inlet to the outlet is significantly longer than the settling time of the particle, therefore, all the sediments in the SWMF will settle before reaching the outlet.

133341 March 18, 2025 1 of:

Assumptions: •

Design Particle 0.02mm dia. Settlement Velocity;

v(s)= •

0.0002 m/s

Settlement of design particle assumed to travel from ‘High Water Level’ (HWL) to bottom of pond: o Particle settlement distance;

d(s)= HWL - BOL HWL = Bottom =

687.5 m 684.5 m

d(s) =

t(s) =

4.17 hrs

o Particle settlement time;

•

SWMF maximum discharge rate;

Q(discharge) =

0.0518 cu.m/s

Project Name:

PINNACLE VILLAGE

Project No:

Prepared by:

Date

March 18, 2025

Checked by:

RDT

Sheet

2 of: 2

133341

Detention Time at HWL Detention time (hrs) = Volume of Storm Pond (cubic metres) x .000277778

flow rate (cu.m/s) 11842 x .000277778 0.0518

Detention time (hrs) =

63.5028393 Hours

Detention time (hrs) =

Detention Time at 25 year Detention time (hrs) = Volume of Storm Pond (cubic metres) x .000277778

flow rate (cu.m/s) 5305 x .000277778

Detention time (hrs) =

0.0293 50.2939348 Hours

Detention time (hrs) = Detention Time at 5 year

Detention time (hrs) = Volume of Storm Pond (cubic metres) x .000277778

flow rate (cu.m/s) Detention time (hrs) =

Detention time (hrs) =

3014 x .000277778 0.0268 31.2396601 Hours t(total)=

63.50 hrs

4.17 hrs

Appendix D Oil Grit/Hydrodynamic Separator and Membrane Filtration Manufacturer’s Specifications

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STORMCEPTOR® ESTIMATED NET ANNUAL SEDIMENT (TSS) LOAD REDUCTION

02/26/2021

Province:

Alberta

Project Name:

IBI Project

City:

Edmonton

Project Number:

44621

Nearest Rainfall Station:

EDMONTON AP

Designer Name:

Gerry Huizer

NCDC Rainfall Station Id:

3012

Designer Company:

Lafarge

Years of Rainfall Data:

Designer Email:

gerald.huizer@lafargeholcim.com

Designer Phone:

403-707-6091

EOR Name:

Ryan Tomas

EOR Company:

IBI

Site Name: Drainage Area (ha):

Runoff Coefficient 'c':

0.65

Particle Size Distribution:

>75 micron

Target TSS Removal (%):

85.0

EOR Email: EOR Phone:

Net Annual Sediment (TSS) Load Reduction Sizing Summary

Required Water Quality Runoff Volume Capture (%):

90.00

Estimated Water Quality Flow Rate (L/s):

229.79

Oil / Fuel Spill Risk Site?

Upstream Flow Control?

Stormceptor TSS Removal Model Provided (%) EF4

EF6

Peak Conveyance (maximum) Flow Rate (L/s):

EF8

Site Sediment Transport Rate (kg/ha/yr):

EF10

EF12

info@imbriumsystems.com

Recommended Stormceptor EF Model:

EF8

Estimated Net Annual Sediment (TSS) Load Reduction (%):

Water Quality Runoff Volume Capture (%):

> 90

Page 1

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STANDARD SPECIFICATION STORMWATER QUALITY – MEMBRANE FILTRATION TREATMENT DEVICE PART 1 – GENERAL 1.1 WORK INCLUDED Specifies requirements for construction and performance of an underground stormwater quality membrane filtration treatment device that removes pollutants from stormwater runoff through the unit operations of sedimentation, floatation, and membrane filtration. 1.2 REFERENCE STANDARDS ASTM C 891: Specification for Installation of Underground Precast Concrete Utility Structures ASTM C 478: Specification for Precast Reinforced Concrete Manhole Sections ASTM C 443: Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets ASTM D 4101: Specification for Copolymer steps construction CAN/CSA-A257.4-M92 Joints for Circular Concrete Sewer and Culvert Pipe, Manhole Sections and Fittings Using Rubber Gaskets CAN/CSA-A257.4-M92 Precast Reinforced Circular Concrete Manhole Sections, Catch Basins and Fittings Canadian Highway Bridge Design Code 1.3 SHOP DRAWINGS Shop drawings for the structure and performance are to be submitted with each order to the contractor. Contractor shall forward shop drawing submittal to the consulting engineer for approval. Shop drawings are to detail the structure’s precast concrete and call out or note the fiberglass (FRP) internals/components. 1.4 PRODUCT SUBSTITUTIONS No product substitutions shall be accepted unless submitted 10 days prior to project bid date, or as directed by the engineer of record. Submissions for substitutions require review and approval by the Engineer of Record, for hydraulic performance, impact to project designs, equivalent treatment performance, and any required project plan and report (hydrology/hydraulic, water quality, stormwater pollution) modifications that would be required by the approving jurisdictions/agencies. Contractor to coordinate with the Engineer of Record any applicable modifications to the project estimates of cost, bonding amount determinations, plan check fees for changes to approved documents, and/or any other regulatory requirements resulting from the product substitution. 1.5 HANDLING AND STORAGE Prevent damage to materials during storage and handling. PART 2 – PRODUCTS

