BERKLEY LANDSLIDE RISK MANAGEMENT - · PDF fileBERKLEY LANDSLIDE RISK MANAGEMENT ... FINAL REPORT PROJECT NO: ... this report or any reliance on decisions to be based on it is the

BGC BGC ENGINEERING INC.A N A PPLIED EA R TH SC IEN C ES C OM PA N Y

DISTRICT OF NORTH VANCOUVER

BERKLEY LANDSLIDE RISK MANAGEMENT

UPDATED LANDSLIDE RISK ASSESSMENT FOLLOWING STAGE 1 MITIGATION

FINAL REPORT

PROJECT NO: 0404-006 DISTRIBUTION LIST: DATE: January 15, 2007 DNV 10 COPIES BGC 3 COPIES Dr. Morgenstern 1 COPY

BGC BGC ENGINEERING INC.A N A PPLIED EA R TH SC IEN C ES C OM PA N Y

500 - 1045 Howe Street Vancouver, BC Canada V6Z 2A9 Telephone (604) 684-5900 Facsimile (604) 684-5909

January 15, 2007

Project No. 0404-006

Mr. Jozsef Dioszeghy, P.Eng. Director: Environment, Parks, and Engineering Services 355 West Queens Rd. North Vancouver, BC V7N 4N5 Dear Jozsef, Re: Updated Landslide Risk Assessment Following Stage 1 Mitigation Please find attached ten copies of our above referenced final report dated January 15, 2007. Should you have any questions or comments, please do not hesitate to contact me at the number listed above. Yours sincerely, BGC ENGINEERING INC. per:

Michael Porter, M.Eng., P.Eng. Senior Geological Engineer cc. Dr. Morgenstern SRF/mjp

District of North Vancouver, Berkley Landslide Risk Management January 15, 2007 Updated Landslide Risk Assessment Following Stage 1 Mitigation Project No. 0404-006

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BGC ENGINEERING INC.

EXECUTIVE SUMMARY

Soon after the January 2005 landslide, BGC Engineering Inc. (BGC) was retained by the District of North Vancouver (DNV) to study the future potential for extremely rapid landslides originating from the Berkley Escarpment. Two reports have been issued:

• Phase I, dated January 13, 2006, dealt with risk estimation; and,

• Phase II, dated May 11, 2006, outlined risk control measures. In the absence of risk acceptance criteria for DNV, BGC recommended defining, on an interim basis, unacceptable societal risk tolerances from landslides as those exceeding 10-3 per year, and unacceptable individual risks as those exceeding 10-4 per year. Properties subject to these risk levels are often referred to as being situated in the ‘Red Zone’.

At the time of the Phase II study some DNV capital projects related to landslide risk control were already underway at the top of the escarpment. Under the Phase II scope of work, BGC assumed that these were complete and effective. This left six properties posing unacceptable landslide risks to individuals:

• 1425 Lennox Street • 2402 Swinburne Avenue • 2372 Carman Place • 2379 Carman Place • Hayseed – Layton Gully • 2462 Hayseed Close In May 2006 the DNV Council committed to reducing these unacceptable landslide risks to tolerable levels. The risk control measures implemented and an updated landslide risk assessment are reported here. Hand auger investigations and a detailed survey at each property allowed ‘field fit’ designs to be completed. In general the remediation work involved removal of fill material, removal of retaining walls, slope re-shaping, and bioengineering measures to control surface erosion. Remedial works completed at the six sites reduce the estimated total annual probability of extremely rapid landslides from 6.6x10-2 per year to 5.3x10-2 per year, or a 20% reduction. This equates to a 1 in 19 chance per year. Risk of fatality along the escarpment also reduces, from 1.9x10-2 per year to 1.1x10-2 per year, which equates to a 1 in 94 chance per year. At present, no potential landslide source areas continue to pose unacceptable societal or individual risks to occupants of homes along the Berkley Escarpment.


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Regular inspections of the completed remedial works at the six sites on the Berkley Escarpment are required to demonstrate that the designed risk control options are effective, and attendant risk reductions are justified. Inspections of the escarpment slopes are also recommended to ensure that there is no additional slope movement, seepage, erosion or placement of fill occurring. In addition to slope inspections, BGC recommends that the storm water drainage, storm sewer connections, and roadside drainage are inspected regularly for functionality and efficiency.


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TABLE OF CONTENTS EXECUTIVE SUMMARY .......................................................................................................... I TABLE OF CONTENTS.......................................................................................................... III LIST OF TABLES .................................................................................................................. IV LIST OF DRAWINGS............................................................................................................. IV LIMITATIONS OF REPORT ................................................................................................... V 1.0 INTRODUCTION ...........................................................................................1

1.1 Properties Posing Unacceptable Individual or Societal Risks................... 1 2.0 SITE INVESTIGATIONS AND ENGINEERING DESIGN..............................3 3.0 CAPITAL REMEDIATION WORKS - ASSESSMENT AND RISK UPDATE 4

3.1 Storm Sewer Connections ............................................................................. 4 3.2 House Demolition and Slope Re-Shaping of 2157, 2175, 2191 and 2205

Berkley Road................................................................................................... 5 3.3 House Demolition of 2274, 2290, 2440 Chapman Way and 2318 Treetop

Lane ................................................................................................................. 6 4.0 REMEDIATION WORKS AT SIX PROPERTIES HAVING

UNACCEPTABLE INDIVIDUAL LANDSLIDE RISK – ASSESSMENT AND RISK UPDATE ..............................................................................................7

4.1 1425 Lennox Street......................................................................................... 7 4.2 2402 Swinburne Avenue ................................................................................ 7 4.3 2372 Carman Place ......................................................................................... 8 4.4 2379 Carman Place ......................................................................................... 8 4.5 Hayseed – Layton Gully ................................................................................. 9 4.6 2462 Hayseed Close ....................................................................................... 9 4.7 Summary of Remediation Works Completed............................................. 10 4.8 Updated Risk Estimates Following Remediation ...................................... 11 4.9 Individual Risk Exceeding 10-5 .................................................................... 11

5.0 RECOMMENDED ONGOING MAINTENANCE AND INSPECTION ..........12 6.0 CLOSURE ...................................................................................................13 REFERENCES 14 APPENDIX I - CONSTRUCTIONS PHOTOGRAPHS OF THE REMEDIAL WORKS APPENDIX II - REVISED SITE OBSERVATION FORMS AND SOIL LOGS APPENDIX III - ‘AS BUILT’ DRAWINGS AND REVISED CROSS SECTIONS APPENDIX IV - REVISED RISK ESTIMATES FOLLOWING IMPLEMENTATION OF

10-4 MITIGATION STRATEGY


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LIST OF TABLES

Table 1. Summary of Remediation Works Completed on the Berkley Escarpment ...............10

LIST OF DRAWINGS DRAWING 1 “As Built” 2157, 2175, 2191 and 2205 Berkley Road - House Demolition and

Slope Re-Shaping DRAWING 2 “As Built” Site Plan 1425 Lennox Street DRAWING 3 “As Built” Cross Sections 1425 Lennox Street DRAWING 4 “As Built” Site Plan 2402 Swinburne Avenue DRAWING 5 “As Built” Cross Sections 2402 Swinburne Avenue DRAWING 6 “As Built” 2402 Swinburne Avenue – DNV Easement Drainage Control DRAWING 7 “As Built” Site Plan 2372 and 2379 Carman Place DRAWING 8 “As Built” Cross Sections 2372 and 2379 Carman Place DRAWING 9 “As Built” Site Plan Hayseed-Layton Gully DRAWING 10 “As Built” Cross Sections Hayseed-Layton Gully DRAWING 11 “As Built” Site Plan 2462 Hayseed Close DRAWING 12 “As Built” Cross Sections 2462 Hayseed Close DRAWING 13 Updated Landslide Risk Assessment – Reducing Individual Landslide Risk

to <10-4


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LIMITATIONS OF REPORT BGC Engineering Inc. (BGC) prepared this report for the account of the District of North Vancouver (DNV). It presents a summary of remediation work implemented to reduce individual landslide risk at six locations along the Berkley Escarpment to less than 10-4 per year. The risk assessment is limited to landslides triggered by intense rainfall. Landslides triggered by earthquakes, slope excavation, or other processes; and, other natural processes, such as flooding, soil erosion, debris flows, and deep-seated landslides were not included in this study. The material in this report reflects the judgement of BGC staff in light of the information available to BGC at the time of report preparation. Any use which a Third Party makes of this report or any reliance on decisions to be based on it is the responsibility of such Third Parties. BGC accepts no responsibility for damages, if any, suffered by any Third Party as a result of decisions made or actions based on this report. In particular, BGC accepts no responsibility for changes in real estate values that may occur as a consequence of this report. As a mutual protection to our client, the public, and ourselves, this report and drawings are submitted for the information of the DNV. It is understood that the DNV will make this report and drawings available to the community for the sole purpose of conveying current information about landslide risk management as limited in paragraph one, above. Authorization for any other use and/or publication of data, statements, conclusions or abstracts from or regarding this report and drawings is reserved pending our written approval. Anyone in the community receiving a copy of this report and drawings is urged to recognize that these documents represent one of many steps in the risk management process as defined by Canadian Standards Association Guidelines (CAN/CSA-Q850-97). Risk control measures were implemented at six properties previously posing unacceptable risks to individuals at the base of the escarpment. Ongoing inspection and monitoring will be required to ensure that the implemented risk control measures continue to perform as intended.


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1.0 INTRODUCTION

Following the January 2005 landslide, the District of North Vancouver (DNV) retained BGC Engineering Inc. (BGC) to carry out a landslide risk assessment of the future potential for extremely rapid landslides, referred to as ‘flow slides’, originating from the Berkley Escarpment. This landslide risk assessment was carried out in two phases; firstly, ‘risk estimation’ documented in a (Phase 1) report dated January 13, 2006, and secondly, ‘risk control’ documented in a May 11, 2006 (Phase 2) report. Under the Phase II scope of work, BGC was asked by the DNV to assume that ongoing DNV capital projects at the top of the escarpment were complete and effective. These included the demolition of houses on six properties and regarding of the lots to remove fill and reduce slope angles, storm sewer connections for all the properties on the escarpment crest, and storm water drainage improvements. Given this assumption, the Phase 2 report identified six potential landslide source areas along the escarpment crest that posed unacceptable individual risks to residents at the base of the escarpment. In May 2006, the DNV Council decided that risk control measures must be implemented at the six properties identified on the escarpment crest as posing unacceptable landslide risks prior to the oncoming rainy season. DNV retained BGC to provide the necessary engineering services. The scope of work was outlined in a BGC proposal dated June 9, 2006. This report documents the remediation works completed to date and the resultant risk reductions. The report also documents the demolition and slope re-shaping work completed on Berkley Road and at the base of the escarpment. 1.1 Properties Posing Unacceptable Individual or Societal Risks

The Phase 2 report identified the following properties as posing unacceptable landslide risks once the capital works in progress at that time were complete:

• 1425 Lennox Street • 2402 Swinburne Avenue • 2372 Carman Place • 2379 Carman Place • Hayseed – Layton Gully • 2462 Hayseed Close Site specific field investigation and design was completed for each of the six properties outlined above, as described in the sections that follow.




Individual and societal risks are defined in the Phase 1 and 2 reports. In the absence of risk acceptance criteria for DNV, BGC recommended defining, on an interim basis, unacceptable societal risk tolerances from landslides as those exceeding 10-3 per year, and unacceptable individual risks as those exceeding 10-4 per year. Properties subject to this risk level are often referred to as being situated in the ‘Red Zone’. As yet, properties posing individual or societal landslides risks in the ALARP zone (an acronym for reduction of risk to ‘as low as reasonably practicable’), referred to as the ‘Yellow Zone’, have not been addressed.




2.0 SITE INVESTIGATIONS AND ENGINEERING DESIGN

If landslide risk from a property was assessed as ‘unacceptable’ following the completion of works in progress, then further risk control options were deemed necessary. Conceptual risk control options were outlined in the Phase 2 report. These required an individual ‘field fit’ investigation and final design to suit local conditions. Prior to any field investigation or design, DNV and BGC met with the affected property owners to discuss the Phase 2 report findings and outline the follow-up action plan. Hand auger investigations were completed at each site to confirm the location and depth of loose material. Soil logs are reproduced in Appendix II. In addition to the available LIDAR surveys, DNV provided detailed surveys for each property, including the marking of private property boundaries. The hand auger holes in conjunction with the detailed surveys enabled the construction of detailed cross sections. The preferred re-shaped slope angle was 27° (or 2H:1V). Actual designed slope angles accounted for the necessary risk reduction while at the same time accommodated geometric constraints imposed by lot boundary and layout configurations. From these designs the volumes of fill required for removal were estimated. Contractors were provided with a description of the work program at each site, including the estimated loose, organic and concrete fill volumes requiring removal. Prior to construction a nesting survey and the necessary environmental permitting was completed by DNV for each of the properties and adjacent District lands. The “As Built” site plans provided in Drawings 1 to 12 (Appendix III) are in general conformity with the designs.




3.0 CAPITAL REMEDIATION WORKS - ASSESSMENT AND RISK UPDATE

All capital remediation works on and below the Berkley Escarpment that were ongoing at the time of the Phase II study are now complete. These include:

• Connection of all properties at the crest of the escarpment to the storm sewer. • House demolition and slope re-shaping of 2157, 2175, 2195 and 2205 Berkley Road. • House demolition of 2318 Treetop Lane and 2274 Chapman Way (base of

escarpment). This section provides a brief description of the storm sewer connection and house demolition works, which were managed by DNV Personnel. The extent to which potential risk reductions as set out in the Phase II report were achieved is discussed. 3.1 Storm Sewer Connections

The deadline for mandatory storm sewer connections of households at the crest of the escarpment was May 31, 2006. BGC understands that all storm sewer connections are now complete and operating effectively. Potential landslide risk from storm sewer connections and management of storm water drainage reduces societal landslide risk by approximately 65%. Based on the risk model presented in the Phase 1 and 2 reports BGC estimates that the total annual probability of flow slides is reduced from 2.2x10-1 per year to 7.5x10-2 per year because this risk control option has been implemented. The corresponding reduction in risk of fatality along the escarpment is now 2.2x10-2 per year, reduced from 5.9x10-2 per year. This predicted risk reduction was documented in the ‘Completion of Works in Progress’ tables, and Drawing 5 of the Phase 2 report.




3.2 House Demolition and Slope Re-Shaping of 2157, 2175, 2191 and 2205 Berkley Road

Four properties at the crest of the Berkley Escarpment were purchased by the DNV with Provincial assistance subsequent to the January 2005 landslide: 2157, 2175, 2191 and 2205 Berkley Road. House demolition, slope re-shaping and improved surface drainage at these properties is now complete (Appendix III, Drawing 1). House demolition and removal included all concrete basements and foundations, remaining retaining walls, select tree felling and site clearance. Basement cavities were excavated down to in situ material before filling with material sourced from the escarpment. This material was moistened and compacted in thin lifts. Density testing was not carried out, and would be required if the compacted soils were to be used to support building foundations. Slope re-shaping commenced once the site was clear of debris and involved lowering the crest of the escarpment and reducing the slope below the crest to less than 27° (2H:1V). Felling of approximately 25 trees was necessary to re-shape the slope and remove loose fill material. At the crest the grade was generally lowered in excess of two meters. This grade reduction and fill removal resulted in about 80 truckloads of material being removed from the site. This amounts to approximately 950 m3. A further 15 truckloads were pulled back from the slope and compacted in the basement cavities, or used for re-shaping to promote surface drainage. Localised seepage along the escarpment slope was observed throughout construction. Therefore, live pole drains and extra contour vegetation cells were installed as designed by Terrasol Environment Inc. (Terrasol) under contract to DNV. Live pole drains collect surface water and transport this water to an appropriate dissipation area. The contour vegetation cells collect and control dissipation of water immediately downslope, acting as a water velocity check. Minor surface runoff is anticipated on the upland bench until such time as vegetation is fully re-established. A small swale was constructed to collect surface flows, if they occur, and a flexible drain pipe was installed to convey this water into the 1979 slide scarp where loose fill and colluvial soils are no longer present. A real-time rainfall and piezometers monitoring system had been installed adjacent to the 2005 landslide as part of the Phase I studies (i.e. well prior to the commencement of construction works). During construction, cables linking the piezometers to the data box were disconnected. Prior to the implementation of the site bioengineering and revegetation, new cables were installed. The monitoring system is now operational again and BGC has been retained to operate it throughout the 2006/07 rainy season.




