INVITATION TO TENDER “ITT” No. PS20200772 10th ......placement of pipe bedding and utility backfills, post construction total and differential settlements for the proposed services

FINANCE, RISK AND SUPPLY CHAIN MANAGEMENT

Supply Chain Management

{01203609v1}

City of Vancouver, Finance, Risk and Supply Chain Management 453 West 12th Avenue Vancouver, British Columbia V5Y 1V4 Canada tel: 604.873.7263 fax: 604.873.7057 website: vancouver.ca

September 2, 2020

INVITATION TO TENDER “ITT” No. PS20200772 10th AVENUE HOSPITAL ZONE PHASE 2 CONSTRUCTION

ADDENDUM No. 1

RE: SCHEDULE 2 – CONSTRUCTION SPECIFICATIONS

PLEASE ADD:

Under Schedule 2 – Construction Specifications – Supplementary Specifications, the following specifications are added to the list:

Section 01 53 01 – Temporary Facilities

Section 31 11 41S – Shrub and Tree Preservation

Refer to the attached specifications document.

RE: APPENDIX 7 – GEOTECHNICAL EXPLORATION REPORT

PLEASE ADD:

For information only, Appendix 7 – Geotechnical Exploration Report is added to the ITT.

Refer to the attached report.

This addendum must be completed, and attached to your Tender form.

FINANCE, RISK AND SUPPLY CHAIN MANAGEMENT

Supply Chain Management

{01203609v1}

City of Vancouver, Finance, Risk and Supply Chain Management 453 West 12th Avenue Vancouver, British Columbia V5Y 1V4 Canada tel: 604.873.7263 fax: 604.873.7057 website: vancouver.ca

If you have already submitted your Tender, this addendum shall be submitted by email to the Contact Person identified in the ITT with the subject line “Addendum No. 1 to Invitation to

Proposal No. PS20200772: 10th AVENUE HOSPITAL ZONE PHASE 2 CONSTRUCTION before the closing time of 3:00 p.m. on September 17, 2020..

NAME OF VENDOR

SIGNATURE OF AUTHORIZED SIGNATORY

DATE

Donabella Bersabal Contracting Specialist

City of Vancouver Section 01 53 01 Construction Specifications Page 1 of 1 Supplementary Specifications Temporary Facilities 2020

Section 01 53 01 Temporary Facilities

1.9 Measurement and

Payment

Add 1.9.2 Payment for Mobilization and Demobilization will be made at the

lump sum price, for the mobilization and demobilization of all

equipment and labour, access to all parts of the work, and all overhead

and other costs which are not specifically covered in the Schedule of

Quantities.

Payment of twenty percent (20%) of the lump sum price will be made

when office, equipment, and labour are on site and work has

commenced. Payment of sixty percent (60%) of the total will be made

in proportion to the progress on the project as a series of monthly

payments. Payment of the remaining twenty percent (20%) will be

made upon completion of cleanup and removal of all temporary work

to the satisfaction of the City.

END OF SECTION 01 53 01

City of Vancouver Section 31 11 41S Construction Specifications Page 1 of 1 Supplementary Specifications Shrub and Tree Prevention 2020

Section 31 11 41S Shrub and Tree Preservation

1.3 Measurement and

Payment

Add 1.3.2 Payment for all work performed under this Section will be on a Lump

Sum basis unless noted otherwise in the Schedule of Quantities and

Prices. Payment shall be 10% upon initiating arborist services; 80%

distributed in monthly Progress Payments for maintenance and

monitoring work; and 10% upon Total Performance.

END OF SECTION 31 11 41S

December 5, 2019 (Rev.3 July 3, 2020)

Reference: 19-8295

Via email: [email protected]

ISL Land and Engineering Services Ltd.

#201 – 8506 200 Street

Langley, BC V2Y 0M1

Attn: Grant Ngieng, P.Eng.

Re: Geotechnical Exploration Report

10th Avenue Health Precinct Phase 2

10th Avenue: Willow Street to Ash Street, Vancouver, BC

1.0 INTRODUCTION

As requested, Braun Geotechnical Ltd. has carried out a geotechnical exploration

and assessment for the proposed roadway improvements along 10th Avenue in

Vancouver, BC. The geotechnical work has been performed in general accordance

with our Geotechnical Proposal (Ref. P19-6420) dated June 11, 2019.