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2.1 GENERAL 2.1.1

The device shall be a cylindrical or rectangular, all concrete structure (including risers), constructed from precast concrete riser and slab components or monolithic precast structure(s), installed to conform to ASTM C 891 and to any required state highway, municipal or local specifications; whichever is more stringent. The device shall be watertight.

2.1.2

Cartridge Deck The cylindrical concrete device shall include a fiberglass deck. The rectangular concrete device shall include a coated aluminum deck. In either instance, the insert shall be bolted and sealed watertight inside the precast concrete chamber. The deck shall serve as: (a) a horizontal divider between the lower treatment zone and the upper treated effluent zone; (b) a deck for attachment of filter cartridges such that the membrane filter elements of each cartridge extend into the lower treatment zone; (c) a platform for maintenance workers to service the filter cartridges (maximum manned weight = 450 pounds (204 kg)); (d) a conduit for conveyance of treated water to the effluent pipe.

2.1.3

Membrane Filter Cartridges Filter cartridges shall be comprised of reusable cylindrical membrane filter elements connected to a perforated head plate. The number of membrane filter elements per cartridge shall be a minimum of eleven 2.75-inch (70-mm) diameter elements. The length of each filter element shall be a minimum 15 inches (381 mm). Each cartridge shall be fitted into the cartridge deck by insertion into a cartridge receptacle that is permanently mounted into the cartridge deck. Each cartridge shall be secured by a cartridge lid that is threaded onto the receptacle, or similar mechanism to secure the cartridge into the deck. The maximum treatment flow rate of a filter cartridge shall be controlled by an orifice in the cartridge lid, or on the individual cartridge itself, and based on a design flux rate (surface loading rate) determined by the maximum treatment flow rate per unit of filtration membrane surface area. The maximum design flux rate shall be 0.21 gpm/ft2 (0.142 lps/m2). Each membrane filter cartridge shall allow for manual installation and removal. Each filter cartridge shall have filtration membrane surface area and dry installation weight as follows (if length of filter cartridge is between those listed below, the surface area and weight shall be proportionate to the next length shorter and next length longer as shown below): Filter Cartridge Length (in / mm) 15 27 40 54

Minimum Filtration Membrane Surface Area (ft2 / m2) 106 / 9.8 190 / 17.7 282 / 26.2 381 / 35.4

Maximum Filter Cartridge Dry Weight (lbs / kg) 10.5 / 4.8 15.0 / 6.8 20.5 / 9.3 25.5 / 11.6

2.1.4 Backwashing Cartridges The filter device shall have a weir extending above the cartridge deck, or other mechanism, that encloses the high flow rate filter cartridges when placed in their respective cartridge receptacles within the cartridge deck. The weir, or other mechanism, shall collect a pool of filtered water during inflow events that backwashes the high flow rate cartridges when the inflow event subsides. All filter cartridges and membranes shall be reusable and allow Imbrium Systems www.imbriumsystems.com

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for the use of filtration membrane rinsing procedures to restore flow capacity and sediment capacity; extending cartridge service life. 2.1.5 Maintenance Access to Captured Pollutants The filter device shall contain an opening(s) that provides maintenance access for removal of accumulated floatable pollutants and sediment, removal of and replacement of filter cartridges, cleaning of the sump, and rinsing of the deck. Access shall have a minimum clear vertical clear space over all of the filter cartridges. Filter cartridges shall be able to be lifted straight vertically out of the receptacles and deck for the entire length of the cartridge. 2.1.6 Bend Structure The device shall be able to be used as a bend structure with minimum angles between inlet and outlet pipes of 90-degrees or less in the stormwater conveyance system. 2.1.7 Double-Wall Containment of Hydrocarbons The cylindrical precast concrete device shall provide double-wall containment for hydrocarbon spill capture by a combined means of an inner wall of fiberglass, to a minimum depth of 12 inches (305 mm) below the cartridge deck, and the precast vessel wall. 2.1.8 Baffle The filter device shall provide a baffle that extends from the underside of the cartridge deck to a minimum length equal to the length of the membrane filter elements. The baffle shall serve to protect the membrane filter elements from contamination by floatables and coarse sediment. The baffle shall be flexible and continuous in cylindrical configurations, and shall be a straight concrete or aluminum wall in rectangular configurations. 2.1.9 Sump The device shall include a minimum 24 inches (610 mm) of sump below the bottom of the cartridges for sediment accumulation, unless otherwise specified by the design engineer. Depths less than 24 inches may have an impact on the total performance and/or longevity between cartridge maintenance/replacement of the device.

