Attention: Mr. Bob Ambardar, P.Eng., Manager of Engineering Mr. Greg St. Louis, P.Eng., Director of Engineering and Municipal Operations

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1 LEVELTON CONSULTANTS LTD. Abbotsford Office Gladys Avenue Abbotsford, BC V2S 2E8 T: F: Revised: October 19, 2015 Levelton File # R City of White Rock 877 Keil Street White Rock, BC, Canada V4B 4V6 Attention: Mr. Bob Ambardar, P.Eng., Manager of Engineering Mr. Greg St. Louis, P.Eng., Director of Engineering and Municipal Operations Project: White Rock Promenade Expansion Subject: Conceptual Design Report Revision Introduction and Scope of Work Levelton Consultants Ltd. (Levelton) was retained by the City of White Rock to complete a report associated with the conceptual level design of the proposed expansion of the existing promenade in White Rock, BC. The project extents are shown on the attached Figures 1 to 3. This report has been revised to include both a 3 m (9.8 ft) and 4 m (13.1 ft) wide promenade walkway. Levelton previously provided separate reports for the 3 m (9.8 ft) and 4 m (13.1 ft) wide options on July 8, 2015 and August 31, 2015, respectively. The geotechnical assessment of conceptual design consisted of the following items: Desktop study of aerial photographs, maps and relevant documents of the site; Site reconnaissance with City of White Rock, R.F. Binnie and Levelton senior geotechnical personal to review topography, drainage, and slope stability; Establish approximate locations of required retaining walls and potentially unstable slope areas; Review of surface water drainage requirements; Review feasibility and cost effectiveness of a tunnel or overpass at the base of Coldicutt Park; Preparation of conceptual cross-sections and plans of the proposed retaining walls and promenade; Preparation of a conceptual cost estimate for the design and construction of the promenade walkway expansion; and Preparation of this conceptual design report.

2 The Levelton scope of work was provided in our proposal R (10), dated May 29, We also retained an experienced site preparation/landscaping/retaining wall contractor to assist us in developing a conceptual cost estimate. 2.0 Project Description The proposed expansion consists of extending the pedestrian walkway westward from Bayview Park (14586 Marine Drive) to Coldicutt Park (14064 Marine Drive) along the north side of the existing Burlington Northern Santa Fe (BNSF) railway and construction of a pedestrian overpass over the railway at Coldicutt Park. The site is situated near sea level between the BNSF railway tracks and south facing hillside above. The hillside is incised with narrow gully features. The height of the hillside is about 40 m (131 ft) at the west end of the site and decreases to 0 m at the east end of the proposed alignment. Single-family residences are located at the top of the hillside along most of the alignment. The BNSF railway berm is constructed of angular ballast gravel with tracks running parallel to the toe of the hillside. The railway is elevated on a rip rap protected slope that is generally a few metres above the cobble covered beach. The proposed pedestrian promenade will consist of an approximately 1000 m (3280 ft) long 3 or 4 m (9.8 or 13.1 ft) wide asphalt path extending from the west terminus of the existing promenade at Bayview Park. The surface of the walkway will be approximately 0.5 m (1.6 ft) below the existing top of railway grade. The south edge of the walkway is planned to be offset 3.7 m (12.1 ft) north from the centreline of the BNSF railway, and will be separated from the railway with a 1.2 m (4 ft) high fence. The north edge of the walkway will be near or cut into the toe of the existing hillside. Portions of the walkway that are cut into the toe of the hillside will require retaining walls to maintain and improve the slope stability. The proposed pedestrian overpass will be situated directly south of Coldicutt Park. Levelton anticipates that the overpass would be constructed of prefabricated steel with concrete foundations. The overpass walkway would be 3 m (9.8 ft) wide, have a minimum 15.2 m (50 ft) long clear span, and have a minimum vertical clearance from the top of the railway tracks of 7.1 m (23.3 ft). The overpass would be partially enclosed with fencing to meet BNSF Railway safety requirements. It is also understood that an underpass could be considered at Coldicutt Park. The locations of the planned promenade extension, retaining walls and the overpass for the 3 m (9.8 ft) wide promenade are illustrated on the attached Figures 1 to 3 and shown on Figures 4 to 6 for the 4 m (13.1 ft) wide option. Conceptual cross sections are shown on the attached Figures 7 to 8. Levelton File # R Revised: October 19, 2015 The Corporation of the City of White Rock Promenade Expansion, White Rock, BC Conceptual Design Report Page 2

3 3.0 Findings and Conclusions 3.1 General It is Levelton s opinion that the proposed promenade expansion is feasible from a geotechnical perspective. Permanent retaining walls, stormwater drainage improvements and site regrading will be required for the construction of the promenade. A pedestrian overpass over the BNSF railway could be constructed for beach access. The underpass option is less desirable from an engineering, maintenance and cost perspective. Safety issues related to construction adjacent to the BNSF railway could increase the cost of construction. The conceptual cost estimate for the planned promenade expansion is approximately $4.0 million after taxes for the 3 m (9.8 ft) wide walkway option and $4.97 million after taxes for the 4 m (13.1 ft) wide walkway option. It is recommended that an architect, structural engineer, civil engineer and surveyor be retained to complete the design. Additional geotechnical consultation and design will be required during that process. 3.2 Soil Conditions The surficial geology map covering the project location prepared by the Geological Survey of Canada (Map 1484A) describes the soils in the area as Vashon Drift lodgement till (with sandy loam matrix) and minor flow till with lenses and interbeds of glaciolacustrine laminated stony silt, and Pre-Vashon Deposits consisting of quadra fluvial channel fill and floodplain deposits and Semiahmoo till, glaciofluvical, glaciomarine, and glaciolacustrine deposits. Recorded landslides are shown on the surficial geology map near the project location. Levelton observed exposed till-like soils comprising of dense sandy silt to silty sand with gravel similar to those described above on the hillside during our site reconnaissance. We also observed loose colluvium, comprising of soils deposited by mass wasting along the toe of the steep hillside adjacent to the railway tracks. 3.3 Slope Stability Information obtained from the desktop study and site reconnaissance shows that slopes along the west half of the promenade alignment are generally steep and marginally stable with slope cuts and previous slope failures evident along the alignment and pistol butt and leaning trees on the slope. Slope failure debris fans up to 17 m wide were observed at the toe of the slopes. Typical slope cut and debris fans are shown in Photographs 1 to 5 in Appendix B. Slopes above the east half of the promenade alignment were generally less steep and more stable, as well as set back further from the existing railway tracks, allowing the promenade path to be constructed with limited or no slope retention. We anticipate that maintaining slope stability will be a significant factor during construction of the promenade expansion. We recommend that the construction of the promenade be completed in dry summer months only to reduce the risk of excavation and slope failures. Further geotechnical assessment of the slopes and retaining wall design should be completed at the preliminary and detailed design phases. Levelton File # R Revised: October 19, 2015 The Corporation of the City of White Rock Promenade Expansion, White Rock, BC Conceptual Design Report Page 3