The scope of work included visual pavement review, intrusive subsurface

exploration, and provision of geotechnical recommendations for the project.

The scope of services was limited to the evaluation of the geotechnical

characteristics and no consideration has been given to any environmental aspects.

2.0 SITE DESCRIPTION AND PROPOSED DEVELOPMENT

The subject site included 10th Avenue from Willow Street to Ash Street in

Vancouver, BC. It is understood that 10th Avenue within the study area is classified

by the City of Vancouver (CoV) as a Residential roadway. The existing roadway

generally comprised a single travel lane in each direction with curbside parking

along the north side of the road.

It is understood that the proposed project includes storm sewer upgrades, new

stormwater tree trench, new sidewalks, bikeway and rehabilitation of the existing

asphalt pavement.

Existing asphalt pavement was observed to be in good condition with areas of low

severity longitudinal and transverse cracking.

3.0 EXPLORATION & TESTING

Subsurface exploration completed for the proposed roadway improvement project

included four auger drilled test holes (TH19-01 to -04) advanced using a truck

mounted auger rig under subcontract to Braun to a depth of 4.6m

The subsurface conditions were logged in the field by a representative from Braun

Geotechnical and representative soil samples were returned for further visual

classification and laboratory testing. Field percolation testing using variable head

permeability test (Section 9.4 Table 15 of NAVFAC-DM 7.1) test procedure was

Foundations,

Excavation &

Shoring

Specialists

Braun Geotechnical 102 - 19049 95A Ave.

Surrey, BC

V4N 4P3

Tel: 604-513-4190

Fax: 604-513-4195 [email protected]

www.braungeo.com

Foundations

Excavation &

Shoring

Slope Stability

Natural Hazards

Pavement Design

and Management

Reinforced Soil

Walls and Slopes

mailto:[email protected]

mailto:[email protected]

http://www.braungeo.com/

Geotechnical Exploration Report July 3, 2020 (Rev.3)

10th Avenue: Willow Street to Ash Street, Vancouver, BC Our Reference: 19-8295

2

completed at TH19-01. Test hole locations are shown on the attached plan (Dwg. 19-8295-01).

4.0 SOIL AND GROUNDWATER CONDITIONS

A review of available published and in-house geological information indicated that the study site

area is underlain by Vashon Drift comprising lodgment till and minor flow till and Tertiary

bedrock including sandstone, siltstone, shale, conglomerate, and minor volcanic rocks.

The findings of the subsurface exploration are provided on the attached test hole logs. Please

refer to the test hole logs for detailed subsurface conditions encountered at each test hole location.

A generalized subsurface profile based on the test holes is summarized below.

Asphalt Pavement and Pavement Section Fills:

Test holes encountered asphalt pavement with thickness varying from 100 to 165mm. Pavement

section fills generally comprised silty SAND & GRAVEL fill with trace to some silt. Dense

SAND fill was encountered within TH19-02 to -03. The thickness of pavement section fills was

in the range of 100 to 280mm at test locations.

Fills:

TH19-03 encountered grey-brown, damp, firm to stiff SILT with trace sand (FILL) to a depth of

1.5m.

Natural Soils:

Grey-brown, damp, very dense, silty SAND with trace to some gravel was encountered below

roadways fills to the depths of test hole exploration at 4.6m.

Groundwater:

Groundwater/ seepage was not encountered within the test holes at the time and to the depths of

drilling. It is noted that groundwater seepage is expected to fluctuate seasonally, and with

drainage conditions.

The subsurface conditions described above and presented on the test hole logs were encountered

at the test hole locations only. It should be noted that subsurface conditions at other locations

could vary.

5.0 GEOTECHNICAL RECOMMENDATIONS - UTILITIES

5.1 General

It is understood that utility upgrades along W 10th Avenue between Heather Street and Ash Street

would include a storm sewer replacement.

The proposed works should be completed in general accordance with CoV Engineering

Construction Specifications and Standard Detail Drawings. The noted documents provide

standards, specifications, and procedures to ensure that municipal construction works are carried

out in accordance with City of Vancouver requirements.