2.2 PRECAST CONCRETE SECTIONS All precast concrete components shall be manufactured to a minimum live load of HS-20 truck loading or greater based on local regulatory specifications, unless otherwise modified or specified by the design engineer, and shall be watertight. 2.3 JOINTS All precast concrete manhole configuration joints shall use nitrile rubber gaskets and shall meet the requirements of ASTM C443, Specification C1619, Class D or engineer approved equal to ensure oil resistance. Mastic sealants or butyl tape are not an acceptable alternative. 2.4 GASKETS Only profile neoprene or nitrile rubber gaskets in accordance to CSA A257.3-M92 will be accepted. Mastic sealants, butyl tape or Conseal CS-101 are not acceptable gasket materials. 2.5 FRAME AND COVER Frame and covers must be manufactured from cast-iron or other composite material tested to withstand H-20 or greater design loads, and as approved by the local regulatory body. Frames and covers must be embossed with the name of the device manufacturer or the device brand name. Imbrium Systems www.imbriumsystems.com

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2.6 DOORS AND HATCHES If provided shall meet designated loading requirements or at a minimum for incidental vehicular traffic. 2.7 CONCRETE All concrete components shall be manufactured according to local specifications and shall meet the requirements of ASTM C 478. 2.8 FIBERGLASS The fiberglass portion of the filter device shall be constructed in accordance with the following standard: ASTM D-4097: Contact Molded Glass Fiber Reinforced Chemical Resistant Tanks. 2.9 STEPS Steps shall be constructed according to ASTM D4101 of copolymer polypropylene, and be driven into preformed or pre-drilled holes after the concrete has cured, installed to conform to applicable sections of state, provincial and municipal building codes, highway, municipal or local specifications for the construction of such devices. 2.10 INSPECTION All precast concrete sections shall be inspected to ensure that dimensions, appearance and quality of the product meet local municipal specifications and ASTM C 478. PART 3 – PERFORMANCE 3.1 GENERAL 3.1.1

Verification – The stormwater quality filter treatment device shall have been field tested in accordance with either TARP Tier II Protocol (TARP, 2003) and New Jersey Tier II Stormwater Test Requirements – Amendments to TARP Tier II Protocol (NJDEP, 2009) or Washington State Technology Assessment Protocol – Ecology (TAPE), 2011 or later version. The field test shall have been verified in accordance with ISO 14034:2016 Environmental Management – Environmental Technology Verification (ETV). See Section 3.2 of this specification for field test performance requirements.

3.1.2

Function - The stormwater quality filter treatment device shall function to remove pollutants by the following unit treatment processes; sedimentation, floatation, and membrane filtration.

3.1.3

Pollutants - The stormwater quality filter treatment device shall be ISO 14034 ETV verified to remove oil/grease, suspended solids, metals and nutrients from stormwater runoff.

3.1.4

Bypass - The stormwater quality filter treatment device shall typically utilize an external bypass to divert excessive flows. Internal bypass systems shall be equipped with a floatables baffle, and must avoid passage through the sump and/or cartridge filtration zone.

3.1.5

Treatment Flux Rate (Surface Loading Rate) – The stormwater quality filter treatment device shall treat 100% of the required water quality treatment flow based on a maximum design treatment flux rate (surface loading rate) across the membrane filter cartridges of 0.21 gpm/ft2 (0.142 lps/m2).

3.2 FIELD TEST PERFORMANCE

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At a minimum, the stormwater quality filter treatment device shall have been field tested in accordance with either TARP Tier II Protocol (TARP, 2003) and New Jersey Tier II Stormwater Test Requirements – Amendments to TARP Tier II Protocol (NJDEP, 2009) or Washington State Technology Assessment Protocol – Ecology (TAPE), 2011 or later version. The field test shall have been verified in accordance with ISO 14034:2016 Environmental Management – Environmental Technology Verification (ETV). The field test shall have monitored a minimum of twenty (20) TARP or TAPE qualifying storm events. 3.2.1

Suspended Solids Removal - The stormwater quality filter treatment device shall have ISO 14034 ETV verified load based median TSS removal efficiency of at least 85% and load based median SSC removal efficiency of at least 98%.

3.2.2

Runoff Volume – The stormwater quality filter treatment device shall be engineered, designed, and sized to treat a minimum of 90 percent of the annual runoff volume determined from use of a minimum 15-year rainfall data set.

3.2.3

Fine Particle Removal - The stormwater quality filter treatment device shall have demonstrated the ability to capture fine particles as indicated by a minimum median removal efficiency of 75% for the particle fraction less than 25 microns, and an effluent d50 of 15 microns or lower for all monitored storm events.