4 3.4 Retaining Walls Retaining walls will be required for the promenade expansion, primarily in the west half of the new alignment. We expect that the retaining walls can generally be gravity type modular block gravity retaining walls for retaining walls less than about 3 to 4 m (9.8 to 13.1 ft) high. Where gravity retaining walls are not feasible due to the height of the slope cut, shotcrete and anchor/soil nail retention systems are recommended. The conceptual locations of anticipated retaining walls based on a 3 m (9.8 ft) wide promenade walkway are shown on the attached Figures 1 to 3. The locations of the anticipated retaining walls for a 4 m (13.1 ft) wide promenade walkway are shown on the attached Figures 4 to 6. Conceptual cross-sections of the promenade with slope cuts are shown on the attached Figures 4 and 5. Additional slope grading and hydro-seeding may be required in areas to enhance slope stability. The quantities of retaining walls and shoring could be minimized, and significant costs saved, by reducing the width of the promenade, raising top of asphalt grade, or a combination of both of these options in areas requiring retaining walls. Topographic surveying and additional geotechnical design will be needed during the preliminary and detailed design phases. 3.5 Stormwater Drainage Levelton encountered seven existing stormwater culverts running under the BNSF railway tracks. A drainage ditch was present running parallel to the railway tracks. The ditch was dry at the time of our site reconnaissance. We anticipate that existing culverts could be utilized as part of the promenade expansion drainage system. Additional culverts, if required, would need to be directionally drilled under the BNSF railway. A series of catch basins and French drains or a drainage blanket could collect and transport surface water under the promenade to a new drain pipe running parallel to the railway and then to the existing culverts. The design of the drainage system should be completed by the Civil Engineer. 3.6 Pedestrian Railway Crossing We understand that a pedestrian tunnel or an overpass are being considered for the beach access railway crossing at Coldicutt Park. It is Levelton s opinion that a pedestrian underpass (tunnel) under the railway is less feasible from a geotechnical and cost perspective. Waves and tidal action would periodically flood the tunnel, and deposit debris and soil into the tunnel and erode the tunnel lining. Structural and geotechnical design requirements for a tunnel crossing would likely render this option to be cost prohibitive. Consequently, we have only provided a cost estimate for the overpass option. Levelton File # R Revised: October 19, 2015 The Corporation of the City of White Rock Promenade Expansion, White Rock, BC Conceptual Design Report Page 4

5 It is our opinion that a pedestrian overpass is feasible and likely more cost effective than a tunnel. We anticipate that the overpass could be constructed on concrete or steel piers supported on micropiles or spread footings. Further geotechnical assessment is needed to assess the actual foundation design. Bridge piers are required to be offset a minimum of 7.6 m (25 ft) from the railway centreline. The minimum bridge clear span would be 15.2 m (50 ft) in length. Bridge access could consist of stairwells or ramps on each side of the railway. A minimum 2.4 m (8 ft) high curved fence will be required on each side of the overpass walkway to protect the BNSF railway. The location of the pedestrian overpass is shown on the attached figures 1 and 4. The pedestrian overpass will be visible from the White Rock beachfront and some residential dwellings north of the beachfront. Consequently, we anticipate that an aesthetically pleasing design will be required for the overpass. The design of the overpass should be completed by an architect and a structural engineer at the preliminary and detailed design stage. 3.7 Promenade Walkway We anticipate that the promenade pavement structure will likely consist of about 50mm (2 inch) thick asphalt over a 150 mm (6 inch) thick base consisting of crushed sand and gravel, over Geotechnical Engineer approved subgrade or engineered fill over the native subgrade. Grading of the existing surface will consist of removal of all existing vegetation, topsoil and unsuitable soil, and placement of fill to achieve design grade. As described above, French drains or a drainage blanket would be constructed below the pavement and perpendicular to the promenade for stormwater drainage. Typical cross-sections of the promenade are shown on the attached Figures 4 and 5. Two ravines upstream of existing culverts would require culvert extensions and construction of headwalls upstream of the promenade. The locations of the ravines are shown on the attached figures. 3.8 Construction Adjacent to BNSF Railway and Slopes We anticipate that safety will be the highest priority during the promenade construction. This will require BNSF oversight during construction. Temporary safety fences would be required between the construction and the BNSF railway. Construction may need to be halted during a train passing and equipment would need to be maintained at a safe location along the alignment that is a sufficient distance away from the railway tracks. Depending on the train schedule, this could result in significant delays and cost increases. 3.9 Conceptual Cost Estimate The Levelton conceptual cost estimate was conducted with assistance from Greystone Design Management Ltd. (GDM), a local contractor that specializes in site preparation, landscaping, and retaining wall construction. Required lengths and heights of anticipated retaining walls, fencing, and grading were estimated using tape Levelton File # R Revised: October 19, 2015 The Corporation of the City of White Rock Promenade Expansion, White Rock, BC Conceptual Design Report Page 5

6 measurements. The conceptual cost estimate was updated to include costs for 3 m (9.8 ft) and 4 m (13.1 ft) wide promenade walkway options. The estimated cost for the required slope works and retaining walls for a 4 m (13.1 ft) wide promenade walkway is approximately double the cost for a 3 m (9.8 ft) wide walkway. The complete conceptual cost estimate is attached in Appendix A. The simplified cost estimate is shown below in Table 1. Table 1. Simplified Conceptual Cost Estimate 3 m (9.8 ft) Wide Promenade Walkway Option 4 m (13.1 ft) Wide Promenade Walkway Option Description Total Description Total Mobilization $ 31,500 Mobilization $ 31,500 Slope Works and Retaining Walls $ 486,200 Slope Works and Retaining Walls $ 960,000 Promenade and Drainage $ 931,900 Promenade and Drainage $ 1,150,200 Pedestrian Overpass $ 1,500,000 Pedestrian Overpass $ 1,500,000 Total: $ 2,949,600 Total: $ 3,641,700 Contingency - 20 percent $ 589,900 Contingency - 20 percent $ 728,300 Engineering 10 percent $ 295,000 Engineering 10 percent $ 364,200 Total (before Tax): $ 3,834,500 Total (before Tax): $ 4,734,200 Total (after 5 percent tax): $ 4,026,200 Total (after 5 percent tax): $ 4,970, Closure This conceptual design report has been prepared by Levelton Consultants Ltd. exclusively for the City of White Rock. The opinions and recommendations provided in this report reflect our judgement in light of the information provided to us at the time that it was prepared. Any use of this report by third parties, or any reliance on or decisions made based on it, are the responsibility of such third parties. Levelton does not accept responsibility for damages suffered, if any, by a third party as a result of their use of or reliance on this report. The attached Terms of Reference form an integral part of this report. Levelton File # R Revised: October 19, 2015 The Corporation of the City of White Rock Promenade Expansion, White Rock, BC Conceptual Design Report Page 6