The following sections provide specific geotechnical discussion and recommendations for the

proposed project.

5.2 Temporary Excavations & Slopes

In general, excavations up to 1.2 m deep can be cut near vertical in accordance with Worksafe BC

guidelines. Deeper trench excavations for worker entry may be slope cut, or alternatively suitable

temporary support systems (shoring/ trench box) should be provided. Excavations below 1.2m



3

depth should be completed under design and field review by a qualified engineer retained by the

contractor.

For preliminary planning purpose any unsupported or excavation cuts should be sloped at 1H:1V

(horizontal to vertical). These recommended cut slopes should be reviewed by a Geotechnical

Engineer during excavation and may require modification based on actual site conditions. Flatter

slopes may be required if poor soil conditions or significant seepage is encountered.

In accordance with WorksafeBC requirements excavation and any trench shoring should be

carried out under design and field review by a Qualified Geotechnical Engineer.

Note that boulders may be encountered at select project sites during excavation activity that may

require additional excavation measures such as blasting or rock splitting.

5.3 Trench Subgrades

Based on available test hole data and the proposed utility alignments provided it is anticipated

that trench subgrades would generally comprise natural mineral soils in very dense condition.

These soils are considered suitable for placement of pipe bedding materials without subgrade

improvement or treatment.

If encountered at design subgrade trench levels, deleterious materials (organic rich, soils,

disturbed soils, loose/firm soils, etc.) should be over-excavated to reveal a suitable subgrade and

replaced with granular subbase as per section 32 11 16.1 – 2.1.1.3 (CoV Aggregate #13) of

CoV Engineering Construction Specifications compacted to at least 95% Modified Proctor

Density (MPD).

5.4 Dewatering

It is anticipated that utility excavations could be kept free of standing water using conventional

pumping sumps.

5.5 Pipe Bedding

Pipe bedding should comprise granular pipe bedding and surround material as per section 31 05

17 - 2.7 (CoV Aggregate #15) in the CoV Engineering Construction Specifications placed and

compacted to at least 95% MPD. Thickness of bedding material below the pipe should be Pipe

Diameter/4, no less than 100mm. Surround materials should be placed and compacted to at least

300mm horizontally beyond the pipes and/or as required to permit compaction. Prior to placing

gravel bedding layer, subgrades should be reviewed by Braun Geotechnical.

5.6 Trench Backfill

Trench backfills for utility construction should consist of CoV Engineering Construction

Specifications granular subbase as per section 32 11 16.1 – 2.1.1.3 (CoV Aggregate #13)

compacted to a minimum of 95% MPD.

Density testing during backfill placement should be carried out on a regular basis (30m test

interval and 0.6m depth interval) to confirm adequacy of compaction, and the results forwarded to

Braun Geotechnical for review.

Re-use of excavated site soils as structural trench backfill would be subject to review and

acceptance of the material and site conditions by Braun Geotechnical. Based on the findings of

the test hole exploration we expect that excavated soils would generally comprise high fines sand/

silt and would not be suitable for re-use as general trench fill below asphalt pavement areas. Re-

use of excavated ‘silty’ soils below not-settlement sensitive soft landscape areas (located at least



4

1.5m horizontally from the edge of pavement) would be acceptable for geotechnical

considerations.

Utility trench backfills at boulevards and/or landscape areas and should be nominally compacted

to 95% Modified Proctor maximum dry density.

It is recommended that pavement restoration within trench backfills be carried out in general

accordance with CoV Standard Detail Drawings No. G4.1 requirements.

5.7 Settlement

For trench subgrade preparation as described above and assuming adequate compaction during

placement of pipe bedding and utility backfills, post construction total and differential settlements

for the proposed services & culverts would be expected to be within tolerable limits (<25mm).

5.8 Groundwater Infiltration

Potential for infiltration of stormwater was identified by ISL Engineering and Land Services Ltd.

for the new stormwater tree trench. Field percolation testing was completed in the open test hole

(TH19-01) using variable head permeability test (Section 9.4 Table 15 of NAVFAC-DM 7.1) at

1.2m depth.