3.2.4

Turbidity Reduction - The stormwater quality filter treatment device shall have demonstrated the ability to reduce turbidity such that effluent turbidity is 15 NTU or lower.

3.2.5

Nutrients:

3.2.5.1 Total Phosphorus (TP) Removal - The stormwater quality filter treatment device shall have ISO 14034 ETV verified load based median TP removal efficiency of at least 49%. 3.2.5.2 Total Nitrogen (TN) Removal - The stormwater quality filter treatment device shall have ISO 14034 ETV verified load based median TN removal efficiency of at least 39%. 3.2.6

Metals:

3.2.6.1 Total Zinc (Zn) Removal - The stormwater quality filter treatment device shall have ISO 14034 ETV verified load based median Zn removal efficiency of at least 69%. 3.2.6.2 Total Copper (Cu) Removal - The stormwater quality filter treatment device shall have ISO 14034 ETV verified load based median Cu removal efficiency of at least 91%.

3.3 INSPECTION and MAINTENANCE The stormwater quality filter device shall have the following features: 3.3.1

Durability of membranes are subject to good handling practices during inspection and maintenance (removal, rinsing, and reinsertion) events, and site specific conditions that may have heavier or lighter loading onto the cartridges, and

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pollutant variability that may impact the membrane structural integrity. Membrane maintenance and replacement shall be in accordance with manufacturer’s recommendations. 3.3.2

Inspection which includes trash and floatables collection, sediment depth determination, and visible determination of backwash pool depth shall be easily conducted from grade (outside the structure).

3.3.3

Manual rinsing of the reusable filter cartridges shall promote restoration of the flow capacity and sediment capacity of the filter cartridges, extending cartridge service life.

3.3.4

The filter device shall have a minimum 12 inches (305 mm) of sediment storage depth, and a minimum of 12 inches between the top of the sediment storage and bottom of the filter cartridge tentacles, unless otherwise specified by the design engineer. Variances may have an impact on the total performance and/or longevity between cartridge maintenance/replacement of the device.

3.3.5

Sediment removal from the filter treatment device shall be able to be conducted using a standard maintenance truck and vacuum apparatus, and a minimum one point of entry to the sump that is unobstructed by filter cartridges.

3.3.6

Maintenance access shall have a minimum clear height that provides suitable vertical clear space over all of the filter cartridges. Filter cartridges shall be able to be lifted straight vertically out of the receptacles and deck for the entire length of the cartridge.

3.3.7

Filter cartridges shall be able to be maintained without the requirement of additional lifting equipment.

PART 4 – EXECUTION 4.1 INSTALLATION 4.1.1

PRECAST DEVICE CONSTRUCTION SEQUENCE

The installation of a watertight precast concrete device should conform to ASTM C 891 and to any state highway, municipal or local specifications for the construction of manholes, whichever is more stringent. Selected sections of a general specification that are applicable are summarized below. 4.1.1.1 The watertight precast concrete device is installed in sections in the following sequence: · aggregate base · base slab · treatment chamber and cartridge deck riser section(s) · bypass section · connect inlet and outlet pipes · concrete riser section(s) and/or transition slab (if required) · maintenance riser section(s) (if required) · frame and access cover Imbrium Systems www.imbriumsystems.com

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4.1.2 The precast base should be placed level at the specified grade. The entire base should be in contact with the underlying compacted granular material. Subsequent sections, complete with joint seals, should be installed in accordance with the precast concrete manufacturer’s recommendations. 4.1.3 Adjustment of the stormwater quality treatment device can be performed by lifting the upper sections free of the excavated area, re-leveling the base, and reinstalling the sections. Damaged sections and gaskets should be repaired or replaced as necessary to restore original condition and watertight seals. Once the stormwater quality treatment device has been constructed, any/all lift holes must be plugged watertight with mortar or non-shrink grout. 4.1.4 Inlet and Outlet Pipes Inlet and outlet pipes should be securely set into the device using approved pipe seals (flexible boot connections, where applicable) so that the structure is watertight, and such that any pipe intrusion into the device does not impact the device functionality. 4.1.5 Frame and Cover Installation Adjustment units (e.g. grade rings) should be installed to set the frame and cover at the required elevation. The adjustment units should be laid in a full bed of mortar with successive units being joined using sealant recommended by the manufacturer. Frames for the cover should be set in a full bed of mortar at the elevation specified. 4.2 MAINTENANCE ACCESS WALL In some instances the Maintenance Access Wall, if provided, shall require an extension attachment and sealing to the precast wall and cartridge deck at the job site, rather than at the precast facility. In this instance, installation of these components shall be performed according to instructions provided by the manufacturer. 4.3 FILTER CARTRIDGE INSTALLATION Filter cartridges shall be installed in the cartridge deck only after the construction site is fully stabilized and in accordance with the manufacturer’s guidelines and recommendations. Contractor to contact the manufacturer to schedule cartridge delivery and review procedures/requirements to be completed to the device prior to installation of the cartridges and activation of the system. PART 5 – QUALITY ASSURANCE 5.1 FILTER CARTRIDGE INSTALLATION Manufacturer shall coordinate delivery of filter cartridges and other internal components with contractor. Filter cartridges shall be delivered and installed complete after site is stabilized and unit is ready to accept cartridges. Unit is ready to accept cartridges after is has been cleaned out and any standing water, debris, and other materials have been removed. Contractor shall take appropriate action to protect the filter cartridge receptacles and filter cartridges from damage during construction, and in accordance with the manufacturer’s recommendations and guidance. For systems with cartridges installed prior to full site stabilization and prior to system activation, the contractor can plug inlet and outlet pipes to prevent stormwater and other influent from entering the device. Plugs must be removed during the activation process. 5.2 INSPECTION AND MAINTENANCE 5.2.1 The manufacturer shall provide an Owner’s Manual upon request. Imbrium Systems www.imbriumsystems.com