Fill removal and reduction of the slope angle at the crest of the escarpment along this section have reduced the estimated total annual probability of flow slides from 7.2x10-2 per year to 6.6x10-2 per year (remedial work, completed before the issuing of the Phase 2 report, at 1593 Lennox Street accounts for the reduction between 7.5x10-2 per year to 7.2x10-2 per year). Risk of fatality along the escarpment reduces from 2.1x10-2 per year to 1.9x10-2 per year following the completion of this work. This predicted risk reduction was documented in the ‘Completion of Works in Progress’ tables, and Drawing 5 of the Phase 2 report. Construction photographs and an ‘As Built’ drawing are provided in Appendix I and III. 3.3 House Demolition of 2274, 2290, 2440 Chapman Way and 2318 Treetop Lane

Four houses purchased by the DNV with Provincial assistance at the base of the escarpment are now demolished: 2274, 2290, 2440 Chapman Way and 2318 Treetop Lane. Two houses, 2274 Chapman Way and 2318 Treetop Lane, were demolished more recently as part of the demolition contract work at the crest of the escarpment. A section of the basement at 2318 Treetop Lane remains in place, acting as support for an adjacent property foundation. The basement area has been backfilled with imported granular material, adding additional support to the adjacent material, forming an 18° (3H:1V) slope, according to a design prepared by BGC. Construction photographs and are provided in Appendix I.




4.0 REMEDIATION WORKS AT SIX PROPERTIES HAVING UNACCEPTABLE INDIVIDUAL LANDSLIDE RISK – ASSESSMENT AND RISK UPDATE

• Reducing landslide risks at six ‘Red Zone’ properties This section provides a brief description of the works completed in reducing individual landslide risks at the six ‘Red Zone’ properties from unacceptable to acceptable levels. These were designed and supervised by BGC. 4.1 1425 Lennox Street

Remediation work at 1425 Lennox Street required the removal of fill, slope re-shaping and implementation of a bioengineered re-vegetation design. It was estimated that removal of approximately 300 m3 of loose material was necessary to reduce landslide risk to tolerable levels. Approximately 450 m3 of loose material was actually removed, equivalent to about 45 truckloads. Re-shaped slope angles have been reduced from approximately 40° prior to remediation to less than 27°, where applicable. The 1972 landslide originated from the southwest corner of the property and the slope angles remain steeper in this section. The depth of loose fill and colluvium within the slide headscarp is typically less than 1 m, consequently the risks from this section are considered tolerable (less than 10-4 per year) despite the slightly steeper slope angle. No seepage was observed during construction and Terrasol implemented a standard bioengineering design. This included adequately spaced contour vegetation cells, plantings and a final hydroseeded sediment locking cover. Construction photographs, a revised site observation form and revised cross sections are provided in Appendix I, II and III, respectively. The property owner has elected to construct a cantilevered concrete pool decking supported by concrete buttresses and columns. Registered professional engineers, retained by the property owner, designed the concrete pool decking and foundations. Design drawings were submitted to DNV in a letter dated October 4, 2006 (Puar, 2006). BGC reviewed the design concepts on behalf of DNV, but did not review the design calculations. From a conceptual standpoint, the buttresses and columns supporting the pool decking are not required to support fill material, thus do not appear to increase the potential for future flow slides from this property. BGC did not undertake construction inspections, which were responsibilities shared by the owner’s engineer and municipal inspectors. 4.2 2402 Swinburne Avenue

Access to the 2402 Swinburne Avenue property was across a DNV easement. Remediation work at this site required the removal of a failed planter/retaining wall, slope re-shaping and




bioengineering. In addition to the remediation work, the contractor removed loose debris and loose material from the DNV easement. A spring-head drain, designed to transport excess surface water to the base of the escarpment, was constructed in a small gully below the remedial work. Approximately 250 m3 of loose material was removed from the site. A substantial amount of loose organic debris, and felled trees, were also cleared and removed from the site. Re-shaped slope angles have been reduced from in excess of 40° prior to remediation to less than about 30° (ranging between 27° and 30°). No seepage was observed during construction, however, during the previous rainy season seepage was observed. Outcrops of a dense glacial till unit on the slope correlate with the seepage zone. Most of this seepage will be collected by the spring-head drain in the gully area, or directed towards the drain by the contour vegetation cells. Construction photographs, an ‘As Built’ spring-head drain detail, a revised site observation form and revised cross sections are provided in Appendix I, II and III, respectively. 4.3 2372 Carman Place

A large tree growing on fill material at the crest of the slope was felled prior to fill excavation and removal. The slope was re-shaped as part of removal of an estimated 180 m3 of loose material. No seepage was observed during construction and a standard bioengineering design was implemented. This included adequately spaced contour vegetation cells, plantings and a final sedimentlok cover. Construction photographs, a revised site observation form and a revised cross section are provided in Appendix I, II and III, respectively. 4.4 2379 Carman Place

Access to the escarpment behind 2379 Carman Place was difficult. The proximity of building structures limited heavy machinery access, and smaller machinery operated with difficulty. Using a small excavator and concrete tip buggy approximately 90 m3 of loose material was removed and this was adequate to attain the desired slope angles and necessary risk reductions. No seepage was observed during construction and a standard bioengineering design was implemented.




Construction photographs, a revised site observation form and a revised cross section are provided in Appendix I, II and III, respectively. 4.5 Hayseed – Layton Gully

A narrow DNV easement allowed access to the Hayseed – Layton Gully area between 1863 and 1869 Layton Drive. Permission to traverse 1863 Layton Drive was necessary to access the fill situated below on DNV property. The gully area was cleared, larger trees felled, and organic material removed prior the commencement of fill excavation. An estimated 650 m3 of loose material was removed from the escarpment below the gully and 1863 Layton Drive. This s moistened, placed in thin lifts and machine compacted at the back of the gully away from the slope crest. Re-shaped slope angles have been reduced from in excess of 40° prior to remediation, to about 27°. No seepage was observed during construction and a standard bioengineering design was implemented. This included adequately spaced contour vegetation cells, plantings and a final sedimentlok cover. Construction photographs, a revised site observation form and a revised cross section are provided in Appendix I, II and III, respectively. 4.6 2462 Hayseed Close

Remediation work at 2462 Hayseed Close required the removal of fill, a rock and mortar retaining wall, slope reshaping and implementation of a bioengineered design. It was estimated that removal of approximately 200 m3 of loose material was necessary to reduce landslide risk to tolerable levels. An estimated 250 m3 of loose material and the retaining wall were removed and the slope re-shaped under the supervision of a registered professional engineer retained by the owner. The property owner elected to cover the temporary excavation with plastic sheeting through the 2006-07 winter rainy season to prevent surface erosion while the details of future works are addressed. These will be designed by a registered professional engineer employed by GeoTacTics, a firm retained by the owner. Conceptual design options have been submitted to the DNV in letters dated August 25, September 10, and October 6, 2006 (GeoTacTics, 2006a, 2006b, 2006c). The removal of the fill and surface erosion protection completed at the time of this report meets the DNV’s risk reduction requirements for landslides originating from 2462 Hayseed Close.




No seepage was observed during a construction visit and no groundwater has been observed in the piezometers. Construction photographs, a revised site observation form and revised cross sections are provided in Appendix I, II and III, respectively. 4.7 Summary of Remediation Works Completed

Since the January 2005 landslide, work on twelve properties at potential landslide source areas along the crest of the escarpment (i.e. six described in each of Sections 3 and 4) is now complete. These properties include those listed in Table 1, below, and 1593 Lennox Street. A summary of the volume of loose material removed and other relevant information is provided. To date, approximately 2800 m3 of loose material has been removed from the crest of the slope, in addition to that removed at 1593 Lennox Street. Table 1 - Summary of Remediation Works Completed on the Berkley Escarpment

Property Loose Material

Removed* (m3)

Re-Shaped Slope Angle

(°)

Retaining Walls

Removed

Loose Materials Depth **

(m)

2157, 2175, 2191 and 2205 Berkley Avenue

950 27° Yes <1

1425 Lennox Street 450 27° n/a <1 2402 Swinburne Avenue 250 27-30° Yes <1

2372 Carman Place 180 27° n/a <1 2379 Carman Place 90 27-30° n/a <1

Hayseed Layton Gully (including 1863 Layton)

650 27° n/a <1

2462 Hayseed Close 250 27-30° Yes <1 TOTAL 2820 - 3 -

* 10 m3 is approximately equal to one double axle truckload of material ** Loose material depth at the original escarpment crest




4.8 Updated Risk Estimates Following Remediation

Remedial work on potential landslide source areas posing unacceptable landslide risks, identified in the Phase 2 report, is now complete. The benefits of the works allow the risk estimates to be revised. At present, no potential landslide source areas continue to pose unacceptable societal risks (i.e. those exceeding 10-3/yr), or unacceptable individual risks exposure to occupants of homes at the base of the escarpment (i.e. those exceeding 10-4/yr). Fill removal, retaining wall removal and associated remedial works completed at the six sites previously posing unacceptable landslide risk reduces the estimated total annual probability of flow slides from 6.6x10-2 per year to 5.3x10-2 per year, or a 20% reduction. This equates to a 1 in 19 chance per year. Risk of fatality along the Berkley Escarpment also reduces, from 1.9x10-2 per year to 1.1x10-2 per year, following the completion of this work. This equates to a 1 in 94 chance per year. The Phase 2 report anticipated slightly higher total annual probability of flow slides upon completion of the remedial works. The premium achieved is attributed to work completed at 1863 Layton Drive, which was necessary to access Hayseed Layton Gully. Predicted total annual probability from flow slides in the Phase 2 report was 5.4x10-2 per year following completion of these remedial works. The anticipated risk of fatality along the escarpment remains essentially unchanged from that predicted in the Phase 2 report. Updated risk estimates following the completion of these remedial works are tabulated in Appendix IV and shown in Drawing 13. 4.9 Individual Risk Exceeding 10-5

At the base of the escarpment, risks to individuals continue to exceed 10-5/yr from the six sites addressed as part of this remediation phase. Continued risks are associated with suspected active slope deformation located beyond the reach of an excavator or other evidence of deformation. If the implemented remediation measures cause the slope deformations to cease, estimated risks will reduce to approximately 10-5 per year. Further monitoring will be required in order to validate this additional reduction in risk. Where risk control options have not been implemented at the crest of the escarpment, landslide risks posed to individuals below still exceed 10-5. Table 6 of the Phase 2 report identified 28 additional source areas in this category. These areas, referred to as the ‘Yellow Zone’ source areas, have not been addressed at this time.




5.0 RECOMMENDED ONGOING MAINTENANCE AND INSPECTION

Regular inspection of remedial works completed on the Berkley Escarpment to date is required to demonstrate the designed risk control options are behaving as expected. Inspections are also required to confirm there is no additional slope deformation, seepage, erosion, or placement of fill occurring. We suggest inspections of the remediated slopes by qualified personnel occur following periods of heavy rainfall to ensure the estimated risk reductions remain valid. Property owners should also visually inspect their respective escarpment slopes following periods of intense rainfall and notify the DNV if slope erosion or deformation is occurring. In addition to slope inspections, BGC recommends that the storm water drainage, storm sewer connections, and roadside drainage are inspected regularly for functionality and efficiency.




6.0 CLOSURE

This report presents the results of an updated landslide risk assessment for the Berkley Escarpment following the implementation of the remediation works required to reduce societal risks below 10-3/yr, and individual landslide risk below 10-4/yr. In addition to the risk update, ‘As Built’ drawings are provided for the completed remediation works. We trust the information provided will allow DNV to proceed with the next steps in the risk management process. Please do not hesitate to contact us if you have any questions or comments, or if we may be of further assistance. Sincerely, BGC ENGINEERING INC. Per:

Sam Fougere, M.Sc. (Hons) Engineering Geologist

Michael Porter, M.Eng., P.Eng. Senior Geological Engineer

Dr. K. Wayne Savigny, P.Eng., P.Geo. Vice President and Senior Geotechnical Engineer




REFERENCES

BGC. 2006a. District of North Vancouver, Berkley Landslide Risk Management, Phase 1 Risk Assessment. Report prepared by BGC Engineering Inc. for District of North Vancouver, dated January 13, 2006.

BGC. 2006b. District of North Vancouver, Berkley Landslide Risk Management, Phase 2 Assessment of Risk Control Options. Report prepared by BGC Engineering Inc. for District of North Vancouver, dated May 11, 2006.

BGC. 2006c. District of North Vancouver, Berkley Landslide Risk Management, Phase 2 Assessment of Risk Control Options - Addendum. Report prepared by BGC Engineering Inc. for District of North Vancouver, dated June 15, 2006.

GeoTacTics, 2006a. Slope Stabilisation Prescription, 2462 Hayseed Close, North Vancouver, B.C. Letter prepared by GeoTacTics Engineering Ltd. for Mr Scott Murray, dated August 25, 2006.

GeoTacTics, 2006b. Slope Stabilisation Prescription, 2462 Hayseed Close, North Vancouver, B.C. Letter prepared by GeoTacTics Engineering Ltd. for Mr Scott Murray, dated September 10, 2006.

GeoTacTics, 2006c. Slope Preparation Field Review 01, 2462 Hayseed Close, North Vancouver, B.C. Letter prepared by GeoTacTics Engineering Ltd. for Mr Scott Murray, dated October 6, 2006.

Puar Engineering Consultants, 2006. Geotechnical Engineering Design Parameters -Proposed Deck – 1425 Lennox Street, North Vancouver, B.C. Letter prepared by Puar Engineering Consultant Inc. for Ms Leona Hume, dated October 4, 2006.



APPENDIX I

Construction Photographs of the Remedial Works



Photograph 1: 2175 Berkley Road landslide.

Photograph 2: Demolition of 2157 Berkley Road, 2175 Berkley Road in the background.



Photograph 3: View across the 2175 Berkley Road landslide to fill removal below 2191 Berkley Road.

Photograph 4: Slope re-shaping – view across 2175 Berkley Road towards 2157 Berkley Road.



Photograph 5: Bioengineering of the freshly exposed soil – reddish material is part of a straw, grass seed and fertiliser mix.

Photograph 6: Bioengineering growth prior to a final overseed.



Photographs 7 and 8: 2318 Treetop Lane – before (above) and after demolition (below).



Photographs 9 and 10: 1425 Lennox Street – before construction (above) and during construction (below) showing excavator about 2 m lower than original grade.



Photographs 11 and 12: 1425 Lennox Street – during (above) and after construction (below). Pool top level approximately original grade.



Photograph 13 and 14: 2402 Swinburne Avenue – access (above) and fill removal (below).



Photographs 15 and 16: 2402 Swinburne Avenue – fill removal (above) and the final slope with contour vegetation cells installed (below) and covered with hydroseed.



Photograph 17 and 18: Installed SierraScape retaining wall system for drainage control (finished wall above, during construction below).



Photograph 19 and 20 Drain pipe outlet and downslope discharge (outlet clamped, discharge fixed to ground and protected by logs).