Percolation testing within the underlying natural sand recorded a field percolation rate of

5 minutes per inch. The noted percolation is considered equivalent to a factored infiltration rate

of approximately 1.4 x 10-5 m/s which may be adopted for the design of the new stormwater tree

trench.

6.0 GEOTECHNICAL RECOMMENDATIONS - ROADWORKS

6.1 General

Geotechnical exploration generally encountered existing roadway pavement fills overlying very

dense silty sand. Natural soils encountered at test hole locations would be considered suitable for

subgrade support of proposed roadbed materials following suitable stripping of any near surface

organic rich and disturbed materials.

The proposed works should be completed in general accordance with CoV Engineering

Construction Specifications and Standard Detail Drawings. The noted documents provide

standards, specifications, and procedures to ensure that municipal construction works are carried

out in accordance with City of Vancouver requirements.

The following sections provide specific geotechnical recommendations for the project.

6.2 Stripping

Preparation below proposed pavement widening and sidewalk areas should include removal of

vegetation, surficial topsoil, water softened soils, and other deleterious materials to reveal a

natural mineral subgrade substantially free of organics.

Existing granular trench or embankment fill encountered at the design subgrade level should

typically be re-compacted to at least 95% MPD. Existing fills that cannot achieve satisfactory

compaction may require removal and replacement.

If encountered at pavement design levels, soft or deleterious materials (organic rich etc.) should

be over-excavated to reveal a suitable subgrade and replaced with granular subbase as per

section 32 11 16.1 – 2.1.1.3 (CoV Aggregate #13) compacted to at least 95% MPD. Deep

stripping for removal of any buried organic rich soils it not warranted for the condition where the

exposed subgrade achieves compaction.



5

Required stripping depth for removal of deleterious materials should be based on actual

conditions encountered during site preparation. Prior to placing roadway fills, subgrade areas

should be trimmed to the design level for review by a qualified Geotechnical Engineer.

6.3 Structural Fill

Subgrade restoration fills below proposed roadway areas should typically consist of CoV

Engineering Construction Specifications granular subbase as per section 32 11 16.1 – 2.1.1.3

(CoV Aggregate #13) compacted to a minimum of 95% MPD.

Density testing during site fill placement should be carried out on a regular basis to confirm

adequacy of compaction.

6.4 Permanent Slopes

For geotechnical considerations, permanent cuts may be sloped at gradients up to 2.0H:1V

(Horizontal to Vertical). Fill slopes consisting of suitably compacted import granular soils should

typically be constructed at gradients no steeper than 2.0H:1V for geotechnical considerations.

Slopes should be vegetated as soon as is practical to reduce potential for surficial sloughing

and/or erosion.

6.5 Foundation Design – Sign Foundations

Natural soils and/or granular structural fills placed thereon are considered appropriate for direct

subgrade support of conventional shallow foundations (cast in place or precast type). A

geotechnical bearing resistance of 100kPa Serviceability Limit State may be assigned to

foundation subgrades comprised of the underlying natural dense mineral soils or structural fills

placed thereon. Actual foundation subgrade should be reviewed by a qualified Geotechnical

Engineer following excavation.

6.6 Asphalt Pavement Design Section

The minimum recommended pavement structure for a higher zoned residential street as per CoV

Engineering Design Manual is provided below and should be adequate for the expected traffic

demand on the roadway.

Recommended Thickness Material

140mm 50mm Asphalt Surface Course

90mm Asphalt Lower Course

150mm Granular Base

(CoV Section 32 11 23 – 2.1.1.1 - Aggregate #9)

300mm Granular Subbase

(CoV Section 32 11 16.1 – 2.1.1.3 - Aggregate #13)

Asphalt surfacing should be placed in two lifts of 90mm and 50mm for the base and surface

layers respectively and may comprise 19mm and 9.5mm Superpave as per section 32 12 17 –

2.1.5.3 and 32 12 17 - 2.1.5.1, respectively, of CoV Engineering Construction Specifications.

It is recommended that pavement restoration within trench backfill areas be carried out in general

accordance with CoV Standard Detailed Drawings No. R2.2 requirements. Adequate drainage

and/ or cross falls should be provided to ensure that the base and subbase materials will not

become saturated. The granular structure should extend beyond the final edge of pavement by a

distance equal to the road structure thickness.