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5.2.2 After construction and installation, and during operation, the device shall be inspected and cleaned as necessary based on the manufacturer’s recommended inspection and maintenance guidelines and the local regulatory agency/body. 5.3 REPLACEMENT FILTER CARTRIDGES When replacement membrane filter elements and/or other parts are required, only membrane filter elements and parts approved by the manufacturer for use with the stormwater quality filter device shall be installed. END OF SECTION

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Arcadis Professional Services (Canada) Inc. 10120 103 Avenue, Suite 300 Edmonton, Alberta T5J 3R6 Canada Phone: 780 428 4000 www.arcadis.com

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Appendix C Hydraulic Network Analysis

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November 28, 2024

Arcadis Professional Services (Canada) Inc. Suite 300, 10120 103 Avenue Edmonton, Alberta T5J 3R6 Canada Phone: 780 428 4000 www.arcadis.com

Chris Krath, P.L.(Eng.) C.E.T. Senior Development Engineer Integrated Development & Land Services 9613 100 Street, Morinville, AB T8R 1L9

Dear Mr. Krath: PINNACLE VILLAGE - HYDRAULIC NETWORK ANALYSIS 1. INTRODUCTION Please find attached the Water Network Analysis in support of engineering design for Pinnacle Village. Pinnacle Village is located in Sturgeon county, NW ¼ SEC 25-54-25-W4M. Figure 1.0 shows the consumption boundary and water network for the site. Table 1.1 shows the connecting locations with the boundary conditions, which were provided by Sturgeon County on March 6th, 2024. Table 1.1: Boundary Conditions: Pinnacle Village

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Chris Krath, P.L.(Eng.) C.E.T. – November 28th, 2024

2. WATER DEMANDS The current Sturgeon County General Municipal Servicing Standards has been used for design criteria of this hydraulic network analysis. Note that fire flow testing was administered in the model to achieve as close to the provided fireflow and residual pressures as possible. It is known that there is limited fireflow availability here, so the report also shows the minimum HGL at the boundaries to achieve fireflow constraints as outlined in the GMSS. •

Average Day Demand (ADD)

320 L/c/d

•

Maximum Day Demand (MDD)

640 L/c/d

•

Peak Hour demand (PHD)

960 L/c/d

Table 2.1 shows the peak hour and maximum day demands used in the model, based on the zoning and consumption boundaries shown in Figure 1.0.

Table 2.1: Water Demand

JUNCTION/ZONE

Area (Ha)

Units/ Ha

NO. OF UNITS

Persons/ UNIT

POPULATION

MAX DAY DEMAND (l/s)

PEAK HOUR DEMAND (l/s)

AVERAGE DAY DEMAND (l/s)

J-1

3.50

0.00

J-2

3.50

0.34

0.51

0.17

J-3

3.50

0.34

0.51

0.17

J-4

3.50

0.31

0.47

0.16

J-5

3.50

0.00

J-6

3.50

0.34

0.51

0.17

J-7

3.50

0.49

0.74

0.25

J-8

3.50

0.49

0.74

0.25

J-9

3.50

0.00

J-10

3.50

0.34

0.51

0.17

J-11

3.50

0.29

0.43

0.14

J-12

3.50

0.26

0.39

0.13

J-13

3.50

0.26

0.39

0.13

J-14

3.50

0.29

0.43

0.14

J-15

3.50

0.00

J-16

3.50

0.00

J-17

3.50

0.00

J-18

3.50

0.00

413

3.06

4.59

1.53

Total

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Chris Krath, P.L.(Eng.) C.E.T. – November 28th, 2024

3. RESULTS Modeling results are summarized in Table 3.1. Figure 1.0 shows the pipe layout and diameter for each scenario.

