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Group Delta Agreements03/16/05 WED 11:43 FAX 310 377 7288 CITY OF ROLLING HILLS 10001 *:** TX REPORT :1—t • TRANSMISSION OK TX/RX NO CONNECTION TEL CONNECTION ID ST. TIME USAGE T PGS. RESULT oj- ,fie Ma;le�- 1875 3\' ` �� S 3202118 03/16 11:42 00'35 1 OK THOMAS F. HEINSHEIMER Mayor GODFREY PERNELL, D.D.S. Mayor Pro Tem DR. JAMES BLACK Councilmember FRANK E. HILL Councilmember B. ALLEN LAY Councilmember March 16, 2005 City opeo PP:nS INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377.7288 E-mail: cityofrh@aol.com Mr. Michael D. Reader, P.E., G.E. Vice President/Principal Engineer Group Delta Consultants 2291 W. 205th Street, Suite 105 Torrance, CA 90501 - SUBJECT: NOTICE TO PROCEED FOR GEOTECHNICAL AND GEOLOGICAL CONSULTING SERVICES FOR AGREEMENT DATED MARCH 9, 2005 (REV. 3/15/05) Dear Mr. Reader: This letter shall serve as your Notice to Proceed and authorization to commence Phase 1 titled "Short Term Assessment for Temporary Trail Access" in the above referenced agreement and attached to this correspondence. Please let us know what assistance we can provide. Sincerely, S�� City .fi2 fP.,.S iifP, INCORPORATED JANUARY 24, 1957 THOMAS F. HEINSHEIMER Mayor GODFREY PERNELL, D.D.S. Mayor Pro Tem DR. JAMES BLACK Councilmember FRANK E. HILL Councilmember B. ALLEN LAY Councilmember ' March 16, 2005 Mr. Michael D. Reader, P.E., G.E. Vice President/Principal Engineer Group Delta Consultants 2291 W. 205th Street, Suite 105 Torrance, CA 90501 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com SUBJECT: NOTICE TO PROCEED FOR GEOTECHNICAL AND GEOLOGICAL CONSULTING SERVICES FOR AGREEMENT DATED MARCH 9, 2005 (REV. 3/15/05) Dear Mr. Reader: This letter shall serve as your Notice to Proceed and authorization to commence Phase 1 titled "Short Term Assessment for Temporary Trail Access" in the above referenced agreement and attached to this correspondence. Please let us know what assistance we can provide. Sincerely, Craig R. Nealis City Manager CRN:mlk 03-16-05reader-Itr.doc cc: City Attorney Sid Croft RHCA Manager Peggy Minor RHCA Architectural Inspector Roger Vink Finance Director Nan Huang ePrr(edJ or Rec:yrled-P>anei GROUP DELTA March 9, 2005 (rev 3/15/05) L05-132 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Mr. Craig R. Nealis City Manager Subject: Proposal for. GeotechnicaI and, Geologic Consulting Services Poppy Trail Landslide of March 5, 2005 Near the intersection of Portuguese Bend Road and Poppy Way Rolling Hills, California Mr.: Nealis: GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this proposal to provide a Geotechnical and Geologic Consulting and Investigation services related to the Poppy Trail Landslide of March 5, 2005. Our understanding of the project, and the proposed scope of work, schedule, and fee are outlined below. 1.0 UNDERSTANDING OF THE PROJECT Our understanding of the project is based on our discussion with you, a review of the published geology of the area and a site visit on March 7, 2005. At the time of the site visit, it was notice that a significant landslide failed and completely blocked.Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail residence. The landslide overall measured about 300 feet long, 150 wide, with a headscarp of about 30 to 40 feet vertical below the lower graded pad of #1 Poppy Trail. Vertical fissures extending about 20 feet in depth were note within the central portion of the slide mass itself. Prior to our arrival on site, the guest house on the lower pad of #1 Poppy Trail had been red -tagged by building officials. Based on discussion with you, the approach to the project to address the stability and ultimate repair of the landslide, roadways, and affected adjacent properties will be in phases as follows: 1) In the near term, a temporary access for residences that use Poppy trail is required. Currently, the concept is to utilize a horse trail that parallels Poppy Trail below the landslide. This will require short term assessment of the stability of the slopes below Poppy Trail, and developing safety measures to protect vehicles traveling on the alternate access trail. 2) In the mid-term, develop strategies to re -open Poppy Trail. ♦ \ ' • ♦ - . + WV, w.Grour l )elta.cc)m Proposal Geotechnicaeergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 2 3) In the long term, develop strategies to stabilize the hillside and restore the #1 Poppy Trail to lower graded pad (with guest house term stable condition. and tennis court) to a long - 2.0 SCOPE OF SERVICES GDC will provide the necessary personnel, equipment and laboratory testing a materials to perform subsurface exploration, l ess l prepare a rep�rt..�f our f`indin sand.. nd _engineering- geotechriical recommendations) for the project. Consultation will also n g provided necessary during the progress of our investigation. 2.1 Phase 1 — Short Term Assessment for Tem.o ora Trail Access proposed. To address the objectives of the investigation, the follo wing scope of work is 2.1.2 Initialization GDC will first review any available existing maps and additional data available in the sC t data,oil files,information reports, utilities are not expected to be at the site, GDC anticipates that P �' records,. City Additionally, even though information regarding existing active underground utility lines the City other facilities. provide After the reconnaissance, the field drilling the city. program will b laid out and reviewe with An encroachment permit or permits will be required to enter the stipulated fee does not include costs for the permits other than application. It is GDC's understanding that the city will pa or properties. At that time, the drill locations will be marked in the field pay waiver any permit fees. preparation of the In accordance with state law, we will notify Underground ) for location of utility lines on public roey. g nd Service Alert City could provide assistance with utility line if located wiowever, it eld be beneficial r a. aSllAif the within the study area. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.1.3 Data Review March 9, 2005 Page 3 Prior to starting any fieldwork, Group Delta will first review available geologic data within the project area, including published geologic and soils maps, consultant's reports, aerial photography, and topographic maps. We anticipate the Whittier College Fairchild Collection has historic coverage of the area. These _photos, may. extend_ :.into ;-.the -late--'2Q's -through 50's. Selected photographs of concern will be purchased for documentation and future reference. Modern/recent photographs from the Continental Air Photo Collection will also be purchased to examine the conditions for the past few years. 2.1.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling a total of 3 bucket auger boring above, below and within the landslide mass, if possible. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. GROUT' ..NEN5 'r DELTA IKd:ia'i v.1.i GROUP r DELTA Proposal Geotechnical Emergency• Repairs Way P rs Poppy Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 4 2.1.5 Laboratory Testing The soil samples obtained from the field exploration program will be tested in our laboratory to evaluate the controlling engineering e soils. Laboratory testing is anticipated to include the following list of i emscountered • Moisture Content & Dry Unit Weight • Shear Strength • Maximum Density • Expansion Index • Grain Size Analysis 2.1.6 Geotechnical Anal sis and Re ort Based on the findings from our field exploration, laboratory testing and engineering analyses a written report will be prepared to aid in development of project plans and specifications. The report will provide conclusions and recommendations on the following: 9 • In Initial assessment letter will be prepared to provide recommendation to to protect the slide area against inclement weather. • A description of encountered subsurface materials, controlling engineering properties of soils, boring , boring logs and laboratory test results. • A geologic mapof the limits of the current active landslide, and the possible locations of ancient landslides. • A topographic map of the landslide prepared by Bolton Engineering. • A description of possible means to mitigate dangerous condition that the landslide might cause on the horse trail below which is under consideration for use a vehicle access path. NOTE: For this phase of the project, only a general geologic assessment of the slide will be developed. No detailed slope stability calculation will be performed. 2.1.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to provide consultation regarding on -going activities and the progress of our analyses, • i Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 5 NOTE: The actual scope and costs of this Phase 2 and 3 could change depending on the results of each previous phase. 2.2 Phase 2 — Mid-term Assessment to Re -Open Poppy Trail To address the objectives of the investigation, the following. scope of work is proposed. 2.2.2 Initialization An encroachment permit or permits will be required to enter the . properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. 2.2.3 Data Review Group Delta will utilize the results and data from Phase 1 as a basis for the continued investigation and analyses during Phase 2. 2.2.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling an additional total of 3 additional bucket auger boring above, below and within the landslide mass. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. • Proposal EmergencyGeotechnical Repairs Poppy Way Landslide of March 5, 200 Rolling Hills, California March 9, 2005 Page 6 Upon completion, the boring will be backfilled with excavated on- e compacted. If a different backfill is required, such a procedure will belconsidsod and an additional cost. considered 2.2.5 Laborato Testin Soil samples obtained during the field investigation willbe tested in evaluate their physical properties and engineering characteristics.-_ the laboratory the . --followinglaboratory tests will be performed, as a We anticipate spate • Moisture Content &Dry Unit Weight • Maximum Density • Shear Strength, including residual strengths of clay seams • Atterberg Limit Tests • Expansion Potential 2.2.5 Geotechnical Anal ses and Re ort -Based on the findings of the field exploration, laboratory testing,en geological analyses, a report will be prepared to address the proposed and stability and foundations for structures. The report will address the re the County of Los Angeles and will include the following: p ed grading, site requirements of Plot plan showing the location of borings and test its and proposed buildings and roads. A current development ase plan will need to bee supplied to us by Standard Pacific Homes. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes from explorations and indicating the limits of surface contacts. obtained bsu the G cross -sections will also be provided. eologic subsurface • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations and shear key designs, and partial slide debris removal;. Input and out buttress from computer analyses will be provided. put data Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 7 • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock --and slide debris removal; and -compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. 2.2.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses, 2.3 Phase 3— Long Term Assessment for Overall Slope Stabilization To address the objectives of the investigation, the following scope of work is proposed. 2.3.2 Initialization None required for this phase. 2.3.3 Data Review Group Delta will utilize the results and data from Phase 1 and 2 as a basis for the continued investigation and analyses during Phase 3. 2.3.4 Field Exploration No additional field exploration work is currently anticipated during the Phase 3 study. GROUP DEI_T:\ tr.r.Fiuir.1:,I.i Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 8 2.3.5 Laboratory Testing None expected for this phase. 2.3.5 Geotechnical Anal ses and Re ort Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site, stability and foundations for structures The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a proposed buildings and roads. layout for the • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal, and overall stabilization of the subject slope. Input and output data from computer analyses will provided. Y be Geotechnical recommendations for site development grading, including need removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub-consultantdepicting proposed repair, including calculations of quantities. The plan will besuitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedroc and slide debris removal; and compaction, and roadway reconstruction, k • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recomm the Phase 2 study will be prepared as part of this Phase. endations of 110 Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.7 Meetings March 9, 2005 Page 9 As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses. 3.0 TIME SCHEDULE GDC will commence work upon Notice to Proceed (NTP). The following time schedule is estimated to complete the proposed tasks described in this proposal. PHASE Phase 1 — Initial Assessment Letter Alternate Access Evaluation Report Phase 2 — Poppy Trail Stabilization Phase 3 — Long Term stabilization TIME REQUIRED FOR COMPLETION 1 week 3-4 weeks (From Notice to Proceed and Site Access Permission) 8 -IO weeks (From Notice to Proceed and Site Access Permission) 12-14 weeks (From Notice to Proceed and Site Access Permission) The about time schedule does not include considerations of factors beyond GDC's control, such as delays in encroachment permits, site access, inclement weather, availability of appropriate field exploration equipment, adverse ground conditions, etc. Because of the time restraint, an interim report may be submitted to provide preliminary findings to assist in meeting your design schedule prior to submittal of the final report. GROUT' r DELTA II0Ja11nr.1:iii • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 10 4.0 PROPOSED 'NOT -TO -EXCEED' FEE Our fee will be in accordance with the attached breakdown and Fee Not -to -Exceed Fee basis. We should emphasize that this St included the a cost for an encroachment permit fees or items not listed in fee does not assume that a "no -fee" permit can be obtained from the City. This fee the proposal. We include, . studies for earthquake engineering, does not engineering, or post -investigation services including observation of _construction additional services requested b liquefaction, environmental = y you or governmental agencies. on or 5.0 INDEMNITY In agreeing to the scope of work contained in this proposal, the acknowledges that the existing site is currently unstable and agrees indemnify and hold harmless Group Delta C Cif' of Rolling Hills subcontractors from and against any and all liability expense g s to defend, Consultants, Inc, its employees and legal costs) or claim for damages of any P se (including defense and connected in anyway g nature whatsoever, arising from or Ywa with the Poppy Trail Landslide expense is the result of the sole negligence or � except where such liability willful misconduct of GDC, its agents, employees, officers, directors, shareholders ort subcontractors. GROUP \11119 l)FI.T:\ IK�3:1Ij 1.1Sid Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 11 6.0 CLOSURE We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. Michael D Reader, RGE. VP, Distribution: addressee via e-mail L05.-132 Rolling Hills Poppy Trail Landslide Signature: ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: e 7-y o x' got- �. �o AV -4,S Name (Please Print): C d �j j 17 C � 4 1 t/ �"Zi� s Title: /11 ✓ 6 Date: Address: ficg-T' vFi��. &A/D Telephone No: (3/0 3 7.7 _ I S 2 ( FAX No: (34) 3 Invoice to be sent to the Client*, who will be responsible for the payment of services. , Z. �� Client's special invoicing instructions/PO Number: gun-ro“--09-nroAr lQackJ. ) Fog P1-14,5L- oivLy PE -4 6-7-ry cou,c L /J g -G:j e »Dtry DID 70 5/ mAitiA Oi ie 3-14/-o6"-- .- Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 12 TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) are based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of man, acts of God or other variables beyond.thr~coiiiror oof GDC: GDC shall write reports so as to meet the administrative requirements of local governmentai agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, feearti-less damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its ex- cent where such loss, injury, agents, employees, officers, directors or shareholders. - LIMITATION OF LIABILITY In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property rty described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment of undisputed invoice amount is due upon presentation of invoice and is pastdue thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (1-I/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. }arisdie-tien-thereof Initials GROUP DFLT:\ titomil It mad Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I - (page 2 of 2) March 9, 2005 Page 13 ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCHEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of entry for GDC personnel, and for any other personnel and all equipment necessary in order to complete the work. While GDC will take all reasonable precautions %'minimize any damage to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the gro:r, negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans furnished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and all other claim related expenses. Initials IlkOST ESTIMATE Poppy Trail Landslide Evaluation Phase 1 - Access Road Hourly Rate Subsurface Investigation Permits / Utilities/Coordination Geologic Mappin. Field Investigation Outside Costs Bucket Au. er Bulldozer Access Air Photos Vehicle Mileage Vehicle Hours Traffic Control Patching Geotechnical Testing TOTAL Laboratory Testing Consolidation Consol - Time Rate -200 Wash R -Value Expansion Atterberg Limits Grain Size Corrosive Sand Equivalent Hydrometer Analysis and Report Preparation Records review and anal sis Geolo.ic Air Photo anal sis Geolo. is Map and Cross -Section Slope Stability Anal ses Report Preparation Number Number 0 0 0 0 0 6 0 0 0 0 8 8 As -Built Topo Survey (Bolton Engineering Corp). $225.00 $175.00 $500.00 $1,500.00 $50.00 $25.00 $250.00 $90.00 $85.00 $75.00 $135.00 $65.00 $75.00 8 16 0 16 8 $18,620.00 TOTAL $1,640.00 -==16 UNE 111111111 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT 11GdcservlN DRIVE1Proposals120051L05-132 Rolling Hills - Poppy $40,760.00 Phase 1 Trail Landslide1L05-132 Poppy Trail 3/9/2005 8 0 TOTAL $20,500.00 $1,310.00 $2,160.00 $7,200.00 $1,750.00 $500.00 $100.00 $200.00 Total $500.00 $630.00 $0.00 $0.00 $0.00 $0:00 $0.00 $510.00 $0.00 $0.00 $0.00 $0.00 $1,620.00 $1,080.00 $3,120.00 $0.00 $4,120.00 $2,560.00 $8,000.00 1 ("COST ESTIMATE Poppy Trail Landslide Evaluation Phase 2 - Open Poppy Trail !Hourly Rate $185 $135 Project Engineer a) C .En C W co f0 in C) C c0 0 $125 $115 $85 $60 (0 O Subsurface Investigation 0 Permits / Utilities/Coordination 0• 6 0 0 0 0 Geologic Mappin 9 0 16 0 0 0 0 281 0.000 $2,160. Field Investigation 0 40 0 0 0 0 5,400.00 Outside Costs Number Rate Bucket Auger Bulldozer Access. Air Photos 32 10 $225.00 $175.00 Vehicle Mileage Vehicle Hours Traffic Control Patching 1 $500.00 $7,200.00 $1,750.00 200 40 $0.50 $5.00 0 $1,500.00 $500.00 $100.00 $200.00 0 $50.00 TOTAL Geotechnical Testing Laboratory Testing Moisture Density Shear Strength Consolidation Consol - Time Rate -200 Wash R -Value $18,120.00 $0.00 $0.00 Number 25 9 0 Rate $20.00 $70.00 $100.00 Total $500.00 $630.00 0 $15.00 0 $25.00 Expansion Atterberg Limits 0 $250.00 Grain Size Corrosivity Sand Equivalent Hydrometer 0 6 0 $90.00 $85.00 $75.00 $0.00 $0.00 $0.00 $0.00 $0.00 $510.00 0 0 0 $135.00 $65.00 $75.00 Analysis and Report Preparation Records review and analysis Geologic Air Photo analysis Update Geologic Map/Cross-Section Slope Stability Analyses Report Preparation Meetings Civil Engineering Plans - Budget Only (Bolton Engineering Corp). TOTAL $1,640.00 $0.00 $0.00 $0.00 $0.00 1 16 8 0 0 12 60 16 8 24 TOTAL $0.00 $0.00 16 $2,580.00 $8,100.00 24 $9,560.00 of $2,560.00 $42,800.00 $20,000.00 (TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $62,560.001 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 2 3/9/2005 Hourly Rate Subsurface Investigation Permits / Utilities/Coordination Geolo•ic Mappin. Field Investigation Outside Costs Bucket Auer Bulldozer Access Air Photos Vehicle Mileage Vehicle Hours Traffic Control Patching Geotechnical Testing Laboratory Testing Moisture Density Shear Strength Consolidation Consol - Time Rate -200 Wash R -Value Expansion Atterberg Limits Grain Size Corrosive Sand Equivalent Hydrometer Analysis and Report Preparation Records review and anal sis Geolo. is Air Photo anal sis Update Geolo.ic Map/Cross-Section Slope Stability Anal ses Report Preparation Meetings Civil Engineering Plans - Budget Only (Bolton Engineering Corp). 41,ST ESTIMATE Poppy Trail Landslide Evaluation Phase 3 - Slope Stabilization Number Number $225.00 $175.00 $500.00 $1,500.00 $50.00 TOTAL $20.00 $70.00 $100.00 $15.00 $25.00 $250.00 $90.00 $85.00 $75.00 $135.00 $65.00 $75.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT TOTAL $0.00 $0.00 TOTAL $69,800.00 $0.00 $0.00 $0.00 Total $0.00 $2,580.00 $10,100.00 $9,560.00 $2,560.00 $45,000.00 \\Gdcserv\N DRIVE1Proposals120051L05-132 Rolling Hills - Poppy $69,800.00 Phase 3 Trail Landslide1L05-132 Poppy Trail 3/9/2005 1 03/16/05 WED 09:23 FAX 310 377 7288 CITY OF ROLLING HILLS Row_ .********************* S *** TX REPORT *s* ********************* TRANSMISSION OK TX/RX NO CONNECTION TEL CONNECTION ID ST. TIME USAGE T PGS. RESULT 1870 03/16 09:14 09'41 17 OK 3202118 City o` Rollin INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 • E-mail: cityofrh@aol.com FAX COVER SHEET DATE: 3/16105 TIME SENT: 91 I 51 Q' TO: Mike Rt.4k FROM: Clecte5 I eokv FAX: 32o- 2118 SUBJECT: REMARKS: OPERATOR: a Siqne,d al me �R Phases otsly 03/16/05 WED 09:34 FAX 310 377 7288 CITY OF ROLLING HILLS ill, ********************* *** TX REPORT *:* ***** .************** TRANSMISSION OK TX/RX NO 1871 CONNECTION TEL 643 8441 CONNECTION ID CITY ATTNY ST. TIME 03/16 09:24 USAGE T 10'15 PGS. 17 RESULT OK TO: • Ci1y 0/l2 P?...5 -APP • INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityotrh@aol.com FAX COVER SHEET / Q. DATE: ( G/ ®s TIME SENT: -! ` 2� M; ke)erkAs ` FROM: FAX: OPERATOR: i.1r®1., SUBJECT: Scirec( Qg1tt.C.YheJ.t Toot. rkale e)Kty. REMARKS: TOTAL PAGES (including cover sheet): 11 If you have difficulty receiving any pages, please telephone our switchboard at (310) 377-1521. REPLY TO: City of Rolling Hills - Fax No. (310) 377-7288 ®Pry itefl or: R.•cycl'd (%.is r•v • C1iy RollingJIM • INCORPORATED JANUARY 24, 1957 FAX COVER SHEET DATE: 3/ 1E14°5 TO: Mike Re 41 ('ti NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com _ _TIME SENT: ' I _ cx• FROM: Ciod V 310 ails FAX: OPERATOR: ,x ry• ' ; SUBJECT: REMARKS: S i :: ne,d a opteerft TOTAL PAGES (including cover sheet): 11 If you have difficulty receiving any pages, please telephone our switchboard at (310) 377-1521. REPLY TO: City of Rolling Hills - Fax No. (310) 377-7288 ®Printed on Recycled Paper. GROUP DELTA CON ULTANTS March 9, 2005 (rev 3/15/05) L05-132 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Mr. Craig R. Nealis City Manager Subject:,_.._.. _. Proposal. for Geotechnical and Geologic -Consulting Service s Poppy Trail Landslide of March 5, 2005 Near the intersection of Portuguese Bend Road and Poppy Way Rolling Hills, California Mr.: Nealis: GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this proposal to provide a Geotechnical and Geologic Consulting and Investigation services related . to the Poppy Trail Landslide of March 5, 2005. Our understanding of the project, and the proposed scope of work, schedule, and fee are outlined below. 1.0 UNDERSTANDING OF THE PROJECT Our understanding of the project is based on our discussion with you, a review of the published geology of the area and a site visit on March 7, 2005. At the time of the site visit, it was notice that a significant landslide failed and completely blocked,Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail residence. The landslide overall measured about 300 feet long, 150 wide, with a headscarp of about 30 to 40 feet vertical below the lower graded pad of #1 Poppy Trail. Vertical fissures extending about 20 feet in depth were note within the central portion of the slide mass itself. Prior to our arrival on site, the guest house on the lower pad of #1 Poppy Trail had been red -tagged by building officials. Based on discussion with you, the approach to the project to address the stability and ultimate repair of the landslide, roadways, and affected adjacent properties will be in phases as follows: 1) In the near term, a temporary access for residences that use Poppy trail is required. Currently, the concept is to utilize a horse trail that parallels Poppy Trail below the landslide. This will require short term assessment of the stability of the slopes below Poppy Trail, and developing safety measures to protect vehicles traveling on the alternate access trail. 2) In the mid-term, develop strategies to re -open Poppy Trail. 91 \V. 20_ SIr c1. SniR. 1u5 4 ora!ltt, (.\ 90501-1459 • Id di''i .320-5100 •'Fax ! `1' 320-211N 1�ilSi 1' ii.'io4 194;_; fi 7� -1:'._ i www.GrouPDellixomf >all Die2i-•4 ProposalStechnical Emergency Repairs Poppy Way ► andslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 2 3) In the long term, develop strategies to stabilize the hillside and restore the #1 Poppy Trail to lower graded pad (with guest house and tennis court) to a long- term stable condition. 2.0 SCOPE OF SERVICES GDC will provide the necessary personnel, equipment and materials to perform subsurface exploration, laboratory testing and engineering analysis. GDC w l o_ prepare.: a. report- of our -findings and geotechnical recommendations for the project. Consultation will also be provided as necessary during the progress of investigation. 