Photograph 21 and 22 2372 Carman Place fill temporary storage and subsequent removal.



Photograph 23 2372 Carman Place – contour vegetation cells and final slope profile.



Photographs 24 and 25: 2379 Carman Place – access to the escarpment.



Photographs 26 and 27: 2379 Carman Place – during construction and final slope profile with contour vegetation cells.



Photographs 28 and 29: Hayseed Layton Gully and 1863 Layton Drive – site clearing and removal of organic material.



Photographs 30 and 31: Hayseed Layton Gully and 1863 Layton Drive – final slope profile prior to bioengineering.



Photograph 32: Hayseed Layton Gully – fill removed from the escarpment and compacted.



Photograph 33: 2462 Hayseed Close – prior to fill excavation.



Photograph 34: 2462 Hayseed Close – fill removal during construction.



APPENDIX II

Revised Site Observation Forms and Soil Logs

500 - 1045 Howe Street Vancouver, BC Canada V6Z 2A9

BGC BGC ENGINEERING INC.A N A PPLIED EA R T H SC IEN C ES C OM PA N Y

TREES BELOW FENCE/ RETAINING STRUCTURE STRAIGHT PISTOL-BUTT LEANING

PERCENT CONIFER: 60% OBSERVATIONS: No evidence of leaning trees.

RETAINING STRUCTURES YES NO HEIGHT=

TYPE BLOCKS CONCRETE TIMBER CRIB OTHER: DEFORMATION UNDEFORMED CRACKED SETTLED BULGING OBSERVATIONS: Retaining wall removed as part of remediation works.

DEFORMATION IN BACKYARD YES

NO LOCATION: DESCRIPTION:

SEEPAGE/ SPRINGS IN OR BELOW FILL

YES

NO OBSERVATIONS: No visible seepage.

BACKYARD ½ ROOF FULL ROOF FRONT YARD STREET RECEIVES SURFACE RUNOFF FROM

OBSERVATIONS: Slope is a long distance from street.

CONNECTED TO STORM SEWER YES NO UNSURE OWNERS COMMENTS: Property connected to storm sewer

GENERAL OBSERVATIONS • Site of old slide below lot. Alders in gully.

SITE OBSERVATION FORM: DNV Landslide Risk Assessment LOCATION: 1425 Lennox Street INSPECTION DATE: (mm/dd/yy) 10/05/06 WEATHER: Fine

THICKNESS OF LOOSE MATERIALS <1 m 1-2 m 2-3 m >3 m

FENCE LINE 10 m DOWNSLOPE FROM SLOPE CREST

SLOPE = 32° CRACKS SLIDES EROSION SLOPE BELOW FENCE/ RETAINING STRUCTURE

OBSERVATIONS:. Evidence of 1972 slide downslope from crest. No evidence of active slide activity.

POOLS YES NO

DESCRIPTION: Pool and hot tub.

HOUSE DISTANCE TO CREST = 8.2 m

LENN

OX ST.

N

CREST

AH02

H

OU

SE

HOT TUB

AH01

POO

L

WALL

10 m

1972 SLIDE

BGC06-AH01 BGC06-AH02

1.95 m: Trace charcoal

Page 1 of 1

SAND (SP)Fine to medium, trace fine gravel, poorly graded, loose, max.particle size = 5 mm, sub rounded, light brown with someorange staining and mottling, homogeneous, trace fine gravelsized silt clasts, max. particle size = 5 mm[FILL]0.80 m: Silt clast content increases to some, max. particle size= 20 mm, gravel content decreases1.20 m: Gravel content increase to trace, max. particle size =30 mm, silt content increases to trace1.30 m: Black grey ash lenses

SAND (SP)Fine to medium, some silt, trace fine to coarse gravel, poorlygraded, loose, max. particle size = 35 mm, sub angular to subrounded, dark brown, moist, homogeneous[FILL]

1.8 m: Trace charcoal and ash

EOH at 2.15 m - Refusal on gravels, no groundwaterencountered

Project : DNV Remediation - Investigation and Design

1.4 m - 2.15 m: Gravel and silt clast content, minor variationsin size (from fine to coarse) and content (none to trace)

Dep

th (m

)

Project No. : 0404-006-01

0.30 m: Silt content decreases to trace, trace gravel sized siltclasts, light brown grey, gravel size decreases to fine tomedium

Dep

th (m

)

Lithologic Description

SAND (SW)Fine to coarse, gravely, loose, well graded, max. particle size = 25mm, sub rounded, light brown, moist, homogeneous,non-cemented[FILL]

SAND (SW)Fine to coarse, some fine to coarse gravel, trace silt, loose, wellgraded, brown, max. particle size = 25 mm, sub rounded,homogeneous, non cemented, trace charcoal[FILL]0.60 to 1.00 m: No gravel content

1.0 m: Gravel content increases, large fine to coarse gravel sizedsilt clasts and partially-cemented sand clasts. Two fine gravelsized clasts of red/orange brickEOH at 1.15 m: Refusal on gravels, no groundwater encountered3 holes attempted.

Location : 1425 .Lennox

FINAL DEPTH OF HOLE: 2.15HOLE: BGC06-1425LEN-AH30

Client: District of North Vancouver

NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06


THICKNESS OF LOOSE MATERIALS: 1.15 (minimum)

Drill Method : Dutch Hand AugerInspection Date : 02 Jun 06

Dep

th T

o W

ater

Tab

le

Logged by : SF/MF

FINAL DEPTH OF AUGERHOLE: 1.15

Dep

th T

o W

ater

Tab

le

INSPECTION LOCATION # 1425 .Lennox


AUGERHOLE: BGC06-1425LEN-AH31

Reviewed by : MJP

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

Page 1 of 1

SAND (SP)Fine to medium, trace silt, trace angular to subrounded gravelsmax size 15 mm, poorly graded, loose, orange/brown, moist,homogeneous. Trace silt clasts max size 10 mm, trace roots.[FILL]

SAND (SP)Fine to medium with trace coarse sand, trace silt, trace fine tomedium sub rounded to rounded gravel max size 15 mm,poorly graded, loose, brown, moist to wet, no odour,homogeneous, non-cemented. [FILL]




Reviewed by : MJP

EOH at 2.05 m: Refusal on gravels, no groundwater encountered

0.60 m: Trace to some silt0.65 m: Some silt, gravel content decreasing0.70 m: Some orange discoloration on silt clasts, trace charcoal,trace fine gravel.

1.1 m: Silt clast content increases to some

1.3 m: Orange brown staining, trace bark fragments1.35 m: Trace charcoal

EOH at 1.05 m - Refusal on gravels, no groundwaterencountered.

SAND (SP)Fine to medium, some silt, some fine gravel sized silt clasts, tracefine to medium sub angular to sub rounded gravel with ironstaining, loose, poorly graded, brown with light grey, moist,homogeneous, trace charcoal[COLLUVIUM/FILL]

SAND (SW)Fine to coarse, trace to some silt (lenses), trace to mediumgravel, well graded, loose (difficult to auger though), grey, moistto wet, no odour

SILT (OL) [ORGANICS]SAND (SW)Fine to coarse, gravely, very loose to loose, well graded, maxgravel size 25 mm, sub rounded, light brown, moist,homogeneous, non-cemented.[FILL]SAND (SW)Fine to coarse, trace silt, some fine to coarse gravel, loose, wellgraded, brown with some orange mottling, max gravel size 25mm, sub rounded, moist, homogeneous, non cemented, tracecharcoal, trace bark.[FILL]0.70 m - Fine to medium sand (SP) lenses, no gravel, lightbrown with orange/brown mottling.

Dep

th T

o W

ater

Tab

le

1.50 - 1.75 m: Trace charcoal, trace bark, gravel max size 45 mm

Logged by : SF/MF


Project : DNV Remediation - Investigation and Design Project No. : 0404-006-01D

epth

(m)

Dep

th (m

)

INSPECTION LOCATION # 1425 Lennox.




Dep

th T

o W

ater

Tab

le

Location : 1425 Lennox.


NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06


0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

SAND (SP)Fine to medium, trace silt, poorly graded, very loose, dark brown,moist, homogeneous, organic material[ORGANICS]


0.65 m -Becomes moist



Reviewed by : MJPLogged by : SF/JW


Page 1 of 1

SAND (SP)Fine to medium, trace to some gravel, max. particle size = 20mm, poorly sorted, moist, homogeneous, orange brown[FILL]0.60 m: 2 mm diameter silt clasts

0.80 m: Gravel content decreases to trace0.90 m: Gravel size increases to coarse, some silt clasts.SAND (SP)Fine to medium, silty, trace fine gravel, loose, grey, minor orangediscoloration, homogeneous, non-cemented, trace organics.EOH at 1.20 m: Hole collapse, no groundwater encountered

EOH at 0.85 m - Refusal on gravels, no groundwaterencountered

0.70 m - Gravel size increases to coarse, max size 30 mm

SAND (SP)Fine to medium, trace silt, poorly graded, very loose, darkbrown, moist, homogeneous, organic material. [ORGANICS]SAND (SP)Fine to medium, trace silt, trace gravel, poorly graded,orange-brown, moist, homogeneous, trace bark, organics.[FILL]0.30 m - Sand / silt clasts, trace bark, trace charcoal0.50 m -Trace angular to sub angular medium gravels0.60 m - Gravel content increases to some max size 10 mm

INSPECTION LOCATION # .1425 Lennox


Dep

th T

o W

ater

Tab

le


epth

(m)

Dep

th (m

)



Dep

th T

o W

ater

Tab

le

Location : .1425 Lennox


NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06


0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

Dep

th T

o W

ater

Tab

le


EOH at 1.75 m - Hole collapse / refusal on gravels, nogroundwater encountered.

THICKNESS OF LOOSE MATERIALS: 1.0


Reviewed by : MJPLogged by : SF

SAND (SP)Fine to medium, some coarse sand to fine gravel, trace mediumto coarse gravel, rounded, iron stained, max size 25 mm, orangebrown to brown, moist, homogeneous[FILL]

Page 1 of 1

0.55 - 1.0 m: Increased charcoal content, light grey burnt zones.[COLLUVIUM]

SAND (SP)Medium to coarse, some fine sand, trace fine gravel, poorlygradeed, loose to compact, light brown and brown / orangemottled, moist, homogeneous[GLACIOMARINE SANDS]

1.5 m: Orange brown mottling decreases to none, loose tocompact, fine grained coarse sand lenses

SAND (SP)Medium to coarse, some fine sand, some fine subangular tosubrounded gravel, poorly graded, loose to compact, lightbrownish grey with trace orange/brown mottling, moist,homogeneous [GLACIOMARINE SANDS]SAND (SP)Fine, trace (<1% medium sand to fine gravel), poorly graded,loose to compact, moist, homogeneous, grey, non cemented, noodour[GLACIOMARINE SAND].Semi-coherent layers remain intact for 5 minutes.2.6 m: Slight moisture increase

SAND (SW)Fine to coarse, trace silt, trace organics, moist, loose, concreteclasts up to 100 mm[TOPSOIL / FILL]SAND (SP)Fine to coarse, gravely fine to coarse, loose, well graded sandbut poorly graded overall, max. particle size = 25 mm, rounded,light brown / light grey, moist, homogeneous, non-cemented.[FILL]SILT (SM)Sandy, trace fine to coarse gravel, trace clay, trace organicmatter, max size 40 mm, sub rounded, dark brown, moist,homogeneous, low plastic, non dilatant [FILL]Some gravels iron stained, trace slightly cemented silt and sandclasts.

SAND (SW)Fine to coarse, trace silt, some fine to coarse gravel, loose, wellgraded, brown, max gravel size 25 mm, sub rounded,homogeneous, non cemented, trace charcoal.[FILL]

EOH at 2.95 m: Refusal, no groundwater encountered



Dep

th (m

)


epth

(m)

INSPECTION LOCATION # .1425 Lennox.



Dep

th T

o W

ater

Tab

le

Location : .1425 Lennox.


NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06


0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

SAND (SP)Fine to medium, trace silt, poorly graded, loose, dark brown,moist, homogeneous, roots and organics [ORGANICS]

Dep

th T

o W

ater

Tab

le


Logged by : SF/MFReviewed by : MJP

Inspection Date : 02 Jun 06Drill Method : Dutch Hand Auger

THICKNESS OF LOOSE MATERIALS:


Page 1 of 1

1.60 m - Fine to medium sand

SAND (SP)Fine to medium, trace fine to coarse gravel, max. particle size =25 mm, poorly graded, loose, orange to brown, moist,homogeneous[FILL]0.40 m - Trace coarse sand0.55 m - 60 mm cobble removed by handSAND (SP)Medium to coarse, trace to some sub angular to sub roundedfine to medium gravel max size 15 mm, loose, moist,homogeneous, light greyish brown [GLACIOMARINE SAND]0.70 m - Max. gravel 40 mm, size increase to coarse

SAND (SP)Fine to coarse, loose, poorly graded, light grey, homogeneous,moist[GLACIOMARINE SAND]

1.75 - 1.85 m - Orange discoloration

EOH at 3.0 m - Refusal in competent material, no groundwaterencountered.

0.75m - Gravel content decreases, minor orange discoloration


Dep

th (m

)Project No. : 0404-006-01Project : DNV Remediation - Investigation and Design

INSPECTION LOCATION # 1425. Lennox..

FINAL DEPTH OF HOLE: 3.0THICKNESS OF LOOSE MATERIALS: 0.60

AUGERHOLE:FINAL DEPTH OF AUGERHOLE:

Location : 1425. Lennox..

Dep

th (m

)

HOLE: BGC06-1425LEN-AH38

NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06

Dep

th T

o W

ater

Tab

le

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0




PERCENT CONIFER: 99 % OBSERVATIONS: Many trees removed as part of remediation works.

RETAINING STRUCTURES YES NO HEIGHT = n/a

TYPE BLOCKS CONCRETE TIMBER CRIB OTHER: Brick Wall DEFORMATION UNDEFORMED CRACKED SETTLED BULGING OBSERVATIONS: Retaining wall removed as part of remediation works.




YES

NO OBSERVATIONS: None observed on property, observed below property line at till contact towards gully (below AH04).


OBSERVATIONS:

CONNECTED TO STORM SEWER YES NO UNSURE OWNERS COMMENTS: DNV reports this property is connected to the storm sewer.

GENERAL OBSERVATIONS • Gully located on south side of property on DNV land

SITE OBSERVATION FORM: DNV Landslide Risk Assessment LOCATION: 2402 Swinburne Avenue INSPECTION DATE: (mm/dd/yy) 10/05/06 WEATHER: Fine


FENCE LINE (West) 10 m DOWNSLOPE FROM SLOPE CREST (West)


OBSERVATIONS: None observed

POOLS YES NO

DESCRIPTION:

N

CRESTAH02

HOUSE

11 m 1.5 m


DECK AH01

GULLY

SWINBURNE AVE.

AH04 6.8 m

7.9 m BGC06-AH02

BGC06-AH03

BGC06-AH01


SILT (OL)Low plastic, very soft, brown, moist, organic material[ORGANICS]

EOH at 1.85 m - Refusal on till, no groundwater encountered.

Page 1 of 1

SAND (SP) and SILT (ML)Fine, trace fine to medium sub rounded gravel max size 20mm, compact to dense, light grey, no odour, mostlyhomogeneous, non cemented, silt non plastic, stiff[TILL]




SAND (SP)Fine sand, trace silt, trace fine to coarse sub rounded gravels,max. particle size = 35 mm, loose, light brown, moist,homogeneous, non-cemented.[FILL]

SAND (SP)Fine to medium, trace fine to medium sub rounded gravel maxsize 20 mm, poorly graded, loose, orange brown, no odour, moist,homogeneous, non-cemented, no roots. [FILL / COLLUVIUM]0.50 m: Slight density increase, silt content increases to somesilt, greyish.