AVERAGE DAY DEMAND (ADD) The lowest and highest pressures respectively were found to be 496 and 549 kPa at nodes J-18 and J-15. The velocities within the watermains are all under 1.5 m/s and headloss gradients were lower than 2.0 m/km.

PEAK HOUR DEMAND (PHD) The lowest and highest pressures respectively were found to be 470 and 522 kPa at nodes J-18 and J-15. The velocities within the watermains are all under 1.5 m/s and headloss gradients were lower than 2.0 m/km except for P-1(1) which was 2.909 m/km. This pipe is a long run and thus has higher then average frictions/headloss. The headloss is not high enough to be considered a major concern for the lifetime of the pipe, but there are some mitigation measures which could be taken such as upsizing.

MAXIMUM DAY DEMAND (MDD)+100 l/S FIRE FLOW The maximum day demand scenario was analyzed for 100 l/s fire flow. It was known that in the current condition, the system cannot adequately support the fireflow needs for the area. The system was iterated to get as close as possible to the provided fireflow and residual pressures to model the current scenario. In addition to this, an idealized scenario was modeled to show the minimum required hydraulic grade line at the boundaries to achieve the required fireflow servicing for the area. These HGL were found to be 713.5 and 713 respectively.

MDD

Table 3.1: Summary of Results Minimum Pressure (KPa)

At Node

Maximum Pressure (KPa)

At Node

Maximum Velocity (m/s)

Maximum Headloss Gradient (m/km)

ADD

496

J-18

549

J-15

0.219

0.379

PHD

470

J-18

522

J-15

0.659

2.909

<130

J-18

183

J-15

MDD + 100 l/s (Current)

If you have any questions concerning this or require any additional information, please contact the undersigned at (780) 428-4000.

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Chris Krath, P.L.(Eng.) C.E.T. – November 28th, 2024

ARCADIS

David Boniec-Jedras C.E.T. Project Technologist Reviewed by:

Ryan Tomas P.Eng. Business Unit Director - Civil/Land Development

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Stage 3 P-16 200 mm

J-12

67 41

P-14 200 mm

Stage 1 60

119 Lots

J-16

59 95

J-4

J-11

P-13 200 m m

103

56 55

48 54

J-10

53 52

105

106

107

109 110

27 8

112

J-2

113

P-4 200 mm

114

117 118 119

J-8 15

14 3

P-2 200 m J-1

EMERGENCY ACCESS

1 P-1

200

R-1

Road

P-10 200 mm

P-3 200 m

116

idge

J-3

115

111

tle R

P-12 200 mm

108

Tres

10 25 47

P-9(2)

58 96

200 mm

102

104

P-21 J-18 200 mm

P-5 200 mm

11 Lots

98 101

P-9(1)

200 mm

J-5

Stage 2

J-15 200 mmP-18

Legend

1 : 3000

20 90

100

J-7

P-8 200 mm

P-6 200 mm

Starkey Road

P88

J-6

J-14

200 mm P-15

J-13

14 Lots

NW 25-54-25-4

P-20 200 mm

P-7 200 mm

C:\Users\boniecd8486\ARCADIS\133341 Pinnacle Village - Internal Documents\6.0_Technical\6.01_General\04_Design-Analysis\HNA\2024-11-28\Analysis\ Pinnac

J-17 83 84

P-1(2) 200 mm

J-9

P-1(1)

200 mm

innaFigure 1.0 Stage Boundary cle P Consumption Boundary Water Demand Boundary oint R-1 Reservoir & Number & Water Network J-1 Junction Node & Number Preliminary HYD. Location Pinnacle Village P-1 Pipe Size & Number Date: November 2024 200 mm

ARCADIS PROFESSIONAL SERVICES (CANADA) INC #300, 10120 103 Avenue Edmonton AB T5J 3R6 Canada tel 780 428 4000 www.arcadis.com

R-2

Peak Hourly Demand

Active Scenario: PHD FlexTable: Reservoir Table Label R-1 R-2

Pinnacle HNA - 2024.wtg 2024-11-27

Elevation (m) 739.6 740.1

Flow (Out net) (L/s) -15.08 20.71

Hydraulic Grade (m) 739.6 740.1

Bentley Systems, Inc. Haestad Methods Solution Center 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-1666

WaterCAD [23.00.00.16] Page 1 of 1

Active Scenario: PHD FlexTable: Junction Table Label J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 J-10 J-11 J-12 J-13 J-14 J-15 J-16 J-17 J-18

Pinnacle HNA - 2024.wtg 2024-11-27

Elevation (m)

Demand (L/s) 688.8 688.7 689.1 688.3 688.2 688.5 688.8 689.5 688.5 688.4 689.1 688.3 688.5 688.8 686.3 690.1 689.2 691.7