6

6.7 Asphalt Bike Lane Design Section

The minimum pavement structure for the proposed bike lane is outlined below.


50mm 9.5mm Superpave Surface Mix

(CoV Section 32 12 17 – 2.1.5.1)

150mm Granular Base


300mm Granular Subbase

(CoV Section 32 11 16.1 – 2.1.1.3 - Aggregate #13)

6.8 Concrete Sidewalk Design Section

The minimum pavement structure for the proposed concrete sidewalk is outlined below.


100mm Portland Cement Concrete

100mm Granular Base


7.0 ASPHALT PAVEMENT REHABILITATION

7.1 Pavement Design Methodology & Analysis

Material performance assumptions for pavement design are provided as follows.

Pavement Material Structural Layer

Coefficient (ai)

Resilient Modulus

MR (MPa)

Asphalt Pavement (PG Binder) 0.44 2750

Crushed Granular Base (CGB) 0.14 200

Crushed Subbase, (CGSB) 0.14 200

SGSB Subbase 0.10 100

With reference to AASHTO design input, quality of drainage was assumed to be ‘fair’ with 5-

25% time period where pavement section granular materials approach saturation. This equates to

an AASHTO drainage coefficient m = 0.9.

The design AASHTO Structural Number (SN) based on the design pavement structure is

provided below.



7

Road Element

Pavement Structure

Structural

Number ASPHALT

(mm)

MMCD BASE

(mm)

MMCD SUBBASE

(mm)

10th Avenue 140 150 300 CGSB 118mm

7.2 Existing Pavement & Roadbed Materials

Comparison between the design pavement section to the existing roadbed materials encountered

during the exploration is provided as follows:

Test Holes Asphalt Base Subbase Subgrade SN

Design 140 150 300 CGSB - 118

TH19-01 165 140 silty sand 85

TH19-02 100 280 silt 69

TH19-03 150 100 silty sand 75

TH19-04 150 125 silty sand 77

Average 141 161 - 77

7.3 Pavement Rehabilitation

The existing pavement was observed to be in good condition with areas of low severity

longitudinal and transverse cracking. Asphalt thickness at test hole locations met the design

requirement of 140mm except at TH19-02. The existing relatively thick asphalt surface has

contributed to the observed good condition pavement along the roadway.

The preferred rehabilitation strategy for pavement considerations alone is full depth

reconstruction using the design pavement section as the test holes encountered existing pavement

structure conditions that would not satisfy current design requirements. A proper base/ subbase

was not encountered at test hole locations that would permit alternate rehabilitation strategies

such as asphalt pavement removal/ replacement or reclamation. Full depth reconstruction would

include removal of the existing pavement and granular fills to a properly stripped subgrade

followed by construction of the design pavement section.

It is noted that conventional mill & overlay rehabilitation approach to significantly lower the

initial construction cost could be considered as an alternate pavement rehabilitation strategy

within road improvement areas that do not require significant utility service installations that

would be constructed on existing grades. Lowering of the existing roadway by more than 20mm

for civil geometric design considerations would weaken the existing pavement such that full

depth reconstruction using the design pavement section within these areas will be required.

If selected/appropriate a mill & overlay approach would include a 50mm thick mill & overlay

using 12.5mm Superpave as per section 32 12 17 – 2.1.5.2 of CoV Engineering Construction

Specifications. This would essentially provide for a new asphalt pavement surface lift that would

be expected to provide for reasonable pavement performance across a 20 year pavement design.

Repairs to cracked areas should be carried out prior to application of the resurface overlay

treatment. The asphalt repair should involve a full-depth asphalt patch for severely cracked areas.



8

Membrane crack sealant and/or crack cleaning and filling should be carried out for minor

cracking and to reduce potential for reflective type cracking through the overlay surface.

Additional pavement maintenance activity associated with this lower cost rehabilitation approach

would likely involve regular repairs of reflective type cracking using crack sealant typically

following about 10 years of use when the pavement surface becomes more brittle resulting from

age hardening.