7 We trust the information provided herein meets your immediate requirements. If you have any questions or require additional information, please contact the undersigned. Levelton Consultants Ltd. ORIGINAL SIGNED BY: ORIGINAL SIGNED BY: Per: Calum Buchan, P.E., P.Eng. Per: Phil VanLaar, EIT Principal, Senior Geotechnical Engineer Geotechnical Engineer Reviewed by: Dejan Jovanovic, P.Eng. Senior Geotechnical Engineer Attachments: Terms of Reference Figures 1 to 8 Appendix A: Conceptual Cost Estimate Appendix B: Site Reconnaissance Photographs Levelton File # R Revised: October 19, 2015 The Corporation of the City of White Rock Promenade Expansion, White Rock, BC Conceptual Design Report Page 7

8 TERMS OF REFERENCE FOR GEOTECHNICAL REPORTS ISSUED BY LEVELTON CONSULTANTS LTD. 1. STANDARD OF CARE Levelton Consultants Ltd. ( Levelton ) prepared and issued this geotechnical report (the Report ) for its client (the Client ) in accordance with generally-accepted engineering consulting practices for the geotechnical discipline. No other warranty, expressed or implied, is made. Unless specifically stated in the Report, the Report does not address environmental issues. The terms of reference for geotechnical reports issued by Levelton (the Terms of Reference ) contained in the present document provide additional information and caution related to standard of care and the use of the Report. The Client should read and familiarize itself with these Terms of Reference. 2. COMPLETENESS OF THE REPORT All documents, records, drawings, correspondence, data, files and deliverables, whether hard copy, electronic or otherwise, generated as part of the services for the Client are inherent components of the Report and, collectively, form the instruments of professional services (the Instruments of Professional Services ). The Report is of a summary nature and is not intended to stand alone without reference to the instructions given to Levelton by the Client, the communications between Levelton and the Client, and to any other reports, writings, proposals or documents prepared by Levelton for the Client relative to the specific site described in the Report, all of which constitute the Report. TO PROPERLY UNDERSTAND THE INFORMATION, OBSERVATIONS, FINDINGS, SUGGESTIONS, RECOMMENDATIONS AND OPINIONS CONTAINED IN THE REPORT, REFERENCE MUST BE MADE TO THE WHOLE OF THE REPORT. LEVELTON CANNOT BE RESPONSIBLE FOR USE BY ANY PARTY OF PORTIONS OF THE REPORT WITHOUT REFERENCE TO THE WHOLE REPORT AND ITS VARIOUS COMPONENTS. 3. BASIS OF THE REPORT Levelton prepared the Report for the Client for the specific site, development, building, design or building assessment objectives and purpose that the Client described to Levelton. The applicability and reliability of any of the information, observations, findings, suggestions, recommendations and opinions contained in the Report are only valid to the extent that there was no material alteration to or variation from any of the said descriptions provided by the Client to Levelton unless the Client specifically requested Levelton to review and revise the Report in light of such alteration or variation. 4. USE OF THE REPORT The information, observations, findings, suggestions, recommendations and opinions contained in the Report, or any component forming the Report, are for the sole use and benefit of the Client and the team of consultants selected by the Client for the specific project that the Report was provided. NO OTHER PARTY MAY USE OR RELY UPON THE REPORT OR ANY PORTION OR COMPONENT WITHOUT THE WRITTEN CONSENT OF LEVELTON. Levelton will consent to any reasonable request by the Client to approve the use of this Report by other parties designated by the Client as the Approved Users. As a condition for the consent of Levelton to approve the use of the Report by an Approved User, the Client must provide a copy of these Terms of Reference to that Approved User and the Client must obtain written confirmation from that Approved User that the Approved User will comply with these Terms of Reference, such written confirmation to be provided separately by each Approved User prior to beginning use of the Report. The Client will provide Levelton with a copy of the written confirmation from an Approved User when it becomes available to the Client, and in any case, within two weeks of the Client receiving such written confirmation. The Report and all its components remain the copyright property of Levelton and Levelton authorises only the Client and the Approved Users to make copies of the Report, but only in such quantities as are reasonably necessary for the use of the Report by the Client and the Approved Users. The Client and the Approved Users may not give, lend, sell or otherwise disseminate or make the Report, or any portion thereof, available to any party without the written permission of Levelton. Any use which a third party makes of the Report, or any portion of the Report, is the sole responsibility of such third parties. Levelton accepts no responsibility for damages suffered by any third party resulting from the use of the Report. The Client and the Approved Users acknowledge and agree to indemnify and hold harmless Levelton, its officers, directors, employees, agents, representatives or sub-consultants, or any or all of them, against any claim of any nature whatsoever brought against Levelton by any third parties, whether in contract or in tort, arising or related to the use of contents of the Report. Version 5 - March 09, 2007 Page 1 of 2