Hydraulic Grade (m) 0.00 0.51 0.51 0.47 0.00 0.51 0.74 0.74 0.00 0.51 0.43 0.39 0.39 0.43 0.00 0.00 0.00 0.00

Bentley Systems, Inc. Haestad Methods Solution Center 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-1666

739.7 739.7 739.7 739.7 739.7 739.7 739.7 739.7 739.8 739.7 739.7 739.7 739.7 739.7 739.7 739.7 739.7 739.7

Pressure (kPa) 498 499 495 503 503 501 498 492 502 502 495 503 501 498 522 486 494 470

WaterCAD [23.00.00.16] Page 1 of 1

Active Scenario: PHD FlexTable: Pipe Table Label

Start Node

Stop Node

P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-10 P-1(1) P-1(2) P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-9(1) P-9(2) P-20 P-21

J-1 R-1 J-2 J-3 J-4 J-5 J-6 J-8 R-2 J-9 J-9 J-2 J-10 J-10 J-12 J-12 J-14 J-15 J-7 J-16 J-7 J-16

R-1 J-2 J-3 J-4 J-5 J-6 J-7 J-3 J-9 J-1 J-8 J-10 J-11 J-12 J-13 J-14 J-15 J-5 J-16 J-8 J-17 J-18

Pinnacle HNA - 2024.wtg 2024-11-27

Length (m) 28 39 64 89 52 42 134 138 103 248 74 162 85 136 91 111 73 50 92 92 46 41

Diameter (mm) 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200

Material

PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC

HazenWilliams C 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0

Bentley Systems, Inc. Haestad Methods Solution Center 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-1666

Flow (L/s) 8.72 -6.37 -6.16 0.14 -0.33 -3.19 -3.70 6.81 20.71 8.72 12.00 -0.71 0.43 -1.65 0.39 -2.43 -2.86 -2.86 -4.44 -4.44 0.00 0.00

Velocity (m/s) 0.277 0.203 0.196 0.004 0.011 0.102 0.118 0.217 0.659 0.277 0.382 0.023 0.014 0.053 0.012 0.077 0.091 0.091 0.141 0.141 0.000 0.000

Headloss Gradient (m/km) 0.586 0.328 0.308 0.000 0.001 0.091 0.120 0.371 2.909 0.585 1.058 0.006 0.002 0.027 0.002 0.056 0.074 0.075 0.168 0.168 0.000 0.000

WaterCAD [23.00.00.16] Page 1 of 1

Average Day Demand

Active Scenario: ADD FlexTable: Junction Table Label J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 J-10 J-11 J-12 J-13 J-14 J-15 J-16 J-17 J-18

Pinnacle HNA - 2024.wtg 2024-11-27

Elevation (m)

Demand (L/s) 688.8 688.7 689.1 688.3 688.2 688.5 688.8 689.5 688.5 688.4 689.1 688.3 688.5 688.8 686.3 690.1 689.2 691.7

Hydraulic Grade (m) 0.00 0.17 0.17 0.16 0.00 0.17 0.25 0.25 0.00 0.17 0.14 0.13 0.13 0.14 0.00 0.00 0.00 0.00

Bentley Systems, Inc. Haestad Methods Solution Center 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-1666

742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4 742.4

Pressure (kPa) 524 526 522 529 530 528 525 518 528 529 522 530 528 525 549 512 521 496

WaterCAD [23.00.00.16] Page 1 of 1

Active Scenario: ADD FlexTable: Pipe Table Label

Start Node

Stop Node

P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-10 P-1(1) P-1(2) P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-9(1) P-9(2) P-20 P-21

J-1 R-1 J-2 J-3 J-4 J-5 J-6 J-8 R-2 J-9 J-9 J-2 J-10 J-10 J-12 J-12 J-14 J-15 J-7 J-16 J-7 J-16

R-1 J-2 J-3 J-4 J-5 J-6 J-7 J-3 J-9 J-1 J-8 J-10 J-11 J-12 J-13 J-14 J-15 J-5 J-16 J-8 J-17 J-18

Pinnacle HNA - 2024.wtg 2024-11-27

Length (m)

Diameter (mm)

28 39 64 89 52 42 134 138 103 248 74 162 85 136 91 111 73 50 92 92 46 41

200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200

Material

PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC

HazenWilliams C 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0 120.0

Bentley Systems, Inc. Haestad Methods Solution Center 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-1666

Flow (L/s) 2.90 -2.12 -2.05 0.05 -0.11 -1.06 -1.23 2.27 6.90 2.90 4.00 -0.24 0.14 -0.55 0.13 -0.81 -0.95 -0.95 -1.48 -1.48 0.00 0.00

Velocity (m/s) 0.092 0.067 0.065 0.002 0.004 0.034 0.039 0.072 0.219 0.092 0.127 0.008 0.004 0.017 0.004 0.026 0.030 0.030 0.047 0.047 0.000 0.000