9 our 2.1 Phase 1 —Short Term Assessment for Tem ora Trail Access To address the objectives of the investigation, the following scope of work is proposed. 2.1.2 Initialization GDC will first review any available existing soil data, information reports, records, maps and additional data available in the City files. Additionally, even though utilities are not expected to be at the site, GDC anticipates that the City will provide information regarding existing active underground utility lines or other facilities. After the reconnaissance, the field drilling program will be laid out and reviewed with the city. An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.1.3 Data Review March 9, 2005 Page 3 Prior to starting any fieldwork, Group Delta will first review available geologic data within the project area, including published geologic and soils maps, consultant's reports, aerial photography, and topographic maps. We anticipate the Whittier College Fairchild Collection has historic coverage of the _area. _ _ These photos may —e end --.into -the-- late 20's - through `50's: Selected photographs of concern will be purchased for documentation .and future reference. Modem/recent photographs from the Continental Air Photo Collection will also be purchased to examine the conditions for the past few years. 2.1.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling a total of 3 bucket auger boring above, below and within the landslide mass, if possible. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. GROUT' r DELTA GROUP DELTA tomiwitaaci 11 Proposal Geo echnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 4 2.1.5 Laboratory Testing The soil samples obtained from the field exploration program will be tested in our laboratory to evaluate the controlling engineering properties of the encountered soils. Laboratory testing is anticipated to include the following list of items. • Moisture Content & Dry Unit Weight • Shear Strength • Maximum Density • Grain Size Analysis • Expansion Index 2.1.6 Geotechnical Analysis and Report Based on the findings from our field exploration, laboratory testing and engineering analyses a written report will be prepared to aid in development of project plans and specifications. The report will provide conclusions and recommendations on the following: • In Initial assessment letter will be prepared to provide recommendation to to protect the slide area against inclement weather. • A description of encountered subsurface materials, controlling engineering properties of soils, boring , boring logs and laboratory test results. • A geologic map of the limits of the current active landslide, and the possible locations of ancient landslides. • A topographic map of the landslide prepared by Bolton Engineering. • A description of possible means to mitigate dangerous condition that the landslide might cause on the horse trail below which is under consideration for use a vehicle access path. NOTE: For this phase of the project, only a general geologic assessment of the slide will be developed. No detailed slope stability calculation will be performed. 2.1.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to provide consultation regarding on -going activities and the progress of our analyses, GROUP DELTA LCfJJ.19yf.1:1f.9 i Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 5 - NOTE: The actual scope and costs of this Phase 2 and 3 could change depending on the results of each previous phase. 2.2 Phase 2 - Mid-term Assessment to Re -Open Poppy Trail To address the objectives of the investigation,___ the. Wowing. scope -of work -is proposed - 2.2.2 Initialization An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground ‘ Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. 2.2.3 Data Review Group Delta will utilize the results and data from Phase 1 as a basis for the continued investigation and analyses during Phase 2. 2.2.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling an additional total of 3 additional bucket auger boring above, below and within the landslide mass. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to bepioneered into the landslide mass. • The. boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. GROUP DELTA tommusmam Proposal 41 Ge 1echnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 6 • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. 2.2.5 Laboratory Testing Soil samples obtained during the field investigation will be tested in the laboratory to evaluate their physical properties and engineering characteristics. We anticipate the -following laboratory tests will be performed, as appropriate: • Moisture Content & Dry Unit Weight • Shear Strength, including residual • Maximum Density strengths of clay seams • Atterberg Limit Tests • Expansion Potential 2.2.5 Geotechnical Analyses and Report Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. A current development base plan will need to be supplied to us by Standard Pacific Homes. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal;. Input and output data from computer analyses will be provided. • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 7 • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock _and slide -debris -removal; -and -compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. 2.2.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses, 2.3 Phase 3— Long Term Assessment for Overall Slope Stabilization To address the objectives of the investigation, the following scope of work is proposed. 2.3.2 Initialization None required for this phase. 2.3.3 Data Review Group Delta will utilize the results and data from Phase 1 and 2 as a basis for the continued investigation and analyses during Phase 3. 2.3.4 Field Exploration No additional field exploration work is currently anticipated during the Phase 3 study. GROUT': r..... [DELTA GROUP DELTA timmiiit maw Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 8 2.3.5 Laboratory Testing None expected for this phase. 2.3.5 Geotechnical Analyses and Report Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report, will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal, and overall stabilization of the subject slope. Input and output data from computer analyses will be provided. • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading planprepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.7 Meetings March 9, 2005 Page 9 As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses. 3.0 TIME SCHEDULE GDC will commence -work upon Notice to Proceed (NTP). The following time schedule is estimated to complete the proposed tasks described in this proposal. PHASE Phase 1 - Initial Assessment Letter Alternate Access Evaluation Report Phase 2 - Poppy Trail Stabilization Phase 3 - Long Term stabilization TIME REQUIRED FOR COMPLETION 1 week 3-4 weeks (From Notice to Proceed and Site Access Permission) 8 -lO weeks (From Notice to Proceed and Site Access Permission) 12-14 weeks (From Notice to Proceed and Site Access Permission) The about time schedule does not include considerations of factors beyond GDC's control, such as delays in encroachment permits, site access, inclement weather, availability of appropriate field exploration equipment, adverse ground conditions, etc. Because of the time restraint, an interim report may be submitted to provide preliminary findings to assist in meeting your design schedule prior to submittal of the final report. GROUP DELTA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 10 4.0 PROPOSED 'NOT -TO -EXCEED' FEE Our fee will be in accordance with the attached breakdown and Fee Schedule on a Not -to -Exceed Fee basis. We should emphasize that this fee does not include the cost for an encroachment permit fees or items not listed in the proposal. We assume that a "no -fee" permit can be obtained from the City. This fee does not include, studies for earthquake engineering, liquefaction, environmental engineering, or post -investigation services including observation of construction or additional services requested by you or governmental agencies: 5.0 INDEMNITY In agreeing to the scope of work contained in this proposal, the City of Rolling Hills acknowledges that the existing site is currently unstable and agrees to defend, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connected in anyway with the Poppy Trail Landslide, except where such liability expense is the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors, shareholders ort subcontractors. GROUP:17.41119 r DELTA tittimutinaci • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 11 6.0 CLOSURE We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. Michael D Reader, RGE. VP, Distribution: addressee via e-mail L05-132 Rolling Hills Poppy Trail Landslide ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: Name (Please Print): Signature: Title: ezry gat,z.vre, e,04,--; 6 Aleteu,4.s .evr-v ill tom Date: Address: 02 /JA / v. 6 v � Telephone No: (310) 3 .) (S FAX No: � (yid 31� ,2f1r Invoice to be sent to the Client*, who will be responsible for the payment of services. Client's special invoicing instructions/PO Number: filiThokr0Avr-coAr- ckeD foR 6-03k7 I C:cry fi'tt9 A ,z col 3-/L/_O • GROUP DELTA [CAVA f.1:61 Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) March 9, 2005 Page 12 RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) are based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and.locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of man, acts of God or other variables beyond the control of GDC. GDC shall write reports so as to meet the administrative requirements ofloblrtoverhinenta'I agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, regardless e, liability, expenses , except where such loss, injury, damage, cost, or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders. ; _ ••:a a cr that env nrh li d ,,,.: __ ____ LIMITATION OF LIABILITY the fee of CDC, whichever sum is more. bb In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment of undisputed invoice amount is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (l -l/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. many in o k Initials GROUP DELTA otoa..i iici Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 13 TERMS & CONDITIONS -EXHIBIT I - (page 2 of 2) ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCHEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of entry for GDC personnel, and for any other personnel and all equipment necessary in order to complete the work. While GDC will take all reasonable precautiorig-tniribiniiie any damage to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work,unless caused by the gross negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans furnished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and'all other claim related expenses. Initials (Hourly Rate COST ESTIMATE Poppy Trail Landslide Evaluation Phase 1 - Access Road Project Manager $185 $135 Project Engineer a) m 0) C W co co 0) 0 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 6 4 0 0 0 $1,310.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation 0 40 0 0 0 0 $5,400.00 Outside Costs Number Rate Bucket Auger 32 $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,620.00 Geotechnical Testin Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00. $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL Analysis and Report Preparation $1,640.00 Records review and analysis 12 $1,620.00 Geologic Air Photo analysis 8 $1,080.00 Geologic Map and Cross -Section 16 16 $3,120.00 Slope Stability Analyses 0 $0.00 Report Preparation 8 16 0 8 $4,120.00 Meetings 8 8 0 $2,560.00 As -Built Topo Survey (Bolton Engineering Corp). $8,000.00 TOTAL. $20,500.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $40,760.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 1 - 3/9/2005 a' • COST ESTIMATE Poppy Trail Landslide Evaluation Phase 2 - Open Poppy Trail !Hourly Rate $185 $135 Project Engineer $125 0 0) 0) C W (0 co CO Q) C (0 0 $115 $85 Subsurface Investigation Permits/ Utilities/Coordination Geologic Mapping Field Investigation Outside Costs Bucket Auger Bulldozer Access Air Photos Vehicle Mileage Vehicle Hours Traffic Control Patching 0 0 0 Number 32 10 1 200 40 0 0 6 16 40 Rate $225.00 $175.00 $500.00 $0.50 $5.00 $1,500.00 $50.00 0 0 0 0 0 0 TOTAL Geotechnical Testing Laboratory Testing Moisture Density Shear Strength Consolidation Consol - Time Rate -200 Wash R -Value Expansion Atterberg Limits Grain Size Corrosivity Sand Equivalent Hydrometer Analysis and Report Preparation Records review and analysis Geologic Air Photo analysis Update Geologic Map/Cross-Section Slope Stability Analyses Report Preparation Meetings 8 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). Number 25 9 0 0 0 0 0 6 0 0 0 0 Rate $20.00 $70.00 $100.00 $15.00 $25.00 $250.00 $90.00 $85.00 $75.00 $135.00 $65.00 $75.00 16 8 0 0 12 60 16 24 TOTAL $60 0 0 0 i $18,120.00 $1,640.00 $810.00 $2,160.00 5,400.00 $7,200.00 $1,750.00 $500.00 $100.00 $200.00 $0.00 $0.00 Total $500.00 $630.00 $0.00 $0.00 $0.00 $0.00 $0.00 $510.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 16j $2,580.00 $8,100.00 24 $9,560.00 0 $2,560.00 TOTAL $42,800.00 $20,000.00 'TOTAL GEOTECHNICAL INVESTIGATION AND REPORT .001 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Land Popp oTra Phase 2 slide1L05-132 Poppy Trail 3/9/2005 1 (Hourly Rate • COST ESTIMATE Poppy Trail Landslide Evaluation Phase 3 - Slope Stabilization • Project Manager I $185 Project Engineer Staff Engineer U• N I- m c (6 0 $135 $125 $115 $85 $60 Subsurface Investigation Permits / Utilities/Coordination 0 0 0 0 0 0 $0.00 Geologic Mapping 0 0 0 0 0 0 $0.00 Field Investigation 0 0 0 0 0 0 $0.00 Outside Costs Number Rate Bucket Auger 0 $225.00 $0.00 Bulldozer Access 0 $175.00 $0.00 Air Photos 0 $500.00 $0.00 Vehicle Mileage 0 $0.50 $0.00 Vehicle Hours 0 $5.00 $0.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $0.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 0 $20.00 $0.00 Shear Strength 0 $70.00 $0.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 0 $85.00 $0.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $0.00 Analysis and Report Preparation Records review and analysis 0 $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 16 $10,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $45,000.00 TOTAL $69,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $69,800.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 3 3/9/2005 •city ofieollin, • INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com MEMORANDUM TO: PEGGY MINOR, RHCA MANAGER FROM: CRAIG NEALIS, CITY MANAGER SUBJECT: CONSULTANT AGREEMENT DATE: MARCH 15, 2005 Attached please find correspondence to Group Delta Consulting Vice President Mike Reader relative to the City Council approval of Phase 1 as described in the attached draft agreement (subject to revisions by our City Attorney) and mitigation measures subject to access agreements yet to be obtained from the private property owners. The City Council authorized the funding of Phase 1 and the mitigation measures. I reported to the City Council that you and RHCA City Attorney Sid Croft would be proposing to the RHCA Board that the RHCA fund 50% of the costs that the City is unable to recuperate from other agencies or parties, as we discussed. The City Council action did not authorize staff to execute Phase 2 or Phase 3 of the proposed draft agreement. Additionally, the City Council did not authorize staff to enter into any agreements for actual construction work that will be outlined at the conclusion of Phase 1. However, the City Council did authorize mitigation measures to be implemented at the direction of the consulting geologist. Should you wish to discuss this further, please do not hesitate to call. We look forward to working with you on this project. CRN:mlk 03-15-05ncca-mem.doc cc: City Council City Attorney Mike Reader Sid Croft ®f'rr;ie^.1 or; Recycled i'.3::,ei GROUT' DELTA tkob[.1!L'imid • March 9, 2005 L05-132 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Mr. Craig R. Nealis City Manager Subject:._ ._._.-Proposal forGeotechnicaland Geologic Consulting Services Poppy Trail Landslide of March 5, 2005 Near the intersection of Portuguese Bend Road and Poppy Way Rolling Hills, California Mr.: Nealis: GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this proposal to provide a Geotechnical and Geologic Consulting and Investigation services related to the Poppy Trail Landslide of March 5, 2005. Our understanding of the project, and the proposed scope of work, schedule, and fee are outlined below. 1.0 UNDERSTANDING OF THE PROJECT Our understanding of the project is based on our discussion with you, a review of the published geology of the area and a site visit on March 7, 2005. At the time of the site visit, it was notice that a significant landslide failed and completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail residence. The landslide overall measured about 300 feet long, 150 wide, with a headscarp of about 30 to 40 feet vertical below the lower graded pad of #1 Poppy Trail. Vertical fissures extending about 20 feet in depth were note within the central portion of the slide mass itself. Prior to our arrival on site, the guest house on the lower pad of #1 Poppy Trail had been red -tagged by building officials. Based on discussion with you, the approach to the project to address the stability and ultimate repair of the landslide, roadways, and affected adjacent properties will be in phases as follows: 1) In the near term, a temporary access for residences that use Poppy trail is required. Currently, the concept is to utilize a horse trail that parallels Poppy Trail below the landslide. This will require short term assessment of the stability of the slopes below Poppy Trail, and developing safety measures to protect vehicles traveling on the alternate access trail. 2) In the mid-term, develop strategies to re -open Poppy Trail. 4•N', +'.C;rounl)elta.cotn+ + Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 2 3) In the long term, develop strategies to stabilize the hillside and restore the #1 Poppy Trail to lower graded pad (with guest house and tennis court) to a long- term stable condition. 2.0 SCOPE OF SERVICES GDC will provide the necessary personnel, equipment and materials to perform subsurface exploration,- laboratory -testing and engineering analysis. GDC -will prepare a report of our findings and geotechnical recommendations for the project. Consultation will also be provided as necessary during the progress of our investigation. 2.1 Phase 1 - Short Term Assessment for Temporary Trail Access To address the objectives of the investigation, the following scope of work is proposed. 2.1.2 Initialization GDC will first review any available existing soil data, information reports, records, maps and additional data available in the City files. Additionally, even though utilities are not expected to be at the site, GDC anticipates that the City will provide information regarding existing active underground utility lines or other facilities. After the reconnaissance, the field drilling program will be laid out and reviewed with the city. An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. GROUP r DELTA trJ'!1II Eta�i Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5. 2005 Rolling Hills, California 2.1.3 Data Review March 9, 2005 Page 3 Prior to starting any fieldwork, Group Delta will first review available geologic data within the project area, including published geologic and soils maps, consultant's reports, aerial photography, and topographic maps. We anticipate the Whittier College Fairchild Collection has historic coverage of the -area: - These photos may extend into the- late '20's .through '50's. ` Selected photographs of concern will be purchased for documentation and future reference. Modern/recent photographs from the Continental Air Photo Collection will also be purchased to examine the conditions for the past few years. 2.1.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling a total of 3 bucket auger boring above, below and within the landslide mass, if possible. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. - The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. GROUT' DFI_T:\ tK��:�Ye�ri:�ri Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.1.5 Laboratory Testing March 9, 2005 Page 4 The soil samples obtained from the field exploration program will be tested in our laboratory to evaluate the controlling engineering properties of the encountered soils. Laboratory testing is anticipated to include the following list of items. • Moisture Content & Dry Unit Weight • Maximum Density • Expansion Index" 2.1.6 Geotechnical Analysis and Report • Shear Strength • Grain Size Analysis Based on the findings from our field exploration, laboratory testing and engineering analyses a written report will be prepared to aid in development of project plans and specifications. The report will provide conclusions and recommendations on the following: • A description of encountered subsurface materials, controlling engineering properties of soils, boring , boring logs and laboratory test results. • A geologic map of the limits of the current active landslide, and the possible locations of ancient landslides. • A topographic map of the landslide prepared by Bolton Engineering. • A description of possible means to mitigate dangerous condition that the landslide might cause on the horse trail below which is under consideration for use a vehicle access path. NOTE: For this phase of the project, only a general geologic assessment of the slide will be developed. No detailed slope stability calculation will be performed. 2.1.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to provide consultation regarding on -going activities and the progress of our analyses, GROUT' r kelali/k Maid DELT.\ GROUP DFI_T:\ IiMPFYgti E/:o i.9 Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 5 NOTE: The actual scope and costs of this Phase 2 and 3 could change depending on the results of each previous phase. 2.2 Phase 2 — Mid-term Assessment to Re -Open Poppy Trail To address the objectives of the investigation, the following scope of work is proposer-• 2.2.2 Initialization An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. 2.2.3 Data Review Group Delta will utilize the results and data from Phase 1 as a basis for the continued investigation and analyses during Phase 2. 2.2.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. Drilling an additional total of 3 additional bucket auger boring above, below and within the landslide mass. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 6 • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional.cost. 2.2.5 Laboratory Testing Soil samples obtained during the field investigation will be tested in the laboratory to evaluate their physical properties and engineering characteristics. We anticipate the following`laboratoryPests will be performed, as appropriate: • Moisture Content & Dry Unit Weight • Shear Strength, including residual • Maximum Density_ strengths of clay seams • Atterberg Limit Tests • Expansion Potential 2.2.5 Geotechnical Analyses and Report Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads.- A current development base plan will need to be supplied to us by Standard Pacific Homes. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. Description of the laboratory testing program, including test results. Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal;. Input and output data from computer analyses will be provided. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 7 ▪ Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • . Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. 2.2.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses, 2.3 Phase 3— Long Term Assessment for Overall Slope Stabilization To address the objectives of the investigation, the following scope of work is proposed. 2.3.2 Initialization None required for this phase. 2.3.3 Data Review Group Delta will utilize the results and data from Phase 1 and 2 as a basis for the continued investigation and analyses during Phase 3. 2.3.4 Field Exploration No additional field exploration work is currently anticipated during the Phase 3 study. GROUP DE I .TA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.5 Laboratory Testing None expected for this phase. 2.3.5 Geotechnical Analyses and Report March 9, 2005 • Page 8 Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. - • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal, and overall stabilization of the subject slope. Input and output data from computer analyses will be provided. • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March'5, 2005 Rolling Hills, California 2.3.7 Meetings March 9, 2005 Page 9 As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses. 3.0 TIME SCHEDULE GDC will commence. work upon Notice to Proceed (NTP). The following time schedule is estimated to complete the proposed tasks described in this proposal. PHASE TIME REQUIRED FOR COMPLETION Phase 1 — Initial Assessment Letter Alternate Access Evaluation Report Phase 2 — Poppy Trail Stabilization Phase 3 — Long Term stabilization 1 week 3-4 weeks (From Notice to Proceed and Site Access Permission) 8-l0 weeks (From Notice to Proceed and Site Access Permission) 12-14 weeks (From Notice to Proceed and Site Access Permission) The about time schedule does not include considerations of factors beyond GDC's control, such as delays in encroachment permits, site access, inclement weather, availability of appropriate field exploration equipment, adverse ground conditions, etc. Because of the time restraint, an interim report may be submitted to provide preliminary findings to assist in meeting your design schedule prior to submittal of the final report. GROUT' r DE, _TA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 10 4.0 PROPOSED 'NOT -TO -EXCEED' FEE Our fee but will be in accordance with the attached breakdown and Fee Schedule on a Not -to -Exceed Fee basis. We should emphasize that this fee does not include the cost for an encroachment permit fees or items not listed in the proposal. We assume that a "no -fee" permit can be obtained from the City. This fee does not include, studies for earthquake engineering, liquefaction, environmental engineering, or post -investigation services including observation of construction or additional services requested by you or governmental agencies. 