9 TERMS OF REFERENCE FOR GEOTECHNICAL REPORTS ISSUED BY LEVELTON CONSULTANTS LTD. (continued) 5. INTERPRETATION OF THE REPORT a. Nature and Exactness of Descriptions: The classification and identification of soils, rocks and geological units, as well as engineering assessments and estimates have been based on investigations performed in accordance with the standards set out in Paragraph 1 above. The classification and identification of these items are judgmental in nature and even comprehensive sampling and testing programs, implemented with the appropriate equipment by experienced personnel, may fail to locate some conditions. All investigations or assessments utilizing the standards of Paragraph 1 involve an inherent risk that some conditions will not be detected and all documents or records summarizing such investigations will be based on assumptions of what exists between the actual points sampled. Actual conditions may vary significantly between the points investigated and all persons making use of such documents or records should be aware of, and accept, this risk. Some conditions are subject to changes over time and the parties making use of the Report should be aware of this possibility and understand that the Report only presents the conditions at the sampled points at the time of sampling. Where special concerns exist, or when the Client has special considerations or requirements, the Client must disclose them to Levelton so that additional or special investigations may be undertaken, which would not otherwise be within the scope of investigations made by Levelton or the purposes of the Report. b. Reliance on information: The evaluation and conclusions contained in the Report have been prepared on the basis of conditions in evidence at the time of site investigation and field review and on the basis of information provided to Levelton. Levelton has relied in good faith upon representations, information and instructions provided by the Client and others concerning the site. Accordingly, Levelton cannot accept responsibility for any deficiency, misstatement or inaccuracy contained in the report as a result of misstatements, omissions, misrepresentations or fraudulent acts of persons providing information. c. Additional Involvement by Levelton: To avoid misunderstandings, Levelton should be retained to assist other professionals to explain relevant engineering findings and to review the geotechnical aspects of the plans, drawings and specifications of other professionals relative to the engineering issues pertaining to the geotechnical consulting services provided by Levelton. To ensure compliance and consistency with the applicable building codes, legislation, regulations, guidelines and generally-accepted practices, Levelton should also be retained to provide field review services during the performance of any related work. Where applicable, it is understood that such field review services must meet or exceed the minimum necessary requirements to ascertain that the work being carried out is in general conformity with the recommendations made by Levelton. Any reduction from the level of services recommended by Levelton will result in Levelton providing qualified opinions regarding adequacy of the work. 6. ALTERNATE REPORT FORMAT When Levelton submits both electronic and hard copy versions of the Instruments of Professional Services, the Client agrees that only the signed and sealed hard copy versions shall be considered final and legally binding upon Levelton. The hard copy versions submitted by Levelton shall be the original documents for record and working purposes, and, in the event of a dispute or discrepancy, the hard copy versions shall govern over the electronic versions; furthermore, the Client agrees and waives all future right of dispute that the original hard copy signed and sealed versions of the Instruments of Professional Services maintained or retained, or both, by Levelton shall be deemed to be the overall originals for the Project. The Client agrees that the electronic file and hard copy versions of Instruments of Professional Services shall not, under any circumstances, no matter who owns or uses them, be altered by any party except Levelton. The Client warrants that the Instruments of Professional Services will be used only and exactly as submitted by Levelton. The Client recognizes and agrees that Levelton prepared and submitted electronic files using specific software or hardware systems, or both. Levelton makes no representation about the compatibility of these files with the current or future software and hardware systems of the Client, the Approved Users or any other party. The Client further agrees that Levelton is under no obligation, unless otherwise expressly specified, to provide the Client, the Approved Users and any other party, or any or all of them, with specific software and hardware systems that are compatible with any electronic submitted by Levelton. The Client further agrees that should the Client, an Approved User or a third party require Levelton to provide specific software or hardware systems, or both, compatible with the electronic files prepared and submitted by Levelton, for any reason whatsoever included but not restricted to an order from a court, then the Client will pay Levelton for all reasonable costs related to the provision of the specific software or hardware systems, or both. The Client further agrees to indemnify and hold harmless Levelton, its officers, directors, employees, agents, representative or sub-consultant, or any or all of them, against any claim or any nature whatsoever brought against Levelton, whether in contract or in tort, arising or related to the provision or use or any specific software or hardware provided by Levelton. Version 5 - March 09, 2007 Page 2 of 2

10 NORTH ACCESS RAMP OR STAIRWELL ON NORTH SIDE OF PEDESTRIAN OVERPASS CONNECT PROMENADE WALKWAY TO EXISTING WALKING PATH WEST END OF PROMENADE EXISTING WALKING PATH COLDICUTT PARK EXISTING RAVINE EXTEND CULVERT AND HEAD 2m (6.6') MAX HIGH BLOCK RETAINING 24 (79') LIMIT TO NORTH SLOPE CUT 4m (13.1') MAX HIGH ANCHORED SHOTCRETE RETAINING 57 (187') LANDSLIDE WITH SCARP 2m (6.6') MAX HIGH BLOCK RETAINING 50 (164') ADDITIONAL DRAINAGE MEASURES WITH TYPE 1 HEAD SLIDE DETECTION SYSTEM CONTINUES TO THE WEST 15.2 (50') MIN. 7.6 MIN. 7.6 MIN. (25') (25') MILE m (9.8') WIDE PEDESTRIAN WALKWAY AS PER ARCHITECT. MIN m (50') LONG. MIN. 7.6m (25') FROM CENTRELINE OF RAILWAY TRACKS TO PIERS. MIN. 7.1m (23'-4") VERTICAL CLEARANCE TO TOP OF TRACK. STRUCTURE MUST COMPLY WITH BNSF GUIDELINES FOR RAILROAD GRADE SEPARATION PROJECTS, JANUARY 24, (12') CULVERT # mm (48") DIA. CONCRETE. WATER BYPASSING CULVERT ON EAST SIDE FENCE WITH BARRIER RAIL AS PER BNSF GUIDELINES ON EACH SIDE OF WALKWAY ACCESS RAMP OR STAIRWELL AS PER ARCHITECT (12') (10') PLANNED PROMENADE TO BE REMOVED CULVERT # mm (36") DIA. CONCRETE MILE MATCHLINE TO BELOW E LEGEND REV MATCHLINE FROM ABOVE REVISIONS 3 19 October August July June 2015 Date 1.5m (4.9') MAX HIGH BLOCK RETAINING PLANNED PROMENADE RAISE GRADE AREA SHOTCRETE SHORING SCARP AT TOP OF SLOPE GRAVITY RETAINING PLANNED RAILWAY FENCE BNSF RAILWAY Reissued for Conceptual Report Rev. 2 Reissued for Conceptual Report Rev.1 Issued for Conceptual Report Issued for Client Review Issue/Revision Description m (6.6') MAX HIGH BLOCK RETAINING (12') (10') TO BE REMOVED SLOPE FAILURE 13 (43') 23 (76') 26 (85') NOTE: ALL UNITS IN METRES UNLESS OTHERWISE NOTED. Drawn DJ Check ADAPTED FROM: PROJECT/DWG. NO: WHITE ROCK WEBMAP This drawing is the sole property of Levelton Consultants Ltd. and cannot be used or duplicated in any way without the expressed written consent of Levelton Consultants. The general contractor shall verify all dimensions and report any discrepancies to Levelton Consultants Ltd. TITLE: PROJECT: ADDRESS: CLIENT: 1.5m (4.9') MAX HIGH BLOCK RETAINING EXTEND CULVERT AND HEAD 10 (33') EXISTING RAVINE 2m (6.6') MAX HIGH BLOCK RETAINING 20 (66) CULVERT # mm (24") DIA. CONCRETE 3 m WIDE PROMENADE - SITE PLAN 1/3 POSSIBLE SLOPE FAILURE 3m (9.8') MAX HIGH BLOCK RETAINING FOR CONCEPTUAL DESIGN ONLY WHITE ROCK PROMENADE EXTENSION WHITE ROCK, BC THE CORPORATION OF THE CITY OF WHITE ROCK 20 (66) m (4.9') MAX HIGH BLOCK RETAINING EXISTING MILE 123 SIGN POLE SEAL: 13 (43') LIMIT TO NORTH MILE POSSIBLE SMALL WASHOUT 2m (6.6') MAX HIGH GRAVITY MODULAR BLOCK RETAINING 1.5m (4.9') MAX HIGH GRAVITY MODULAR BLOCK RETAINING LEVELTON DESIGN: CHECK: DRAWN: FIG. NO: - NORTH 18 (59') SCALE: FILE NO: OCTOBER MATCHLINE TO FIG. 2 1:500 R