Headloss Gradient (m/km) 0.076 0.042 0.041 0.000 0.000 0.012 0.015 0.048 0.379 0.076 0.139 0.001 0.000 0.003 0.000 0.007 0.009 0.010 0.022 0.022 0.000 0.000

WaterCAD [23.00.00.16] Page 1 of 1

Active Scenario: ADD FlexTable: Reservoir Table Label R-1 R-2

Pinnacle HNA - 2024.wtg 2024-11-27

Elevation (m) 742.4 742.5

Flow (Out net) (L/s) -5.02 6.90

Hydraulic Grade (m) 742.4 742.5

Bentley Systems, Inc. Haestad Methods Solution Center 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-1666

WaterCAD [23.00.00.16] Page 1 of 1

Max Daily Demand Current Scenario 100 l/s FF

Active Scenario: MDD+100L/S Fire Flow Node FlexTable: Fire Flow Report Label

J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 J-10 J-11 J-12 J-13 J-14 J-15 J-16 J-17 J-18

Pinnacle HNA - 2024.wtg 2024-11-27

Satisfies Fire Flow Constraints?

False False False False False False False False False False False False False False False False False False

Flow (Total Needed) (L/s)

100.00 100.34 100.34 100.31 100.00 100.34 100.49 100.49 100.00 100.34 100.29 100.26 100.26 100.29 100.00 100.00 100.00 100.00

Flow (Total Available) (L/s)

Pressure (Calculated Residual) (kPa)

0.00 0.34 0.34 0.31 0.00 0.34 0.49 0.49 0.00 0.34 0.29 0.26 0.26 0.29 0.00 0.00 0.00 0.00

Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

159 160 156 163 164 162 159 152 161 163 156 164 162 159 183 146 155 130

Pressure (Calculated Zone Lower Limit) (kPa) 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 146

WaterCAD [10.03.02.75] Page 1 of 1

Active Scenario: MDD+100L/S FlexTable: Reservoir Table Label

R-1 R-2

Pinnacle HNA - 2024.wtg 2024-11-27

Elevation (m) 705.0 705.0

Flow (Out net) (L/s) 2.84 0.91

Hydraulic Grade (m) 705.0 705.0

Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

WaterCAD [10.03.02.75] Page 1 of 1

Max Daily Demand Idealized Scenario 100 l/s FF

Active Scenario: MDD+100L/S Fire Flow Node FlexTable: Fire Flow Report Label

J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 J-10 J-11 J-12 J-13 J-14 J-15 J-16 J-17 J-18

Pinnacle HNA - 2024.wtg 2024-11-27

Satisfies Fire Flow Constraints?

True True True True True True True True True True True True True True True True True True

Flow (Total Needed) (L/s)

100.00 100.34 100.34 100.31 100.00 100.34 100.49 100.49 100.00 100.34 100.29 100.26 100.26 100.29 100.00 100.00 100.00 100.00

Flow (Total Available) (L/s)

Pressure (Calculated Residual) (kPa)

300.00 300.34 250.15 196.10 194.94 173.88 153.54 219.71 300.00 149.18 103.30 142.78 100.82 147.96 175.67 142.68 120.71 111.23

Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

170 156 140 140 140 140 144 154 151 147 140 142 140 140 151 156 140 140

Pressure (Calculated Zone Lower Limit) (kPa) 205 156 148 160 145 157 140 140 158 140 195 140 191 165 140 140 171 182

WaterCAD [10.03.02.75] Page 1 of 1

Active Scenario: MDD+100L/S FlexTable: Reservoir Table Label

R-1 R-2

Pinnacle HNA - 2024.wtg 2024-11-27

Elevation (m) 713.5 713.0

Flow (Out net) (L/s) 24.06 -20.31

Hydraulic Grade (m) 713.5 713.0

Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

WaterCAD [10.03.02.75] Page 1 of 1

Appendix D Pinnacle Ridge Estates Stage 2, 3 & 4, Riverstone Pointe Phase 1 – As-Built Drawings

www.arcadis.com CRPT-133341-Servicing-Design-Brief-2025-05-14.docx

PINNACLE RIDGE AND VILLAGE COME FROM THIS DIRECTION.

OVERCAPACITY PIPE. SHOWN AS MH EX30 TO EX31 IN SPREADSHEET

SANITARY FLOW FROM RIVERSTONE POINTE

SANITARY FLOW FROM PINNACLE VILLAGE

TO BELLEROSE LIFT STATION

PINNACLE VILLAGE

SANITARY DESIGN DES Q =11.9 L/s CAP = 38.9 L/s VEL = 1.09 m/s

Arcadis Professional Services (Canada) Inc. 10120 103 Avenue, Suite 300 Edmonton, Alberta T5J 3R6 Canada Phone: 780 428 4000 www.arcadis.com

Arcadis. Improving quality of life.