5.0 INDEMNITY In agreeing to the scope of work contained in this proposal, the City of Rolli Hills acknowledges that the existing site is currently unstable and agrees to „ end, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connected in anyway with the Poppy Trail Landslide. GROUP DELTA tom:mm:1m Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 6.0 CLOSURE March 9, 2005 Page 11 We understand that our work will be performed under our existing agreement with the City of Culver City. If this proposal is acceptable, please provide us with a written or email Notice to Procedure. We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. Michael D Reader, RGE. VP, Distribution: addressee via e-mail L05-132 Rolling Hills Poppy Trail Landslide, ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: Name (Please Print): Signature: Title: Date: Address: Telephone No: ( ) FAX No: ( ) Invoice to be sent to the Client*, who will be responsible for the payment of services. Client's special invoicing instructions/PO Number: GROUP 7441 DFI.TA GROUT' DELTA toh4Y9y/.:1M Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) March 9, 2005 Page 12 RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) are based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of man, acts of Godor, other variables beyond the control of GDC. GDC shall write ' reports so as to meet the administrative requirements of local governmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, regardless of the negligence of GDC, its agents, employees, officers, directors or shareholders except where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders; provided, however, that any such liability resulting from any design defects (as defined in California Civil Code Section 2782.5) shall be the sole responsibility of the client. LIMITATION OF LIABILITY In the event the indemnification clause contained herein is found to be void, unenforceable, against public policy or otherwise inapplicable to claims advanced against GDC by Client or others, the liability for damages due to the professional negligence of GDC shall be limited to an amount not to exceed $50,000 or the fee of GDC, whichever sum is more. For any damage caused by negligence other than professional negligence, GDC's liability, including that of its employees, agents and subcontractors, in the aggregate under this Agreement, shall not exceed the limits of GDC's comprehensive general and automobile liability insurance coverage. In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (1-1/2 /o) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. If any invoice for work performed by GDC is outstanding and unpaid for a period in excess of 90 (ninety) days, the Client agrees that, in addition to any other remedy which may be available to it, GDC may submit such invoice to binding arbitration under the Commercial Arbitration Rules of the American Arbitration Association, as the same may be in effect at the date of such submission, and that judgment upon the award rendered in such arbitration may be entered in any court having jurisdiction thereof. Initials • GROUP DELTA tr m:0.4 rj u,1 Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I - (page 2 of 2) March 9, 2005 Page 13 ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCHEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of entry for GDC personnel, and for any other personnel and all equipment necessary in order to complete the work." While GDC will take all reasonable precautions to minimize any damage to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the gross negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans furnished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and all other claim related expenses. Initials -ti • city 4W/in q Wf • INCORPORATED JANUARY 24, 1957 THOMAS F. HEINSHEIMER Mayor GODFREY PERNELL, D.D.S. Mayor Pro Tem DR. JAMES BLACK Councilmember FRANK E. HILL Councilmember B. ALLEN LAY Councilmember March 15, 2005 Mr. Michael D. Reader, P.E., G.E. Vice President/Principal Engineer Group Delta Consultants 2291 W. 205' Street, Suite 105 Torrance, CA 90501 Dear Mr. Reader: NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cifyofrh@aol.com Thank you for attending the Rolling Hills City Council meeting held Monday, March 14, 2005. As you are aware, the City Council authorized staff to approve Phase 1 (Short Term Assessment) in your draft proposal for services. This approval is subject to resolving a few details in your proposal that have been presented by our City Attorney and have been discussed with you. Additionally, the City Council authorized an expenditure for mitigation measures. Your assistance with coordinating and recommending these mitigation measures will be appreciated. Our City Attorney is preparing our amendments to your proposed agreement. We are also coordinating the access letters to allow for the mitigation and investigative work to occur on the private properties. We will keep you apprised of our status. We look forward to working with you on this project. As always, please do not hesitate to call should you have any questions or concerns. Sincerely, Craig R. Nealis City Manager CRN:mlk 03-15-05reader-ltr.doc cc: City Council City Attorney Sid Croft Peggy Minor, RHCA Manager Roger Vink, RHCA Architectural Inspector r' ,,u d on Recycled Pape, 03/15/05 TUE 15:59 FAX 310 377 7288 CITY OF ROLLING HILLS • TRANSMISSION OK TX/RX NO CONNECTION TEL CONNECTION ID ST. TIME USAGE T PGS. RESULT ***m3 , k** *0*al ******* *** TX REPORT *:rr:x 9*9***99******* ***** 1857 C.� r 5404364 03/15 15:58 00'42 1 OK THOMAS F. HEINSHEIMER Mayor GODFREY PERNELL, D.D.S. Mayor Pro Tem DR. JAMES BLACK Councilmember FRANK E. HILL Councilmember B. ALLEN LAY Councilmember c / l2 P! y JUL INCORPORATED JANUARY 24, 1957 March 15, 2005 Mr. Michael D. Reader, P.E., G.E. Vice President/Principal Engineer Group Delta Consultants 2291 W. 205th Street, Suite 105 Torrance, CA 90501 Dear Mr. Reader: NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com Thank you for attending the Rolling Hills City Council meeting held Monday, March 14, 2005. As you are aware, the City Council authorized staff to approve Phase 1 (Short Term Assessment) in your draft proposal for services. This approval is subject to resolving a few details in your proposal that have been presented by our City. Attorney and have been discussed with you. Additionally, the City Council authorized an expenditure for mitigation measures. Your assistance with coordinating and recommending these mitigation measures will be appreciated. Our City Attorney is preparing our amendments to your proposed agreement. We are also coordinating the access letters to allow for the mitigation and investigative work to occur on the private properties. We will keep you apprised of our status. We look forward to working with you on this project. As always, please do not hesitate to call should you have any questions or concerns. 03/15/05 TUE 15:57 FAX 310 377 7288 .CITY OF ROLLING HILLS Ij 001 ******* * :�k******** *** TX REPORT *** TRANSMISSION OK TX/RX NO CONNECTION TEL CONNECTION ID ST. TIME USAGE T PGS. RESULT 1856 643 8441 CITY ATTNY 03/15 15:57 00'42 1 OK THOMAS F. HEINSHEIMER Mayor GODFREY PERNELL, D.D.S. Mayor Pro Tem DR. JAMES BLACK Counclimember FRANK E. HILL Councilmember 8. ALLEN LAY Councilmember C14, 0/ /e0f14 INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com March 15, 2005 Mr. Michael D. Reader, P.E., G.E. Vice President/Principal Engineer Group Delta Consultants 2291 W. 205th Street, Suite 105 Torrance, CA 90501 Dear Mr. Reader: Thank you for attending the Rolling Hills City Council meeting held Monday, March 14, 2005. As you are aware, the City Council authorized staff to approve Phase 1 (Short Term Assessment) in your draft proposal for services. This approval is subject to resolving a few details in your proposal that have been presented by our City Attorney and have been discussed with you. Additionally, the City Council authorized an expenditure for mitigation measures. Your assistance with coordinating and recommending these mitigation measures will be appreciated. Our City Attorney is preparing our amendments to your proposed agreement. We are also coordinating the access letters to allow for the mitigation and investigative work to occur on the private properties. We will keep you apprised of our status. We look forward to working with you on this project. As always, please do not hesitate to call should you have any questions or concerns. 03/15/05 TUE 15:56 FAX 310 377 7288 CITY OF ROLLING HILLS li 001 TRANSMISSION OK TX/RX NO CONNECTION TEL CONNECTION ID ST. TIME USAGE T PGS. RESULT *8* TX REPORT *** ***********8********* 1855 03/15 15:55 00'43 1 OK 3202118 THOMAS F. HEINSHEIMER Mayor GODFREY PERNELL, D.D.S. Mayor Pro Tem DR. JAMES BLACK Councilmember FRANK E. HILL Councilmember B. ALLEN LAY Councilmembar C,•`ko 11.,.9 JkfP, INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377.7288 E-maiF. cityofrh@aol.com March 15, 2005 Mr. Michael D. Reader, P.E., G.E. Vice President/Principal Engineer Group Delta Consultants 2291 W. 205th Street, Suite 105 Torrance, CA 90501 Dear Mr. Reader: Thank you for attending the Rolling Hills City Council, meeting held Monday, March 14, 2005. As you are aware, the City Council authorized staff to approve Phase 1 (Short oval is Term Assessment) in few details in yourour ft rroposal that haveosal for lces. This been presented by our City Attorney ct to resolving a few proposal and have been discussed with you. Additionally, the City Council authorized an expenditure for mitigation measures. Your assistance with coordinating and recommending these mitigation measures will be appreciated. Our City Attorney is preparing our amendments to your proposed agreement. We are also coordinating the access letters to allow for the mitigation and investigative work to occur on the private properties. We will keep you apprised of our status. We look forward to working with you on this project. As always, please do not hesitate to call should you have any questions or concerns. . k4, f Se -t 421 k 32.d-altg cipPT sit 3 C-9 `Hourly Rate COST ESTIMATE Poppy Trail Landslide Evaluation Phase 1 - Access Road Project Manager $185 $135 Project Engineer Staff Engineer To 0 $125 $115 $85 $60 0 Subsurface Investigation Permits/ Utilities/Coordination 0 6 4 0 0 0 $1,310.00 Geologic Mapping 0 16 1 0 0 0 0 $2,160.00 Field Investigation 0 40 0 0 0 0 $5,400.00. Outside Costs Number Rate Bucket Auger 32 $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,620.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 _ TOTAL Analysis and Report Preparation $1,640.00 Records review and analysis 12 $1,620.00 Geologic Air Photo analysis 8 $1,080.00 Geologic Map and Cross -Section 16 16 $3,120.00 Slope Stability Analyses 0 $0.00 Report Preparation 8 16 0 8 $4,120.00 Meetings 8 8 0 $2,560.00 As -Built Topo Survey (Bolton Engineering Corp). $8,000.00 TOTAL $20,500.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $40,760.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide1L05-132 Poppy Trail Phase 1 3/9/2005 1 !Hourly Rate COST ESTIMATE Poppy Trail Landslide Eva uation Phase 2 -.Open Poppy Trail Q) it) ca U 0 D- a) a) C .0) W coco N O ca O $185 $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 6 0 0 0 0 $810.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation 0 40 0 0 0 0 $5,400.00 Outside Costs Number Rate Bucket Auger .32 $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,120.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $1,640.00 Analysis and Report Preparation Records review and analysis 0 $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 $8,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $20,000.00 TOTAL $42,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $62,560.00 \\Gdcserv\N DRIVE\Proposals12005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 2 3/9/2005 1 (Hourly Rate 1111 COST ESTIMATE Poppy Trail Landslide Evaluation Phase 3 - Slope Stabilization Project Engineer Staff Engineer 0 O I $185 $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 0 0• 0 0 0 $0.00 Geologic Mapping 0 0 0 0 0 0 $0.00 Field Investigation 0 0 0 0 0 0 _$_0,.00 Outside Costs Number Rate Bucket Auger 0 $225.00 $0.00 Bulldozer Access 0 $175.00 $0.00 Air Photos 0 $500.00 $0.00 Vehicle Mileage 0 $0.50 - $0.00 Vehicle Hours 0 $5.00 $0.00 Traffic Control 0 $1,500.00 $0.00 Patching _ 0 $50.00 $0.00 TOTAL $0.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 0 $20.00 $0.00 Shear Strength 0 $70.00 $0.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 0 $85.00 $0.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $0.00 Analysis and Report Preparation Records review and analysis 0 $0.00 Geologic Air Photo analysis _ 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 16 $10,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings _ 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $45,000.00 TOTAL $69,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $69,800.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide1L05-132 Poppy Trail Phase 3 3/9/2005 1 a • City op ROft4 INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com MEMORANDUM TO: NAN HUANG, FINANCE DIRECTOR FROM: CRAIG NEALIS, CITY -MANAGER SUBJECT: APPROVAL OF PHASE 1 OF CONSULTANT AGREEMENT DATE: MARCH 15, 2005 Attached is a draft agreement (to be amended per City Attorney) between the City of Rolling Hills and Group Delta Consultants. Group Delta Consultants will be the consulting geologist studying the Poppy Trail land movement. The City Council approved Phase 1 of that agreement in the amount of. $40,760 at the City Council meeting held March 14, 2005. Additionally, the City Council authorized the expenditure of up to $24,240 for immediate mitigation safety measures as recommended by Group Delta. These expenditures are in addition to the reimbursement that we are providing Block Captains and area residents for minor equipment on a day-to-day basis in dealing with this situation. All of these expenditures, however, should be from the Municipal Self Insurance Fund until further notice. - Thank you for your cooperation. Please let me know if you have any questions. CRN:mlk 03-15-05huang-mem.doc @Printed' r, Rec.,.cla;d r''s+;)er GROUP DELTA t + `w1SuG am March 9, 2005 L05-132 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA. 90274 Attention: Mr. Craig R. Nealis City Manager Subject: Proposal for GeotechnicalandGeologic Consulting Services Poppy Trail Landslide of March 5, 2005 Near the intersection of Portuguese Bend Road and Poppy Way Rolling Hills, California Mr.: Nealis: GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this proposal to provide a Geotechnical and Geologic Consulting and Investigation services related to the Poppy Trail Landslide of March 5, 2005. Our understanding of the project, and the proposed scope of work, schedule, and fee are outlined below. 1.0 UNDERSTANDING OF THE PROJECT Our understanding of the project is based on our discussion with you, a review of the published geology of the area and a site visit on March 7, 2005. At the time of the site visit, it was notice that a significant landslide failed and completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail residence. The landslide overall measured about 300 feet long, 150 wide, with a headscarp of about 30 to 40 feet vertical below the lower graded pad of #1 Poppy Trail. Vertical fissures extending about 20 feet in depth were note within the central portion of the slide mass itself. Prior to our arrival on site, the guest house on the lower pad of #1 Poppy Trail had been red -tagged by building officials. Based on discussion with you, the approach to the project to address the stability and ultimate repair of the landslide, roadways, and affected adjacent properties will be in phases as follows: 1) In the near term, a temporary access for residences that use Poppy trail is required. Currently, the concept is to utilize a horse trail that parallels Poppy Trail below the landslide.. This will require short term assessment of the stability of the slopes below Poppy Trail, and developing safety measures to protect vehicles traveling on the alternate access trail. 2) In the mid-term, develop strategies to re -open Poppy Trail. F \4\VW.Grottnl)el Ia.comt s Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 2 3) In the long term, develop strategies to stabilize the hillside and restore the #1 Poppy Trail to lower graded pad (with guest house and tennis court) to a long- term stable condition. 2.0 SCOPE OF SERVICES GDC will provide the necessary personnel, equipment and materials to perform subsurface exploration; -laboratory testing and engineering analysis. GDC will prepare a report of our findings and geotechnical recommendations for the project. Consultation will also be provided as necessary during the progress of our investigation. 2.1 Phase 1 — Short Term Assessment for Temporary Trail Access - To address the objectives of the investigation, the following scope of work is proposed. 2.1.2 Initialization GDC will first review any available existing soil data, information reports, records, maps and additional data available in the City files. Additionally, even though utilities are not expected to be at the site, GDC anticipates that the City will provide information regarding existing active underground utility lines or other facilities. After the reconnaissance, the field drilling program will be laid out and reviewed with the city. An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. GROUP FI DELTA trv:E:a�rla • • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 - Rolling Hills, California 2.1.3 Data Review March 9, 2005 Page 3 Prior to starting any fieldwork, Group Delta will first review available geologic data within the project area, including published geologic and soils maps, consultant's reports, aerial photography, and topographic maps. We anticipate the Whittier College Fairchild Collection has historic coverage of the area. These photos may extend `11 W the late -20's through '50's. Selected photographs of concern will be purchased for documentation and future reference. Modern/recent photographs from the Continental Air Photo Collection will also be purchased to examine the conditions for the past few years. 2.1.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling a total of 3 bucket auger boring above, below and within the landslide mass, if possible. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained atselected depth intervals and transported to our laboratory for examination and testing. • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. GROUT' DELTA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 4. 2.1.5 Laboratory Testing The soil samples obtained from the field exploration program will be tested in our laboratory to evaluate the controlling engineering properties of the encountered soils. Laboratory testing is anticipated to include the following list of items. • Moisture Content & Dry Unit Weight • Maximum Density • - Expansion -Index • Shear Strength • Grain Size Analysis • 2.1.6 Geotechnical Analysis and Report Based on the findings from our field exploration, laboratory testing and engineering analyses a written report will be prepared to aid in development of project plans and specifications. The report will provide conclusions and recommendations on the following: • A description of encountered subsurface materials, controlling engineering properties of soils, boring , boring logs and laboratory test results. • A geologic map of the limits of the current active landslide, and the possible locations of ancient landslides. • A topographic map of the landslide prepared by Bolton Engineering. - A description of possible means to mitigate dangerous condition that the landslide might cause on the horse trail below which is under consideration for use a vehicle access path. NOTE: For this phase of the project, only a general geologic assessment of the slide will be developed. No detailed slope stability calculation will be performed. 2.1.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to provide consultation regarding on -going activities and the progress of our analyses, GROUP r D 1 I .T: \ t(.J iv4►.iiry GROUT' DELTA Doi:1441CM id Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 5 NOTE: The actual scope and costs of this Phase 2. and 3 could change depending on .the results of each previous phase. 2.2 Phase 2 — Mid-term Assessment to Re -Open Poppy Trail To address the objectives of the investigation, the following scope of work is proposed. 2.2.2 Initialization An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. 2.2.3 Data Review Group Delta will utilize the results and data from Phase 1 as a basis for the continued investigation and analyses during Phase 2. 2.2.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. Drilling an additional total of 3 additional bucket auger boring above, below and within the landslide mass. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 6 • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. 2.2.5 Laboratory Testing Soil samples obtained during the field investigation will be tested in the laboratory to evaluate their physical properties and engineering characteristics. We anticipate the following laboratory tests will be pefforr lieu; - asappropriate: • Moisture Content & Dry Unit Weight • Shear Strength, including residual • Maximum Density strengths of clay seams • Atterberg Limit Tests. • Expansion Potential 2.2.5 Geotechnical Analyses and Report Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. A current development base plan will need to be supplied to us by Standard Pacific Homes. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal;. Input and output data from computer analyses will be provided. GROUP ZNI9 rr- DELTA tr sFiy11r.1:Mi Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page.7 • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. ▪ Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. 2.2.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses, 2.3 Phase 3— Long Term Assessment for Overall Slope Stabilization To address the objectives of the investigation, the following scope of work is proposed. 2.3.2 Initialization None required for this phase. 2.3.3 Data Review Group Delta will utilize the results and data from Phase 1 and 2 as a basis for the continued investigation and analyses during Phase 3. 2.3.4 Field Exploration No additional field exploration work is currently anticipated during the Phase 3 study. GROUT' r DELTA L'.J:F19M CM i'9 GROUT' DELT:\ tkeimii4 ma id Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.5 Laboratory Testing None expected for this phase. March 9, 2005 Page 8 2.3.5 Geotechnical Analyses and Report Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures: The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits anda layout for the proposed buildings and roads. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal, and overall stabilization of the subject slope. input and output data from computer analyses will be provided. • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.7 Meetings March 9, 2005 Page 9 As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses. 3.0 TIME SCHEDULE GDC will commence work upon Notice to Proceed (NTP). The following time schedule is estimated to complete the proposed tasks described in this proposal. PHASE TIME REQUIRED FOR COMPLETION Phase 1 — Initial Assessment Letter Alternate Access Evaluation Report Phase 2 — Poppy Trail Stabilization Phase 3 — Long Term stabilization 1 week 3-4 weeks (From Notice to Proceed and Site Access Permission) 8 -10 weeks (From Notice to Proceed and Site Access Permission) 12-14 weeks (From Notice to Proceed and Site Access Permission) The about time schedule does not include considerations of factors beyond GDC's control, such as delays in encroachment permits, site access, inclement weather, availability of appropriate field exploration equipment, adverse ground conditions; etc. Because of the time restraint, an interim report may be submitted to provide preliminary findings to assist in meeting your design schedule prior to submittal of the final report. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 4.0 PROPOSED 'NOT -TO -EXCEED' FEE March 9, 2005 Page 10 Our fee but willbe in accordance with the attached breakdown and Fee Schedule on a Not -to -Exceed Fee basis. We should emphasize that this fee does not include the cost for an encroachment permit fees or items not listed in the proposal. We assume that a "no -fee" permit can be obtained from the City. This fee does not include, studies for earthquake engineering, liquefaction, environmental engineering, or post -investigation services including observation of construction or additional services requested byyouor governmental agencies. 5.0 INDEMNITY In agreeing to the scope of work contained in this proposal, the City of Rolling Hills acknowledges • that the existing site is currently unstable and agrees to ('of end, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connected in anyway with the Poppy Trail Landslide. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 11 6.0 CLOSURE We understand that our work will be performed under our existing agreement with the City of Culver City. If this proposal is acceptable, please provide us with a written or email Notice to Procedure. We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. Michael D Reader, RGE. VP, Distribution: addressee via e-mail L05-132 Rolling Hills Poppy Trail Landslide ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: Name (Please Print): Signature: Title: Date: Address: Telephone No: ( ) FAX No: ( ) Invoice to be sent to the Client*, who will be responsible for the payment of services.: Client's special invoicing instructions/PO Number: Proposal Geotechnical Emergency Repairs - Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 12 TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) are based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover. or_the works_of man, acts of God or other variables beyond the_control of GDC. GDC shall write reports so as to meet the administrative requirements of local govemmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion. document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, regardless of the negligence of GDC, its agents, employees, officers, directors or shareholders, except where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders; provided, however, that any such liability resulting from any design defects (as defined in California Civil Code Section 2782.5) shall be the sole responsibility of the client. LIMITATION OF LIABILITY In the event the indemnification clause contained herein is found to be void, unenforceable, against public policy or otherwise inapplicable to claims advanced against GDC by Client or others, the liability for damages due to the professional negligence of GDC shall be limited to an amount not to exceed $50,000 or the fee of GDC, whichever sum is more. For any damage caused by negligence other than professional negligence, GDC's liability, including that of its employees, agents and subcontractors, in the aggregate under this Agreement, shall not exceed the limits of GDC's comprehensive general and automobile liability insurance coverage. In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, .of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (1-1/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current. Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. If any invoice for work performed by GDC is outstanding and unpaid for a period in excess of 90 (ninety) days, the Client agrees that, in addition to any other remedy which may be available to it, GDC may submit such invoice to binding arbitration under the Commercial Arbitration Rules of the American Arbitration Association, as the same may be in effect at the date of such submission, and that judgment upon the award rendered in such arbitration may be entered in any court having jurisdiction thereof. Initials GROUI' DEI_T1\ Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I - (page 2 of 2) March 9, 2005 Page 13 ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCHEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of entry for GDC personnel, and for any other personnel and all equipment necessary in order'to'complete the -Work. While GDC will take all reasonable precautions to minimize any (fail - to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the gross negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans furnished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and all other claim related expenses. Initials. 1111 COST ESTIMATE `Hourly Rate Poppy Trail Landslide Evaluation Phase 1 - Access Road 0) Project Manager $135 a) 0) 'm W O d) O a` Staff Engineer s U a) 1- 0 $185 __ $125 $115 $85 $60 Subsurface Investigation Permits / Utilities/Coordination 0 6 4 0 0 0 $1,310.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation 0. _ 40. 0 0 0 0 $5,400.00 Outside Costs Number Rate Bucket Auger 32 $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 __ $50.00 $0.00 TOTAL $18,620.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $1,640.00 Analysis and Report Preparation Records review and analysis 12 $1,620.00 Geologic Air Photo analysis 8 $1,080.00 Geologic Map and Cross -Section 16 16 $3,120.00 Slope Stability Analyses 0 $0.00 Report Preparation 8 16 0 8 $4,120.00 Meetings 8 8 0 $2,560.00 As -Built Topo Survey (Bolton Engineering Corp). $8,000.00 TOTAL $20,500.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $40,760.00 \\Gdcserv\N DRIVE\Proposals12005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 1 3/9/2005 1 `Hourly Rate s COST ESTIMATE Poppy Trail Landslide Eva uation Phase 2 - Open Poppy Trail m 0 Project Manager 1 $185 di a)_ 5 En c o W o o G a) 0) 0) c 0) W U a) 2 CL Staff Engineer m O $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 6 0 0 0 0 $810.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation 0 40 0 0 0 0 ,. _ ; $5,400..00 Outside Costs Number Rate Bucket Auger 32 • $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,120.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0_ $75.00 $0.00 TOTAL $1,640.00 Analysis and Report Preparation Records review and analysis 0 $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 $8,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $20,000.00 TOTAL $42,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $62,560.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 2 3/9/2005 31. !Hourly Rate OCOST ESTIMATE Poppy Trail Landslide Evaluation Phase 3 - Slope Stabilization Project Manager 0 N c 0.5 CO 0 O N �C 0 0 O .0) c w U 0 O CL` 0) (D 0 0 $185 $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 0 0 0 0 0 $0.00 Geologic Mapping 0 0 0 0 0 0 $0.00 Field Investigation 0 0 0 0 0 0 $0.00 Outside Costs Number Rate Bucket Auger 0 $225.00. $0.00 Bulldozer Access 0 $175.00 $0.00 Air Photos 0 $500.00 $0.00 Vehicle Mileage 0 $0.50 $0.00 Vehicle Hours 0 $5.00 $0.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $0.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 0 $20.00 $0.00 Shear Strength 0 $70.00 $0.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 0 $85.00 $0.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0_ $75.00 $0.00 TOTAL $0.00 Analysis and Report Preparation Records review and analysis . . 0 $0.00 Geologic Air Photo analysis • 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses -60 16 $10,100.00 Report Preparation 16 16 .24 24 $9,560.00 Meetings 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $45,000.00 TOTAL $69,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $69,800.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 3 3/9/2005 . TO: FROM: SUBJECT: • • City oi)Rolling JdF? INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com Agenda Item No: 13-A Mtg. Date: 03-14-05 HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL CRAIG R. NEALIS, CITY MANAGER STATUS REPORT REGARDING RESPONSE TO LAND MOVEMENT ADJACENT TO POPPY TRAIL ROAD INCLUDING UPDATES FROM CITY STAFF AND PUBLIC SAFETY AGENCIES AND ADOPTION OF A CONSULTANT AGREEMENT FOR GEOLOGICAL SERVICES. DATE: MARCH 14, 2005 BACKGROUND Over the weekend of March 5, 2005, there was a land movement episode adjacent to Poppy Trail Road. A status report will be provided at the meeting. Comments will be provided at the meeting. CRN:mlk 03-14-05po ppytra i1 -stn. doc F'rinl e, or. R„>(.v:,:ii;(1 Ripe?; GROUP' DELTA; KIZEIREINI March 9, 2005 L05-132 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Mr. Craig R. Nealis City Manager Subject: Proposal for-Geotechnical-and Geologic -Consulting Services Poppy Trail Landslide of March 5, 2005 Near the intersection of Portuguese Bend Road and Poppy Way Rolling Hills, California Mr.: Nealis: GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this proposal to provide a Geotechnical and Geologic Consulting and Investigation services related to the Poppy Trail Landslide of March 5, 2005. Our understanding of the project, and the proposed scope of work, schedule, and fee are outlined below. 1.0 UNDERSTANDING OF THE PROJECT Our understanding of the project is based on our discussion with you, a review of the published geology of the area and a site visit on March 7, 2005. At the time of the site visit, it was notice that a significant landslide failed and completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail residence. The landslide overall measured about 300 feet long, 150 wide, with a headscarp of about 30 to 40 feet vertical below the lower graded pad of #1 Poppy Trail. Vertical fissures extending about 20 feet in depth were note within the central portion of the slide mass itself. Prior to our arrival on site, the guest house on the lower pad of #1 Poppy Trail had been red -tagged by building officials. Based on discussion with you, the approach to the project to address the stability and ultimate repair of the landslide, roadways, and affected adjacent properties will be in phases as follows: 1) In the near term, a temporary access for residences that use Poppy trail is required. Currently, the concept is to utilize a horse trail that parallels Poppy Trail below the landslide. This will require short term assessment of the stability of the slopes below Poppy Trail, and developing safety measures to protect vehicles traveling on the alternate access trail. 2) In the mid-term, develop strategies to re -open Poppy Trail. 2291 l\ . 2t.1.-5'1 �:rrc . `tt!tc 1': _ o { ! t;L.. ' \ - , -1-. Aliso l (jt,♦ :`' ;, ?-1'<<'• owww.Grotipllella.coin o S:!!l 1)!(.11t., t';";i 5_-,-i` - Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 2 3) In the long term, develop strategies to stabilize the hillside and restore the #1 Poppy Trail to lower graded pad (with guest house and tennis court) to a long- term stable condition. 2.0 SCOPE OF SERVICES GDC will provide the necessary personnel, equipment and materials to perform -subsurface exploration, laboratorytesting-and engineering analysis. GDC- will - prepare a report of our findings and geotechnical recommendations for the project. Consultation will also be provided as necessary during the progress of our investigation. 2.1 Phase 1 — Short Term Assessment for Temporary Trail Access To address the objectives of the investigation, the following scope of work is proposed. 2.1.2 Initialization GDC will first review any available existing soil data, information reports, records, maps and additional data available in the City files. Additionally, even though utilities are not expected to be at the site, GDC anticipates that the City will provide information regarding existing active underground utility lines or other facilities. After the reconnaissance, the field drilling program will be laid out and reviewed with the city. An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. GROUP DELTA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.1.3 Data Review March 9, 2005 Page 3 Prior to starting any fieldwork, Group Delta will first review available geologic data within the project area, including published geologic and soils maps, consultant's reports, aerial photography, and topographic maps. We anticipate the Whittier College Fairchild Collection has historic coverage of the area. These e photos 'may extend into the late- `20's through -=50's. Selected photographs of concern will be purchased for documentation and future reference. Modern/recent photographs from the Continental Air Photo Collection will also be purchased to examine the conditions for the past few years. 2.1.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling a total of 3 bucket auger boring above, below and within the landslide mass, if possible. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. GROUT' DELTA • • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.1.5 Laboratory Testing March 9, 2005 Page 4 The soil samples obtained from the field exploration program will be tested in our laboratory to evaluate the controlling engineering properties of the encountered soils. Laboratory testing is anticipated to include the following list of items. • Moisture Content & Dry Unit Weight • Maximum Density • Expansion lnde-x 2.1.6 Geotechnical Analysis and. Report • Shear Strength • Grain Size Analysis Based on the findings from our field exploration, laboratory testing and engineering analyses a written report will be prepared to aid in development of project plans and specifications. The report will provide conclusions and recommendations on the following: • A description of encountered subsurface materials, controlling engineering properties of soils, boring , boring logs and laboratory test results: • A geologic map of the limits of the current active landslide, and the possible locations of ancient landslides. • A topographic map of the landslide prepared by Bolton Engineering. • A description of possible means to mitigate dangerous condition that the landslide might cause on the horse trail below which is under consideration for use a vehicle access path. NOTE: For this phase of the project, only a general geologic assessment of the slide will be developed. No detailed slope stability calculation will be performed. 2.1.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to provide consultation regarding on -going activities and the progress of our analyses, GROUP DELTA Loma wail GROUP D E LTA romati nag Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 5 NOTE: The actual scope and costs of this Phase 2 and 3 could change depending on the results of- each previous phase. 2.2 Phase 2 — Mid-term Assessment to Re -Open Poppy Trail To address the objectives of the investigation, the following scope of work is ----proposed. 2.2.2 Initialization An encroachment permit or permits will berequired to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. 2.2.3 Data Review Group Delta will utilize the results and data from Phase 1 as a basis for the continued investigation and analyses during Phase 2. 2.2.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling an additional total of 3 additional bucket auger boring above, below and within the landslide mass. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 6 • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. 2.2.5 Laboratory Testing Soil samples obtained during the field investigation will be tested in the laboratory to evaluate their physical properties and engineering characteristics. We anticipate the following laboratory tests will be performed, as appropriate: - — g ` • Moisture Content & Dry Unit Weight • Maximum Density 2.2.5 Geotechnical Analyses and Report • Shear Strength, including residual strengths of clay seams • Atterberg Limit Tests • Expansion Potential Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. A current development base plan will need to be supplied to us by Standard Pacific Homes. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will alsobe provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal;. Input and output data from computer analyses will be provided. GROUP DELTA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 7 • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock_ and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. 2.2.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses, 2.3 Phase 3- Lona Term Assessment for Overall Slope Stabilization To address the objectives of the investigation, the following scope of work is proposed. 2.3.2 Initialization None required for this phase. 2.3.3 Data Review Group .Delta will utilize the results and data from Phase 1 and 2 as a basis for the continued investigation and analyses during Phase 3. 2.3.4 Field Exploration No additional field exploration work is currently anticipated during the Phase 3 study. GROUP Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.5 Laboratory Testing None expected for this phase. 2.3.5 Geotechnical Analyses and Report March 9, 2005 Page 8 Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site -stability and foundations for structures. The report -will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal, and overall stabilization of the subject slope. Input and output data from computer analyses will be provided. Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. DELTA tiMili14Eta 1i Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.7 Meetings March 9, 2005 • Page 9 As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses. 3.0 TIME SCHEDULE GDC will commence work upon Notice to Proceed (NTP). The following time schedule is estimated to complete the proposed tasks described in this proposal. PHASE TIME REQUIRED FOR COMPLETION Phase 1 — Initial Assessment Letter Alternate Access Evaluation Report 1 week 3-4 weeks (From Notice to Proceed and Site Access Permission) 8 -lO weeks (From Notice to Proceed and Site Access Permission) Phase 2 — Poppy Trail Stabilization Phase 3 — Long Term stabilization 12-14 weeks (From Notice to Proceed and Site Access Permission) The about time schedule does not include considerations of factors beyond GDC's control, such as delays in encroachment permits, site access, inclement weather, availability of appropriate field exploration equipment, adverse ground conditions, etc. Because of the time restraint, an interim report may be submitted to provide preliminary findings to assist in meeting your design schedule prior to submittal of the final report. GROUP DELTA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 4.0 PROPOSED 'NOT -TO -EXCEED' FEE March 9, 2005 Page 10 Our fee but will be in accordance with the attached breakdown and Fee Schedule on a Not -to -Exceed Fee basis. We should emphasize that this fee does not include the cost for an encroachment permit fees or items not listed in the proposal. We assume that a "no -fee" permit can be obtained from the City. This fee does not include, studies for earthquake engineering, liquefaction, environmental engineering, or post -investigation services including observation of construction or additional services requested by you or governmental agencies: 5.0 INDEMNITY In agreeing to the scope of work contained in this proposal, the City of Rolling Hills acknowledges that the existing site is currently unstable and agrees to offend, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connected in anyway with the Poppy Trail Landslide. GROUP r DELTA tr.J.a.Ym,mud Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 6.0 CLOSURE March 9, 2005 Page 11 We understand that our work will be performed under our existing agreement with the City of Culver City. If this proposal is acceptable, please provide us with a written or email Notice to Procedure. We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. Michael D Reader, RGE. VP, Distribution: addressee via e-mail L05-132 Rolling Hills Poppy Trail Landslide ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: Name (Please Print): Signature: Title: Date: Address: Telephone No: ( ) FAX No: ( ) Invoice to be sent to the Client*, who will be responsible for the payment of services. Client's special invoicing instructions/PO Number: GROUP r DELTA tomplutimaid Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) March 9, 2005 Page 12 RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) are based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of man, acts of -God or other variables beyond the control of GDC. GDC shall write reports so as to meet the administrative requirements of local governmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, regardless of the negligence of GDC, its agents, employees, officers, directors or shareholders, except where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders; provided, however, that any such liability resulting from any design defects (as defined in California Civil Code Section 2782.5) shall be the sole responsibility of the client. LIMITATION OF LIABILITY In the event the indemnification clause contained herein is found to be void, unenforceable, against public policy or otherwise inapplicable to claims advanced against GDC by Client or others, the liability for damages due to the professional negligence of GDC shall be limited to an amount not to exceed $50,000 or the fee of GDC, whichever sum is more. For any damage caused by negligence other than professional negligence, GDC's liability, including that of its " " employees, agents and subcontractors, in the aggregate under this Agreement, shall not exceed the limits of GDC's comprehensive general and automobile liability insurance coverage. In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (I-1/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. If any invoice for work performed by GDC is outstanding and unpaid for a period in excess of 90 (ninety) days, the Client agrees that, in addition to any other remedy which may be available to it, GDC may submit such invoice to binding arbitration under the Commercial Arbitration Rules of the American Arbitration Association, as the same may be in effect at the date of such submission, and that judgment upon the award rendered in such arbitration may be entered in any court having jurisdiction thereof. Initials GROUP r DELTA roknuitiam Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I - (page 2 of 2) March 9, 2005 Page 13 ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCHEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The. Client wilLprovidefor right of entry. for GDC personnel, and .f ay other,personnel and all equipment necessary in order to complete the work. While GDC will take all reasonable precautions to minimize any damage to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the gross negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans furnished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and all other claim related expenses. GROUP Initials DELTA tr•3:t.alreuti COST ESTIMATE Poppy Trail Landslide Evaluation Phase 1 - Access Road 'Hourly Rate Project Manager Project Engineer 47) .0) W CO m c 0 C3 0 Subsurface Investigation 1 $185 $135 $125 $115 $85 $60 0 Permits / Utilities/Coordination 0 6 4 0 0 0 $1,310.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation _ . O._ 40 . .. 0 . 0 .. . .0 0 __ .. $5,400.00 Outside Costs Number Rate Bucket Auger 32 $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,620.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol --Time Rate -.. . . _ 0 _.. $15.00 __ $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 - $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $1,640.00 Analysis and Report Preparation Records review and analysis 12 $1,620.00 Geologic Air Photo analysis. 8 $1,080.00 Geologic Map and Cross -Section 16 16 $3,120.00 Slope Stability Analyses 0 $0.00 Report Preparation 8 16 0 8 $4,120.00 Meetings 8 8 0 $2,560.00 As -Built Topo Survey (Bolton Engineering Corp). $8,000.00 TOTAL $20,500.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $40,760.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 1 3/9/2005 1 0) 0 COST ESTIMATE Poppy Trail Landslide Evaluation Phase 2 - Open Poppy Trail !Hourly Rate Project Manager a) CN -a)-5 C O W o s- O .2 Ur N cn Project Engineer Staff Engineer O O co O F - Subsurface Investigation 1 $185 $135. $125 $115 $85 $60 0 Permits / Utilities/Coordination 0 6 0 0 0 0 $810.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation . 0 40 _0_„_ 0 _ _0 0 $5,400.00 Outside Costs Number Rate Bucket Auger 32 $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,120.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL Analysis and Report. Preparation $1,640.00 Records review and analysis 0 $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 $8,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $20,000.00 TOTAL $42,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $62,560.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 2 3/9/2005 1 COST ESTIMATE Poppy Trail Landslide Evaluation . Phase 3 - Slope Stabilization L O N ill m U 4) 0 d Project Engineer Staff Engineer C3) ES_ 0 N 0 H 'Hourly Rate ce Investigation I $185 $135 $125 $115 $85 $60 0 Permits / Utilities/Coordination 0 0 0 0 0 0 $0.00 Geologic Mapping 0 0 0 0 0 0 $0.00 Field Investigation _..-. - --. . 0 0 . 0 . . . 0 _ _ 0_ _ 0- _.. _ $0.00 Outside Costs Number Rate Bucket Auger 0 $225.00 $0.00 Bulldozer Access 0 $175.00 $0.00 Air Photos 0 $500.00 $0.00 Vehicle Mileage 0 $0.50 $0.00 Vehicle Hours 0 $5.00 $0.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $0:00 ical Testin Laboratory Testing Number Rate Total Moisture Density 0 $20.00 $0.00 Shear Strength 0 $70.00 $0.00 Consolidation 0 $100.00 $0.00 Consol -Time Rate -- 0 --- - $15.00 -- _-- .- $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 0 $85.00 $0.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 . $0.00 TOTAL $0.00 Iysis and Report Preparation Records review and analysis 0 $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 16 $10,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $45,000.00 TOTAL $69,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $69,800.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 3 3/9/2005 1 Proposal Geotechnical rgency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 10 4.0 PROPOSED 'NOT -TO -EXCEED' FEE Our fee will be in accordance with the attached breakdown and Fee Schedule on a Not -to -Exceed Fee basis. We should emphasize that this fee does not include the cost for an encroachment permit fees or items not listed in the proposal. We assume that a "no -fee" permit can be obtained from the City. This fee does not include, studies for earthquake engineering, liquefaction, environmental engineering, or post -investigation services including observation of construction or additional services requested by you or governmental agencies. 5.0 INDEMNITY In agreeing to the scope of work contained in this proposal, the City of Rolling Hills acknowledges that the existing site is currently unstable and agrees to defend, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connected in anyway with the Poppy Trail Landslide, except where such liability expense is the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors, shareholders ort subcontractors. GROUP DELTA tarcininaci Proposal Geotechnical L ency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) March 9, 2005 Page 12 RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) arc based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of man. acts of God or other variables beyond_the_ccuitiof of GDC. GDC shall write report's so as to meet the administrative requirements of local governmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily cxercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, regafdless , except where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders. LIMITATION OF LIABILITY • r.