11 LEGEND REV MATCHLINE FROM ABOVE MATCHLINE FROM FIG. 1 POSSIBLE RECENT SLOPE FAILURE TO BE REMOVED 2m (6.6') MAX. HIGH GRAVITY MODULAR BLOCK RETAINING 18 (59') 43 (141') 9 (30') 1.5m (4.9') MAX HIGH GRAVITY MODULAR BLOCK RETAINING 25 (82') NOTE: ALL UNITS IN METRES UNLESS OTHERWISE NOTED. REVISIONS 3 19 October August July June 2015 Date (12') (10') POSSIBLE MUDSLIDE FAN 1.5m (4.9') MAX HIGH GRAVITY MODULAR BLOCK RETAINING PLANNED PROMENADE RAISE GRADE AREA SHOTCRETE SHORING GRAVITY RETAINING PLANNED RAILWAY FENCE BNSF RAILWAY Reissued for Conceptual Report Rev. 2 Reissued for Conceptual Report Rev.1 Issued for Conceptual Report Issued for Client Review Issue/Revision Description Drawn DJ Check ADAPTED FROM: APPROXIMATE EAST END OF WHITE ROCK WEBMAP PROJECT/DWG. NO: This drawing is the sole property of Levelton Consultants Ltd. and cannot be used or duplicated in any way without the expressed written consent of Levelton Consultants. The general contractor shall verify all dimensions and report any discrepancies to Levelton Consultants Ltd. TITLE: LOCALIZED TREE REMOVAL REQUIRED LIMIT TO NORTH PROJECT: ADDRESS: CLIENT: 4m (13.1') MAX HIGH GRAVITY MODULAR BLOCK RETAINING RAISE GRADE BY ~0.75m (30") CULVERT # mm (36") DIA. CSP MILE (102') CULVERT # mm (16") DIA. C BNSF ENGINEERING TRACK CHART INDICATES A 1.1m (42") DIA. CULVERT AT MILE NO CULVERT OBSERVED IN THE GENERAL AREA (12') (10') LIMIT FOR CONCEPTUAL DESIGN ONLY EXISTING STAIRS 3m (9.8') MAX HIGH GRAVITY MODULAR BLOCK RETAINING MILE m WIDE PROMENADE - SITE PLAN 2/3 WHITE ROCK PROMENADE EXTENSION WHITE ROCK, BC THE CORPORATION OF THE CITY OF WHITE ROCK SEAL: CULVERT # mm (30") DIA. CONCRETE NORTH LEVELTON NORTH DESIGN: CHECK: DRAWN: FIG. NO: - SCALE: FILE NO: 2 MATCHLINE TO BELOW MATCHLINE TO FIG. 3 OCTOBER :500 R

12 LIMIT RAISE GRADE BY ~0.75 m (30") NORTH MATCHLINE FROM FIG (12') (10') MILE MATCHLINE TO BELOW LIMIT LIMIT NORTH NOTE: ALL UNITS IN METRES UNLESS OTHERWISE NOTED. LEGEND PLANNED PROMENADE RAISE GRADE AREA SHOTCRETE SHORING LIMIT MATCHLINE FROM ABOVE CULVERT # mm (30") DIA. CONCRETE AND mm (42") DIA. CONCRETE (12') (10') MILE GRAVITY RETAINING PLANNED RAILWAY FENCE FOR CONCEPTUAL DESIGN ONLY BNSF RAILWAY REVISIONS 3 19 October August July June 2015 REV Date Reissued for Conceptual Report Rev. 2 Reissued for Conceptual Report Rev.1 Issued for Conceptual Report Issued for Client Review Issue/Revision Description Drawn DJ Check ADAPTED FROM: PROJECT/DWG. NO: WHITE ROCK WEBMAP This drawing is the sole property of Levelton Consultants Ltd. and cannot be used or duplicated in any way without the expressed written consent of Levelton Consultants. The general contractor shall verify all dimensions and report any discrepancies to Levelton Consultants Ltd. TITLE: PROJECT: ADDRESS: CLIENT: 3 m WIDE PROMENADE - SITE PLAN 3/3 WHITE ROCK PROMENADE EXTENSION WHITE ROCK, BC THE CORPORATION OF THE CITY OF WHITE ROCK SEAL: LEVELTON DESIGN: CHECK: DRAWN: FIG. NO: - SCALE: FILE NO: OCTOBER :500 R