SAND (SP)Fine, trace silt, trace sub rounded gravel max size 20 mm, poorlygraded, dense, non plastic silt, non cemented, no odour, lightgrey, moist[TILL]EOH at 0.95 m: Refusal on till, no groundwater encountered, 4holes attempted.

SILT (OL)Silty, some sand, dark brown, moist, very loose. [ORGANICS]

0.30 m - Slight color change to light grey, trace charcoalfragments below 0.30 m.0.55 m - Fine to medium gravel sized silt clasts with weatheredrinds.0.70 m - Slightly denser, increased silt clast content0.80 - 0.85 m - Increased charcoal, orange stainingSILT (ML)Trace fine sand, fine to medium gravel sized silt clasts, lowplastic, firm, brown, grey, no odour, moist, homogeneous,non-cemented, no dilatancy. [COLLUVIUM]1.35 m - Firmer, moisture content increasing (moist)



epth

(m)

Dep

th (m

)

INSPECTION LOCATION # .2402 Swinburne.


AUGERHOLE: BGC06-2402SWIN-AH12


Dep

th T

o W

ater

Tab

le

Dep

th T

o W

ater

Tab

le

Location : .2402 Swinburne.

FINAL DEPTH OF HOLE: 1.85HOLE: BGC06-2402SWIN-AH11

NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06


0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0


SILT (OL)Trace to some clay, low plastic, soft, dark brown, organic odour,no structure, no dilatency, roots and other organic material.[ORGANICS]

Page 1 of 1




Dep

th T

o W

ater

Tab

le


0.35 m - Silt content increases to some, silt clasts 35 - 40 mm

SAND (SP)Fine, trace silt, trace fine to medium subrounded gravel max size20 mm, poorly graded, dense, brownish grey mottled, moist, nostructure, roots.0.50 m: Gravel content increases to some.SAND (SP)Fine to coarse, trace silt, some fine to coarse subrounded torounded gravel, max size 30 mm, poorly graded, dense to verydense, light grey, moist[TILL]

EOH at 0.60 m, refusal with pickaxe on till, no seepage uponopening/cutting; minor seepage one hour later with no visibleflow.

SAND (SP)Fine, trace silt, poorly graded, loose, dense silt/sand clasts maxsize 20 mm, sub rounded, orange/brown mottled, slightly moist,homogeneous.[COLLUVIUM]

0.45 m - Silt clast content increases to 30%, trace charcoal0.60 - 0.70 m - Silty, charcoal content increases, orange/brownmottling and staining.SILT (ML)Trace clay, low plastic, stiff to very stiff, light grey withorange/brown mottling, moist, homogeneous[WEATHERED GLACIOMARINE]SILT (ML)Trace clay, low plastic, stiff to very stiff, light grey brown, moist,homogeneous.[GLACIOMARINE SILT]EOH at 1.0 m - Refusal in competent material, no groundwaterencountered.

SILT (OL)Trace clay, low plastic, soft, dark brown, organic material,roots.[ORGANICS]

Dep

th (m



Dep

th T

o W

ater

Tab

le

Dep

th (m

)


AUGERHOLE: BGC06-2402SWIN-TP01FINAL DEPTH OF AUGERHOLE: 0.6

INSPECTION LOCATION # 2402 Swinburne..

Location : 2402 Swinburne..

FINAL DEPTH OF HOLE: 1.0HOLE: BGC06-2402SWIN-AH13

NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0




PERCENT CONIFER: 80 % OBSERVATIONS: Trees at fence line straight and old. Below crest some leaning trees observed.

RETAINING STRUCTURES YES NO HEIGHT= n/a

TYPE BLOCKS CONCRETE TIMBER CRIB OTHER: Brick Wall DEFORMATION UNDEFORMED CRACKED SETTLED BULGING OBSERVATIONS:

DEFORMATION IN BACKYARD YES NO

LOCATION: DESCRIPTION:


YES

NO OBSERVATIONS: None observed


OBSERVATIONS:

CONNECTED TO STORM SEWER YES NO UNSURE OWNERS COMMENTS: DNV reports this property is connected to the storm sewer.

GENERAL OBSERVATIONS • Garage/bunkhouse located 0-2 m from crest.

SITE OBSERVATION FORM: DNV Landslide Risk Assessment LOCATION: 2372 Carman Place INSPECTION DATE: (mm/dd/yy) 10/05/06 WEATHER: Fine



SLOPE = 27-30° CRACKS SLIDES EROSION SLOPE BELOW FENCE/ RETAINING STRUCTURE

OBSERVATIONS: None observed. Trails and cuts in slope below crest.

POOLS YES NO

DESCRIPTION:

N CREST

AH01

AH02

10 m

0-2 m

CARMAN PL.

HOUSE DISTANCE TO CREST = 12 m

HOUSE

DECK

12 m

12.5 m

BGC06-CPT02

BGC06-AH02

BGC06-CPT03




PERCENT CONIFER: 60 % OBSERVATIONS: Slight leaning observed in several trees.


TYPE BLOCKS CONCRETE TIMBER CRIB OTHER: Brick Wall DEFORMATION UNDEFORMED CRACKED SETTLED BULGING OBSERVATIONS: No retaining wall at crest, retaining wall between house and pool.


NO LOCATION: DESCRIPTION: None observed.


YES

NO OBSERVATIONS: None observed.


OBSERVATIONS: Front yard slopes towards house and crest of slope.

CONNECTED TO STORM SEWER YES NO UNSURE OWNERS COMMENTS: DNV reports that this property is connected to the storm sewer system.

GENERAL OBSERVATIONS • Site of 1979 slide, slope now covered with deciduous trees. • South west corner of wooden deck overhangs a portion of the 1979 head scarp.

SITE OBSERVATION FORM: DNV Landslide Risk Assessment LOCATION: 2379 Carman Place INSPECTION DATE: (mm/dd/yy) 10/05/06 WEATHER: Fine




OBSERVATIONS:

POOLS YES NO

DESCRIPTION: No evidence of cracking.

N CREST

AH01

AH02 17 m 1 m

CARMAN PL.


HOUSE

POOL




PERCENT CONIFER: 80% OBSERVATIONS: Some pistol butt trees observed in young trees approximately 20 m below slope crest.


TYPE BLOCKS CONCRETE TIMBER CRIB OTHER: Brick Wall DEFORMATION UNDEFORMED CRACKED SETTLED BULGING OBSERVATIONS: None observed.




YES



OBSERVATIONS: Roof drain at back of house drains into yard into a hand-dug channel towards the crest of the slope. Front driveway/yard dips steeply toward the street.

CONNECTED TO STORM SEWER YES NO UNSURE OWNERS COMMENTS: DNV reports that this property is connected to the storm sewer system.

GENERAL OBSERVATIONS • North east corner of back yard backs onto old gravel pit active in the 1950’s, referred to ‘Hayseed Layton Gully’

SITE OBSERVATION FORM: DNV Landslide Risk Assessment LOCATION: 1863 Layton Drive INSPECTION DATE: (mm/dd/yy) 10/05/06 WEATHER: Fine



SLOPE = 27 ° below crest, 34° below inflection CRACKS SLIDES EROSION SLOPE BELOW FENCE/ RETAINING STRUCTURE

OBSERVATIONS: No deformation observed.

POOLS YES NO

DESCRIPTION:

N CREST

AH01

AH02

11 m

LAYTON DRIVE


HOUSE




PERCENT CONIFER: 80% OBSERVATIONS: Trees removed if downslope distance is less than 10 m from the slope crest. Removed leaning trees.


TYPE BLOCKS CONCRETE TIMBER CRIB OTHER: DEFORMATION UNDEFORMED CRACKED SETTLED BULGING OBSERVATIONS: None observed




YES

NO OBSERVATIONS: None observed


OBSERVATIONS: 2442 Hayseed Close may get some street run off in large storm event.

CONNECTED TO STORM SEWER YES NO UNSURE OWNERS COMMENTS:

GENERAL OBSERVATIONS • Park/gully immediately below 2442 Hayseed Close, 1869 and 1863 Layton properties is an old gravel pit.

SITE OBSERVATION FORM: DNV Landslide Risk Assessment LOCATION: Hayseed-Layton Gully INSPECTION DATE: (mm/dd/yy) 10/05/06 WEATHER: Fine


FENCE LINE 12 m DOWNSLOPE FROM FENCE LINE AT CREST


OBSERVATIONS: None slope deformation observed.

POOLS YES NO

DESCRIPTION:

N CREST

AH01 AH02

2442HOUSE

12 m


1851 HOUSE

1869HOUSE

OLD GRAVEL PIT NOW

LEVEL CLEAN FILL

MANHOLE

MANHOLE (NOT OBSERVED)

33° 40- 50° BGC06-AH02

BGC06-AH01 11.9 m

SILT (OL)Silty, some sand, trace fine to medium gravel, moist, dark brown[FOREST MAT]

INSPECTION LOCATION # .Hayseed - Layton Gully.

Dep

th T

o W

ater

Tab

le


Logged by : SF/MFReviewed by : MJP





EOH at 1.0 m - Refusal on gravels. No groundwaterencountered

SAND (SW)Fine to medium, gravely fine to coarse (mostly fine to medium),trace cobbles max size 100 mm, rounded, loose, well graded(fine sand to medium gravel), brown, moist, non cemented,homogeneous [FILL]

SILT (OL)Silty, some sand, trace fine to medium gravel, moist, darkbrown[FOREST MAT]


Pit to 0.90 m, auger below

1.25 m: Color change to light grey, gravel size to coarse, max.particle size = 45 mm

1.30 m: Gravely

1.0 m: Cobble content decreases, gravel content increases tosome

0.60 m: No roots below

SAND (SP)Medium, trace fine to medium sub rounded gravel, trace cobble,max. size 150 mm, light orange-brown, loose, slightly moist,homogeneous, roots[FILL]

Page 1 of 1D

epth

(m)

Project No. : 0404-006-01Project : DNV Remediation - Investigation and Design

Dep

th (m

)

FINAL DEPTH OF HOLE: 1.0AUGERHOLE: BGC06-HAYLAY-AH22FINAL DEPTH OF AUGERHOLE: 1.30

Location : .Hayseed - Layton Gully.


HOLE: BGC06-HAYLAY-AH21

NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06

Dep

th T

o W

ater

Tab

le

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

Drill Method : Dutch Hand Auger

SAND (SW)Fine to coarse, some fine to medium gravel, trace silt, tracecobbles max. particle size = 130 mm, well graded, loose, darkbrown, moist, homogeneous, no odour, trace organics, traceroots, no cementation[FILL]

AUGERHOLE:


INSPECTION LOCATION # .Hayseed - Layton Gully..

Dep

th T

o W

ater

Tab

le


Logged by : SFInspection Date : 01 Jun 06

THICKNESS OF LOOSE MATERIALS:


Page 1 of 1

EOH at 0.8 m - Refusal on gravel, no groundwaterencountered. Hand dug to 0.6 m

SAND (SW)Fine to coarse, some fine to medium gravel, trace silt, tracecobbles max size = 150 mm, well graded, loose, grey, moist,homogeneous, no odour, trace organics, trace roots, nocementation[FILL]

Reviewed by : MJP

Dep

th (m


FINAL DEPTH OF AUGERHOLE:

Dep

th (m

)


NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06

HOLE: BGC06-HAYLAY-AH23FINAL DEPTH OF HOLE: 0.8

Location : .Hayseed - Layton Gully..

Dep

th T

o W

ater

Tab

le

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0




PERCENT CONIFER: <50% OBSERVATIONS: Minor pistol butting on some trees.


TYPE BLOCKS CONCRETE TIMBER CRIB OTHER: DEFORMATION UNDEFORMED CRACKED SETTLED BULGING OBSERVATIONS:


NO LOCATION: DESCRIPTION: Minor settlement below western elevated deck


YES



OBSERVATIONS:

CONNECTED TO STORM SEWER YES NO UNSURE OWNERS COMMENTS:

GENERAL OBSERVATIONS • Site to be covered by plastic sheeting over winter period

SITE OBSERVATION FORM: DNV Landslide Risk Assessment LOCATION: 2462 Hayseed Close INSPECTION DATE: (mm/dd/yy) 10/05/06 WEATHER: Fine




OBSERVATIONS:

POOLS YES NO

DESCRIPTION: None.

HOUSE

N

AH02

12 m

HAYSEED CLOSE


DECK

AH01

CRACKED PLANTER WALL

GRAVEL DRAIN

EST. NATURAL CREST9 m BGC06-AH02

BGC06-AH01

Dep

th T

o W

ater

Tab

le


Logged by : SFReviewed by : MJP




Page 1 of 1

ORGANICSDark brown, moist, homogeneous with a basal polyurethane layer[TOPSOIL]SAND (SP)Fine to medium, trace medium gravel, poorly graded, loose, maxparticle size = 30 mm, rounded, brown, no odour, moist,homogeneous, non cemented[FILL]0.50 m: Roots to 0.5 m depth

1.00 m: Charcoal encountered

SAND (SP)Fine to medium, trace silt, trace fine to medium gravel, poorlygraded, loose, max particle size = 20 mm, subrounded, lightbrown with orange mottling, no odour, moist, homogeneous, noncemented[COLLUVIUM]

NOTE: Charcoal encountered at top of unit


NOTE:

150 mm diameter auger to 0.7 m60 mm diameter auger to 2.0 m

SAND (SP)Medium to coarse, trace fine to medium gravel, poorly graded,loose, max particle size = 20 mm, sub rounded, brown, noodour, moist, homogeneous, non cemented[TOPSOIL / FILL]0.1 m: 100 x 100 mm concrete cinder block fragmentSAND (SP)Medium to coarse, trace fine sand, trace fine to course gravel,poorly graded (mostly medium sand), loose, max particle size =30 mm, sub rounded, light brown, no odour, dry,homogeneous, non cemented[FILL]0.9 m: Trace charcoalEOH at 1.0 m - Refusal on gravels, no groundwaterencountered

NOTE:

150 mm diameter auger to 0.6m60 mm diameter auger to 1.0 m


Dep

th (m


INSPECTION LOCATION # 2462 Hayseed Close.

Location : 2462 Hayseed Close.

Dep

th (m

)


AUGERHOLE: BGC06-2462HAY-AH43FINAL DEPTH OF AUGERHOLE: 2.0

Dep

th T

o W

ater

Tab

leFINAL DEPTH OF HOLE: 1.0HOLE: BGC06-2462HAY-AH42

NO

RTH

VA

N_P

EIZ

O 0

404-

006.