- • - In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment of undisputed invoice amount is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (l -l/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. If-erry-iriveice-fer—erJ( jt3r+sd) c t i p n-theree4 GI:OUI' DELTA ti.fit-i' vt: i1 Initials •Oiy °Moffitt INCORPORATED JANUARY 24, 1957 GODFREY PERNELL, D.D.S. Mayor B. ALLEN LAY Mayor Pro Tem DR. JAMES BLACK Councilmember THOMAS F. HEINSHEIMER Councilmember FRANK E. HILL Councilmember March 29, 2005 Mr. Michael D. Reader, P.E., G.E. Vice President/Principal Engineer Group Delta Consultants 2291 W. 205th Street, Suite 105 Torrance, CA 90501 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com SUBJECT: NOTICE TO PROCEED FOR GEO TECHNICAL AND GEOLOGICAL CONSULTING SERVICES FOR AGREEMENT DATED MARCH 9, 2005 (REV. 3/15/05) (Phase 2 and 3) Dear Mr. Reader: This letter shall serve as your Notice to Proceed and authorization to commence Phase 2 (Mid-term Assessment to Re -Open Poppy Trail) and 3 (Long Term Assessment for Overall Slope Stabilization) in the above referenced agreement attached to this correspondence. Please let us know what assistance we can provide. Sincerely, Craig R. Nealis City Manager CRN:mlk 03-29-05render-ltr.doc cc: City Attorney Sid Croft RHCA Manager Peggy Minor RHCA Architectural Inspector Roger Vink Finance Director Nan Huang f/ Pru tied Or, R:.:c:yciod Paper GROUP March 22, 2005 Project No. L-599 DELTA L u.kit. J:li,9 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Attn: Craig Nealis, City Manger Subject: Summary and Emergency Recommendations Geotechnical and Geological Evaluation Poppy Trail Landslide Rolling Hills, California Mr. Nealis: As requested, GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this letter to provide emergency recommendations related to the Poppy Trail Landslide of March 11, 2005. Our understanding of the project and recommendations are outlined below. We have not as yet performed any detailed geologic mapping, subsurface exploration, laboratory analyses or engineering calculations. Rather, our role has only been to advise the City on an emergency basis to aid in evaluating the overall safety of the subject slide and the affected residences. As such, this letter is based only on our observations, preliminary geologic reconnaissance, professional judgment, and a cursory review of published geologic reports and City records regarding the history of the subject slope. 1.0 SITE SUMMARY On March 11, 2005, GDC was contacted by Mr. Roger Vink of the Rolling Hills Homeowners Association to perform a site reconnaissance of a landslide that occurred the day before and advice the City regarding its condition. During the site reconnaissance on March 12, 2005, it was noted that a significant landslide had occurred that completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail guesthouse. The landslide overall measured. about 300 feet long, 150 wide, with a head scarp of about 30 feet vertical below the lower graded pad of the guesthouse. Poppy Trail has been over -ridden by slide debris. To provide access to homeowners on Poppy Trail, the Home Owners Association was using a horse trail located down slope from the current road. 4 4 6 a v, W\V.Grcmhl)rha.ccmJ 4 _ 4 GROUT' L-599 Group Delta Consultants. Inc. 2 Poppy Trail Landslide City of Rolling Hills The slide mass has numerous fractures, mostly in the central portion, that were observed to extend depths estimated to be up to 20 feet deep. The slide has also displaced and removed a paved drainage swale near mid -slope. The head scarp falls within the guesthouse foundation, which has been exposed and red tagged by Los Angeles County officials. Many irrigation lines and concrete paved slope drains were noted in the central portion of the landslide. Irrigation lines, a collector pipe for roof runoff next to the guesthouse footing and wall debris were noticed in the area of the guesthouse foundation head scarp. Since the original site visit, local residents have constructed an access road below Poppy Trail which was covered with Crushed Miscellaneous Base (CMB). This new access road was used to drive the blocked residence automobiles into a safe area on the other side of the landside and to attempt to improve the road for All Terrain Vehicle (ATV) use. Lights have been stung along the trail with extension cords and florescent light bulbs. A water hose was found along the trail with water pressure. The hose was used for dust control and for the residences to attempt to achieve proper compaction of the sand and gravel. 2.0 SHORT-TERM RECOMMENDATIONS Currently, GDC is in the process of performing detailed mapping and drilling of the landslide. However, at your request and recognizing the emergency aspect of the situation, it is recommended that several steps be taken. 1. A small bulldozer should be used to seal the surface of the landslide mass where tension cracks have developed to prevent water infiltration and to remove the risk of someone slipping and/or falling. This can be achieved by pushing soil into the cracks and track rolling the soil to a tight compaction. 2. During the bulldozer grading the resulting surface should be sloped for drainage. Any large trees and brush on the slide should be cut and removed. The City should consider putting temporary fencing behind the head scarp and a, catchment fence along the toe of the landslide. 3. With time and weather permitting, UV resistant plastic sheeting should be placed over the head scarp and in the two graben areas as a minimal action to prevent water from entering the landslide mass and to prevent erosion. The landslide should eventually be completely covered with the plastic extending over the edges of the landside. Drainage off of the plastic sheeting should be diverted away from the landslide to prevent water from accumulating on the landslide mass and to protect the temporary access road below Poppy Trail. E) li LT. \ rq'):F11%f.1: .i L-599 Group Delta Consultants. Inc. 3 Poppy Trail Landslide City of Rolling Hills 4. Temporary measures should be installed to divert any water collected on the paved slope ditches. Sand bags, a makeshift catch basin made of sand bags in a shallow pit and a corrugated metal or PVC pipe or an "industrial sock drain": could be used for this purpose.. The drainage devices should convey collected water down the slope away from the landside mass. Care should be taken to convey the water beyond the current access road and not to allow the water to enter the toe of the landslide. 5. A more complete inspection should be made of the areas above the landslide around the guesthouse and tennis court areas. Measures should be taken to prevent any runoff from the properties above from draining onto the landslide. This includes runoff from the roofs, into drain inlets and into paved or unpaved ditches since the outlets are unknown at this time. This may . include use of sandbags, installation of temporary pipes, plastic sheeting, temporary re -grading, (which could require removal of driveways) and even redirecting the roof gutter down spouts into pipe systems and diverted away from the landslide mass. 6. NOTE: The top of the slide is a near vertical slope about 30 feet high. This scarp is highly unstable and care should taken during any bulldozer work, plastic sheeting or sandbagging to not further de -stabilize the scarp, or endanger personnel by working too close to the top or bottom of the scarp. As part of the first phase of this emergency, GDC will drill 2 to 3 bucket auger holes. Since the Iandside might not be accessible, the borings will be drilled below the landslide to determine the stability of the temporary access road and on Poppy Trail. This data will help determine the soil and rock quality and if the site is on a larger landslide. Aerial photos will be analyzed as part of this first phase. Cross -sections would be drawn based on the mapping, down -hole logging and observed landslide geometry. This•data will be used to select locations and depths for borings. GI:OUI' y DEI_T:\ L-599 Group Delta Consultants. Inc. 4 Closure Poppy Trail Landslide City of Rolling Hills This letter summarizes the opinion of GDC, based on the limited walkover and observation of the landside conditions and the limited review of the subject references. We have not. as . yet performed any detailed geologic mapping, subsurface exploration,laboratory analyses or engineering calculations. Rather, our role has only been to advise the City on an emergency basis to aid in evaluating the overall safety of the subject slide and the affected residences. As such, this letter is based only on our observations, preliminary geologic reconnaissance, professional judgment, and a cursory review of published geologic reports and City records regarding the history of the subject slope. If you have any questions, or if we can be of further service, please do not hesitate to contact Group Delta Consultants, Inc. at 310-320-5100. Respectfully Submitted, GROUP DELTA CONSULTANTS, INC. Michael D. Reader, VP, GE L-599 RH Poppy Trail Landslide - Letter Report #I GROUP Steven H. Kolthoff, PG, CEG D I_T;\ ( 'J:tY9�v.:td L-599 Group Delta Consultants. Inc. GROUP DELT:\ .0.4 via 5 Poppy Trail Landslide City of Rolling Hills GROUP DELTA tplozwainaud March 9, 2005 (rev 3/15/05) L05-132 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Mr. Craig R. Nealis City Manager Subject: Proposal for Geotechnical and Geologic Consulting Services Poppy Trail Landslide of March 5, 2005 Near the intersection of Portuguese Bend Road and Poppy Way Rolling Hills, California Mr.: Nealis: GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this proposal to provide a Geotechnical and Geologic Consulting and Investigation services related to the Poppy Trail Landslide of March 5, 2005. Our understanding of the project, and the proposed scope of work, schedule, and fee are outlined below. 1.0 UNDERSTANDING OF THE PROJECT Our understanding of the project is based on our discussion with you, a review of the published geology of the area and a site visit on March 7, 2005. At the time of the site visit, it was notice that a significant landslide failed and completely blocked.Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail residence. The landslide overall measured about 300 feet long, 150 wide, with a headscarp of about 30 to 40 feet vertical below the lower graded pad of #1 Poppy Trail. Vertical fissures extending about 20 feet in depth were note within the central portion of the slide mass itself. Prior to our arrival on site, the guest house on the lower pad of #1 Poppy Trail had been red -tagged by building officials. Based on discussion with you, the approach to the project to address the stability and ultimate repair of the landslide, roadways, and affected adjacent properties will be in phases as follows: 1) In the near term, a temporary access for residences that use Poppy trail is required. Currently, the concept is to utilize a horse trail that parallels Poppy Trail below the landslide. This will require short term assessment of the stability of the slopes below Poppy Trail, and developing safety measures to protect vehicles traveling on the alternate access trail. 2) In the mid-term, develop strategies to re -open Poppy Trail. ,• F 4 www.Gronf?I )e}ta. • iii + • Proposal Geotechnical Emergency Repairs March 9, 2005 Poppy Way Landslide of March 5. 2005 Page 2 Rolling Hills, California - 3) In the long term, develop strategies to stabilize the hillside and restore the #1 Poppy Trail to lower graded pad (with guest house and tennis court) to a long- term stable condition. 2.0 SCOPE OF SERVICES GDC will provide the necessary personnel, equipment and materials to perform subsurface exploration, laboratory _testing. and._engineering analysis. GDC will prepare a report of our findings and geotechnical recommendations for the project. Consultation will also be provided as. necessary during the progress of our investigation. 2.1 Phase 1 — Short Term Assessment for Temporary Trail Access To address the objectives of the investigation, the following scope of work is proposed. 2.1.2 Initialization GDC will first review any available existing soil data, information reports, records, maps and additional data available in the City files. Additionally, even though utilities are not expected to be at the site, GDC anticipates that the City will provide information regarding existing active underground utility lines or other facilities. After the reconnaissance, the field drilling program will be laid out and reviewed with the city. An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. GROUP 1)11.T,\ Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.1.3 Data Review March 9, 2005 Page 3 Prior to starting any fieldwork, Group Delta will first review available geologic data within the project area, including published geologic and soils maps, consultant's reports, aerial photography, and topographic maps. We anticipate the Whittier College Fairchild Collection has historic coverage of the area. These photos may extend into the late '20's through '50's. Selected photographs of concern will be purchased for documentation and future reference. Modern/recent photographs -from -the Continental Air Photo Collection will also be purchased to examine the conditions for the past few years. 2.1.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling a total of 3. bucket auger boring above, below and within the landslide mass, if possible. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. ▪ Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. GROUT' DEL -1-:\ IdU:Fi�iiv.lbci GROUT' DELTA I0J:4iN4Lia Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 4 2.1.5 Laboratory Testing The soil samples obtained from the field exploration program will be tested in our laboratory to evaluate the controlling engineering properties of the encountered soils. Laboratory testing is anticipated to include the following list of items. • Moisture Content & Dry Unit Weight Shear Strength • Maximum Density Grain Size Analysis • Expansion Index. 2.1.6 Geotechnical Analysis and Report Based on the findings from our field exploration, laboratory testing and engineering analyses a written report will be prepared to aid in development of project plans and specifications. The report will provide conclusions and recommendations on the following: • In Initial assessment letter will be prepared to provide recommendation to to protect the slide area against inclement weather. • A description of encountered subsurface materials, controlling engineering properties of soils, boring , boring logs and laboratory test results. • A geologic map of the limits of the current active landslide, and the possible locations of ancient landslides. • A topographic map of the landslide prepared by Bolton Engineering. • A description of possible means to mitigate dangerous condition that the landslide might cause on the horse trail below which is under consideration for use a vehicle access path. NOTE: For this phase of the project, only a general geologic assessment of the slide will be developed. No detailed slope stability calculation will be performed. 2.1.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to provide consultation regarding on -going activities and the progress of our analyses, • GROUP DELTA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 5 NOTE: The actual scope and costs of this Phase 2 and 3 could change depending on the results of each previous phase. 2.2 Phase 2 — Mid-term Assessment to Re -Open Poppy Trail _ To address the objectives of the investigation, the following scope of work is proposed. 2.2.2 Initialization An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. 2.2.3 Data Review Group Delta will utilize the results and data from Phase 1 as a basis for the continued investigation and analyses during Phase 2. 2.2.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling an additional total of 3 additional bucket auger boring above, below and within the landslide mass. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. • GROUT' DELTA Doi:wilt clam Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 6 • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. 2.2.5 Laboratory Testing Soil samples obtained during the field investigation will be tested in the laboratory to evaluate their physical properties and engineering characteristics. We anticipate the following laboratory tests will be performed, as appropriate: • Moisture Content & Dry Unit Weight • Shear Strength, including residual • Maximum Density strengths of clay seams • Atterberg Limit Tests Expansion Potential 2.2.5 Geotechnical Analyses and Report Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. A current development base plan will need to be supplied to us by Standard Pacific Homes. Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal;. Input and output data from computer analyses will be provided. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 7 • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill." • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A. grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase: 2.2.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses, 2.3 Phase 3— Long Term Assessment for Overall Slope Stabilization To address the objectives of the investigation, the following scope of work is proposed. 2.3.2 Initialization None required for this phase. 2.3.3 Data Review Group Delta will utilize the results and data from Phase 1 and 2 as a basis for the continued investigation and analyses during Phase 3. 2.3.4 Field Exploration No additional field exploration work is currently anticipated during the Phase 3 study. GROUI' DELTA ItU:FiNtf ssi • • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5. 2005 Rolling Hills, California 2.3.5 Laboratory Testing None expected for this phase. 2.3.5 Geotechnical Analyses and Report March 9, 2005 Page 8 Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. Description of the laboratory testing program, including test results. Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal, and overall stabilization of the subject slope. input and output data from computer analyses will be provided. • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.7 Meetings March 9, 2005 Page 9 As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses. 3.0 TIME SCHEDULE GDC will commence work upon Notice to Proceed (NTP). The following time schedule is estimated to complete the proposed tasks described in this proposal. PHASE TIME REQUIRED FOR COMPLETION Phase 1 — Initial Assessment Letter Alternate Access Evaluation Report 1 week 3-4 weeks (From Notice to Proceed and Site Access Permission) Phase 2 — Poppy Trail Stabilization 8 -10 weeks (From Notice to Proceed and Site Access Permission) Phase3— Long Term stabilization 12-14 weeks (From Notice to Proceed and Site Access Permission) The about time schedule does not include considerations of factors beyond GDC's control, such as delays in encroachment permits, site access, inclement weather, availability of appropriate field exploration equipment, adverse ground conditions, etc. Because of the time restraint, an interim report may be submitted to provide preliminary findings to assist in meeting your design schedule prior to submittal of the final report. GROUP DD1.1.T:\ [r.rti'trri:id Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 4.0 PROPOSED 'NOT -TO -EXCEED' FEE March 9, 2005 Page 10 Our fee will be in accordance with the attached breakdown and Fee Schedule on a Not -to -Exceed Fee basis. We should emphasize that this fee does not include the • cost for an encroachment permit fees or items not listed in the proposal. We assume that a "no -fee" permit can be obtained from the City. This fee does not include, studies for earthquake engineering, liquefaction, environmental engineering, or post -investigation services including observation of construction or additional services requested by you or governmental agencies. 5.0 INDEMNITY In agreeing to the scope of work contained in this proposal, the City of Rolling Hills acknowledges that the existing site is currently unstable and agrees to defend, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connectedin anyway with the Poppy Trail Landslide, except where such liability expense is the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors, shareholders ort subcontractors. GROUP r DELTA CI:, id GROUP DEI A t(.J :sirl:at1 Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 11 6.0 CLOSURE We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. Michael D Reader, RGE. VP, Distribution: addressee via e-mail L05-132 Rolling Hills Poppy Trail Landslide ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: -7"y � �r� Q ,2Ct&2.f( Name (Please Print): e 104 27: J /] fCren". S Signature: '740 Title: Address: U 7� 121 AAM- 6E: te._ Act-r-v6vEo; & fD Date: Telephone No: (3o1 3 7 r] - I S 2 ( FAX No: (3,.) 3 -� 7 .1 ;s„ Invoice to be sent to the Client*, who will be responsible for the payment of services. Client's special invoicing instructions/PO Number fiv o/ Pziqr.co r flizr c•t D 27:,, FOR Pt-b15i_ ....0-4/Lt pie Cry Cc -' c e„,,P pge Lfg-De Cd-7)y /A'v4Gzgz 091 3-11-/-oS- Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) March 9, 2005 Page 12 RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) arc based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of duc professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of man, acts of God or other variables beyond the control of GDC. GDC shall write reports so as to meet the administrative requirements of local governmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, regardless ofthe glige., ,.fGDC r fP r r a "" a " ''" """" ,- �,.ar«rr s except where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of G DC, its agents, employees, officers, directors or shareholders.- LIMITATION OF LIABILITY icable to claims advanced against GDC by Client or others, the Nobility for the fee of GDC, whichever sum is more. • In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment of undisputed invoice amount is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (I -I/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. j' - GROUP DELTA I{q F194r.tia 1 Initials GROUP DFl_T:\ toRvoot Ma id Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I - (page 2 of 2) March 9, 2005 Page ]3 ESTIMATED CI IARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCIIEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of entry for GDC.personnel, and for any other personnel and all equipment necessary in order to complete the work. While GDC will take all reasonable precautions to minimize any damage to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the gray.; negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans furnished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring, logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be retumed upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have.known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and all other claim related expenses. Initials !Hourly Rate COST ESTIMATE Poppy Trail Landslide Evaluation Phase 1 - Access Road cu 2 U O d a O C o W a jQ( O Project Engineer -C U a� f4 0 To. 0 F-- $185 $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 6 4 0 0 0 $1,310.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation - 0 40 0 0 0 0 $5,400.00 Outside Costs Number Rate Bucket Auger 32 $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,620.00 Geotechnical Testing Laboratory Testing Number Rate - Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL Analysis and Report Preparation $1,640.00 Records review and analysis 12 $1,620.00 Geologic Air Photo analysis 8 $1,080.00 Geologic Map and Cross -Section 16 16 $3,120.00 Slope Stability Analyses 0 $0.00 Report Preparation 8 16 0 8 $4,120.00 Meetings 8 8 0 $2,560.00 As -Built Topo Survey (Bolton Engineering Corp). $8,000.00 TOTAL $20,500.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $40,760.00 \\Gdcserv\N DRIVE\Proposals\20051L05-132 Rolling Hills - Poppy Trail Landslide1L05-132 Poppy Trail Phase 1 3/9/2005 1 • COST ESTIMATE Poppy Trail Landslide Evaluation Phase 2 - Open Poppy Trail Project Manager Project Engineer iu 0) .0) W co _c O a.) 1 - CT) c. E2 0 7a- 1- • `Hourly Rate $185 $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 6 0 0 0 0 $810.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation 0 40 0 0 _ 0 0 $5,400.00 Outside Costs Number Rate Bucket Auger 32 $225.00 . $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 _ $0.00 TOTAL $18,120.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate • 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent • 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $1,640.00 Analysis and Report Preparation Records review and analysis 0 $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 $8,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $20,000.00 TOTAL $42,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $62,560.00 \\Gdcserv\N, DRIVE\Proposals\20051L05-132 Rolling Hills - Poppy Trail Landslide1L05-132 Poppy Trail Phase .2 3/9/2005 1 /�; !Hourly Rate COST ESTIMATE Poppy Trail Landslide Evaluation Phase 3 - Slope Stabilization Project Manager Project Engineer iv N C W f0 0 t0 0 H $185 $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 0 0 0 0 0 $0.00 Geologic Mapping 0 0 0 0 0 0 $0.00 Field Investigation 0 0 0 0 0 0 $0.00 Outside Costs Number Rate Bucket Auger 0 $225.00 $0.00 Bulldozer Access 0 $175.00 $0.00 Air Photos 0 $500.00 $0.00 Vehicle Mileage 0 $0.50 $0.00 Vehicle Hours 0 $5.00 $0.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0,00 TOTAL $0.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 0 $20.00 $0.00 Shear Strength 0 $70.00 $0.