It is understood the project geometric design has necessitated selection of a full depth

reconstruction approach.

8.0 GEOTECHNICAL REVIEWS

Geotechnical construction field reviews and materials testing services should be arranged by the

Contractor to address the following, as required:

• Review site stripping and subgrade confirmation;

• Review and identify local asphalt repair areas;

• Review and density testing of subgrade and pavement section fills;

• Asphalt hot mix field sampling and Mix Design testing;

• Retrieval of asphalt cores for thickness and density.

9.0 CLOSURE

This report is prepared for the exclusive use of ISL Engineering and Land Services Ltd. and their

designated representatives and may not be used by other parties without the written permission of

Braun Geotechnical Ltd. The City of Vancouver may rely on the findings of the Geotechnical

Exploration Report.

The site contractor should make their own assessment of subsurface conditions and select the

construction means and methods most appropriate to the site conditions.

This report should not be included in contract specifications without suitable qualifications

approved by the geotechnical engineer.

The use of this report is subject to the Report Interpretation and Limitations, which is included

with the report. The reader’s attention is drawn specifically to those conditions, as it is

considered essential that they be followed for proper use and interpretation of this report.

We hope the above meets with your requirements. Should any questions arise, please do not

hesitate to contact the undersigned.

Yours truly,

Braun Geotechnical Ltd. Braun Geotechnical Ltd.

DRAFT DRAFT

David Cabuay, EIT Stuart Hrysio, P.Eng.

Geotechnical Engineer Geotechnical Engineer

Encl: Report Interpretation and Limitations

Test Hole Location Plans

Test Hole Logs X:\2019 Projects\19-8295 10th Avenue Health Precinct Phase 2 - W10th Avenue Willow to Cambie Street, Vancouver, BC\Report\Geotechnical Report 19-8295 2020-01-13 (Rev.3 2020-07-03).doc

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REPORT INTERPRETATION AND LIMITATIONS 1. STANDARD OF CARE Braun Geotechnical Ltd. (Braun) has prepared this report in a manner consistent with generally accepted engineering consulting practices in this area, subject to the time and physical constraints applicable. No other warranty, expressed or implied, is made. 2. COMPLETENESS OF THIS REPORT This Report represents a summary of paper, electronic and other documents, records, data and files and is not intended to stand alone without reference to the instructions given to Braun by the Client, communications between Braun and the Client, and/or to any other reports, writings, proposals or documents prepared by Braun for the Client relating to the specific site described herein. This report is intended to be used and quoted in its entirety. Any references to this report must include the whole of the report and any appendices or supporting material. Braun cannot be responsible for use by any party of portions of this report without reference to the entire report. 3. BASIS OF THIS REPORT This report has been prepared for the specific site, development, design objective, and purpose described to Braun by the Client or the Client’s Representatives or Consultants. The applicability and reliability of any of the factual data, findings, recommendations or opinions expressed in this document pertain to a specific project at described in this report and are not applicable to any other project or site, and are valid only to the extent that there has been no material alteration to or variation from any of the descriptions provided to Braun. Braun cannot be responsible for use of this report, or portions thereof, unless we were specifically requested by the Client to review and revise the Report in light of any alterations or variations to the project description provided by the Client. If the project does not commence within 18 months of the report date, the report may become invalid and further review may be required. The recommendations of this report should only be used for design. The extent of exploration including number of test pits or test holes necessary to thoroughly investigate the site for conditions that may affect construction costs will generally be greater than that required for design purposes. Contractors should rely upon their own explorations and interpretation of the factual data provided for costing purposes, equipment requirements, construction techniques, or to establish project schedule. The information provided in this report is based on limited exploration, for a specific project scope. Braun cannot accept responsibility for independent conclusions, interpretations, interpolations or decisions by the Client or others based on information contained in this Report. This restriction of liability includes decisions made to purchase or sell land. 4. USE OF THIS REPORT The contents of this report, including plans, data, drawings and all other documents including electronic and hard copies remain the copyright property of Braun Geotechnical Ltd. However, we will consider any reasonable request by the Client to approve the use of this report by other parties as “Approved Users.” With regard to the duplication and distribution of this Report or its contents, we authorize only the Client and Approved Users to make copies of the Report only in such quantities as are reasonably necessary for the use of this Report by those parties. The Client and “Approved Users” may not give, lend, sell or otherwise make this Report or any portion thereof available to any other party without express written permission from Braun. Any use which a third party makes of this Report – in its entirety or portions thereof – is the sole responsibility of such third parties. BRAUN GEOTECHNICAL LTD. ACCEPTS NO RESPONSIBILITY FOR DAMAGES SUFFERED BY ANY PARTY RESULTING FROM THE UNAUTHORIZED USE OF THIS REPORT. Electronic media is susceptible to unauthorized modification or unintended alteration, and the Client should not rely on electronic versions of reports or other documents. All documents should be obtained directly from Braun. 5. INTERPRETATION OF THIS REPORT Classification and identification of soils and rock and other geological units, including groundwater conditions have been based on exploration(s) performed in accordance with the standards set out in Paragraph 1. These tasks are judgemental in nature; despite comprehensive sampling and testing programs properly performed by experienced personnel with the appropriate equipment, some conditions may elude detection. As such, all explorations involve an inherent risk that some conditions will not be detected. Further, all documents or records summarizing such exploration will be based on assumptions of what exists between the actual points sampled at the time of the site exploration. Actual conditions may vary