GP

J B

GC

.GD

T 11

/14/

06

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0



APPENDIX III

‘As Built’ Drawings and Revised Cross Sections



APPENDIX IV

Revised Risk Estimates Following Implementation of 10-4 Mitigation Strategy

District of North Vancouver, Berkley Landslide Risk ManagementUpdated Landslide Risk Assessment

January 20070404-006

Remediation Works Completed on Properties Shown in Blue

Address Loose Materials at Fence

Loose Materials Down Slope

Slope Angle Slope Deformation % Conifers Tree Condition Retaining Wall Wall Type Wall Deformation Backyard Deformation Dist. To Crest Runoff From Pool? Pool Condition Seepage Conn. Storm Sewer

2477 Berton 1-2m 1-2m 30-35 deg. Erosion 50-75% Leaning No NA NA None >12m Backyard No NA No Yes2475 Berton <1m 1-2m 35-40 deg. Erosion 25-50% Leaning No NA NA None >12m Backyard No NA No Yes2469 Berton 1-2m 1-2m 25-30 deg. None 50-75% Straight No NA NA None >12m Backyard No NA No Yes2465 Berton <1m <1m 25-30 deg. None >75% Leaning No NA NA None >12m Backyard Yes Undeformed No Yes2461 Berton <1m 1-2m 30-35 deg. Erosion >75% Leaning No NA NA None >12m Backyard No NA No Yes2441 Mowat <1m 1-2m 30-35 deg. None >75% Straight No NA NA None >12m Backyard No NA No Yes2437 Mowat 1-2m 1-2m 30-35 deg. Erosion >75% Leaning Yes Timbers None None >12m Backyard No NA No Yes2433 Mowat 1-2m 1-2m 35-40 deg. Erosion 50-75% Straight No NA NA None >12m Backyard Yes Undeformed No Yes2429 Mowat 1-2m 1-2m 30-35 deg. Erosion >75% Leaning No NA NA None >12m Half Roof Yes Undeformed No Yes2425 Mowat <1m 1-2m 35-40 deg. Slides 25-50% Leaning Yes Timbers None None >12m Street No NA No Yes1231 Lennox 2-3m 1-2m 30-35 deg. Slides >75% Straight Yes Other Bulging None 3-6m Frontyard No NA No Yes1275 Lennox 1-2m <1m >40 deg. Slides <25% Straight No NA NA None <3m Full Roof Yes Undeformed No Yes1279 Lennox 1-2m <1m >40 deg. Slides >75% Straight Yes Timbers Bulging None 3-6m Full Roof No NA No Yes1305 Lennox 2-3m 2-3m 35-40 deg. Erosion 50-75% Straight Yes Other Bulging None 9-12m Full Roof Yes Undeformed No Yes1345 Lennox 1-2m 2-3m 35-40 deg. Slides 25-50% Pistol Butt Yes Timbers None None 9-12m Full Roof No NA No Yes1383 Lennox 1-2m 2-3m 35-40 deg. Erosion 50-75% Straight Yes Blocks None Settled 3-6m Full Roof Yes Undeformed No Yes1425 Lennox <1m 1-2m 30-35 deg. Slides 50-75% Straight No NA None None 6-9m Frontyard Yes Undeformed No Yes1477 Lennox 2-3m 1-2m 30-35 deg. Erosion 25-50% Straight Yes Timbers None None 6-9m Backyard No NA No Yes1479 Lennox 2-3m 1-2m 35-40 deg. Erosion 25-50% Straight Yes Timbers None Settled 6-9m Backyard No NA No Yes1491 Lennox 2-3m 1-2m 35-40 deg. Erosion 25-50% Leaning Yes Concrete Cracked None 3-6m Frontyard No NA No Yes1535 Lennox 2-3m 2-3m 35-40 deg. None 25-50% Leaning Yes Timbers Bulging Settled 3-6m Street No NA No Yes1557 Lennox >3m 1-2m 35-40 deg. Erosion <25% Straight Yes Timbers Cracked Settled 3-6m Frontyard Yes Undeformed No Yes1583 Lennox 2-3m 1-2m 35-40 deg. None 50-75% Straight Yes Other Cracked None <3m Full Roof No NA No Yes1593 Lennox <1m 1-2m 30-35 deg. Erosion >75% Leaning No NA NA None <3m Street No NA Yes Yes

2402 Swinburne <1m 1-2m 30-35 deg. None >75% Pistol Butt No NA NA None <3m Full Roof No NA No Yes2410 Swinburne 1-2m >3m 35-40 deg. Erosion >75% Leaning No NA NA None 6-9m Backyard No NA No Yes2414 Swinburne 1-2m 1-2m 35-40 deg. Cracks 50-75% Leaning Yes Other None None <3m Half Roof No NA No Yes

1677 Layton 1-2m <1m 35-40 deg. Slides >75% Leaning No NA NA None >12m Full Roof No NA No Yes1691 Layton 2-3m 2-3m 35-40 deg. Cracks 50-75% Leaning No NA NA Cracked >12m Full Roof No NA No Yes1709 Layton 2-3m 2-3m 35-40 deg. None 50-75% Leaning No NA NA None >12m Full Roof Yes Undeformed No Yes1731 Layton 2-3m 2-3m 35-40 deg. None 50-75% Straight No NA NA Settled >12m Full Roof Yes Undeformed No Yes1753 Layton 1-2m 1-2m 30-35 deg. None 50-75% Leaning Yes Other Settled Settled >12m Full Roof Yes Undeformed No Yes1775 Layton >3m 2-3m 35-40 deg. None >75% Straight Yes Timbers None None 6-9m Frontyard Yes Undeformed No Yes1797 Layton 1-2m 1-2m >40 deg. None 50-75% Straight No NA NA None 6-9m Full Roof No NA No Yes1815 Layton 1-2m 2-3m 30-35 deg. None >75% Straight Yes Concrete None Settled 6-9m Backyard No NA No Yes

2391 Carman >3m 1-2m 35-40 deg. Erosion 50-75% Straight Yes Other Bulging Settled 6-9m Frontyard Yes Undeformed No Yes2379 Carman <1m 1-2m 30-35 deg. Slides 50-75% Straight No NA NA None <3m Frontyard Yes Undeformed No Yes

2360 Carman S. 1-2m 1-2m 35-40 deg. Slides 50-75% Straight No NA NA Settled 3-6m Frontyard No NA No Yes2360 Carman N. 1-2m 1-2m 35-40 deg. None 50-75% Straight No NA NA Settled 3-6m Frontyard No NA No Yes

2372 Carman <1m 1-2m 30-35 deg. None >75% Leaning No NA NA None 9-12m Full Roof No NA No Yes2386 Carman 1-2m 1-2m 30-35 deg. None 50-75% Straight No NA NA None >12m Half Roof No NA No Yes1839 Layton 1-2m 1-2m 30-35 deg. None >75% Straight No NA NA None >12m Full Roof No NA No Yes1847 Layton 1-2m 1-2m 30-35 deg. None >75% Straight No NA NA Settled >12m Street No NA No Yes1855 Layton 1-2m 1-2m 35-40 deg. None >75% Straight No NA NA None >12m Street No NA No Yes

DNV - Berkley Landslide Risk AssessmentField Conditions Following 10-4 Remediation



January 20070404-006

Remediation Works Completed on Properties Shown in Blue

Address Loose Materials at Fence

Loose Materials Down Slope

Slope Angle Slope Deformation % Conifers Tree Condition Retaining Wall Wall Type Wall Deformation Backyard Deformation Dist. To Crest Runoff From Pool? Pool Condition Seepage Conn. Storm Sewer

DNV - Berkley Landslide Risk AssessmentField Conditions Following 10-4 Remediation

1863 Layton <1m 1-2m 25-30 deg. None >75% Pistol Butt No NA NA None >12m Full Roof No NA No YesHayseed/Layton Gully <1m 1-2m 25-30 deg. None >75% Leaning No NA NA None >12m Backyard No NA No Yes

2448 Hayseed 1-2m 2-3m 35-40 deg. Erosion >75% Pistol Butt Yes Timbers None None 6-9m Half Roof Yes Undeformed No Yes2454 Hayseed 2-3m 1-2m 30-35 deg. Erosion >75% Straight Yes Timbers None None 9-12m Half Roof No NA No Yes2462 Hayseed <1m 1-2m 30-35 deg. Erosion 25-50% Leaning No NA None None 9-12m Full Roof No NA No Yes2468 Hayseed <1m 1-2m 30-35 deg. None 50-75% Straight No NA NA None <3m Full Roof Yes Undeformed No Yes2474 Hayseed 1-2m <1m 30-35 deg. Erosion >75% Straight Yes Concrete None None <3m Full Roof No NA Yes Yes2480 Hayseed 1-2m 1-2m 30-35 deg. Erosion >75% Leaning Yes Timbers None Settled 3-6m Full Roof No NA No Yes2486 Hayseed 1-2m 1-2m 35-40 deg. Erosion >75% Straight Yes Timbers Settled Settled 6-9m Half Roof No NA No Yes2125 Berkley 1-2m 1-2m 30-35 deg. None 25-50% Straight Yes Other None Settled >12m Street No NA No Yes2141 Berkley 2-3m 2-3m 30-35 deg. None >75% Straight Yes Timbers None None 3-6m Half Roof No NA No Yes2157 Berkley <1m 1-2m 25-30 deg. None >75% Straight No NA NA None >12m Full Roof No NA No Yes2175 Berkley <1m <1m 25-30 deg. None <25% Straight No NA NA None <3m Street No NA No Yes2191 Berkley <1m 1-2m 25-30 deg. None 25-50% Straight No NA NA None 3-6m Frontyard No NA No Yes2205 Berkley <1m 1-2m 25-30 deg. None 25-50% Straight No NA NA None 9-12m Full Roof No NA No Yes2217 Berkley >3m 2-3m >40 deg. Slides <25% Leaning No NA NA None 9-12m Full Roof Yes Undeformed Yes Yes2223 Berkley 2-3m 1-2m 30-35 deg. Erosion 50-75% Straight No NA NA Settled 9-12m Full Roof No NA Yes Yes2249 Berkley 2-3m 2-3m 35-40 deg. None 25-50% Straight No NA NA Settled >12m Full Roof No NA Yes Yes2251 Berkley 2-3m 1-2m 30-35 deg. Erosion >75% Straight No NA NA None >12m Street No NA Yes Yes2265 Berkley 1-2m 1-2m 35-40 deg. None 50-75% Pistol Butt Yes Concrete Cracked Cracked 6-9m Full Roof No NA Yes Yes2279 Berkley 1-2m 1-2m 30-35 deg. Erosion 25-50% Leaning Yes Timbers None None 9-12m Full Roof No NA Yes Yes2293 Berkley 2-3m 1-2m 35-40 deg. Slides 25-50% Leaning Yes Timbers None None >12m Full Roof Yes Undeformed No Yes2307 Berkley 2-3m 1-2m 35-40 deg. None <25% Straight Yes Timbers None None 9-12m Full Roof Yes Cracked No Yes2321 Berkley 1-2m 1-2m 35-40 deg. Erosion 50-75% Straight Yes Timbers Settled Settled 3-6m Full Roof No NA Yes Yes2335 Berkley 2-3m 1-2m 35-40 deg. None >75% Straight No NA NA None >12m Full Roof No NA No Yes2349 Berkley 1-2m 1-2m 35-40 deg. Erosion >75% Pistol Butt Yes Other Bulging Settled >12m Full Roof No NA No Yes2363 Berkley 1-2m 1-2m 35-40 deg. Slides 25-50% Pistol Butt No NA NA None 9-12m Frontyard No NA Yes Yes2377 Berkley >3m 2-3m >40 deg. Slides 50-75% Straight Yes Concrete Cracked Settled 6-9m Full Roof No NA Yes Yes2391 Berkley 1-2m <1m >40 deg. Slides <25% Straight Yes Other Bulging Cracked >12m Street No NA Yes Yes2409 Berkley 1-2m >3m 35-40 deg. Cracks 25-50% Leaning No NA NA Settled >12m Street No NA No Yes2425 Berkley 1-2m <1m <25 deg. Slides <25% Straight No NA NA Settled >12m Full Roof No NA No Yes



January 20070404-006

DNV - Berkley Landslide Risk AssessmentLandslide Likelihood Estimates Following 10-4 Remediation

Average Slide Likelihood = 0.0024

Address Slope Score Soil Score Water Score Deformation Score Adjustment Factor Pslide

2477 Berton 0.8 0.5 0.35 1 0.140 3.4E-042475 Berton 1 0.35 0.35 1 0.123 2.9E-042469 Berton 0.8 0.5 0.35 0.5 0.070 1.7E-04 64 <1/2 Average2465 Berton 0.8 0.35 0.35 1 0.098 2.4E-04 11 1/2 to 2 x Average2461 Berton 0.8 0.35 0.35 1 0.098 2.4E-04 0 >2 x Average2441 Mowat 0.8 0.35 0.35 0.5 0.049 1.2E-04 752437 Mowat 0.8 0.5 0.35 1 0.140 3.4E-042433 Mowat 1 0.5 0.35 0.5 0.088 2.1E-042429 Mowat 0.8 0.5 0.35 1 0.140 3.4E-042425 Mowat 1 0.35 0.35 1 0.123 2.9E-041231 Lennox 0.8 1 0.35 2 0.560 1.3E-031275 Lennox 1.25 0.5 0.35 1 0.219 5.3E-041279 Lennox 1.25 0.5 0.35 2 0.438 1.1E-031305 Lennox 1 2 0.35 1 0.700 1.7E-031345 Lennox 1 1 0.35 1 0.350 8.4E-041383 Lennox 1 1 0.35 1 0.350 8.4E-041425 Lennox 0.8 0.35 0.35 1 0.098 2.4E-041477 Lennox 0.8 1 0.35 0.5 0.140 3.4E-041479 Lennox 1 1 0.35 1 0.350 8.4E-041491 Lennox 1 1 0.35 2 0.700 1.7E-031535 Lennox 1 2 0.35 2 1.400 3.4E-031557 Lennox 1 1 0.35 1 0.350 8.4E-041583 Lennox 1 1 0.35 1 0.350 8.4E-041593 Lennox 0.8 0.35 0.35 1 0.098 2.4E-04

2402 Swinburne 0.8 0.35 0.35 1 0.098 2.4E-042410 Swinburne 1 1 0.35 1 0.350 8.4E-042414 Swinburne 1 0.5 0.35 1 0.175 4.2E-04

1677 Layton 1 0.5 0.35 1 0.175 4.2E-041691 Layton 1 2 0.35 2 1.400 3.4E-031709 Layton 1 2 0.35 1 0.700 1.7E-031731 Layton 1 2 0.35 1 0.700 1.7E-031753 Layton 0.8 0.5 0.35 2 0.280 6.7E-041775 Layton 1 2 0.35 0.5 0.350 8.4E-041797 Layton 1.25 0.5 0.35 0.5 0.109 2.6E-041815 Layton 0.8 1 0.35 1 0.280 6.7E-04

2391 Carman 1 1 0.35 1 0.350 8.4E-042379 Carman 0.8 0.35 0.35 1 0.098 2.4E-04

2360 Carman S. 1 0.5 0.35 2 0.350 8.4E-042360 Carman N. 1 0.5 0.35 1 0.175 4.2E-04

2372 Carman 0.8 0.35 0.35 1 0.098 2.4E-042386 Carman 0.8 0.5 0.35 0.5 0.070 1.7E-041839 Layton 0.8 0.5 0.35 0.5 0.070 1.7E-041847 Layton 0.8 0.5 0.35 1 0.140 3.4E-041855 Layton 1 0.5 0.35 0.5 0.088 2.1E-04

BGC Summary Stats



January 20070404-006

DNV - Berkley Landslide Risk AssessmentLandslide Likelihood Estimates Following 10-4 Remediation

Average Slide Likelihood = 0.0024

Address Slope Score Soil Score Water Score Deformation Score Adjustment Factor Pslide