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 0 $85.00 $0.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $0.00 Analysis and Report Preparation Records review and analysis 0 $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 16 $10,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 _ 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $45,000.00 TOTAL $69,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $69,800.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 3 3/9/2005 1 • March 22, 2005 Project No. L-599 .I DELTA! City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 CONSULTANTS Geot'dm1cai Erzeinoef ng Geoid a '``lroG`-,1,--=y Attn: Craig Nealis, City Manger E.arth.:ra e Engineering Materials Tssting Inspection Forensic rrv:ces Subject: Summary and Emergency Recommendations Geotechnical and Geological Evaluation Poppy Trail Landslide Rolling Hills, California Mr. Nealis: As requested, GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this letter to provide emergency recommendations related to . the Poppy Trail Landslide of March 11, 2005. Our understanding of the project and recommendations are outlined below. We have not as yet performed any detailed geologic mapping, subsurface exploration, laboratory analyses or engineering calculations. Rather, our role has only been to advise the City on an emergency basis to aid in evaluating the overall safety of the subject slide and the affected residences. As such, this letter is based only on our observations, preliminary geologic reconnaissance, professional judgment, and a cursory review of published geologic reports and City records regarding the history of the subject slope. 1.0 SITE SUMMARY On March 11, 2005, GDC was contacted by Mr. Roger Vink of the Rolling Hills Homeowners Association to perform a site -reconnaissance of a landslide that occurred the day before and advice the City regarding its condition. During the site reconnaissance on March 12, 2005, it was noted that a significant landslide had occurred that completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail guesthouse. The landslide overall measured about 300 feet long, 150 wide, with a head scarp of about 30 feet vertical below the lower graded pad of the guesthouse. Poppy. Trail has been over -ridden by slide debris. To provide access to homeowners on Poppy Trail, the Home Owners Association was using a horse trail located down slope from the current road. 2291 W. 205th Street, Suite 105 a Torrance, CA 90501-1459 • Tel (310).320-5100 + Fax (310) 320-2118 Aliso Viejo+ (949) 609-1020 0 www. GroupDelta.com • San Diego+ (858' 524-1500 • • L-599 Poppy Trail Landslide Group Delta Consultants. Inc. 2 City of Rolling Hills The slide mass has numerous fractures, mostly in the central portion, that were observed to extend depths estimated to be up to 20 feet deep. The slide has also displaced and removed a paved drainage swale near mid -slope. The head scarp falls within the guesthouse foundation, which has been exposed and red tagged by Los Angeles County officials. Many irrigation lines and concrete paved slope drains were noted in the central portion of the landslide. Irrigation lines, a collector pipe for roof runoff next to the guesthouse footing and wall debris were noticed in the area of the guesthouse foundation head scarp. Since the original site visit, local residents have constructed an access road below Poppy Trail which was covered with Crushed Miscellaneous Base (CMB). This new access road was used to drive the blocked residence automobiles into a safe area on the other side of the landside and to attempt to improve the road for All Terrain Vehicle (ATV) use. Lights have been stung along the trail with extension cords and florescent light bulbs. A water hose was found along the trail with water pressure. The hose was used for dust control and for the residences to attempt to achieve proper compaction of the sand and gravel. 2.0 SHORT-TERM RECOMMENDATIONS Currently, GDC is in the process of performing detailed mapping and drilling of the landslide. However, at your request and recognizing the emergency aspect of the situation, it is recommended that several steps be taken. 1. A small bulldozer should be used to seal the surface of the landslide mass where tension cracks have developed to prevent water infiltration and to remove the risk of someone slipping and/or falling. This can be achieved by pushing soil into the cracks and track rolling the soil to a tight compaction. 2. During the bulldozer grading the resulting surface should be sloped for drainage. Any largetrees and brush on the slide should be cut and removed. The City should consider putting temporary fencing behind the head scarp and a catchment fence along the toe of the landslide. GROUPi i DELTA tforAkulunam 3. With time and weather permitting, UV resistant plastic sheeting should be placed over the head scarp and in the two graben areas as a minimal action to prevent water from entering the landslide mass and to prevent erosion. The landslide should eventually be completely covered with the plastic extending over the edges of the landside. Drainage off of the plastic sheeting should be diverted away from the landslide to prevent water from accumulating on the landslide mass and to protect the temporary access road below Poppy Trail. • L-599 Group Delta Consultants. Inc. Poppy Trail Landslide 3 City of Rolling Hills 4. Temporary measures should be installed to divert any water collected on the paved slope ditches. Sand bags, a makeshift catch basin made of sand bags in a shallow pit and a corrugated metal or PVC pipe or an ."industrial sock drain" could be used for this purpose. The drainage, devices should convey collected water down the slope away from the landside mass. Care should be taken to convey the water beyond the current access road and not to allow the water to enter the toe of the landslide. 5. A more complete inspection should be made of the areas above the landslide around the guesthouse and tennis court areas. Measures should be taken to prevent any runoff from the properties above from draining onto the landslide. This includes runoff from the roofs, into drain inlets and into paved or unpaved ditches since the outlets are unknown at this time. This may include use of sandbags, installation of temporary pipes, plastic sheeting, temporary re -grading, (which could require removal of driveways) and even redirecting the roof gutter down spouts into pipe systems and diverted away from the landslide mass. 6. NOTE: The top of the slide is a near vertical slope about 30 feet high. This scarp is highly unstable and care should taken during any bulldozer work, plastic sheetinq or sandbagging to not further de=stabilize the scarp, or endanger personnel by working too close to the top or bottom of the scarp. As part of the first phase of this emergency, GDC will drill 2 to 3 bucket auger holes. Since the landside might not be accessible, the borings will be drilled below the landslide to determine the stability of the temporary access road and on Poppy Trail. This data will help determine the soil and rock quality and if the site is on a larger landslide. Aerial photos will be analyzed as part of this first phase. Cross -sections would be drawn based on the mapping, down -hole logging and observed landslide geometry. This data will be used to select locations and depths for borings. ;DELTA L-599 Poppy Trail Landslide Group Delta Consultants. Inc. 4 City of Rolling Hills Closure This letter summarizes the opinion of GDC, based on the limited walkover and observation of the landside conditions and the limited review of the subject references. We have not as yet performed any detailed geologic mapping, subsurface exploration, laboratory analyses or engineering calculations. Rather, our role has only been to advise the City on an emergency basis to aid in evaluating the overall safety of the subject slide and the affected residences. As such, this letter is based only on our observations, preliminary geologic reconnaissance, professional judgment, and a cursory review of published geologic reports and City records regarding the history of the subject slope. If you have any questions, or if we can be of further service, please do not hesitate to contact Group Delta Consultants, Inc. at 310-320-5100. Respectfully Submitted, GROUP DELTA CONSULTANTS, INC. Michael D. Reader, VP, GE L-599 RH Poppy Trail Landslide - Letter Report #1 Steven H. Kolthoff, PG, CEG ;-, 4 L-599 Group Delta Consultants. Inc. 5 Printed from TOPO! @1997 Wildflower Productions GROUPS DELTA! txeilx{.t i i Poppy Trail Landslide City of Rolling Hills L-599 Group Delta Consultants. Inc. 6 Poppy Trail Landslide City of Rolling Hills AERIAL PHOTO OF POPPY TRAIL LANDLSIDE AREA (Photo March 2004) DELTA GROUP City of Rolling Hills 2 Portuguese Bend Rd: Rolling Hills, CA 90274-5171 DELTA Attention: Mr. Anton Dahlerbruch February 7, 2007 (revised) Subject: Proposal To Continue Inclinometer Monitoring Poppy Trail Landslide Near the Intersection of Portuguese Bend Road and Poppy Trail Rolling Hills, California Mr. Dahlerbruch: At your request, this proposal addresses the need for continued inclinometer monitoring, plotting of the results and presenting the data to the city in memorandum form. This proposal includes our proposed scope of work and the associated budget. 1.0 SITE DESCRIPTION A portion of Poppy Trail has been over -ridden by slide debris, which blocked access to the residences down canyon from the landside. To open the canyon to vehicular traffic, an alternate alignment has been constructed below the toe of the landslide. During the construction of the alternate ATV road, three inclinometers were installed with two installed in the Poppy Trail Landslide. During the construction on the back scarp of the landslide, to help stabilize the landslide, the two inclinometers in the landslide mass sheared off from heavy equipment movement. An additional inclinometer (P -2R) was installed in the middle of the Poppy Trail Landslide, on the temporary ATV road, so any continued movement could be monitored. 2.0 SCOPE OF SERVICES 2.1 Continued Inclinometer Readings It is proposed to continue monitoring the inclinometers. Our access to the property and work schedule will be coordinated through your designated representative to minimize any impact on existing activities. Staff level GDC personnel will monitor the inclinometers every two weeks or as needed during any construction on or near the landslide, during the rainy season or if the landslide movement seems to be accelerating. \'\ .205' Sik:(.1. Sink 1' • i'l;illi;, t sl -..4 • ),'1! ;k" c i '•i O j :,. i 1ii i Aliso ♦w w.GroupDe1 a_caor + T;! 1 l 524-J`G:. • Aiik-k-Lur 1 Proposal to continue inclinometers monitoring February 7, 2007 Poppy Trail Landslide Page 2 Rolling Hills, California (revised) • During dry months, such as summer, the inclinometer monitoring will be reduced to once a month if the landslide seems to be stable. The monitoring will be more frequent if the landslide movement increases. • The . data collection and reduction of the data shall be reviewed by a GDC engineer or geologist. 3.0 TIME SCHEDULE We will commence our work upon receipt of your Notice to Proceed (NTP). The following time schedules are estimated to complete the proposed tasks described in this proposal. 4.0 ESTIMATED FEE We propose to perform the above Scope of Work to monitor the inclinometers on a time -and -materials basis with a not -to -exceed amount of $10,000. The task will consist of 4 hours of fieldwork including travel from the office and back by a staff person qualified to monitor inclinometers and office time including data reduction, review and a letter memorandum. The following table summarizes the breakdown of the estimated fee for this task. Task Fee Type Field Monitoring, Staff Engineer $110x4 hr = $440 T&M Review of Monitoring, Project or above $155x2 hr = $310 T&M Memo and Graph, Staff and Associate ($110+$155)xl hr = $265 T&M Grand Total of tasks (per say) $1,000 T&M Before we proceed with any additional services, your written approval will be required. If the city needs to stop the monitoring for any reason, an email or a written notice shall be sent to GDC to put the task on hold. A similar email or written notice can be sent to re -activate the task. If the city of Rolling Hills wishes to terminate the monitoring task for any reason, the city must submit within (10) days minimum, a written notice to Group Delta Consultants, Inc. to terminate the work. INDEMNITY GROUP r DELTA tKuaius .iffi In agreeing to the scope of work contained in this proposal, the city if Rolling Hills acknowledges that the existing site is currently unstable and agrees to defend, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connected in anyway with the work performed for "The City" from this proposal, • Proposal to continue inclinometers monitoring Poppy Trail Landslide Rolling Hills, California (revised) February 7, 2007 Page 3 except where such liability expense is the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors, shareholders or subcontractors. CLOSURE We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. Steven H. Kolthoff, CEG Associate Engineering Geologist Distribution: addressee via e-mail L -599D Inclinometer Readings Proposal 1-8-07.doc GROUP r DELTA LoJ.val/1H .1 Proposal to continue inclinometers monitoring Poppy Trail Landslide Rolling Hills, California (revised) February 7, 2007 Page 4 ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: City of R ing Hills Name (Please Prin Signature: Title: City Manager Anton Dahlerbruch Date: d- (3/6 7 Address: 2 Portuguese Bend Road, Rolling Telephone No: ( 310-377-1521 FAX No: ( 310-377-7288 Hills, CA 90274 Invoice to be sent to the Client*, who will be responsible for the payment of services. Client's special invoicing instructions/PO Number: GROUP DELTA Proposal to continue inclinometers monitoring Poppy Trail Landslide Rolling Hills, California (revised) TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) February 7, 2007 Page 5 RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) are based solely on the information available to GDC. Client further recognizesthat surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of man, acts of God or other variables beyond the control of GDC. GDC shall write reports so as to meet the administrative requirements of local governmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, regardless of the negligence of GDC, its agents, employees, officers, directors or shareholders, except where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders. a design defects (as defined in California Civil Code Section 2782.5) shall be the sole responsibility of the client. LIMITATION OF LIABILITY policy or otherwise inapplicable to claims advanced against GDC by Client or others, the liability for In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment of undisputed invoice amount is due upon presentation of invoice and is past due thirty (60) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (1-1/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. if any invoice for work :..diction th rcoc GROUP r DELTA • • GROUP r DELTA tomaanni Proposal to continue inclinometers monitoring Poppy Trail Landslide Rolling Hills, California (revised) TERMS & CONDITIONS - EXHIBIT I - (page 2 of 2) February 7, 2007 Page 6 ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCHEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of entry for GDC personnel, and for any other personnel and all equipment necessary in order to complete the work. While GDC will take all reasonable precautions to minimize any damage to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the Gros.^, negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans furnished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and all other claim related expenses. Initials G1 HILL L( 50TH ANNIVERSARY 1957 - 2007 Qo 9t- A INi ( RF'OIRA LL) JANUARY 2.4, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 Agenda Item No.: 8-C Mtg. Date: 02-12-07 TO: HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL FROM: ANTON DAHLERBRUCH, INTERIM CITY MANAGER SUBJECT: INCLINOMETER MONITORING DATE: FEBRUARY 12, 2007 RECOMMENDATION It is recommended that the City Council approve an agreement and purchase order with Group Delta Consultants for continued and on -going monitoring and analysis of the inclinometers installed on the Poppy Trail landslide. DISCUSSION Following the 2005 Poppy Trail landslide and construction of the alternative roadway around the landslide area, Group Delta Consultants, the City's geotechnical consultants, installed three inclinometers at the site. The inclinometers measure ground movement, providing the City's consultant with data to evaluate and report on landslide movement. For the near future, it is recommended that that City continue the monitoring of the landslide. Moreover, it is recommended that the City contract with Group Delta Consultants, who has worked with the City from the outset of the landslide situation, to provide inclinometer monitoring, analysis and recommendations. Group Delta Consultants provides history and continuity to the on -going monitoring of the site. FISCAL IMPACT The contract with Group Delta Consultants specifies that the cost for each reading of the set of inclinometers is $1,000. This amount represents eight -hours of work. During the wet, winter months, the consultant recommends that the inclinometers be read twice per month. During the dry, summer months, the consultant recommends that the inclinometers be read once per month. The proposed purchase order is for an initial amount of $10,000.00 for 10 readings which will be scheduled in consultation between the City and the consultant. -1- Printed on Recycled Paper Subsequent purchase orders will be forwarded to the City Council for approval as necessary. For cost comparison purposes, staff informally contacted two geotechnical firms to ascertain the potential cost of their monitoring and analyzing inclinometers. While quotes were not requested, both firms verified that the cost quoted by Delta Group Consultants is not extraordinary. However, at sometime in the future, the City may consider bidding the work to obtain competitive quotes. Funds are available for this expenditure in the Budget Contingency. 02-12-07incl inoan-sta. doc -2- GROUP DELTA DERaimum4 City of Rolling Hills 2 Portuguese Bend Rd. Rolling Hills, CA 90274-5171 Attention: Subject: Mr. Anton Dahlerbruch February 7, 2007 (revised) Proposal To Continue Inclinometer Monitoring Poppy Trail Landslide Near the Intersection of Portuguese Bend Road and Poppy Trail Rolling Hills, California • Mr. Dahlerbruch: At your request, this proposal addresses the need for continued inclinometer monitoring, plotting of the results and presenting the data to the city in memorandum form. This proposal includes our proposed scope of work and the associated budget. 1.0 SITE DESCRIPTION A portion of Poppy Trail has been over -ridden by slide debris, which blocked access to the residences down canyon from the landside. To open the canyon to vehicular traffic, an alternate alignment hasbeen constructed below the toe of the landslide. During the construction of the alternate ATV road, three inclinometers were installed with two installed in the Poppy Trail Landslide. During the construction on the back scarp of the landslide, to help stabilize the landslide, the two inclinometers in the landslide mass sheared off from heavy equipment movement. An additional inclinometer (P -2R) was installed in the middle of the Poppy Trail Landslide, on the temporary ATV road, so any continued movement could be monitored. 2.0 SCOPE OF SERVICES 2.1 Continued Inclinometer Readings It is proposed to continue monitoring the inclinometers. • Our access to the property and work schedule will be coordinated through your designated representative to minimize any impact on existing activities. ▪ Staff level GDC personnel will monitor the inclinometers every two weeks or as needed during any construction on or near the landslide, during the rainy season or if the landslide movement seems to be accelerating. • • GROUP DELTA WA141HM/.i.114 Proposal to continue inclinometers monitoring Poppy Trail Landslide Rolling Hills, California (revised) February 7, 2007 Page 2 • During dry months, such as summer, the inclinometer monitoring will be reduced to once a month if the landslide seems to be stable. The monitoring will be more frequent if the landslide movement increases. • The data collection and reduction of the data shall be reviewed by a GDC engineer or geologist. 3.0 TIME SCHEDULE We will commence our work upon receipt of your Notice to Proceed (NTP). The following time schedules are estimated to complete the proposed tasks described in this proposal. 4.0 ESTIMATED FEE We propose to perform the above Scope of Work to monitor the inclinometers on a time -and -materials basis with a not -to -exceed amount of $10,000. The task will consist of 4 hours of fieldwork including travel from the office and back by a staff person qualified to monitor inclinometers and office time including data reduction, review and a letter memorandum. The following table summarizes the breakdown of the estimated fee for this task. Task Fee Type Field Monitoring, Staff Engineer $110x4 hr = $440 T&M Review of Monitoring, Project or above $155x2 hr = $310 T&M Memo and Graph. Staff and Associate ($110+$155)x1 hr = $265 T&M Grand Total of tasks (per say) $1,000 T&M Before we proceed with any additional services, your written approval will be required. If the city needs to stop the monitoring for any reason, an email or a written notice shall be sent to GDC to put the task on hold. A similar email or written notice can be sent to re -activate the task. If the city of Rolling Hills wishes to terminate the monitoring task for any reason, the city must submit within (10) days minimum, a written notice to Group Delta Consultants, Inc. to terminate the work. INDEMNITY In agreeing to the scope of work contained in this proposal, the city if Rolling Hills acknowledges that the existing site is currently unstable and agrees to defend, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connected in anyway with the work performed for "The City" from this proposal, ti' Proposal to continue inclinometers monitoring Poppy Trail Landslide Rolling Hills, California (revised) February 7, 2007 Page 3 except where such liability expense is the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors, shareholders or subcontractors. CLOSURE We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. • Steven H. Kolthoff, CEG Associate Engineering Geologist Distribution: addressee via e-mail L -599D Inclinometer Readings Proposal 1-8-07.doc GROUP r DELTA iK�h�.i�t3reui Proposal to continue inclinometers monitoring Poppy Trail Landslide Rolling Hills, California (revised) February 7, 2007 Page 4 ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: Name (Please Print): Signature: Title: Date: Address: Telephone No: ( ) FAX No: ( ) Invoice to be sent to the Client*, who will be responsible for the payment of services. Client's special invoicing instructions/PO Number: GROUP r DELTA LONI•19A1At49 Proposal to continue inclinometers monitoring Poppy Trail Landslide Rolling Hills, California (revised) TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) February 7, 2007 Page 5 RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) are based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of man, acts of God or other variables beyond the control of GDC. GDC shall write reports so as to meet the administrative requirements of local governmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, regardlcaa of the negligence of GDC, its agents, employees, officers, directors or shareholders, except where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders._; ^dcd lieu c • at a ch liability „l,ing fe;; a;y design defects (as defined in California Civil Codc Section 2782.5) shall be thc sole responsibility of the client. LIMITATION OF LIABILITY In the event the indemnification clause contained herein is found to be void, unenforceable, against public policy or otherwise inapplicable to claims aelvaased against GDC by Client or others, thc liability for damages duc to the professional negligence of GDC cI all -be limited to -an amount not to exceed $50,000 or the fee of GDC, whichever cum is more. employees, agents and subcontractors, in the aggregate under this Agreement, shall not exceed thc limits of GDC'a comprehensive general and automobile liability insurance coverage. In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit, the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment of undisputed invoice amount is due upon presentation of invoice and is past due thirty (60) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (1-1/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. If any invoice for work performed by GDC is outstanding and unpaid for a -period i^re*ecss of 90 (ninety) days, the -Client agrees that, in the Commercial Arbitration Rules of the American Arbitration Asseeiation, as -the same may be in effect at the date of jurisdiction thereof. GROUI' DELTA tkomik i d.'t Initials • • • GROUP DELTA tomptitimagi Proposal to continue inclinometers monitoring Poppy Trail Landslide Rolling Hills, California (revised) TERMS & CONDITIONS - EXHIBIT I - (page 2 of 2) February 7, 2007 Page 6 ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCHEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules arc only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of entry for GDC personnel, and for any other personnel and all equipment necessary in order to complete the work. While GDC will take all reasonable precautions to minimize any damage to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the gro:f, negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans furnished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include •any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and all other claim related expenses. c/9. Initials >eotechnical Engineering ing Geology ology: HydroGeoIcgy Earthquake Engineering k rterialsTesting Inspection Forensic s`e.rvices February 23, 2006 City of Rolling Hills No. 