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significantly between the points investigated and all persons making use of such documents or records should be aware of and accept this risk. The Client and “Approved Users” accept that subsurface conditions may change with time and this report only represents the soil conditions encountered at the time of exploration and/or review. Soil and ground water conditions may change due to construction activity on the site or on adjacent sites, and also from other causes, including climactic conditions. The exploration and review provided in this report were for geotechnical purposes only. Environmental aspects of soil and groundwater have not been included in the exploration or review, or addressed in any other way. The exploration and Report is based on information provided by the Client or the Client’s Consultants, and conditions observed at the time of our site reconnaissance or exploration. Braun has relied in good faith upon all information provided. Accordingly, Braun cannot accept responsibility for inaccuracies, misstatements, omissions, or deficiencies in this Report resulting from misstatements, omissions, misrepresentations or fraudulent acts of persons or sources providing this information. 6. DESIGN AND CONSTRUCTION REVIEW This report assumes that Braun will be retained to work and coordinate design and construction with other Design Professionals and the Contractor. Further, it is assumed that Braun will be retained to provide field reviews during construction to confirm adherence to building code guidelines and generally accepted engineering practices, and the recommendations provided in this report. Field services recommended for the project represent the minimum necessary to confirm that the work is being carried out in general conformance with Braun’s recommendations and generally accepted engineering standards. It is the Client’s or the Client’s Contractor’s responsibility to provide timely notice to Braun to carry out site reviews. The Client acknowledges that unsatisfactory or unsafe conditions may be missed by intermittent site reviews by Braun. Accordingly, it is the Client’s or Client’s Contractor’s responsibility to inform Braun of any such conditions. Work that is covered prior to review by Braun may have to be re-exposed at considerable cost to the Client. Review of all Geotechnical aspects of the project are required for submittal of unconditional Letters of Assurance to regulatory authorities. The site reviews are not carried out for the benefit of the Contractor(s) and therefore do not in any way effect the Contractor(s) obligations to perform under the terms of his/her Contract. 7. SAMPLE DISPOSAL Braun will dispose of all samples 3 months after issuance of this report, or after a longer period of time at the Client’s expense if requested by the Client. All contaminated samples remain the property of the Client and it will be the Client’s responsibility to dispose of them properly. 8. SUBCONSULTANTS AND CONTRACTORS Engineering studies frequently requires hiring the services of individuals and companies with special expertise and/or services which Braun Geotechnical Ltd. does not provide. These services are arranged as a convenience to our Clients, for the Client’s benefit. Accordingly, the Client agrees to hold the Company harmless and to indemnify and defend Braun Geotechnical Ltd. from and against all claims arising through such Subconsultants or Contractors as though the Client had retained those services directly. This includes responsibility for payment of services rendered and the pursuit of damages for errors, omissions or negligence by those parties in carrying out their work. These conditions apply to specialized subconsultants and the use of drilling, excavation and laboratory testing services, and any other Subconsultant or Contractor. 9. SITE SAFETY Braun Geotechnical Ltd. assumes responsibility for site safety solely for the activities of our employees on the jobsite. The Client or any Contractors on the site will be responsible for their own personnel. The Client or his representatives, Contractors or others retain control of the site. It is the Client’s or the Client’s Contractors responsibility to inform Braun of conditions pertaining to the safety and security of the site – hazardous or otherwise – of which the Client or Contractor is aware. Exploration or construction activities could uncover previously unknown hazardous conditions, materials, or substances that may result in the necessity to undertake emergency procedures to protect workers, the public or the environment. Additional work may be required that is outside of any previously established budget(s). The Client agrees to reimburse Braun for fees and expenses resulting from such discoveries. The Client acknowledges that some discoveries require that certain regulatory bodies be informed. The Client agrees that notification to such bodies by Braun Geotechnical Ltd. will not be a cause for either action or dispute.