1863 Layton 0.8 0.35 0.35 1 0.098 2.4E-04Hayseed/Layton Gully 0.8 0.35 0.35 1 0.098 2.4E-04

2448 Hayseed 1 1 0.35 1 0.350 8.4E-042454 Hayseed 0.8 1 0.35 0.5 0.140 3.4E-042462 Hayseed 0.8 0.35 0.35 1 0.098 2.4E-042468 Hayseed 0.8 0.35 0.35 0.5 0.049 1.2E-042474 Hayseed 0.8 0.5 0.35 0.5 0.070 1.7E-042480 Hayseed 0.8 0.5 0.35 2 0.280 6.7E-042486 Hayseed 1 0.5 0.35 1 0.175 4.2E-042125 Berkley 0.8 0.5 0.35 1 0.140 3.4E-042141 Berkley 0.8 2 0.35 0.5 0.280 6.7E-042157 Berkley 0.8 0.35 0.35 0.5 0.049 1.2E-042175 Berkley 0.8 0.35 0.35 0.5 0.049 1.2E-042191 Berkley 0.8 0.35 0.35 0.5 0.049 1.2E-042205 Berkley 0.8 0.35 0.35 0.5 0.049 1.2E-042217 Berkley 1.25 2 0.35 1 0.875 2.1E-032223 Berkley 0.8 1 0.35 1 0.280 6.7E-042249 Berkley 1 2 0.35 1 0.700 1.7E-032251 Berkley 0.8 1 0.35 0.5 0.140 3.4E-042265 Berkley 1 0.5 0.35 2 0.350 8.4E-042279 Berkley 0.8 0.5 0.35 1 0.140 3.4E-042293 Berkley 1 1 0.35 1 0.350 8.4E-042307 Berkley 1 1 0.35 0.5 0.175 4.2E-042321 Berkley 1 0.5 0.35 1 0.175 4.2E-042335 Berkley 1 1 0.35 0.5 0.175 4.2E-042349 Berkley 1 0.5 0.35 2 0.350 8.4E-042363 Berkley 1 0.5 0.35 1 0.175 4.2E-042377 Berkley 1.25 2 0.35 2 1.750 4.2E-032391 Berkley 1.25 0.5 0.35 2 0.438 1.1E-032409 Berkley 1 1 0.35 2 0.700 1.7E-032425 Berkley 0.8 0.5 0.35 2 0.280 6.7E-04

0.053 18.7(slides/year) (years/slide)

0.92 0.79 0.35 1.05



January 20070404-006

DNV - Berkley Landslide Risk Assessment

Address Yard Spatial (PS:H)

Occupant Temporal (PT:S)

Occupant Vulnerability (V)

Element Value (E) N (Fatalities)

2477 Berton 0.2 0.0035 0.5 4 1.4E-032475 Berton 0.2 0.0035 0.5 4 1.4E-032469 Berton 0.2 0.0035 0.5 4 1.4E-032465 Berton 0.2 0.0035 0.5 4 1.4E-032461 Berton 0.2 0.0035 0.5 4 1.4E-032441 Mowat 0.2 0.0035 0.5 4 1.4E-032437 Mowat 0.2 0.0035 0.5 4 1.4E-032433 Mowat 0.2 0.0035 0.5 4 1.4E-032429 Mowat 0.2 0.0035 0.5 4 1.4E-032425 Mowat 0.2 0.0035 0.5 4 1.4E-031231 Lennox 0.67 0.0035 0.5 4 4.7E-031275 Lennox 0.99 0.0035 0.5 4 6.9E-031279 Lennox 0.67 0.0035 0.5 4 4.7E-031305 Lennox 0.29 0.0035 0.5 4 2.0E-031345 Lennox 0.29 0.0035 0.5 4 2.0E-031383 Lennox 0.67 0.0035 0.5 4 4.7E-031425 Lennox 0.4 0.0035 0.5 4 2.8E-031477 Lennox 0.4 0.0035 0.5 4 2.8E-031479 Lennox 0.4 0.0035 0.5 4 2.8E-031491 Lennox 0.67 0.0035 0.5 4 4.7E-031535 Lennox 0.67 0.0035 0.5 4 4.7E-031557 Lennox 0.67 0.0035 0.5 4 4.7E-031583 Lennox 0.99 0.0035 0.5 4 6.9E-031593 Lennox 0.99 0.0035 0.5 4 6.9E-03

2402 Swinburne 0.99 0.0035 0.5 4 6.9E-032410 Swinburne 0.4 0.0035 0.5 4 2.8E-032414 Swinburne 0.99 0.0035 0.5 4 6.9E-03

1677 Layton 0.2 0.0035 0.5 4 1.4E-031691 Layton 0.2 0.0035 0.5 4 1.4E-031709 Layton 0.2 0.0035 0.5 4 1.4E-031731 Layton 0.2 0.0035 0.5 4 1.4E-031753 Layton 0.2 0.0035 0.5 4 1.4E-031775 Layton 0.4 0.0035 0.5 4 2.8E-031797 Layton 0.4 0.0035 0.5 4 2.8E-031815 Layton 0.4 0.0035 0.5 4 2.8E-032391 Carman 0.4 0.0035 0.5 4 2.8E-032379 Carman 0.99 0.0035 0.5 4 6.9E-03

2360 Carman S. 0.67 0.0035 0.5 4 4.7E-032360 Carman N. 0.67 0.0035 0.5 4 4.7E-03

2372 Carman 0.29 0.0035 0.5 4 2.0E-032386 Carman 0.2 0.0035 0.5 4 1.4E-031839 Layton 0.2 0.0035 0.5 4 1.4E-031847 Layton 0.2 0.0035 0.5 4 1.4E-031855 Layton 0.2 0.0035 0.5 4 1.4E-03

Consequence Estimates at Crest of Escarpment Following 10 -4 Remediation



January 20070404-006





Element Value (E) N (Fatalities)

Consequence Estimates at Crest of Escarpment Following 10 -4 Remediation

1863 Layton 0.2 0.0035 0.5 4 1.4E-03Hayseed/Layton Gully 0.2 0.0035 0.5 0 0.0E+00

2448 Hayseed 0.4 0.0035 0.5 4 2.8E-032454 Hayseed 0.29 0.0035 0.5 4 2.0E-032462 Hayseed 0.29 0.0035 0.5 4 2.0E-032468 Hayseed 0.99 0.0035 0.5 4 6.9E-032474 Hayseed 0.99 0.0035 0.5 4 6.9E-032480 Hayseed 0.67 0.0035 0.5 4 4.7E-032486 Hayseed 0.4 0.0035 0.5 4 2.8E-032125 Berkley 0.2 0.0035 0.5 4 1.4E-032141 Berkley 0.67 0.0035 0.5 4 4.7E-032157 Berkley 0.2 0.0035 0.5 4 1.4E-032175 Berkley 0.99 0.0035 0.5 0 0.0E+002191 Berkley 0.67 0.0035 0.5 4 4.7E-032205 Berkley 0.29 0.0035 0.5 4 2.0E-032217 Berkley 0.29 0.0035 0.5 4 2.0E-032223 Berkley 0.29 0.0035 0.5 4 2.0E-032249 Berkley 0.2 0.0035 0.5 4 1.4E-032251 Berkley 0.2 0.0035 0.5 4 1.4E-032265 Berkley 0.4 0.0035 0.5 4 2.8E-032279 Berkley 0.29 0.0035 0.5 4 2.0E-032293 Berkley 0.2 0.0035 0.5 4 1.4E-032307 Berkley 0.29 0.0035 0.5 4 2.0E-032321 Berkley 0.67 0.0035 0.5 4 4.7E-032335 Berkley 0.2 0.0035 0.5 4 1.4E-032349 Berkley 0.2 0.0035 0.5 4 1.4E-032363 Berkley 0.29 0.0035 0.5 4 2.0E-032377 Berkley 0.4 0.0035 0.5 4 2.8E-032391 Berkley 0.2 0.0035 0.5 4 1.4E-032409 Berkley 0.2 0.0035 0.5 4 1.4E-032425 Berkley 0.2 0.0035 0.5 4 1.4E-03



January 20070404-006

Address # Houses >25o

# Houses >23o

# Houses >21o

# Houses 19-21o

House Spatial (PS:H)



Element Value (E)

N (Fatalities)

2477 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+002475 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+002469 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+002465 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+002461 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+002441 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+002437 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+002433 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+002429 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+002425 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+001231 Lennox 0 0 0 2 0.00 0.50 0.29 4 2.3E-031275 Lennox 0 0 0 3 0.01 0.50 0.29 4 3.5E-031279 Lennox 0 0 0 2 0.00 0.50 0.29 4 2.3E-031305 Lennox 0 0 0 2 0.00 0.50 0.29 4 2.3E-031345 Lennox 0 0 1 1 0.07 0.50 0.29 4 3.9E-021383 Lennox 0 1 1 2 0.20 0.50 0.29 4 1.2E-011425 Lennox 1 2 0 1 0.80 0.50 0.29 4 4.7E-011477 Lennox 2 2 1 1 1.40 0.50 0.29 4 8.1E-011479 Lennox 0 2 2 0 0.40 0.50 0.29 4 2.3E-011491 Lennox 0 1 2 0 0.27 0.50 0.29 4 1.5E-011535 Lennox 0 1 2 1 0.27 0.50 0.29 4 1.6E-011557 Lennox 0 1 3 1 0.33 0.50 0.29 4 1.9E-011583 Lennox 0 1 3 1 0.33 0.50 0.29 4 1.9E-011593 Lennox 0 1 3 1 0.33 0.50 0.29 4 1.9E-01

2402 Swinburne 1 1 2 1 0.80 0.50 0.29 4 4.7E-012410 Swinburne 0 2 2 1 0.40 0.50 0.29 4 2.3E-012414 Swinburne 0 0 1 1 0.07 0.50 0.29 4 3.9E-02

1677 Layton 0 1 2 2 0.27 0.50 0.29 4 1.6E-011691 Layton 0 1 2 2 0.27 0.50 0.29 4 1.6E-011709 Layton 0 1 2 2 0.27 0.50 0.29 4 1.6E-011731 Layton 0 0 1 0 0.07 0.50 0.29 4 3.8E-021753 Layton 0 0 1 0 0.07 0.50 0.29 4 3.8E-021775 Layton 0 0 1 0 0.07 0.50 0.29 4 3.8E-021797 Layton 0 0 1 0 0.07 0.50 0.29 4 3.8E-021815 Layton 0 1 0 1 0.14 0.50 0.29 4 7.9E-02

2391 Carman 1 0 2 1 0.67 0.50 0.29 4 3.9E-012379 Carman 1 1 1 4 0.74 0.50 0.29 4 4.3E-01

2360 Carman S. 3 1 2 1 1.87 0.50 0.29 4 1.1E+002360 Carman N. 4 2 1 0 2.47 0.50 0.29 4 1.4E+00

2372 Carman 2 1 1 3 1.27 0.50 0.29 4 7.4E-012386 Carman 3 0 1 2 1.67 0.50 0.29 4 9.7E-011839 Layton 3 0 2 2 1.74 0.50 0.29 4 1.0E+001847 Layton 3 0 2 1 1.74 0.50 0.29 4 1.0E+001855 Layton 3 0 2 1 1.74 0.50 0.29 4 1.0E+00

Consequence Estimates at Base of Escarpment Following 10-4 RemediationDNV - Berkley Landslide Risk Assessment



January 20070404-006


# Houses >23o

# Houses >21o

# Houses 19-21o




Element Value (E)

N (Fatalities)

Consequence Estimates at Base of Escarpment Following 10-4 RemediationDNV - Berkley Landslide Risk Assessment

1863 Layton 3 1 2 2 1.87 0.50 0.29 4 1.1E+00Hayseed/Layton Gully 3 1 2 2 1.87 0.50 0.29 4 1.1E+00

2448 Hayseed 3 1 2 2 1.87 0.50 0.29 4 1.1E+002454 Hayseed 4 0 1 2 2.21 0.50 0.29 4 1.3E+002462 Hayseed 4 1 0 2 2.27 0.50 0.29 4 1.3E+002468 Hayseed 2 0 3 0 1.27 0.50 0.29 4 7.3E-012474 Hayseed 3 0 3 0 1.80 0.50 0.29 4 1.0E+002480 Hayseed 2 0 2 1 1.20 0.50 0.29 4 7.0E-012486 Hayseed 3 0 0 3 1.61 0.50 0.29 4 9.3E-012125 Berkley 2 2 0 2 1.34 0.50 0.29 4 7.8E-012141 Berkley 2 2 0 2 1.34 0.50 0.29 4 7.8E-012157 Berkley 1 2 1 1 0.87 0.50 0.29 4 5.0E-012175 Berkley 0 0 2 0 0.13 0.50 0.29 4 7.7E-022191 Berkley 0 0 1 0 0.07 0.50 0.29 4 3.8E-022205 Berkley 0 0 1 1 0.07 0.50 0.29 4 3.9E-022217 Berkley 0 0 1 2 0.07 0.50 0.29 4 4.1E-022223 Berkley 0 0 0 2 0.00 0.50 0.29 4 2.3E-032249 Berkley 0 0 0 1 0.00 0.50 0.29 4 1.2E-032251 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002265 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002279 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002293 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002307 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002321 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002335 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002349 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002363 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002377 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002391 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002409 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+002425 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00



January 20070404-006





Element Value (E) N (Fatalities) F (Pslide) Societal Risk (per year)

Individual Risk (per year)

2477 Berton 0.2 0.0035 0.5 4 1.4E-03 3.4E-04 4.7E-07 1.2E-072475 Berton 0.2 0.0035 0.5 4 1.4E-03 2.9E-04 4.1E-07 1.0E-072469 Berton 0.2 0.0035 0.5 4 1.4E-03 1.7E-04 2.3E-07 5.8E-082465 Berton 0.2 0.0035 0.5 4 1.4E-03 2.4E-04 3.3E-07 8.2E-082461 Berton 0.2 0.0035 0.5 4 1.4E-03 2.4E-04 3.3E-07 8.2E-082441 Mowat 0.2 0.0035 0.5 4 1.4E-03 1.2E-04 1.6E-07 4.1E-082437 Mowat 0.2 0.0035 0.5 4 1.4E-03 3.4E-04 4.7E-07 1.2E-072433 Mowat 0.2 0.0035 0.5 4 1.4E-03 2.1E-04 2.9E-07 7.3E-082429 Mowat 0.2 0.0035 0.5 4 1.4E-03 3.4E-04 4.7E-07 1.2E-072425 Mowat 0.2 0.0035 0.5 4 1.4E-03 2.9E-04 4.1E-07 1.0E-071231 Lennox 0.67 0.0035 0.5 4 4.7E-03 1.3E-03 6.3E-06 1.6E-061275 Lennox 0.99 0.0035 0.5 4 6.9E-03 5.3E-04 3.6E-06 9.0E-071279 Lennox 0.67 0.0035 0.5 4 4.7E-03 1.1E-03 4.9E-06 1.2E-061305 Lennox 0.29 0.0035 0.5 4 2.0E-03 1.7E-03 3.4E-06 8.5E-071345 Lennox 0.29 0.0035 0.5 4 2.0E-03 8.4E-04 1.7E-06 4.2E-071383 Lennox 0.67 0.0035 0.5 4 4.7E-03 8.4E-04 3.9E-06 9.8E-071425 Lennox 0.4 0.0035 0.5 4 2.8E-03 2.4E-04 6.5E-07 1.6E-071477 Lennox 0.4 0.0035 0.5 4 2.8E-03 3.4E-04 9.3E-07 2.3E-071479 Lennox 0.4 0.0035 0.5 4 2.8E-03 8.4E-04 2.3E-06 5.8E-071491 Lennox 0.67 0.0035 0.5 4 4.7E-03 1.7E-03 7.8E-06 2.0E-061535 Lennox 0.67 0.0035 0.5 4 4.7E-03 3.4E-03 1.6E-05 3.9E-061557 Lennox 0.67 0.0035 0.5 4 4.7E-03 8.4E-04 3.9E-06 9.8E-071583 Lennox 0.99 0.0035 0.5 4 6.9E-03 8.4E-04 5.8E-06 1.4E-061593 Lennox 0.99 0.0035 0.5 4 6.9E-03 2.4E-04 1.6E-06 4.0E-07

2402 Swinburne 0.99 0.0035 0.5 4 6.9E-03 2.4E-04 1.6E-06 4.0E-072410 Swinburne 0.4 0.0035 0.5 4 2.8E-03 8.4E-04 2.3E-06 5.8E-072414 Swinburne 0.99 0.0035 0.5 4 6.9E-03 4.2E-04 2.9E-06 7.2E-07