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Subject: Mr. Nealis: Craig Nealis, City Manager Replacement Inclinometer PT -2R Poppy Trail #1 Poppy Trail Landslide Rolling Hills, California To keep you informed, Group Delta Consultants, Inc. (Group Delta) installed a replacement inclinometer (PT -2R) between PT -1 and PT -2 on the temporary ATV access road on February 2, 2004. The purpose of the new inclinometer was to replace PT -1 and PT -2, which sheared off at depth from heavy equipment and truck traffic during the winterization of Poppy Trail Landslide. Inclinometer data has been collected on February 4, 13 and 21, 2006 to measure any post winterization movement after the landslide winterization was finished. The inclinometer had a cumulative movement of about 0.1 -inches (see attached graph B -axis, downhill direction) between February 4 and 21, 2006. Since movement on the landslide has virtually stopped, additional readings shall be scheduled on a two-week or longer period or after heavy rainstorms. During this summer, readings can be terminated unless movement of the landslide increases. Any questions, please give us a call. Sincerely, GROUP DELTA CONSULTANTS, INC. Steven H. Kolthoff, CEG Associate Geologist CC: Ray Farris ffa„ttc,,:s l'2)(d'r AG„ 4 c d ,Q 2291 W. 205`° Street, Suite 105 o Torrance, CA 90501-1459 4 Tel (310) 320-5100 4 Fax (310) 320-2118 Aliso Viejo+ (949) 609-1020 4www.GrounDelta.com+ San Diego* (858) 524-1500 0 10 20 m a) 30 a> 0 40 50 60 -100 -0.50 0.00 0.50 1.00 POPPY PT -2, A -Axis POPPY PT -2, B -Axis 0 -V- -o- 2/4/2006 2/13/2006 2/21/2006 Cumulative Displacement (in) from 2/4/2006 10 20 30 n a) 0 40 50 60 -100 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 2/4/2006 1GROUP DELTA racsammere Poppy Trail Landslide Rolling Hills, CA Inclinometer PT -2 R February 21, 2006 *Subj: RE: Additiot Poppy Trail Inclinometer Date: Thursday, January 19, 2006 10:55:05 AM From: rayferr@cox.net To: stevek@groupdelta.com cc: Cityofrh @ aol.com, peggym@rhca.net 4e1 ketkk fi/ Steve - In confirmation of our telephone discussion this morning, this looks like a "no brainer" to me given the situation. As I mentioned, because of the pending litigation initiated by the owners of 1 Poppy Trail, I did run it by Sid Croft who concurs. have a call in to Craig Nealis to advise him of our discussion. Thanks. Ray Original Message From: Steven Kolthoff [mailto:stevek@groupdelta.com] Sent: Wednesday, January 18, 2006 3:58 PM To: Ray Ferris Subject: Additional Poppy Trail Inclinometer Ray, I talked to Craig about installing an additional inclinometer and he told me that I should send you the proposal. Please read, review and comment. Steven H. Kolthoff, CEG Associate Geologist Group Delta Consultants, Inc 2291 W. 205th Street, Suite 105, 1/19/06 America Online : Cityofrh Page 1 Torrance, CA 90501 Office phone : 310-320-5100 CeII phone : 310-629-9281 Fax : 310-320-2118 E-mail : stevek@groupdelta.com Headers Return -Path: <rayferr@cox.net> Received: from rly-yi06.mx.aol.com (rly-yi06.mail.aol.com [172.18.180.134]) by air-yi02.mail.aol.com (v108_r1 b1.2) with ESMTP id MAILINYI24-7da43cfe082128; Thu, 19 Jan 2006 13:55:05 -0500. Received: from fed1rmmtao05.cox.net (fed1rmmtao05.cox.net [68.230.241.34]) by rly- yi06.mx.aol.com (v108_r1_b1.2) with ESMTP id MAILRELAYINYI64-7da43cfe082128; Thu, 19 Jan 2006 13:54:58 -0500 Received: from DGD94T21 ([68.111.64.99]) by fedirmmtao05.cox.net (InterMail vM.6.01.05.02 201-2131-123-102-20050715) with ESMTP id <20060119185256.HKLP17838.fed1 rmmtao05.cox.net@DGD94T21>; Thu, 19 Jan 2006 13:52:56 -0500 From: "RAY FERRIS" <rayferr@cox.net> To: "'Steven Kolthoff" <stevek@groupdelta.com> Cc: "CRAIG NEALIS" <Cityofrh@aol.com>, "PEGGY MINOR" <peggym@ncca.net> Subject: RE: Additional Poppy Trail Inclinometer Date: Thu, 19 Jan 2006 10:55:13 -0800 Message-ID:<000001c61d29$e18c22c0$6601a8c0@DGD94T21> MIME -Version: 1.0 Content -Type: text/plain; charset="us-ascii" Content -Transfer -Encoding: 7bit X -Priority: 3 (Normal) X-MSMaiI-Priority: Normal X -Mailer: Microsoft Outlook, Build 10.0.2616 Importance: Normal In -Reply -To: <PKEPIECGLAHBIDCNDNMAIEGICGAA.stevek@groupdelta.com> X-MimeOLE: Produced By Microsoft MimeOLE V6.00.2900.2180 X-AOL-IP: 68.230.241.34 X-AOL-SCOLL-SCORE: 0:2:509595629:9368397 X-AOL-SCOLL-URL COUNT: 0 1/19/06 America Online : Cityofrh Page 2 Subj: RE: Palos Veis Landfill - Soil Import Sa ting Requirements Date: Thursday, December 29, 2005 12:02:35 PM From: stevek@groupdelta.com To: Cityofrh @ aol.com, boltonengcorp @ cs.com, DRothbart@lacsd.org cc: BBauerlein @ lacsd.org, RFerrante @ lacsd.org, eladen@lacsd.org Sirs, Here are the Preliminary Chemical Results for ther Poppy Trial #1 Soil Export in Rolling Hills for your review. Note that Barium is high. The Palos Verdes Hills have high amounts of natural Barite, BaSO4 in the soil. PT -4 has low hits of TPH in the C24 + range. That sample was collected in an area where asphalt concrete was removed. The soil asbestos tests are still in progess. A copy of the asbestos report for the above ground structure, that was demolished, is attached as well. Any questions please contact me. I will be off this afternoon and tomorrow and should be back by January 3, 2006. SK Steven H. Kolthoff, CEG Associate Geologist Group Delta Consultants, Inc 2291 W. 205th Street, Suite 105, Torrance, CA 90501 Office phone : 310-320-5100 Cell phone : 310-629-9281 Fax : 310-320-2118 E-mail : stevek@groupdelta.com Return -Path: <stevek@groupdelta.com> Received: from rly-xb05.mx.aol.com (rly-xb05.mail.aoi.com [172.20.64.51]) by air-xb02.mail.aol.com (v107.13) with ESMTP id MAILINXB22-b343b440c71d1; Thu, 29 Dec 2005 15:02:34 -0500 12/29/05 America Online : Cityofrh Page 1 • frkAvfr i f _7 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-001A Client Sample ID: PTS-1/Poppy Trail #1 Collection Date: 12/21/2005 11:00:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed VOLATILE ORGANIC COMPOUNDS BY GC/MS RunID: MS3_051224A QC Batch: 1,1,1,2-Tetrachloroethane 1,1,1-Trichloroethane 1,1,2,2-Tetrachloroethane 1,1,2-Trichloroethane 1,1-Dichloroethane 1,1-Dichloroethene 1,1-Dichloropropene 1,2,3-Trichlorobenzene 1,2,3-Trichloropropane 1,2,4-Trichlorobenzene 1,2,4-Trimethylbenzene 1,2-Dibromo-3-chloropropane 1,2-Dibromoethane 1,2-Dichlorobenzene 1,2-Dichloroethane 1,2-Dichloropropane 1,3,5-Trimethylbenzene 1,3-Dichlorobenzene 1,3-Dichloropropane 1,4-Dichlorobenzene 2,2-Dichloropropane 2-Chlorotoluene 4-Chlorotoluene 4-Isopropyltoluene Benzene Bromobenzene Bromodichloromethane Bromoform Bromomethane Carbon tetrachloride Chlorobenzene Chloroethane Chloroform Chloromethane cis-1,2-Dichloroethene cis-1,3-Dichloropropene EPA 8260B R05VS155 PrepDate: 12/24/2005 Analyst: EA ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg' 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005. ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 17 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 ND 8.3 pg/Kg 1 12/24/2005 Qualifiers: ND - Not Detected at the Reporting Limit J - Anal d zct I bewe in'itatio units B - Ma :e detec d i `he e ocia'ed • I:etho 1 B nk DO - Surrogate Diluted Out S - Spike/Surrogate outside of limits due to matrix interferen San le e'ar. de`i anal1 ••al ho ,ng' ne \ • E -Val , ab ;ve qt. ntitrtion'\ nge R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 1 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-OO1A Client Sample ID: PTS-1/Poppy Trail #1 Collection Date: 12/21/2005 11:00:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed VOLATILE ORGANIC COMPOUNDS BY GC/MS RunID: MS3_051224A QC Batch: R05VS155 Dibromochloromethane Dibromomethane Dichlorod ifluoromethane Ethylbenzene ' Hexachlorobutadiene Isopropylbenzene m,p-Xylene Methylene chloride n-Butylbenzene n-Propylbenzene Naphthalene o-Xylene sec-Butylbenzene Styrene tert-Butylbenzene Tetrachloroethene Toluene trans-1,2-Dichloroethene Trichloroethene Trichlorofluoromethane Vinyl chloride EPA 8260B ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 17 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg ND 8.3 pg/Kg PrepDate: 12/24/2005 Analyst: EA 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 1 12/24/2005 Qualifiers: ND - Not Detected at the Reporting Limit J - Anal dlact I be 2:w c in'itatio, limits B - Ana :e detec d 'he E ocia'ed etho I B. 'nk DO - Surrogate Diluted Out S - Spike/Surrogate outside of limits due to matrix interferen San le a c. de l anal; al ho. ,ng jne E ,Val' above gt. ntita air, nge R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 2 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-OO1D Client Sample ID: PTS-1/Poppy Trail #1 Collection Date: 12/21/2005 11:05:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed ICP METALS (EPA 3050B) RunID: ICP6_051228B QC Batch: 25983 Antimony Arsenic Barium Beryllium Cadmium Chromium Cobalt Copper Lead Molybdenum Nickel Selenium Silver Thallium Vanadium Zinc EPA 6010B PrepDate: 12/27/2005 Analyst: RQ ND 2.0 mg/Kg 1 2.0 1.0 mg/Kg 1 1100 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 2.9 1.0 mg/Kg 1 40 1.0 mg/Kg 1 9.3 1.0 mg/Kg 1 37 2.0 mg/Kg 1 4.2 1.0 mg/Kg 1 9.8 1.0 mg/Kg 1 43 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 72 1.0 mg/Kg 1 62 1.0 mg/Kg 1 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 HYDROCARBON CHAIN IDENTIFICATION (LUFT) EPA 8015B(M) RunID: GC7_BACK 051227A QC Batch: 25989 PrepDate: 12/27/2005 Analyst: CBR T/R Hydrocarbons: C10 -C12 ND 10 mg/Kg 1 12/28/2005 T/R Hydrocarbons: C13 -C15 ND 10 mg/Kg 1 12/28/2005 T/R Hydrocarbons: C16 -C22 ND 10 mg/Kg 1 12/28/2005 T/R Hydrocarbons: C23 -C32 ND 10 mg/Kg 1 12/28/2005 T/R Hydrocarbons:>C32 ND 10 mg/Kg 1 12/28/2005 HYDROCARBON CHAIN IDENTIFICATION RunID: GC2_051222B T/R Hydrocarbons: C5 -C12 PCB BY GC/ECD RunID: GC4 051228A QC Batch: E05VS342 ND 1.0 (EPA 3550B) QC Batch: 26006 EPA 8015B PrepDate: mg/Kg 1 EPA 8082 Analyst: TT 12/23/2005 PrepDate: 12/28/2005 Analyst: CPC Qualifiers: ND - Not Detected at the Reporting Limit J- Anal d act l be w e m+ltatlo limits B - Ana,' deter d 1. he ocia ed, 'etho l B nk DO - Surrogate Diluted Out S - Spike/Surrogate outside of limits due to matrix interferen • San le ei. 9e i anal'', al ho ng ne E Val, ab(ve qt. ntittlon . nge R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 3 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-OO1D Client Sample ID: PTS-1/Poppy Trail #1 Collection Date: 12/21/2005 11:05:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed PCB BY GC/ECD (EPA 3550B) RunID: GC4_051228A QC Batch: 26006 Aroclor 1016 Aroclor 1221 Aroclor 1232 Aroclor 1242 Aroclor 1248 Aroclor 1254 Aroclor 1260 Aroclor 1262 Aroclor 1268 Surr: Decachlorobiphenyl Surr: Tetrachloro-m-xylene ND ND ND ND ND ND ND ND ND 77.4 103 MERCURY BY COLD VAPOR TECHNIQUE RunID: AA5_051228A Mercury (EPA 7471) 16 33 16 16 16 16 16 16 16 53-130 61-135 EPA 8082 PrepDate: pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg %REC %REC EPA 7471A QC Batch: 25988 PrepDate: ND 0.10 mg/Kg 1 1 SEMIVOLATILE ORGANIC COMPOUNDS BY GC/MS (EPA 3550B) RunID: MS7_051227A QC Batch: 25997 1,2,4-Trichlorobenzene 1,2-Dichlorobenzene 1,3-Dichlorobenzene 1,4-Dichlorobenzene 2,4,5-Trichlorophenol 2,4,6-Trichlorophenol 2,4-Dichlorophenol 2,4-Dimethylphenol 2,4-Dinitrophenol 2,4-Dinitrotoluene 2,6-Dinitrotoluene 2-Chloronaphthalene 2-Chlorophenol 2 -Methyl naphthalene 2-Methylphenol ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND EPA 8270C PrepDate: 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 1600 pg/Kg 1 330 pg/Kg 1 1600 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 12/28/2005 Analyst: CPC 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/27/2005 Analyst: NS 12/28/2005 12/27/2005 Analyst: EES 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 Qualifiers: ND - Not Detected at the Reporting Limit J - Anal d, 2ci I be ;w c iu'itatio :Units B - Ana :e detec d i. `he ocia'ed ;etho l B nk DO - Surrogate Diluted Out S - Spike/Surrogate outside of limits due to matrix interferen 11 San lee& de 1 anal, al ho..: ne ',, Val above qt. ntit. tion nge R - RPD outside acceptable recovery limits Page 4 of 20 Results are wet unless otherwise specified Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-OO1D Client Sample ID: PTS-1/Poppy Trail #1 Collection Date: 12/21/2005 11:05:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed SEMIVOLATILE ORGANIC COMPOUNDS BY GC/MS (EPA 3550B) RunID: MS7_051227A QC Batch: 25997 2-Nitroaniline 2-Nitrophenol 3,3 "-Dichlorobenzidine 3-Nitroaniline 4,6-Dinitro-2-methylphenol 4-Bromophenyl-phenylether 4-Chloro-3-methylphenol 4-Chloroaniline 4-Chlorophenyl-phenylether 4-Methylphenol 4-Nitroaniline 4-Nitrophenol Acenaphthene Acenaphthylene Anthracene Benzidine (M) Benzo(a)anthracene Benzo(a)pyrene Benzo(b)fluoranthene Benzo(g,h,i)perylene Benzo(k)fluoranthene Benzoic acid Benzyl alcohol Bis(2-chloroethoxy)methane Bis(2-chloroethyl)ether Bis(2-chloroisopropyl)ether Bis(2-ethylhexyl)phthalate Butylbenzylphthalate Chrysene Di-n-butylphthalate Di-n-octylphthalate Dibenz(a,h)anthracene Dibenzofuran Diethylphthalate Dimethylphthalate Fluoranthene ND 1600 ND 330 ND 660 ND 1600 ND 1600 ND 330 ND 660 ND 660 ND 330 ND 330 ND 1600 ND 1600 ND 330 ND 330 ND 330 ND 1600 ND 330 ND 330 ND 330 ND 330 ND 330 ND 1600 ND 660 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 EPA 8270C pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg PrepDate: 12/27/2005 Analyst: EES 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 Qualifiers: ND - Not Detected at the Reporting Limit J- Anal d ect I be w e m'itatio imits B - Ana :edetec d u he s ocia&ed. `etho'l B nk DO - Surrogate Diluted Out S - Spike/Surrogate outside of limits due to matrix interferen - San lee:L. de l anal1 .al ho ng ;'ne E ,Val ' abtwe qt. ntit.fion "nge' R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 5 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-001D Client Sample ID: PTS-1/Poppy Trail #1 Collection Date: 12/21/2005 11:05:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed SEMIVOLATILE ORGANIC COMPOUNDS BY GC/MS (EPA 3550B) RunID: MS7_051227A QC Batch: 25997 Fluorene Hexachlorobenzene Hexachlorobutadiene Hexachlorocyclopentadiene Hexachloroethane Indeno(1,2,3-cd)pyrene Isophorone N -N itrosodi-n-propylami ne N-Nitrosodiphenylamine Naphthalene Nitrobenzene Pentachlorophenol Phenanthrene Phenol Pyrene ND 330 ND 330 ND 660 ND 660 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 ND 330 ND 1600 ND 330 ND 330 ND 330' EPA 8270C pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg PrepDate: 12/27/2005 Analyst: EES 1 1 1 1 1 1 1 1 1 1 1 1 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 Qualifiers: ND - Not Detected at the Reporting Limit J - Anal d ,_cl 1 be ,w c in itatio: limits B - Ana ':e detec d'i.'':he 4 ocia,ed, etho 1 B nk DO - Surrogate Diluted Out S - Spike/Surrogate outside of limits due to matrix interferen San lee : 9ea anal. :al ho' ng'' ne E :Val above qu ntighon nge R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 6 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-002A Client Sample ID: PTS-2/Poppy Trail #1 Collection Date: 12/21/2005 11:08:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed VOLATILE ORGANIC COMPOUNDS BY GC/MS RunID: MS3_051224A QC Batch: 1,1,1,2-Tetrachloroethane 1,1,1-Trichloroethane 1,1,2,2-Tetrachloroethane 1,1,2-Trichloroethane 1,1-Dichloroethane 1,1-Dichloroethene 1,1-Dichloropropene 1,2,3-Trichlorobenzene 1,2,3-Trcchloropropane 1,2,4-Trichlorobenzene 1,2,4-Trimethylbenzene 1,2-Dibromo-3-chloropropane 1,2-Dibromoethane 1,2-Dichlorobenzene 1,2-Dichloroethane 1,2-Dichloropropane 1,3,5-Trimethylbenzene 1,3-Dichlorobenzene 1,3-Dichloropropane 1,4-Dichlorobenzene 2,2-Dichloropropane 2-Chlorotoluene 4-Chlorotoluene 4-Isopropyltoluene Benzene Bromobenzene Bromodichloromethane Bromoform Bromomethane Carbon tetrachloride Chlorobenzene Chloroethane Chloroform Chloromethane cis-1,2-Dichloroethene cis-1,3-Dichloropropene EPA 8260B R05VS155 PrepDate: 12/24/2005 Analyst: EA ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 ' 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 10 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 ND 5.1 pg/Kg 1 12/24/2005 Qualifiers: ND - Not Detected at the Reporting Limit J - Anal ; d \act I hr ,w c m'itatio. imits B - Ana ;e detec d h he < ocia'ed etho 1 B nk S - Spike/Surrogate outside of limits due to matrix interferen San le e4.; `9e'i anal ' al hol .ng ne ,/ E ;Val ; abc:ve qt ntit .ti ii Tige DO - Surrogate Diluted Out R - RPD outside acceptable recovery limits Page 7 of 20 Results are wet unless otherwise specified Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Group Delta Consultants, Inc. Lab Order: 080857 Project: Poppy Trail Landslide, L-599 D2 Lab ID: 080857-002A Client Sample ID: PTS-2/Poppy Trail #1 Collection Date: 12/21/2005 11:08:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed VOLATILE ORGANIC COMPOUNDS BY GC/MS EPA 8260B RunID: MS3_051224A QC Batch: R05VS155 PrepDate: 12/24/2005 Analyst: EA Dibromochloromethane ND 5.1 pg/Kg 1 12/24/2005 Dibromomethane ND 5.1 pg/Kg 1 12/24/2005 Dichlorodifluoromethane ND 5.1 pg/Kg 1 12/24/2005 Ethyl benzene ND 5.1 pg/Kg 1 12/24/2005 Hexachlorobutadiene ND 5.1 pg/Kg 1 12/24/2005 Isopropylbenzene ND 5.1 pg/Kg 1 12/24/2005 m,p-Xylene ND 10 pg/Kg 1 12/24/2005 Methylene chloride ND 5.1 pg/Kg 1 12/24/2005 n-Butylbenzene ND 5.1 pg/Kg 1 12/24/2005 n-Propylbenzene ND 5.1 pg/Kg 1 12/24/2005 Naphthalene ND 5.1 pg/Kg 1 12/24/2005 o-Xylene ND 5.1 pg/Kg 1 12/24/2005 sec-Butylbenzene ND 5.1 pg/Kg 1 12/24/2005 Styrene ND 5.1 pg/Kg 1 12/24/2005 tert-Butylbenzene ND 5.1 pg/Kg 1 12/24/2005 Tetrachloroethene ND 5.1 pg/Kg 1 12/24/2005 Toluene ND 5.1 pg/Kg 1 12/24/2005 trans-1,2-Dichloroethene ND 5.1 pg/Kg 1 12/24/2005 Trichloroethene ND 5.1 pg/Kg 1 12/24/2005 Trichlorofluoromethane ND 5.1 pg/Kg 1 12/24/2005 Vinyl chloride ND 5.1 pg/Kg 1 12/24/2005 Qualifiers: ND - Not Detected at the Reporting Limit S - Spike/Surrogate outside of limits due to matrix interferen J - Anal d ;ecl• l be :w c to itatio imits jd San le e'ii. de 1 analy, al ho! •ng. :ne B - Ana, ;e detec d i.,` ` he ocia''ed` `etho'1 B nk E Val ,abce qvV ntit. tion nge' ' DO - Surrogate Diluted Out W `~ R - RPD outside ace eptable recovery limits Page 8 of 20 Results are wet unless otherwise specified Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-002D Client Sample ID: PTS-2/Poppy Trail #1 Collection Date: 12/21/2005 11:15:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed ICP METALS (EPA 3050B) RunID: ICP6 051228B QC Batch: 25983 Antimony Arsenic Barium Beryllium Cadmium Chromium Cobalt Copper Lead Molybdenum Nickel Selenium Silver Thallium Vanadium Zinc HYDROCARBON CHAIN IDENTIFICATION (LUFT) RunID: GC7 BACK 051227A QC Batch: T/R Hydrocarbons: C10 -C12 T/R Hydrocarbons: C13 -C15 T/R Hydrocarbons: C16 -C22 T/R Hydrocarbons: C23 -C32 T/R Hydrocarbons:>C32 HYDROCARBON CHAIN IDENTIFICATION RunID: GC2_051222B T/R Hydrocarbons: C5 -C12 PCB BY GC/ECD RunID: GC4_051228A EPA 6010B PrepDate: 12/27/2005 Analyst: RQ ND 2.0 mg/Kg 1 ND 1.0 mg/Kg 1 1000 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 1.2 1.0 mg/Kg 1 39 1.0 mg/Kg 1 25 1.0 mg/Kg 1 37 2.0 mg/Kg 1 6.1 1.0 mg/Kg 1 6.3 1.0 mg/Kg 1 35 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 69 1.0 mg/Kg 1 57 1.0 mg/Kg 1 ND ND ND ND ND 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 EPA 8015B(M) 25989 PrepDate: 12/27/2005 Analyst: CBR 10 mg/Kg 1 12/28/2005 10 mg/Kg 1 12/28/2005 10 mg/Kg 1 12/28/2005 10 mg/Kg 1 12/28/2005 10 mg/Kg 1 12/28/2005 QC Batch: E05VS342 ND 1.0 (EPA 3550B) QC Batch: 26006 EPA 8015B PrepDate: mg/Kg EPA 8082 Analyst: TT 12/23/2005 PrepDate: 12/28/2005 Analyst: CPC Qualifiers: ND - Not Detected at the Reporting Limit J - Anal d ecl l be 'w c m'ttatio ✓imits B - Ana :e detec d i. her 'odia'ed; 'etho l B nk DO - Surrogate Diluted Out S - Spike/Surrogate outside of limits due to matrix interferen H San le e i del anal al ha ng' ne E Val abc;ve qi ntit.non. `nge', R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 9 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-002D Client Sample ID: PTS-2/Poppy Trail #1 Collection Date: 12/21/2005 11:15:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed PCB BY GC/ECD (EPA 3550B) RunID: GC4_051228A QC Batch: 26006 Aroclor 1016 Aroclor 1221 Aroclor 1232 Aroclor 1242 Aroclor 1248 Aroclor 1254 Aroclor 1260 Aroclor 1262 Aroclor 1268 Surr: Decachlorobiphenyl Surr: Tetrachloro-m-xylene ND ND ND ND ND ND ND ND ND 79.6 102 MERCURY BY COLD VAPOR TECHNIQUE RunID: AA5_051228A Mercury (EPA 7471) EPA 8082 PrepDate: 12/28/2005 Analyst: CPC 16 pg/Kg 1 33 pg/Kg 1 16 pg/Kg 1 16 pg/Kg 1 16 pg/Kg 1 16 pg/Kg 1 16 pg/Kg 1 16 pg/Kg 1 16 pg/Kg 1 53-130 %REC 1 61-135 %REC 1 EPA 7471A QC Batch: 25988 PrepDate: 12/27/2005 Analyst: NS ND 0.10 mg/Kg 1 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 SEMIVOLATILE ORGANIC COMPOUNDS BY GC/MS (EPA 3550B) RunID: MS7_051227A 1,2,4-Trichlorobenzene 1,2-Dichlorobenzene 1,3-Dichlorobenzene 1,4-Dichlorobenzene 2,4,5-Trichlorophenol 2,4,6-Trichlorophenol 2,4-Dichiorophenol 2,4-Dimethylphenol 2,4-Dinitrophenol 2,4-Dinitrotoluene 2,6-Dinitrotoluene 2-Chloronaphthalene 2-Chlorophenol 2 -Methyl naphthalene 2 -Methyl phenol QC Batch: 25997 ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND EPA 8270C PrepDate: 12/27/2005 Analyst: EES 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 1600 pg/Kg 1 330 pg/Kg 1 1600 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 330 pg/Kg 1 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 Qualifiers: ND - Not Detected at the Reporting Limit S - Spike/Surrogate outside of limits due to matrix interferen J - Anal d ;act I be ;w c ,in�itatio 'units 1 11 San lee n. del anal. lal ho' ng ne, �. ''• B - Ana e detec di, he c ocia ed etho_l B nk E Val above qt.ntit;tion nge` DO - Surrogate Diluted Out R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 10 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-002D Client Sample ID: PTS-2/Poppy Trail #1 Collection Date: 12/21/2005 11:15:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed SEMIVOLATILE ORGANIC COMPOUNDS BY GC/MS (EPA 3550B) RunID: MS7_051227A 2-Nitroaniline 2-Nitrophenol 3,3 "-Dichlorobenzidine 3-Nitroaniline ' 4,6-Dinitro-2-methylphenol 4-Bromophenyl-phenylether 4-Chloro-3-methylphenol 4-Chloroaniline 4-Chlorophenyl-phenylether 4-Methylphenol 4-Nitroaniline 4-Nitrophenol Acenaphthene Acenaphthylene Anthracene Benzidine (M) Benzo(a)anthracene Benzo(a)pyrene Benzo(b)fluoranthene Benzo(g,h,i)perylene Benzo(k)fluoranthene Benzoic acid Benzyl alcohol Bis(2-chioroethoxy)methane Bis(2-chloroethyl)ether Bis(2-chloroisopropyl)ether Bis(2-ethylhexyl)phthalate Butylbenzylphthalate Chrysene Di-n-butylphthalate Di-n-octylphthalate Dibenz(a,h)anthracene Dibenzofuran Diethylphthalate Dimethylphthalate Fluoranthene EPA 8270C QC Batch: 25997 PrepDate: 12/27/2005 Analyst: EES ND 1600 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 660 pg/Kg 1 12/28/2005 ND 1600 pg/Kg 1 12/28/2005 ND 1600 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 660 pg/Kg 1 12/28/2005 ND 660 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 1600 pg/Kg 1 12/28/2005 ND 1600 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 1600 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 1600 pg/Kg 1 12/28/2005 ND 660 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 ND 330 pg/Kg 1 12/28/2005 Qualifiers: ND - Not Detected at the Reporting Limit S - Spike/Surrogate outside of limits due to matrix interferen J - Anal d act l bt ',w c in patio ,imits :-1 San le & u. de(i anah al hol: ng' ne B - Ana. :e detec d r he a ocia'ed: ietho 1B nk E. ;Val abc`ve qc ntit Lion 'nge; DO - Surrogate Diluted Out R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 11 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-002D Client Sample ID: PTS-2/Poppy Trail #1 Collection Date: 12/21/2005 11:15:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed SEMIVOLATILE ORGANIC COMPOUNDS BY GC/MS (EPA 3550B) RunID: MS7_051227A Fluorene Hexachlorobenzene Hexachlorobutadiene Hexachlorocyclopentadiene Hexachloroethane Indeno(1,2,3-cd)pyrene Isophorone N -N itrosodi-n-propyiamine N-Nitrosodiphenylamine Naphthalene Nitrobenzene Pentachlorophenol Phenanthrene Phenol Pyrene EPA 8270C QC Batch: 25997 PrepDate: ND 330 pg/Kg 1 ND 330 pg/Kg 1 ND 660 pg/Kg 1 ND 660 pg/Kg 1 ND 330 pg/Kg 1 ND 330 pg/Kg 1 ND 330 pg/Kg 1 ND 330 pg/Kg 1 ND 330 pg/Kg 1 ND 330 pg/Kg 1 ND 330 pg/Kg 1 ND 1600 pg/Kg 1 ND 330 pg/Kg 1 ND 330 pg/Kg 1 ND 330 pg/Kg 1 12/27/2005 Analyst: EES 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 Qualifiers: ND - Not Detected at the Reporting Limit S - Spike/Surrogate outside of limits due to matrix interferen J - Anal d.act 1 be mg LO itatio imits >H San le e c 9e•1 anal}, 'al ho ng ne B - Ana `.e detec d i `he E. ocia'e& etho 1 B nk F: E Val ' abc ve qt. ntittion nge` DO - Surrogate Diluted Out R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 12 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-003A Client Sample ID: PTS-3/Poppy Trail #1 Collection Date: 12/21/2005 11:24:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed VOLATILE ORGANIC COMPOUNDS BY GC/MS RunID: MS3_051224A 1,1,1,2-Tetrachloroethane 1,1,1-Trichloroethane 1,1,2,2-Tetrachloroethane 1,1,2-Trichloroethane 1,1-Dichloroethane 1,1-Dichloroethene 1,1-Dichloropropene 1,2,3-Trichlorobenzene 1,2,3-Trichloropropane 1,2,4-Trichlorobenzene 1,2,4-Trimethylbenzene 1,2-Dibromo-3-chloropropane 1,2-Dibromoethane 1,2-Dichlorobenzene 1,2-Dichloroethane 1,2-Dichloropropane 1,3,5-Trimethylbenzene 1,3-Dichlorobenzene 1,3-Dichloropropane 1,4-Dichlorobenzene 2,2-Dichloropropane 2-Chlorotoluene 4-Chlorotoluene 4-Isopropyltoluene Benzene Bromobenzene Bromodichloromethane Bromoform Bromomethane Carbon tetrachloride Chlorobenzene Chloroethane Chloroform Chloromethane cis-1,2-Dichloroethene cis-1,3-Dichloropropene QC Batch: R05VS155 ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 11 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 EPA 8260B pg/Kg pg/Kg pg/Kg • pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg PrepDate: 12/24/2005 Analyst: EA 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 Qualifiers: ND - Not Detected at the Reporting Limit S - Spike/Surrogate outside of limits due to matrix interferen J - Anal d ect I be w c m!itatio imits :3 San le eu. lei anat./ al ho, ng? 