13 NORTH ACCESS RAMP OR STAIRWELL ON NORTH SIDE OF PEDESTRIAN OVERPASS CONNECT PROMENADE WALKWAY TO EXISTING WALKING PATH WEST END OF PROMENADE EXISTING WALKING PATH COLDICUTT PARK EXISTING RAVINE EXTEND CULVERT AND HEAD 3m (9.8') MAX. HIGH BLOCK RETAINING 34 (112') LIMIT TO NORTH SLOPE CUT 5m (16.4') MAX. HIGH ANCHORED SHOTCRETE RETAINING 57 (187') LANDSLIDE WITH SCARP 3m (9.8') MAX. HIGH BLOCK RETAINING 60 (197') ADDITIONAL DRAINAGE MEASURES WITH TYPE 1 HEAD SLIDE DETECTION SYSTEM TO THE WEST TO REMAIN 15.2 (50') MIN. 7.6 MIN. 7.6 MIN. (25') (25') MILE m (9.8') WIDE PEDESTRIAN WALKWAY AS PER ARCHITECT. MIN. 15.2m (50') LONG. MIN. 7.6m (25') FROM CENTRELINE OF RAILWAY TRACKS TO PIERS. MIN. 7.1m (23'-4") VERTICAL CLEARANCE TO TOP OF TRACK. STRUCTURE MUST COMPLY WITH BNSF GUIDELINES FOR RAILROAD GRADE SEPARATION PROJECTS, JANUARY 24, (12') CULVERT # mm (48") DIA. CONCRETE. WATER BYPASSING CULVERT ON EAST SIDE FENCE WITH BARRIER RAIL AS PER BNSF GUIDELINES ON EACH SIDE OF WALKWAY ACCESS RAMP OR STAIRWELL AS PER ARCHITECT (12') (13') PLANNED PROMENADE TO BE REMOVED CULVERT # mm (36") DIA. CONCRETE MILE MATCHLINE TO BELOW LEGEND REV MATCHLINE FROM ABOVE REVISIONS 3 19 October August July June 2015 Date 2.5m (8.2') MAX. HIGH BLOCK RETAINING PLANNED PROMENADE RAISE GRADE AREA SHOTCRETE SHORING SCARP AT TOP OF SLOPE GRAVITY RETAINING PLANNED RAILWAY FENCE BNSF RAILWAY m (9.8') MAX HIGH BLOCK RETAINING (12') (13') SLOPE FAILURE 30 (98') 23 (76') 26 (85') Reissued for Conceptual Report Rev. 2 Reissued for Conceptual Report Rev.1 Issued for Conceptual Report Issued for Client Review Issue/Revision Description TO BE REMOVED NOTE: ALL UNITS IN METRES UNLESS OTHERWISE NOTED. Drawn DJ Check ADAPTED FROM: PROJECT/DWG. NO: WHITE ROCK WEBMAP This drawing is the sole property of Levelton Consultants Ltd. and cannot be used or duplicated in any way without the expressed written consent of Levelton Consultants. The general contractor shall verify all dimensions and report any discrepancies to Levelton Consultants Ltd. TITLE: PROJECT: ADDRESS: CLIENT: 3.5m (11.5') MAX HIGH BLOCK RETAINING EXTEND CULVERT AND HEAD EXISTING RAVINE 3m (9.8') MAX. HIGH BLOCK RETAINING 10 (33') 20 (66') CULVERT # mm (24") DIA. CONCRETE 4 m WIDE PROMENADE - SITE PLAN 1/3 POSSIBLE SLOPE FAILURE 4m (13.1') MAX. HIGH BLOCK RETAINING (POSSIBLE SHOTCRETE) FOR CONCEPTUAL DESIGN ONLY WHITE ROCK PROMENADE EXTENSION WHITE ROCK, BC THE CORPORATION OF THE CITY OF WHITE ROCK 20 (66') m (11.5') MAX. HIGH BLOCK RETAINING EXISTING MILE 123 SIGN POLE SEAL: 13 (43') LIMIT TO NORTH MILE POSSIBLE SMALL WASHOUT 3m (9.8') MAX. HIGH GRAVITY MODULAR BLOCK RETAINING 2.5m (8.2') MAX. HIGH GRAVITY MODULAR BLOCK RETAINING LEVELTON 47 (154') DESIGN: CHECK: DRAWN: FIG. NO: - NORTH SCALE: FILE NO: 4 MATCHLINE TO FIG.5 OCTOBER :500 R

14 MATCHLINE FROM ABOVE MATCHLINE FROM FIG. 4 POSSIBLE RECENT SLOPE FAILURE 3m (9.8') MAX. HIGH GRAVITY MODULAR BLOCK RETAINING TO BE REMOVED 35 (115') NOTE: ALL UNITS IN METRES UNLESS OTHERWISE NOTED. LEGEND (12') (13') 2.5m (8.2') MAX. HIGH GRAVITY MODULAR BLOCK RETAINING POSSIBLE MUDSLIDE FAN 2.5m (8.2') MAX. HIGH BLOCK RETAINING PLANNED PROMENADE RAISE GRADE AREA SHOTCRETE SHORING APPROXIMATE EAST END OF RAISE GRADE BY ~0.75m (30") LOCALIZED TREE REMOVAL REQUIRED 4m (13.1') MAX. HIGH GRAVITY MODULAR BLOCK RETAINING (POSSIBLE SHOTCRETE) 40 CULVERT # mm (36") DIA. CSP MILE BNSF ENGINEERING TRACK CHART INDICATES A 1.1m (42") DIA. CULVERT AT MILE NO CULVERT OBSERVED IN THE GENERAL AREA CULVERT # mm (16") DIA. C (12') (13') LIMIT EXISTING STAIRS 20 MILE LIMIT TO NORTH 3m (9.8') MAX. HIGH GRAVITY MODULAR BLOCK RETAINING CULVERT # mm (30") DIA. CONCRETE NORTH NORTH MATCHLINE TO FIG. 6 MATCHLINE TO BELOW GRAVITY RETAINING PLANNED RAILWAY FENCE FOR CONCEPTUAL DESIGN ONLY BNSF RAILWAY REVISIONS 3 19 October August July June 2015 REV Date Reissued for Conceptual Report Rev. 2 Reissued for Conceptual Report Rev.1 Issued for Conceptual Report Issued for Client Review Issue/Revision Description Drawn DJ Check ADAPTED FROM: PROJECT/DWG. NO: WHITE ROCK WEBMAP This drawing is the sole property of Levelton Consultants Ltd. and cannot be used or duplicated in any way without the expressed written consent of Levelton Consultants. The general contractor shall verify all dimensions and report any discrepancies to Levelton Consultants Ltd. TITLE: PROJECT: ADDRESS: CLIENT: 4m WIDE PROMENADE - SITE PLAN 2/3 WHITE ROCK PROMENADE EXTENSION WHITE ROCK, BC THE CORPORATION OF THE CITY OF WHITE ROCK SEAL: LEVELTON DESIGN: CHECK: DRAWN: FIG. NO: - SCALE: FILE NO: OCTOBER :500 R