19-8295

10th Ave: Willow St to Cambie St, Vancouver, BC

DC

ISL Engineering and Land Services Ltd.10th Avenue Health Precinct Phase 2

EV SH November 6, 2019 1:750

LOCATION PLAN

19-8295-01

BASE IMAGE OBTAINED FROM CITY OF VANCOUVER WEBMAPS

2019 TEST HOLEAPPROXIMATE LOCATION

TH19-01

LEGEND

TH19-01

TH19-02

TH19-03

TH19-04

10TH AVENUE

HEAT

HER

STRE

ET

ASH

STRE

ET

10TH AVENUE

CAMB

IE S

TREE

T

WILL

OW S

TREE

T

Truck Mounted Auger Rig Grab Off Auger Flight

Ground Surface DCNovember 4, 201919-8295

Equipment:Sampling Method:

(at time of drilling)

Datum:Water Depth:

Logged By:Exploration Date:

Dwg No.:Page:

Not Encountered-TH01

1 of 1

Soil Description

Depth

Sam

ple #

Sam

ple

Remarks

End of Test Hole @ 4.6m

Thickness

(m

m)

ASPHALT165S1

Wa

te

r co

nt.

140m

ft

1

3

5

10

15

2

4

grey-brown, damp, very dense, silty SAND

grey, damp, very dense, silty SAND & GRAVEL, occasional cobbles (FILL)

S5

S4

S3

S2

5%

11%

12%

11%

16%

S610%

- Field percolation test @ 1.2m depth- Observed rate: 5 min/inch- Factored Infiltration Rate for design: 1.4 X 10-5 m/s

Soil Description

Depth

Sam

ple #

Sam

ple

Remarks

Thickness

(m

m)

Wa

te

r co

nt.





Datum:Water Depth:


Dwg No.:Page:


1 of 1

m

ft

1

3

5

10

15

2

4



ASPHALT grey, damp, very dense, silty SAND & GRAVEL, occasional cobbles (FILL) rust-brown, damp, dense SAND, trace silt (FILL)grey-brown, damp, firm to stiff SILT, tracesand (FILL)

10075205

S1

S2

S3

S4

10%

24%

9%

9%

1145





Datum:Water Depth:


Dwg No.:Page:


1 of 1

Soil Description

Depth

Sam

ple #

Sam

ple

Remarks

Thickness

(m

m)

Wa

te

r co

nt.

m

ft

1

3

5

10

15

2

4



ASPHALT

dark-brown, damp, dense SAND, some silt, trace gravel (FILL)

ASPHALT100

7575

S1

S2

S3

11%

10%

11%

Soil Description

Depth

Sam

ple #

Sam

ple

Remarks

Thickness

(m

m)

Wa

te

r co

nt.





Datum:Water Depth:


Dwg No.:Page:


1 of 1

m

ft

1

3

5

10

15

2

4



ASPHALT grey, damp, very dense, silty SAND & GRAVEL, occasional cobbles (FILL)

150125

S1

S2

S3

S4

9%

11%

12%

11%

Documents

INVITATION TO TENDER “ITT” No. PS20200772 10th ......placement of pipe bedding and utility backfills, post construction total and differential settlements for the proposed services