1677 Layton 0.2 0.0035 0.5 4 1.4E-03 4.2E-04 5.8E-07 1.5E-071691 Layton 0.2 0.0035 0.5 4 1.4E-03 3.4E-03 4.7E-06 1.2E-061709 Layton 0.2 0.0035 0.5 4 1.4E-03 1.7E-03 2.3E-06 5.8E-071731 Layton 0.2 0.0035 0.5 4 1.4E-03 1.7E-03 2.3E-06 5.8E-071753 Layton 0.2 0.0035 0.5 4 1.4E-03 6.7E-04 9.3E-07 2.3E-071775 Layton 0.4 0.0035 0.5 4 2.8E-03 8.4E-04 2.3E-06 5.8E-071797 Layton 0.4 0.0035 0.5 4 2.8E-03 2.6E-04 7.3E-07 1.8E-071815 Layton 0.4 0.0035 0.5 4 2.8E-03 6.7E-04 1.9E-06 4.7E-072391 Carman 0.4 0.0035 0.5 4 2.8E-03 8.4E-04 2.3E-06 5.8E-072379 Carman 0.99 0.0035 0.5 4 6.9E-03 2.4E-04 1.6E-06 4.0E-07

2360 Carman S. 0.67 0.0035 0.5 4 4.7E-03 8.4E-04 3.9E-06 9.8E-072360 Carman N. 0.67 0.0035 0.5 4 4.7E-03 4.2E-04 2.0E-06 4.9E-07

2372 Carman 0.29 0.0035 0.5 4 2.0E-03 2.4E-04 4.7E-07 1.2E-072386 Carman 0.2 0.0035 0.5 4 1.4E-03 1.7E-04 2.3E-07 5.8E-081839 Layton 0.2 0.0035 0.5 4 1.4E-03 1.7E-04 2.3E-07 5.8E-081847 Layton 0.2 0.0035 0.5 4 1.4E-03 3.4E-04 4.7E-07 1.2E-071855 Layton 0.2 0.0035 0.5 4 1.4E-03 2.1E-04 2.9E-07 7.3E-08

Individuals Most At Risk (5 minutes/day)

Risk Estimates at Crest of Escarpment Following 10-4 Remediation



January 20070404-006





Element Value (E) N (Fatalities) F (Pslide) Societal Risk (per year)

Individual Risk (per year)

Individuals Most At Risk (5 minutes/day)

Risk Estimates at Crest of Escarpment Following 10-4 Remediation

1863 Layton 0.2 0.0035 0.5 4 1.4E-03 2.4E-04 3.3E-07 8.2E-08Hayseed/Layton Gully 0.2 0.0035 0.5 0 0.0E+00 2.4E-04 0.0E+00 0.0E+00

2448 Hayseed 0.4 0.0035 0.5 4 2.8E-03 8.4E-04 2.3E-06 5.8E-072454 Hayseed 0.29 0.0035 0.5 4 2.0E-03 3.4E-04 6.8E-07 1.7E-072462 Hayseed 0.29 0.0035 0.5 4 2.0E-03 2.4E-04 4.7E-07 1.2E-072468 Hayseed 0.99 0.0035 0.5 4 6.9E-03 1.2E-04 8.1E-07 2.0E-072474 Hayseed 0.99 0.0035 0.5 4 6.9E-03 1.7E-04 1.2E-06 2.9E-072480 Hayseed 0.67 0.0035 0.5 4 4.7E-03 6.7E-04 3.1E-06 7.8E-072486 Hayseed 0.4 0.0035 0.5 4 2.8E-03 4.2E-04 1.2E-06 2.9E-072125 Berkley 0.2 0.0035 0.5 4 1.4E-03 3.4E-04 4.7E-07 1.2E-072141 Berkley 0.67 0.0035 0.5 4 4.7E-03 6.7E-04 3.1E-06 7.8E-072157 Berkley 0.2 0.0035 0.5 4 1.4E-03 1.2E-04 1.6E-07 4.1E-082175 Berkley 0.99 0.0035 0.5 0 0.0E+00 1.2E-04 0.0E+00 0.0E+002191 Berkley 0.67 0.0035 0.5 4 4.7E-03 1.2E-04 5.5E-07 1.4E-072205 Berkley 0.29 0.0035 0.5 4 2.0E-03 1.2E-04 2.4E-07 5.9E-082217 Berkley 0.29 0.0035 0.5 4 2.0E-03 2.1E-03 4.2E-06 1.1E-062223 Berkley 0.29 0.0035 0.5 4 2.0E-03 6.7E-04 1.4E-06 3.4E-072249 Berkley 0.2 0.0035 0.5 4 1.4E-03 1.7E-03 2.3E-06 5.8E-072251 Berkley 0.2 0.0035 0.5 4 1.4E-03 3.4E-04 4.7E-07 1.2E-072265 Berkley 0.4 0.0035 0.5 4 2.8E-03 8.4E-04 2.3E-06 5.8E-072279 Berkley 0.29 0.0035 0.5 4 2.0E-03 3.4E-04 6.8E-07 1.7E-072293 Berkley 0.2 0.0035 0.5 4 1.4E-03 8.4E-04 1.2E-06 2.9E-072307 Berkley 0.29 0.0035 0.5 4 2.0E-03 4.2E-04 8.5E-07 2.1E-072321 Berkley 0.67 0.0035 0.5 4 4.7E-03 4.2E-04 2.0E-06 4.9E-072335 Berkley 0.2 0.0035 0.5 4 1.4E-03 4.2E-04 5.8E-07 1.5E-072349 Berkley 0.2 0.0035 0.5 4 1.4E-03 8.4E-04 1.2E-06 2.9E-072363 Berkley 0.29 0.0035 0.5 4 2.0E-03 4.2E-04 8.5E-07 2.1E-072377 Berkley 0.4 0.0035 0.5 4 2.8E-03 4.2E-03 1.2E-05 2.9E-062391 Berkley 0.2 0.0035 0.5 4 1.4E-03 1.1E-03 1.5E-06 3.6E-072409 Berkley 0.2 0.0035 0.5 4 1.4E-03 1.7E-03 2.3E-06 5.8E-072425 Berkley 0.2 0.0035 0.5 4 1.4E-03 6.7E-04 9.3E-07 2.3E-07

0.0001 6709(fatalities/year) (years/fatality)



January 20070404-006

DNV - Berkley Landslide Risk AssessmentRisk Estimates at Base of Escarpment Following 10-4 Remediation


# Houses >23o

# Houses >21o

# Houses 19-21o




Element Value (E)

N (Fatalities) F (Pslide) Societal Risk (per year)

If Houses >25o

If Houses >23o

If Houses >21o

If Houses <21o

2477 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 3.4E-04 0.0E+00 3.5E-05 8.7E-06 4.3E-06 1.3E-072475 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 2.9E-04 0.0E+00 3.0E-05 7.6E-06 3.8E-06 1.1E-072469 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 1.7E-04 0.0E+00 1.7E-05 4.4E-06 2.1E-06 6.5E-082465 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 2.4E-04 0.0E+00 2.4E-05 6.1E-06 3.0E-06 9.1E-082461 Berton 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 2.4E-04 0.0E+00 2.4E-05 6.1E-06 3.0E-06 9.1E-082441 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 1.2E-04 0.0E+00 1.2E-05 3.0E-06 1.5E-06 4.5E-082437 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 3.4E-04 0.0E+00 3.5E-05 8.7E-06 4.3E-06 1.3E-072433 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 2.1E-04 0.0E+00 2.2E-05 5.4E-06 2.7E-06 8.1E-082429 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 3.4E-04 0.0E+00 3.5E-05 8.7E-06 4.3E-06 1.3E-072425 Mowat 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 2.9E-04 0.0E+00 3.0E-05 7.6E-06 3.8E-06 1.1E-071231 Lennox 0 0 0 2 0.00 0.50 0.29 4 2.3E-03 1.3E-03 3.1E-06 1.4E-04 3.5E-05 1.7E-05 5.2E-071275 Lennox 0 0 0 3 0.01 0.50 0.29 4 3.5E-03 5.3E-04 1.8E-06 5.4E-05 1.4E-05 6.7E-06 2.0E-071279 Lennox 0 0 0 2 0.00 0.50 0.29 4 2.3E-03 1.1E-03 2.4E-06 1.1E-04 2.7E-05 1.3E-05 4.1E-071305 Lennox 0 0 0 2 0.00 0.50 0.29 4 2.3E-03 1.7E-03 3.9E-06 1.7E-04 4.4E-05 2.1E-05 6.5E-071345 Lennox 0 0 1 1 0.07 0.50 0.29 4 3.9E-02 8.4E-04 3.3E-05 8.7E-05 2.2E-05 1.1E-05 3.2E-071383 Lennox 0 1 1 2 0.20 0.50 0.29 4 1.2E-01 8.4E-04 9.9E-05 8.7E-05 2.2E-05 1.1E-05 3.2E-071425 Lennox 1 2 0 1 0.80 0.50 0.29 4 4.7E-01 2.4E-04 1.1E-04 2.4E-05 6.1E-06 3.0E-06 9.1E-081477 Lennox 2 2 1 1 1.40 0.50 0.29 4 8.1E-01 3.4E-04 2.7E-04 3.5E-05 8.7E-06 4.3E-06 1.3E-071479 Lennox 0 2 2 0 0.40 0.50 0.29 4 2.3E-01 8.4E-04 1.9E-04 8.7E-05 2.2E-05 1.1E-05 3.2E-071491 Lennox 0 1 2 0 0.27 0.50 0.29 4 1.5E-01 1.7E-03 2.6E-04 1.7E-04 4.4E-05 2.1E-05 6.5E-071535 Lennox 0 1 2 1 0.27 0.50 0.29 4 1.6E-01 3.4E-03 5.2E-04 3.5E-04 8.7E-05 4.3E-05 1.3E-061557 Lennox 0 1 3 1 0.33 0.50 0.29 4 1.9E-01 8.4E-04 1.6E-04 8.7E-05 2.2E-05 1.1E-05 3.2E-071583 Lennox 0 1 3 1 0.33 0.50 0.29 4 1.9E-01 8.4E-04 1.6E-04 8.7E-05 2.2E-05 1.1E-05 3.2E-071593 Lennox 0 1 3 1 0.33 0.50 0.29 4 1.9E-01 2.4E-04 4.6E-05 2.4E-05 6.1E-06 3.0E-06 9.1E-08

2402 Swinburne 1 1 2 1 0.80 0.50 0.29 4 4.7E-01 2.4E-04 1.1E-04 2.4E-05 6.1E-06 3.0E-06 9.1E-082410 Swinburne 0 2 2 1 0.40 0.50 0.29 4 2.3E-01 8.4E-04 2.0E-04 8.7E-05 2.2E-05 1.1E-05 3.2E-072414 Swinburne 0 0 1 1 0.07 0.50 0.29 4 3.9E-02 4.2E-04 1.7E-05 4.3E-05 1.1E-05 5.4E-06 1.6E-07

1677 Layton 0 1 2 2 0.27 0.50 0.29 4 1.6E-01 4.2E-04 6.6E-05 4.3E-05 1.1E-05 5.4E-06 1.6E-071691 Layton 0 1 2 2 0.27 0.50 0.29 4 1.6E-01 3.4E-03 5.3E-04 3.5E-04 8.7E-05 4.3E-05 1.3E-061709 Layton 0 1 2 2 0.27 0.50 0.29 4 1.6E-01 1.7E-03 2.6E-04 1.7E-04 4.4E-05 2.1E-05 6.5E-071731 Layton 0 0 1 0 0.07 0.50 0.29 4 3.8E-02 1.7E-03 6.4E-05 1.7E-04 4.4E-05 2.1E-05 6.5E-071753 Layton 0 0 1 0 0.07 0.50 0.29 4 3.8E-02 6.7E-04 2.6E-05 6.9E-05 1.7E-05 8.6E-06 2.6E-071775 Layton 0 0 1 0 0.07 0.50 0.29 4 3.8E-02 8.4E-04 3.2E-05 8.7E-05 2.2E-05 1.1E-05 3.2E-071797 Layton 0 0 1 0 0.07 0.50 0.29 4 3.8E-02 2.6E-04 1.0E-05 2.7E-05 6.8E-06 3.4E-06 1.0E-071815 Layton 0 1 0 1 0.14 0.50 0.29 4 7.9E-02 6.7E-04 5.3E-05 6.9E-05 1.7E-05 8.6E-06 2.6E-07

2391 Carman 1 0 2 1 0.67 0.50 0.29 4 3.9E-01 8.4E-04 3.3E-04 8.7E-05 2.2E-05 1.1E-05 3.2E-072379 Carman 1 1 1 4 0.74 0.50 0.29 4 4.3E-01 2.4E-04 1.0E-04 2.4E-05 6.1E-06 3.0E-06 9.1E-08

2360 Carman S. 3 1 2 1 1.87 0.50 0.29 4 1.1E+00 8.4E-04 9.1E-04 8.7E-05 2.2E-05 1.1E-05 3.2E-072360 Carman N. 4 2 1 0 2.47 0.50 0.29 4 1.4E+00 4.2E-04 6.0E-04 4.3E-05 1.1E-05 5.4E-06 1.6E-07

2372 Carman 2 1 1 3 1.27 0.50 0.29 4 7.4E-01 2.4E-04 1.7E-04 2.4E-05 6.1E-06 3.0E-06 9.1E-082386 Carman 3 0 1 2 1.67 0.50 0.29 4 9.7E-01 1.7E-04 1.6E-04 1.7E-05 4.4E-06 2.1E-06 6.5E-081839 Layton 3 0 2 2 1.74 0.50 0.29 4 1.0E+00 1.7E-04 1.7E-04 1.7E-05 4.4E-06 2.1E-06 6.5E-081847 Layton 3 0 2 1 1.74 0.50 0.29 4 1.0E+00 3.4E-04 3.4E-04 3.5E-05 8.7E-06 4.3E-06 1.3E-071855 Layton 3 0 2 1 1.74 0.50 0.29 4 1.0E+00 2.1E-04 2.1E-04 2.2E-05 5.4E-06 2.7E-06 8.1E-08

Individuals Most At Risk (16 hrs/day)



January 20070404-006

DNV - Berkley Landslide Risk AssessmentRisk Estimates at Base of Escarpment Following 10-4 Remediation


# Houses >23o

# Houses >21o

# Houses 19-21o




Element Value (E)

N (Fatalities) F (Pslide) Societal Risk (per year)

If Houses >25o

If Houses >23o

If Houses >21o

If Houses <21o

Individuals Most At Risk (16 hrs/day)

1863 Layton 3 1 2 2 1.87 0.50 0.29 4 1.1E+00 2.4E-04 2.6E-04 2.4E-05 6.1E-06 3.0E-06 9.1E-08Hayseed/Layton Gully 3 1 2 2 1.87 0.50 0.29 4 1.1E+00 2.4E-04 2.6E-04 2.4E-05 6.1E-06 3.0E-06 9.1E-08