15 NORTH LIMIT RAISE GRADE BY ~0.75 m (30") MATCHLINE FROM FIG (12') (13') MILE MATCHLINE TO BELOW NOTE: PRELIMINARY RETAINING LOCATIONS AND HEIGHTS SHOWN FOR 4m WIDE PROMENADE WALKWAY. LIMIT LIMIT NORTH NOTE: ALL UNITS IN METRES UNLESS OTHERWISE NOTED. LEGEND PLANNED PROMENADE RAISE GRADE AREA SHOTCRETE SHORING LIMIT MATCHLINE FROM ABOVE CULVERT # mm (30") DIA. CONCRETE AND mm (42") DIA. CONCRETE (12') (13') MILE GRAVITY RETAINING PLANNED RAILWAY FENCE FOR CONCEPTUAL DESIGN ONLY BNSF RAILWAY REVISIONS 3 19 October August July June 2015 REV Date Reissued for Conceptual Report Rev. 2 Reissued for Conceptual Report Rev.1 Issued for Conceptual Report Issued for Client Review Issue/Revision Description Drawn DJ Check ADAPTED FROM: PROJECT/DWG. NO: WHITE ROCK WEBMAP This drawing is the sole property of Levelton Consultants Ltd. and cannot be used or duplicated in any way without the expressed written consent of Levelton Consultants. The general contractor shall verify all dimensions and report any discrepancies to Levelton Consultants Ltd. TITLE: PROJECT: ADDRESS: CLIENT: 4 m WIDE PROMENADE - SITE PLAN 3/3 WHITE ROCK PROMENADE EXTENSION WHITE ROCK, BC THE CORPORATION OF THE CITY OF WHITE ROCK SEAL: LEVELTON DESIGN: CHECK: DRAWN: FIG. NO: - SCALE: FILE NO: OCTOBER :500 R

16 1.2m (4') HIGH HANDRAIL WITH COMPLETE WIRE MESH INFILL AS PER BNSF AND CITY OF WHITE ROCK REQUIREMENTS ADDITIONAL SLOPE STABILITY REQUIREMENTS (HYDRO-SEEDING ETC.) TO BE SPECIFIED BY GEOTECHNICAL ENGINEER DURING SLOPE ASSESSMENT STUDY EXISTING GRADE EXISTING BNSF RAILWAY 0.5 (20") PERFORATED C PIPE. DRAIN TO NEAREST EXISTING BNSF CULVERT FINAL GRADE SLOPE ANGLE TO BE CONFIRMED BY GEOTECHNICAL EXISTING SLOPE ASSESSMENT STUDY GRADE VARIES 3.7 (12') 3.0 (10') OR 4.0 (13') FRENCH DRAIN OR OTHER DRAINAGE MEASURE PAVEMENT STRUCTURE: 50mm (2") THICK ASPHALT OVER 150mm (6") THICK 19mm (3/4") MINUS SAND AND GRAVEL BASE GEOTECHNICAL ENGINEER APPROVED SUBGRADE ADDITIONAL SLOPE STABILITY REQUIREMENTS (HYDRO-SEEDING ETC.) TO BE SPECIFIED BY GEOTECHNICAL ENGINEER DURING SLOPE ASSESSMENT STUDY NOTE. CONTRACTOR TO CONFIRM LOCATION OF UTILITIES PRIOR TO DRILLING / EXCAVATION / START OF CONSTRUCTION DRAINAGE SWALE AT TOP OF RETAINING S WITH P.V.C. STANDPIPE EVERY 30 m (98') DISCHARGED TO STORMWATER SYSTEM FINAL GRADE SLOPE ANGLE TO BE CONFIRMED BY GEOTECHNICAL SLOPE ASSESSMENT STUDY MODULAR BLOCK GRAVITY RETAINING WITH FASCIA APPROVED BY THE CITY OF WHITE ROCK 1.2m (4') HIGH HANDRAIL WITH COMPLETE WIRE MESH INFILL AS PER BNSF AND CITY OF WHITE ROCK REQUIREMENTS 4m (13') MAX HIGH. ACTUAL MAXIMUM HEIGHT TO BE CONFIRMED DURING DETAILED DESIGN TEMPORARY SLOPE CUT EXISTING BNSF RAILWAY EXISTING GRADE VARIES NATIVE BACKFILL EXISTING GRADE PERFORATED C PIPE. DRAIN TO NEAREST EXISTING BNSF CULVERT DRAINAGE LAYER 3.7 (12') 3.0 (10') OR 4.0 (13') PERFORATED P.V.C. PIPE DISCHARGED TO STORMWATER SYSTEM FOR CONCEPTUAL DESIGN ONLY GEOTECHNICAL ENGINEER APPROVED SUBGRADE PAVEMENT STRUCTURE: STRUCTURAL FILL 50mm (2") THICK ASPHALT OVER 150mm (6") THICK 19mm (3/4") MINUS SAND AND GRAVEL BASE NOTE: ALL UNITS IN METRES UNLESS OTHERWISE NOTED. REVISIONS 3 19 October August July June 2015 REV Date Reissued for Conceptual Report Rev. 2 Reissued for Conceptual Report Rev.1 Issued for Conceptual Report Issued for Client Review Issue/Revision Description Drawn DJ Check ADAPTED FROM: PROJECT/DWG. NO: This drawing is the sole property of Levelton Consultants Ltd. and cannot be used or duplicated in any way without the expressed written consent of Levelton Consultants. The general contractor shall verify all dimensions and report any discrepancies to Levelton Consultants Ltd. TITLE: PROJECT: ADDRESS: CLIENT: CONCEPTUAL CROSS-SECTIONS WHITE ROCK PROMENADE EXTENSION WHITE ROCK, BC THE CORPORATION OF THE CITY OF WHITE ROCK SEAL: LEVELTON DESIGN: CHECK: DRAWN: DWG. NO: - SCALE: FILE NO: 7 OCTOBER :50 R

17 ADDITIONAL SLOPE STABILITY REQUIREMENTS (HYDRO-SEEDING ETC.) TO BE SPECIFIED BY GEOTECHNICAL ENGINEER DURING SLOPE ASSESSMENT STUDY DRAINAGE SWALE AT TOP OF RETAINING S WITH P.V.C. STANDPIPE EVERY 30 m (98') DISCHARGED TO STORMWATER SYSTEM FINAL GRADE SLOPE ANGLE TO BE CONFIRMED BY GEOTECHNICAL SLOPE ASSESSMENT STUDY 200mm (8") THICK SHOTCRETE AND ANCHOR RETAINING. SCULPTED SHOTCRETE OR FASCIA APPROVED BY CITY OF WHITE ROCK EXISTING GRADE EXISTING BNSF RAILWAY 1.2m (4') HIGH FENCE WITH COMPLETE WIRE MESH INFILL AS PER BNSF AND CITY OF WHITE ROCK REQUIREMENTS PERFORATED C PIPE. DRAIN TO NEAREST EXISTING BNSF CULVERT EXISTING GRADE VARIES MAX. HEIGHT TO BE CONFIRMED DURING DETAILED DESIGN 3.7 (12') 3.0 (10') OR 4.0 (13') MIRADRAIN OR OTHER DRAINAGE MEASURE GEOTECHNICAL ENGINEER APPROVED SUBGRADE SOIL ANCHORS. LENGTH VARIES PAVEMENT STRUCTURE: 50mm (2") THICK ASPHALT OVER 150mm (6") THICK 19mm (3/4") MINUS SAND AND GRAVEL BASE NOTE: ALL UNITS IN METRES UNLESS OTHERWISE NOTED. REVISIONS 3 19 October August July June 2015 REV Date FOR CONCEPTUAL DESIGN ONLY Reissued for Conceptual Report Rev. 2 Reissued for Conceptual Report Rev.1 Issued for Conceptual Report Issued for Client Review Issue/Revision Description Drawn DJ Check ADAPTED FROM: PROJECT/DWG. NO: This drawing is the sole property of Levelton Consultants Ltd. and cannot be used or duplicated in any way without the expressed written consent of Levelton Consultants. The general contractor shall verify all dimensions and report any discrepancies to Levelton Consultants Ltd. TITLE: PROJECT: ADDRESS: CLIENT: CONCEPTUAL CROSS-SECTIONS WHITE ROCK PROMENADE EXTENSION WHITE ROCK, BC THE CORPORATION OF THE CITY OF WHITE ROCK SEAL: LEVELTON NOTE: CONTRACTOR TO CONFIRM LOCATION OF UTILITIES PRIOR TO DRILLING / EXCAVATION / START OF CONSTRUCTION DESIGN: CHECK: DRAWN: DWG. NO: - SCALE: FILE NO: OCTOBER :50 R

18 Appendix A Conceptual Cost Estimate

19 Project: Description: Date: Client Job: R White Rock Promenade Extension - 3 m (9.8 ft) Wide Walkway 19-Oct-15 Conceptual Cost Estimate Line Description Units # Units Unit Cost Total General 01 Mobilization L.S. 1 $ 6, $ 6, Safety - Portable toilet, safety fencing, lighting L.S. 1 $ 25, $ 25, $ - Total: $ 31, Slope Works 04 Block Retaining Wall m high sq.m. 50 $ $ 22, Block Retaining Wall m high sq.m. 218 $ $ 98, Block Retaining Wall m high sq.m. 176 $ $ 79, Block Retaining Wall m high sq.m. 153 $ $ 69, Block Retaining Wall m high sq.m. 36 $ $ 16, Shotcrete and anchor wall sq.m. 171 $ $ 153, Slope cut to 3H:4V cu.m. 100 $ $ 19, Hydroseed exposed soil on slope cut sq.m. 200 $ 0.95 $ Tree removal Per 28 $ $ 26, Total: $ 486, Promenade 13 50mm thick asphalt sq.m $ $ 368, mm thick 19mm minus sand and gravel sq.m $ $ 240, Raise grade 0.75 m with native soil cu.m $ $ 46, Raise grade 0.75 m with 75mm minus pit run cu.m $ Remove soil offsite cu.m. 500 $ $ 25, Fence along southside of promenade ln.m $ $ 176, Creek crossings (bridge or culvert extension) L.S. 2 $ 30, $ 60, Culvert repair and grading L.S. 1 $ 7, $ 7, Drainage piping L.S. 1 $ 7, $ 7, Total: $ 931, Overpass 22 Steel structure with 15.2 m (50 ft) clear span and L.S 1 $ 1,500, $ 1,500, two access ramps Total: $ 1,500, *Notes: 1. All totals rounded to nearest $ Project Total: $ 2,949, % Contigency $ 589, Engineering Services $ 295, Final Cost (before Tax): $ 3,834, Final Cost (Including 5% Tax): $ 4,026,200.00

20 Project: Description: Date: Client Job: R White Rock Promenade Extension - 4 m (13.1 ft) Wide Walkway 19-Oct-15 Conceptual Cost Estimate Line Description Units # Units Unit Cost Total General 01 Mobilization L.S. 1 $ 6, $ 6, Safety - Portable toilet, safety fencing, lighting L.S. 1 $ 25, $ 25, $ - Total: $ 31, Slope Works 04 Block Retaining Wall m high sq.m. 120 $ $ 54, Block Retaining Wall m high sq.m. 450 $ $ 203, Block Retaining Wall m high sq.m. 354 $ $ 160, Block Retaining Wall m high sq.m. 70 $ $ 31, Block Retaining Wall m high sq.m. 160 $ $ 72, Shotcrete and anchor wall sq.m. 385 $ $ 346, Slope cut to 3H:4V cu.m. 200 $ $ 38, Hydroseed exposed soil on slope cut sq.m. 400 $ 0.95 $ Tree removal Per 56 $ $ 53, Total: $ 960, Promenade 13 50mm thick asphalt sq.m $ $ 491, mm thick 19mm minus sand and gravel sq.m $ $ 320, Raise grade 0.75 m with native soil cu.m $ $ 61, Raise grade 0.75 m with 75mm minus pit run cu.m $ Remove soil offsite cu.m. 500 $ $ 25, Fence along southside of promenade ln.m $ $ 176, Creek crossings (bridge or culvert extension) L.S. 2 $ 30, $ 60, Culvert repair and grading L.S. 1 $ 7, $ 7, Drainage piping L.S. 1 $ 7, $ 7, Total: $ 1,150, Overpass 22 Steel structure with 15.2 m (50 ft) clear span and L.S 1 $ 1,500, $ 1,500, two access ramps Total: $ 1,500, *Notes: 1. All totals rounded to nearest $ Project Total: $ 3,641, % Contigency $ 728, Engineering Services $ 364, Final Cost (before Tax): $ 4,734, Final Cost (Including 5% Tax): $ 4,970,900.00

21 Appendix B Site Reconnaissance Photographs

22 White Rock Promenade Extension White Rock, BC 19 October 2015 File: R Page 2 Photograph 1. Slope Failure Photograph 2. Slope Cut

23 White Rock Promenade Extension White Rock, BC 19 October 2015 File: R Page 3 Photograph 3. Possible Slope Failure Photograph 4. Previous Slope Failure

24 White Rock Promenade Extension White Rock, BC 19 October 2015 File: R Page 4 Photograph 5. Possible Mudslide Fan