2448 Hayseed 3 1 2 2 1.87 0.50 0.29 4 1.1E+00 8.4E-04 9.1E-04 8.7E-05 2.2E-05 1.1E-05 3.2E-072454 Hayseed 4 0 1 2 2.21 0.50 0.29 4 1.3E+00 3.4E-04 4.3E-04 3.5E-05 8.7E-06 4.3E-06 1.3E-072462 Hayseed 4 1 0 2 2.27 0.50 0.29 4 1.3E+00 2.4E-04 3.1E-04 2.4E-05 6.1E-06 3.0E-06 9.1E-082468 Hayseed 2 0 3 0 1.27 0.50 0.29 4 7.3E-01 1.2E-04 8.6E-05 1.2E-05 3.0E-06 1.5E-06 4.5E-082474 Hayseed 3 0 3 0 1.80 0.50 0.29 4 1.0E+00 1.7E-04 1.8E-04 1.7E-05 4.4E-06 2.1E-06 6.5E-082480 Hayseed 2 0 2 1 1.20 0.50 0.29 4 7.0E-01 6.7E-04 4.7E-04 6.9E-05 1.7E-05 8.6E-06 2.6E-072486 Hayseed 3 0 0 3 1.61 0.50 0.29 4 9.3E-01 4.2E-04 3.9E-04 4.3E-05 1.1E-05 5.4E-06 1.6E-072125 Berkley 2 2 0 2 1.34 0.50 0.29 4 7.8E-01 3.4E-04 2.6E-04 3.5E-05 8.7E-06 4.3E-06 1.3E-072141 Berkley 2 2 0 2 1.34 0.50 0.29 4 7.8E-01 6.7E-04 5.2E-04 6.9E-05 1.7E-05 8.6E-06 2.6E-072157 Berkley 1 2 1 1 0.87 0.50 0.29 4 5.0E-01 1.2E-04 5.9E-05 1.2E-05 3.0E-06 1.5E-06 4.5E-082175 Berkley 0 0 2 0 0.13 0.50 0.29 4 7.7E-02 1.2E-04 9.0E-06 1.2E-05 3.0E-06 1.5E-06 4.5E-082191 Berkley 0 0 1 0 0.07 0.50 0.29 4 3.8E-02 1.2E-04 4.5E-06 1.2E-05 3.0E-06 1.5E-06 4.5E-082205 Berkley 0 0 1 1 0.07 0.50 0.29 4 3.9E-02 1.2E-04 4.6E-06 1.2E-05 3.0E-06 1.5E-06 4.5E-082217 Berkley 0 0 1 2 0.07 0.50 0.29 4 4.1E-02 2.1E-03 8.5E-05 2.2E-04 5.4E-05 2.7E-05 8.1E-072223 Berkley 0 0 0 2 0.00 0.50 0.29 4 2.3E-03 6.7E-04 1.6E-06 6.9E-05 1.7E-05 8.6E-06 2.6E-072249 Berkley 0 0 0 1 0.00 0.50 0.29 4 1.2E-03 1.7E-03 1.9E-06 1.7E-04 4.4E-05 2.1E-05 6.5E-072251 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 3.4E-04 0.0E+00 3.5E-05 8.7E-06 4.3E-06 1.3E-072265 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 8.4E-04 0.0E+00 8.7E-05 2.2E-05 1.1E-05 3.2E-072279 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 3.4E-04 0.0E+00 3.5E-05 8.7E-06 4.3E-06 1.3E-072293 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 8.4E-04 0.0E+00 8.7E-05 2.2E-05 1.1E-05 3.2E-072307 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 4.2E-04 0.0E+00 4.3E-05 1.1E-05 5.4E-06 1.6E-072321 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 4.2E-04 0.0E+00 4.3E-05 1.1E-05 5.4E-06 1.6E-072335 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 4.2E-04 0.0E+00 4.3E-05 1.1E-05 5.4E-06 1.6E-072349 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 8.4E-04 0.0E+00 8.7E-05 2.2E-05 1.1E-05 3.2E-072363 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 4.2E-04 0.0E+00 4.3E-05 1.1E-05 5.4E-06 1.6E-072377 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 4.2E-03 0.0E+00 4.3E-04 1.1E-04 5.4E-05 1.6E-062391 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 1.1E-03 0.0E+00 1.1E-04 2.7E-05 1.3E-05 4.1E-072409 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 1.7E-03 0.0E+00 1.7E-04 4.4E-05 2.1E-05 6.5E-072425 Berkley 0 0 0 0 0.00 0.50 0.29 4 0.0E+00 6.7E-04 0.0E+00 6.9E-05 1.7E-05 8.6E-06 2.6E-07

Estimates only apply in locations where houses are present0.010 95.54

(fatalities/year) (years/fatality)



January 20070404-006

DNV - Berkley Landslide Risk AssessmentTotal Societal Loss of Life Risk Estimates Following 10-4 Remediation

Address N @ Base N @ Crest F (Pslide) N (Fatalities) F for Graph N for Graph Societal Risk (per year)

2477 Berton 0.0E+00 1.4E-03 3.4E-04 1.4E-03 4.7E-07 1.0E+00 4.7E-072475 Berton 0.0E+00 1.4E-03 2.9E-04 1.4E-03 4.1E-07 1.0E+00 4.1E-07 31 Broadly Acceptable2469 Berton 0.0E+00 1.4E-03 1.7E-04 1.4E-03 2.3E-07 1.0E+00 2.3E-07 44 ALARP Region2465 Berton 0.0E+00 1.4E-03 2.4E-04 1.4E-03 3.3E-07 1.0E+00 3.3E-07 0 Unacceptable2461 Berton 0.0E+00 1.4E-03 2.4E-04 1.4E-03 3.3E-07 1.0E+00 3.3E-07 752441 Mowat 0.0E+00 1.4E-03 1.2E-04 1.4E-03 1.6E-07 1.0E+00 1.6E-072437 Mowat 0.0E+00 1.4E-03 3.4E-04 1.4E-03 4.7E-07 1.0E+00 4.7E-072433 Mowat 0.0E+00 1.4E-03 2.1E-04 1.4E-03 2.9E-07 1.0E+00 2.9E-072429 Mowat 0.0E+00 1.4E-03 3.4E-04 1.4E-03 4.7E-07 1.0E+00 4.7E-072425 Mowat 0.0E+00 1.4E-03 2.9E-04 1.4E-03 4.1E-07 1.0E+00 4.1E-071231 Lennox 2.3E-03 4.7E-03 1.3E-03 7.0E-03 9.4E-06 1.0E+00 9.4E-061275 Lennox 3.5E-03 6.9E-03 5.3E-04 1.0E-02 5.4E-06 1.0E+00 5.4E-061279 Lennox 2.3E-03 4.7E-03 1.1E-03 7.0E-03 7.3E-06 1.0E+00 7.3E-061305 Lennox 2.3E-03 2.0E-03 1.7E-03 4.3E-03 7.3E-06 1.0E+00 7.3E-061345 Lennox 3.9E-02 2.0E-03 8.4E-04 4.1E-02 3.5E-05 1.0E+00 3.5E-051383 Lennox 1.2E-01 4.7E-03 8.4E-04 1.2E-01 1.0E-04 1.0E+00 1.0E-041425 Lennox 4.7E-01 2.8E-03 2.4E-04 4.7E-01 1.1E-04 1.0E+00 1.1E-041477 Lennox 8.1E-01 2.8E-03 3.4E-04 8.2E-01 2.7E-04 1.0E+00 2.7E-041479 Lennox 2.3E-01 2.8E-03 8.4E-04 2.3E-01 2.0E-04 1.0E+00 2.0E-041491 Lennox 1.5E-01 4.7E-03 1.7E-03 1.6E-01 2.7E-04 1.0E+00 2.7E-041535 Lennox 1.6E-01 4.7E-03 3.4E-03 1.6E-01 5.4E-04 1.0E+00 5.4E-041557 Lennox 1.9E-01 4.7E-03 8.4E-04 2.0E-01 1.7E-04 1.0E+00 1.7E-041583 Lennox 1.9E-01 6.9E-03 8.4E-04 2.0E-01 1.7E-04 1.0E+00 1.7E-041593 Lennox 1.9E-01 6.9E-03 2.4E-04 2.0E-01 4.7E-05 1.0E+00 4.7E-05

2402 Swinburne 4.7E-01 6.9E-03 2.4E-04 4.7E-01 1.1E-04 1.0E+00 1.1E-042410 Swinburne 2.3E-01 2.8E-03 8.4E-04 2.4E-01 2.0E-04 1.0E+00 2.0E-042414 Swinburne 3.9E-02 6.9E-03 4.2E-04 4.6E-02 1.9E-05 1.0E+00 1.9E-05

1677 Layton 1.6E-01 1.4E-03 4.2E-04 1.6E-01 6.6E-05 1.0E+00 6.6E-051691 Layton 1.6E-01 1.4E-03 3.4E-03 1.6E-01 5.3E-04 1.0E+00 5.3E-041709 Layton 1.6E-01 1.4E-03 1.7E-03 1.6E-01 2.7E-04 1.0E+00 2.7E-041731 Layton 3.8E-02 1.4E-03 1.7E-03 4.0E-02 6.7E-05 1.0E+00 6.7E-051753 Layton 3.8E-02 1.4E-03 6.7E-04 4.0E-02 2.7E-05 1.0E+00 2.7E-051775 Layton 3.8E-02 2.8E-03 8.4E-04 4.1E-02 3.4E-05 1.0E+00 3.4E-051797 Layton 3.8E-02 2.8E-03 2.6E-04 4.1E-02 1.1E-05 1.0E+00 1.1E-051815 Layton 7.9E-02 2.8E-03 6.7E-04 8.2E-02 5.5E-05 1.0E+00 5.5E-05

2391 Carman 3.9E-01 2.8E-03 8.4E-04 3.9E-01 3.3E-04 1.0E+00 3.3E-042379 Carman 4.3E-01 6.9E-03 2.4E-04 4.4E-01 1.0E-04 1.0E+00 1.0E-04

2360 Carman S. 1.1E+00 4.7E-03 8.4E-04 1.1E+00 8.4E-04 1.1E+00 9.1E-042360 Carman N. 1.4E+00 4.7E-03 4.2E-04 1.4E+00 4.2E-04 1.4E+00 6.0E-04

2372 Carman 7.4E-01 2.0E-03 2.4E-04 7.4E-01 1.7E-04 1.0E+00 1.7E-042386 Carman 9.7E-01 1.4E-03 1.7E-04 9.7E-01 1.6E-04 1.0E+00 1.6E-041839 Layton 1.0E+00 1.4E-03 1.7E-04 1.0E+00 1.7E-04 1.0E+00 1.7E-041847 Layton 1.0E+00 1.4E-03 3.4E-04 1.0E+00 3.4E-04 1.0E+00 3.4E-041855 Layton 1.0E+00 1.4E-03 2.1E-04 1.0E+00 2.1E-04 1.0E+00 2.1E-04

Summary Stats



January 20070404-006

DNV - Berkley Landslide Risk AssessmentTotal Societal Loss of Life Risk Estimates Following 10-4 Remediation

Address N @ Base N @ Crest F (Pslide) N (Fatalities) F for Graph N for Graph Societal Risk (per year)

1863 Layton 1.1E+00 1.4E-03 2.4E-04 1.1E+00 2.4E-04 1.1E+00 2.6E-04Hayseed/Layton Gully 1.1E+00 0.0E+00 2.4E-04 1.1E+00 2.4E-04 1.1E+00 2.6E-04

2448 Hayseed 1.1E+00 2.8E-03 8.4E-04 1.1E+00 8.4E-04 1.1E+00 9.1E-042454 Hayseed 1.3E+00 2.0E-03 3.4E-04 1.3E+00 3.4E-04 1.3E+00 4.3E-042462 Hayseed 1.3E+00 2.0E-03 2.4E-04 1.3E+00 2.4E-04 1.3E+00 3.1E-042468 Hayseed 7.3E-01 6.9E-03 1.2E-04 7.4E-01 8.7E-05 1.0E+00 8.7E-052474 Hayseed 1.0E+00 6.9E-03 1.7E-04 1.1E+00 1.7E-04 1.1E+00 1.8E-042480 Hayseed 7.0E-01 4.7E-03 6.7E-04 7.0E-01 4.7E-04 1.0E+00 4.7E-042486 Hayseed 9.3E-01 2.8E-03 4.2E-04 9.4E-01 3.9E-04 1.0E+00 3.9E-042125 Berkley 7.8E-01 1.4E-03 3.4E-04 7.8E-01 2.6E-04 1.0E+00 2.6E-042141 Berkley 7.8E-01 4.7E-03 6.7E-04 7.8E-01 5.3E-04 1.0E+00 5.3E-042157 Berkley 5.0E-01 1.4E-03 1.2E-04 5.1E-01 6.0E-05 1.0E+00 6.0E-052175 Berkley 7.7E-02 0.0E+00 1.2E-04 7.7E-02 9.0E-06 1.0E+00 9.0E-062191 Berkley 3.8E-02 4.7E-03 1.2E-04 4.3E-02 5.0E-06 1.0E+00 5.0E-062205 Berkley 3.9E-02 2.0E-03 1.2E-04 4.1E-02 4.9E-06 1.0E+00 4.9E-062217 Berkley 4.1E-02 2.0E-03 2.1E-03 4.3E-02 8.9E-05 1.0E+00 8.9E-052223 Berkley 2.3E-03 2.0E-03 6.7E-04 4.3E-03 2.9E-06 1.0E+00 2.9E-062249 Berkley 1.2E-03 1.4E-03 1.7E-03 2.5E-03 4.3E-06 1.0E+00 4.3E-062251 Berkley 0.0E+00 1.4E-03 3.4E-04 1.4E-03 4.7E-07 1.0E+00 4.7E-072265 Berkley 0.0E+00 2.8E-03 8.4E-04 2.8E-03 2.3E-06 1.0E+00 2.3E-062279 Berkley 0.0E+00 2.0E-03 3.4E-04 2.0E-03 6.8E-07 1.0E+00 6.8E-072293 Berkley 0.0E+00 1.4E-03 8.4E-04 1.4E-03 1.2E-06 1.0E+00 1.2E-062307 Berkley 0.0E+00 2.0E-03 4.2E-04 2.0E-03 8.5E-07 1.0E+00 8.5E-072321 Berkley 0.0E+00 4.7E-03 4.2E-04 4.7E-03 2.0E-06 1.0E+00 2.0E-062335 Berkley 0.0E+00 1.4E-03 4.2E-04 1.4E-03 5.8E-07 1.0E+00 5.8E-072349 Berkley 0.0E+00 1.4E-03 8.4E-04 1.4E-03 1.2E-06 1.0E+00 1.2E-062363 Berkley 0.0E+00 2.0E-03 4.2E-04 2.0E-03 8.5E-07 1.0E+00 8.5E-072377 Berkley 0.0E+00 2.8E-03 4.2E-03 2.8E-03 1.2E-05 1.0E+00 1.2E-052391 Berkley 0.0E+00 1.4E-03 1.1E-03 1.4E-03 1.5E-06 1.0E+00 1.5E-062409 Berkley 0.0E+00 1.4E-03 1.7E-03 1.4E-03 2.3E-06 1.0E+00 2.3E-062425 Berkley 0.0E+00 1.4E-03 6.7E-04 1.4E-03 9.3E-07 1.0E+00 9.3E-07

Note: Where total number of estimated fatalities was less than 1, slide frequency was multiplied by the expected number of 0.0106 94.20fatalities to obtain the expected frequency of at least one fatality. These revised F-N pairs were plotted on the graph. (fatalities/year) (years/fatality)



January 20070404-006


F-N Pairs for Hypothetical Flow Slides Originating from Crest of Escarpment

(Following 10-4 Remediation)

1.E-09

1.E-08

1.E-07

1.E-06

1.E-05

1.E-04

1.E-03

1.E-02

1.E-01

1.E+00

1 10 100 1000 10000

N (Fatalities)

F (E

vent

Fre

quen

cy)

UNACCEPTABLE

ALARP

BROADLY ACCEPTABLE

INTENSE SCRUTINY

REGION

Documents

BERKLEY LANDSLIDE RISK MANAGEMENT - · PDF fileBERKLEY LANDSLIDE RISK MANAGEMENT ... FINAL REPORT PROJECT NO: ... this report or any reliance on decisions to be based on it is the