'ne B - Ana _e detec d L he e oca ed etho 1 B nk ,f E Val abc ve qc. ntitr tion nge DO - Surrogate Diluted Out R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 13 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-003A Client Sample ID: PTS-3/Poppy Trail #1 Collection Date: 12/21/2005 11:24:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed VOLATILE ORGANIC COMPOUNDS BY GC/MS RunID: MS3_051224A QC Batch: R05VS155 Dibromochloromethane Dibromomethane Dichlorodifluoromethane Ethyl benzene Hexachlorobutadiene lsopropylbenzene m,p-Xylene Methylene chloride n-Butylbenzene n-Propylbenzene Naphthalene o-Xylene sec-Butylbenzene Styrene tert-Butylbenzene Tetrachloroethene Toluene trans-1,2-Dichloroethene Trichloroethene Trichlorofluoromethane Vinyl chloride ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 11 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 ND 5.5 EPA 8260B pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg pg/Kg PrepDate: 12/24/2005 Analyst: EA 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 12/24/2005 Qualifiers: ND - Not Detected at the Reporting Limit J - Anal d :pct l be. ,w 'units B - Ana ':e detec di...he E ocia'ed: etho l B nk S - Spike/Surrogate outside of limits due to matrix interferen ;San le e c 4e;i anal, al ho: ng. ne E -Val `abceve qt. htitatori; nge DO - Surrogate Diluted Out R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 14 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-004A Client Sample ID: PTS-4/Poppy Trail #1 Collection Date: 12/21/2005 12:38:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed VOLATILE ORGANIC COMPOUNDS BY GC/MS RunID: MS3 0512268 1,1,1,2-Tetrachloroethane 1,1,1-Trichloroethane 1,1,2,2-Tetrachloroethane 1,1,2-Trichloroethane 1,1-Dichloroethane 1,1-Dichloroethene 1,1-Dichloropropene 1,2,3-Trichlorobenzene 1,2,3-Trichloropropane 1,2,4-Trichlorobenzene 1,2,4-Trimethylbenzene 1,2-Dibromo-3-chloropropane 1,2-Dibromoethane 1,2-Dichlorobenzene 1,2-Dichloroethane 1,2-Dichloropropane 1,3,5-Trimethylbenzene 1,3-Dichlorobenzene 1,3-Dichloropropane 1,4-Dichlorobenzene 2,2-Dichloropropane 2-Chlorotoluene 4-Chlorotoluene 4-Isopropyltoluene Benzene Bromobenzene Bromodichloromethane Bromoform Bromomethane Carbon tetrachloride Chlorobenzene Chloroethane Chloroform Chloromethane cis-1,2-Dichloroethene cis -1, 3-Dichloropropene EPA 8260B QC Batch: R05VS157 ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 ' pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 14 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg ND 7.1 pg/Kg PrepDate: 12/24/2005 Analyst: EA 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 Qualifiers: ND - Not Detected at the Reporting Limit S - Spike/Surrogate outside of limits due to matrix interferen J - Anal d ,ecl l be ;w c m'itatio - , . - B - Ana `.e detec d i he E ocia'ed etho l B nk E Val abcve qt. nht:tiont nge DO Surrogate Diluted Out R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 15 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-004A Client Sample ID: PTS-4/Poppy Trail #1 Collection Date: 12/21/2005 12:38:00 AM Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed VOLATILE ORGANIC COMPOUNDS BY GC/MS RunID: MS3_0512266 QC Batch: Dibromochloromethane Dibromomethane Dichlorodifluoromethane Ethylbenzene Hexachlorobutadiene Isopropylbenzene m,p-Xylene Methylene chloride n-Butylbenzene n-Propylbenzene Naphthalene o-Xylene sec-Butylbenzene Styrene tert-Butylbenzene Tetrachloroethene Toluene trans-1,2-Dichloroethene Trichloroethene Trichlorofluoromethane Vinyl chloride EPA 8260B R05VS157 PrepDate: ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 14 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 ND 7.1 pg/Kg 1 12/24/2005 Analyst: EA 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 12/26/2005 Qualifiers: ND - Not Detected at the Reporting Limit S - Spike/Surrogate outside of limits due to matrix interferen J - Anal d act I be `:w c m itatio: imits - San le eii. 4e;i anal al ho' ng ;ne B - Ana ..e detec d i. 'he E ocia!ed' etho 1B nk i ' E. ,Val ab (ve qt ntit tion. 'nge. DO - Surrogate Diluted Out R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 16 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-004D Client Sample ID: PTS-4/Poppy Trail #1 Collection Date: 12/21/2005 Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed ICP METALS (EPA 3050B) RunID: ICP6 0512286 QC Batch: 25983 Antimony Arsenic Barium Beryllium Cadmium Chromium Cobalt Copper Lead Molybdenum Nickel Selenium Silver Thallium Vanadium Zinc EPA 6010B PrepDate: 12/27/2005 Analyst: RQ ND 2.0 mg/Kg 1 1.9 1.0 mg/Kg 1 1100 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 3.8 1.0 mg/Kg 1 40 1.0 mg/Kg 1 12 1.0 mg/Kg 1 36 2.0 mg/Kg 1 5.2 1.0 mg/Kg 1 9.5 1.0 mg/Kg 1 52 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 ND 1.0 mg/Kg 1 77 1.0 mg/Kg 1 67 1.0 mg/Kg 1 HYDROCARBON CHAIN IDENTIFICATION (LUFT) RunID: GC7_BACK_051227A QC Batch: 25989 T/R Hydrocarbons: C10 -C12 T/R Hydrocarbons: C13 -C15 T/R Hydrocarbons: C16 -C22 T/R Hydrocarbons: C23 -C32 T/R Hydrocarbons:>C32 HYDROCARBON CHAIN IDENTIFICATION ND ND ND 91 98 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 EPA 8015B(M) PrepDate: 12/27/2005 Analyst: CBR 10 mg/Kg 1 12/28/2005 10 mg/Kg 1 12/28/2005 10 mg/Kg 1 12/28/2005 10 mg/Kg 1 12/28/2005 10 mg/Kg 1 12/28/2005 RunID: GC2_051222B QC Batch: E05VS342 T/R Hydrocarbons: C5 -C12 ND 1.0 PCB BY GC/ECD RunID: GC4_051228A (EPA 3550B) QC Batch: 26006 EPA 8015B PrepDate: mg/Kg EPA 8082 Analyst: TT 12/23/2005 PrepDate: 12/28/2005 Analyst: CPC Qualifiers: ND - Not Detected at the Reporting Limit J - Anal d, pct 1 be Arc in*itatio imits B - Ana' :e detec d I. he 'ocia•ed:' etho l B nk DO - Surrogate Diluted Out S - Spike/Surrogate outside of limits due to matrix interferen - San le e;c. de:1 anal, -al ho ng ne ': Val above qL ntiVtion nge._ R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 17 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-004D Client Sample ID: PTS-4/Poppy Trail #1 Collection Date: 12/21/2005 Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed PCB BY GC/ECD RunID: GC4 051228A Aroclor 1016 Aroclor 1221 Aroclor 1232 Aroclor 1242 Aroclor 1248 Aroclor 1254 Aroclor 1260 Aroclor 1262 Aroclor 1268 Surr: Decachlorobiphenyl Surr: Tetrachloro-m-xylene (EPA 3550B) QC Batch: 26006 EPA 8082 PrepDate: 12/28/2005 Analyst: CPC ND 16 pg/Kg 1 ND 33 pg/Kg 1 ND 16 pg/Kg 1 ND 16 pg/Kg 1 ND 16 pg/Kg 1 ND 16 pg/Kg 1 ND 16 pg/Kg 1 ND 16 pg/Kg 1 ND 16 pg/Kg 1 81.0 53-130 %REC 1 116 61-135 %REC 1 MERCURY BY COLD VAPOR TECHNIQUE (EPA 7471) RunID: AA5_051228A QC Batch: 25988 Mercury ND SEMIVOLATILE ORGANIC COMPOUNDS BY GC/MS (EPA 3550B) RunID: MS7_051227A QC Batch: 25997 1,2,4-Trichlorobenzene 1,2-Dichlorobenzene 1,3-Dichlorobenzene 1,4-Dichlorobenzene 2,4,5-Trichlorophenol 2,4,6-Trichlorophenol 2,4-Dichlorophenol 2,4-Dimethylphenol 2,4-Dinitrophenol 2,4-Dinitrotoluene 2,6-Dinitrotoluene 2-Chloronaphthalene 2-Chlorophenol 2-Methylnaphthalene 2-Methylphenol ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND EPA 7471A PrepDate: 0.10 mg/Kg 1 EPA 8270C 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/27/2005 Analyst: NS 12/28/2005 PrepDate: 12/27/2005 3300 pg/Kg 10 3300 pg/Kg 10 3300 pg/Kg 10 3300 pg/Kg 10 3300 pg/Kg 10 3300 pg/Kg 10 16000 pg/Kg 10 3300 pg/Kg 10 16000 pg/Kg 10 3300 pg/Kg 10 3300 pg/Kg 10 3300 pg/Kg 10 3300 pg/Kg 10 3300 pg/Kg 10 3300 pg/Kg 10 Analyst: EES 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 12/28/2005 Qualifiers: ND - Not Detected at the Reporting Limit S - Spike/Surrogate outside of limits due to matrix interferen J - Anal d ct 1 be .w c m1ttatto imits ! - 'San le e; it. 'ie?1 anal, ?a] ho ng ne B - Ana; e detec d L he ocia ed etho 1 B nk E Val above qt. , ntittton nge; DO - Surrogate Diluted Out R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 18 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Lab Order: Project: Lab ID: Group Delta Consultants, Inc. 080857 Poppy Trail Landslide, L-599 D2 080857-004D Client Sample ID: PTS-4/Poppy Trail #1 Collection Date: 12/21/2005 Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed SEMIVOLATILE ORGANIC COMPOUNDS BY GC/MS (EPA 3550B) RunID: MS7_051227A 2-Nitroaniline 2-Nitrophenol 3,3'-Dichlorobenzidine 3-Nitroaniline 4,6-Dinitro-2-methylphenol 4-Bromophenyl-phenylether 4-Chloro-3-methylphenol 4-Chloroaniline 4-Chlorophenyl-phenylether 4-Methylphenol 4-Nitroaniline 4-Nitrophenol Acenaphthene Acenaphthylene Anthracene Benzidine (M) Benzo(a)anthracene Benzo(a)pyrene Benzo(b)fluoranthene Benzo(g,h,i)perylene Benzo(k)fluoranthene Benzoic acid Benzyl alcohol Bis(2-chloroethoxy)methane Bis(2-chloroethyl)ether Bis(2-chloroisopropyl)ether Bis(2-ethylhexyl)phthalate Butylbenzylphthalate Chrysene Di-n-butylphthalate Di-n-octylphthalate Dibenz(a,h)anthracene Dibenzofuran Diethylphthalate Dimethylphthalate Fluoranthene QC Batch: 25997 ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND EPA 8270C PrepDate: 12/27/2005 Analyst: EES 16000 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 6600 pg/Kg 10 12/28/2005 16000 pg/Kg 10 12/28/2005 16000 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 6600 pg/Kg 10 12/28/2005 6600 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 16000 pg/Kg 10 12/28/2005 16000 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 16000 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 16000 pg/Kg 10 12/28/2005 6600 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 3300 pg/Kg 10 12/28/2005 Qualifiers: ND - Not Detected at the Reporting Limit J- Anal d -z,ct l be w e m itatio' 'imits • B - Ana a detec d i, het ocia'ed ietho'I B nk DO - Surrogate Diluted Out S - Spike/Surrogate outside of limits due to matrix interferen San leek, dei anal, ,al ho' ng: ne ' E yVal- abc've qt. ntiV hon nge R - RPD outside acceptable recovery limits Results are wet unless otherwise specified Page 19 of 20 Advanced Technology Laboratories Date: 29 -Dec -05 CLIENT: Group Delta Consultants, Inc. Lab Order: 080857 Project: Poppy Trail Landslide, L-599 D2 Lab ID: 080857-004D Client Sample ID: PTS-4/Poppy Trail #1 Collection Date: 12/21/2005 Matrix: SOIL Analyte Result PQL Qual Units DF Date Analyzed SEMIVOLATILE ORGANIC COMPOUNDS BY GC/MS (EPA 3550B) EPA 8270C RunID: MS7_051227A QC Batch: 25997 PrepDate: 12/27/2005 Analyst: EES Fluorene ND 3300 pg/Kg 10 12/28/2005 Hexachlorobenzene ND 3300 pg/Kg 10 12/28/2005 Hexachlorobutadiene ND 6600 pg/Kg 10 12/28/2005 Hexachlorocyclopentadiene ND 6600 pg/Kg 10 12/28/2005 Hexachloroethane ND 3300 pg/Kg 10 12/28/2005 Indeno(1,2,3-cd)pyrene ND 3300 pg/Kg 10 12/28/2005 lsophorone ND 3300 pg/Kg 10 12/28/2005 N-Nitrosodi-n-propylamine ND 3300 pg/Kg 10 12/28/2005 N-Nitrosodiphenylamine ND 3300 pg/Kg 10 12/28/2005 Naphthalene ND 3300 pg/Kg 10 12/28/2005 Nitrobenzene ND 3300 pg/Kg 10 12/28/2005 Pentachlorophenol ND 16000 pg/Kg 10 12/28/2005 Phenanthrene ND 3300 pg/Kg 10 12/28/2005 Phenol ND 3300 pg/Kg 10 12/28/2005 Pyrene ND 3300 pg/Kg 10 12/28/2005 Qualifiers: ND - Not Detected at the Reporting Limit J - Anat d ;setF l be _,w c mtitaho. limits B - Ana :e detec' d L'he ocia'ed ,etho'1 B nk '1 S - Spike/Surrogate outside of limits due to matrix interferen 1 San le e cc "d&J anal ?al ho .ng `ne E Vat abrve gL'ntit::hon_ nge DO - Surrogate Diluted Out R - RPD outside acceptable recovery limits Page 20 of 20 Results are wet unless otherwise specified Geotecftnit a1 Engineering September 1, 2005 Project No. L-599 D1 DELTA CONSULTANTSCity of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Geology arcs t;Gsotouv Attn: %arIhquake Ertgingerr3U Mir er:als Testing & Inspection Forensic Services Craig Nealis, City Manger Subject: Pre -Road Construction and Site Winterization Recommendations, ATV and Temporary Access Roads Poppy Trail Landslide Rolling Hills, California Mr. Nealis: As requested, GROUP DELTA CONSULTANTS, INC. (GDC) is this letter to provide pre -construction and winterization recommendations related to the construction of the ATV road Trail Landslide and the lower access road. pleased to present for construction across the Poppy Currently, GDC is in the process of installing inclinometers in the landslide and observed the following: On September 1, 2005, during while installing inclinometers on the midsection of the Poppy Trail Landslide, it was observed that the landslide was still moving, as evidence by, there were traverse cracks that paralleled the toe of the landslide throughout the midsection of the landslide. Diagonal tension/shear cracks were observed along the north lateral scarp and across the northern section of George FF Canyon Trail where the trail crosses the lateral scarp of the landslide. Also, there is evidence that surface water has ran off the top of the landslide head scarp onto the landside mass. This water needs to be prevented from flowing onto the landslide where it can enter the new tension cracks, which can accelerate the movement of the landslide. 2291 W. 205`° Street, Suite 105 o Torrance, CA 90501-1459 0 Tel (310) 320-5100 + Fax (310) 320-2118 Aliso Viejo. (949) b09-1020 awww.GroupDelta.como San Diego. (8Sb) 524-1500 , L-599 D1 Poppy Trail Landslide Group Delta Consultants. Inc. 2 City of Rolling Hills PRE -CONSTRUCTION AND WINTERIZATION RECOMMENDATIONS Recognizing the emergency aspect of pre -construction of the proposed roadways and winterization of the Poppy Trail Landslide, it is recommended that several steps be taken during the construction of the ATV and the temporary access roads. 1. A .small bulldozer should be used to seal the renewed tension cracks that developed to prevent water infiltration. At this time, the cracks are small but with time they could grow larger. This can be achieved by pushing soil into the cracks and track rolling the soil to a tight compaction. The toe of the landslide should be compacted with a bulldozer to seal any fractures and loose soil materials. 2. The guesthouse and landslide head scarp pose an emanate danger to persons traveling on the ATV and temporary access road. Therefore the guesthouse should be demolished. The demolition debris should not be stockpiled above the head scarp but taken offsite. After the guesthouse is removed, the landslide head scarp should be flattened to 1 horizontal to 1 to reduce rock and debris fall hazards from the scarp. A temporary fence should be placed on the uphill side of the ATV road to catch any debris that may fall from above the head scarp. The fence may not be suitable for retaining large boulders or debris. 3. Before the rainy season, UV resistant plastic sheeting should be placed over the head scarp to the ATV road and from the ATV road over the toe of the landslide to prevent water from entering the landslide mass and to prevent erosion. After the abandonment of the ATV road, the landslide should eventually be completely covered with the plastic extending over the edges of the landside and from the laidback head scarp to the toe. Drainage off the plastic sheeting should be diverted away from the landslide to prevent water from accumulating on the landslide mass and to protect the temporary access road below Poppy Trail. 4. Temporary measures should be installed to divert any water collected on the paved slope ditches and drainage areas above the head scarp. Sand bags, a makeshift catch basin made of sand bags in a shallow pit and a corrugated metal or PVC pipe or an "industrial sock drain" . could be used for this purpose. The drainage devices should convey collected water down the slope away from the landside mass. Care should be taken to convey the water beyond the current access road and not to allow the water to enter the toeof the landslide. 5. A more complete inspection should be made of the areas above the landslide around the guesthouse and tennis court areas. Measures should w L-599 D1 Poppy Trail Landslide Group Delta Consultants. Inc. 3 City of Rolling Hills be taken to prevent any runoff from the properties above from draining onto the landslide. This includes runoff from the roofs, into drain inlets and into paved or unpaved ditches since the outlets are unknown at this time. This may include use of sandbags, installation of temporary pipes, plastic sheeting, temporary re -grading, (which could require removal of driveways) and even redirecting the roof gutter down spouts into pipe systems and diverted away from the landslide mass. As part of the pre -construction phase of this grading, GDC is installing 3 inclinometers to monitor landslide movement during grading. This data will help determine the stability of the landslide. Closure This letter summarizes the opinion of GDC, based on the limited walkover, exploration and geological mapping of the landslide, observation of the landside conditions and the limited review of the subject references. This evaluation was performed in accordance with generally accepted local standards using that degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. The conclusions for this project are, to a high degree dependent upon proper quality control from the contractor. Consequently, the recommendations are made contingent on the opportunity of GDC to observe the contractors operations including slurry, grouting or any excavating. If parties other than GDC are engaged to provide such services, they must be notified that they will be required to assume complete responsibility for the geotechnical phase of the project by concurring with the conclusions in this report or provide alternate recommendations as deemed appropriate. GROUP' DELTA]fr--) ritimum L-599 D1 Poppy Trail Landslide Group Delta Consultants. Inc. 4 City of Rolling Hills If you have any questions, or if we can be of further service, please do not hesitate to contact Group Delta Consultants, Inc. at 310-320-5100. Respectfully Submitted, GROUP DELTA CONSULTANTS, INC. SK for Mike Reader Michael D. Reader, VP, GE Steven H. Kolthoff, PG, CEG N:'Projects'500-599\L-599 Rolling Hill Poppy Trail Landslide\L-599A Poppy Trail Slide\Documents\L-599 RH Poppy Trail Landslide - Letter Report #2.doc IGROUP1 DELTA • INCORPORATED JANUARY 2'+, 1957 GODFREY PERNELL, D.D.S. Mayor B. ALLEN LAY Mayor Pro Tem DR. JAMES BLACK Councilmember THOMAS F. HEINSHEIMER Councilmember FRANK E. HILL Councilmember June 9, 2005 Mr. Michael D. Reader, P.E., G.E. Vice President/Principal Engineer Group Delta Consultants 2291 W. 205th Street, Suite 105 Torrance, CA 90501 Dear Mr. Reader: NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com The City of Rolling Hills currently has Group Delta under contract to perform geologic services in connection with the Poppy Trail landslide. We understand that the Rolling Hills Community Association would like to contract with Group Delta and Bolton Engineering to study an alternative location for an access road below the existing Poppy Trail Road. The City of Rolling Hills does not have any objection to Group Delta performing this specific work for the Rolling Hills Community Association. We grant permission for Group Delta and Bolton Engineering to use the work products (geologic investigations, topographic surveys, etc.) previously prepared for the City of Rolling Hills in the work that they will perform for the Rolling Hills Community Association. Sincerely, Craig R. Nealis City Manager CRN:en 06-09-05render-1 tr.d oc cc: City Attorney 1 i CALIFORNIA PRELIMINARY 20-D. (In accordance with Civil Code Sections 3097 6r TO: CONSTRUCTION LENDER (Or Reputed If Any) Name: Street: 3098) APR 1 5 2005 City, State, Zip: BY CITY CEROLLING H TO: X OWNER (Or Reputed Owner) ❑ PUBLIC AGENCY Name: Street: (On Private Works) (On Public Works) City of Rolling Hills 2 Portuguese Bend Road City, State, Zip: Rolling Hills, CA 90274 TO: ORIGINAL CONTRACTOR (Or Reputed Contractor) Name: SAME Street: City, State, Zip: TO: OTHER (if any): Name: Street: City, State, Zip: General description of the labor, service, equipment, or materials furnished, or to be furnished, and an estimate of the total price: Geotechnical and Geologic Consulting Services $ 40,760.00 NAME AND ADDRESS OF CLAIMANT GIVING THIS NOTICE: Name: Street Group Delta Consultants, Inc. 2291 W 205th Street, Suite 105 City, State, Zip: Torrance, CA 90501 NAME OF PERSON OR FIRM THAT CONTRACTED TO PURCHASE THE LABOR, SERVICE, EQUIPMENT, OR MATERIALS: City of Rolling Hills DESCRIPTION OF JOB SITE SUFFICIENT FOR IDENTIFICATION Poppy Trail Landslide Near intersection of Portuguese Bend Road & Poppy Way, Rolling Hills, CA ICE TO PROPERTY OWNER If bills are not paid in full for the labor, services, equipment, or materials furnished or to be Li nished, a mechanic's lien leading to the loss, through court foreclosure proceedings, of all or part of your property being so improved may be placed against the property even though you have paid your contractor in full. You may wish to protect yourself against this consequence by (1) requiring your contractor to furnish a signed release by the person or firm giving you this notice before making payment to your contractor, (2) any other method or device that is appropriate under the circumstances. Other than residential homeowners of dwellings containing fewer than five units, private project owners must notify the original contractor and any lien claimant who has provided the owner with a preliminary 20 -day lien notice in accordance with Section 3097 of the Civil Code that a notice of completion or notice of cessation has been recorded within 10 days of its recordation. Notice shall be by registered mail, certified mail, or first-class mail, evidenced by a certificate of mailing. Failure to notify will extend the deadlines to record a lien. If this notice is given by a subcontractor who Is required under a collective bargaining agreement to pay fringe benefits, the names and addresses of the laborers and express trust funds follow: PROOF OF SERVICE AFFIDAVIT: The undersigned served copies of this Preliminary Notice by first class registered or certified mail, postage prepaid, on the persons and at the addresses shown above on: Date: 04/14/05 I declare urpe/%lty erjury under the laws of t Dated: //y Signature J' ESE7.T.RE O` .'1-. THIS FORM. WE O Cf.: iN:AIIC A:'. Al7c,PINEY T` IF.YTHE RjTf,?_ IR.. 1J ITV v^.Fi7'•PS, P.',2 DO NOT i .z .,.7.. r E ..i CC't T,' :T foregoing is true and correct. c'P' YOUR :n i. ':!"•- rifiN. rt1i'C.'•. t":tl'iti�Su,4U. �Difi fi�:K•=: 4:' R.EpRu.EI iION ::C. __._. Yh 'L.__ �O'srVnt Dciu;Is Enk�rpzisu 2J.4 � f'R4dA67.3 �¢:fi4 :GROUP DELTA EksikAiRiauti GROUP DELTA ttosinu September 2, 2005 (rev 9/7/05) City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Attn: Craig Nealis, City Manager Subject: Proposal for Geotechnical Observation and Testing Services Proposed Emergency ATV -Use Bypass Trail of Poppy Trail Landslide Rolling Hills, California Mr. Nealis: Group Delta Consultants inc. (GDC) is pleased to submit this proposal for the above - mentioned project. We prepared our proposal in compliance with your request and include a brief introduction of our scope of services and cost breakdown. We will work in close cooperation with the project team to provide our services for the project. 1.0 PROJECT DESCRIPTION Poppy Trail has been over -ridden by slide debris, which blocked access to the residences up canyon from the Iandside. To provide emergency access for All - Terrain Vehicle (ATV) to use during construction of a temporary roadway, a new ATV trail. The proposed emergency ATV alignment is similar to the alignment that GDC analyzed and found feasible in our report of 6/16/05. The ATV alignment will cross the Poppy Trail Landslide of March 6, 2005 from Poppy Trail using the previous George FF. Canyon Trail then converge again with Poppy Trail by the "hairpin" curve in Poppy Trail. This new emergency access road will require minor cuts and fill up to about 15 feet high where the trail exits the landslide at its southern limit. Other than these minor cuts and fills, the proposed alignment will generally primarily follow existing grades. We also understand that the trail will not be paved, but might receive aggregate base. Based on discussions with the proposed contractor, Dutch Philips, we understand that the total construction schedule will be approximately 1 week. Emergency AT7'Access Trail Observation/Testing Poppy Trail City of Rolling Hills 2.0 SCOPE OF WORK Our scope of work is anticipated to consist of the following: Geotechnical Observation and Testing Observation and testing of fill and roadway construction will include: • Sampling and testing of roadway grading • Project engineering, field supervision, QC • Daily field observation reports • Project management (manager/engineer) September 2, 200. Page 2 Note: Since this will be a trail for emergency use only, we will not provide a final compaction report and will only perform observations to evaluate the overall stability of the trail and hillside during construction. 3.0 UNIT RATE FEES Our services will be provided on time -and -materials basis in accordance with rates presented in our unit rate fee schedule. Additional services will be provided per our standard schedule of fees (SoF 2004) valid through 2005 (please see attachment). The final costs for inspection and testing will depend on factors including factors out of our control, including actual construction schedule, actual quantities, construction delays, change in contractors' schedule, weather conditions, failed tests, additional meetings/site visits and sample pick ups. GDC Project Manager will monitor the number of hours required for its personnel to perform each task and compare with the project schedule. Additional services at the request of the Client, will be provided on time -and -materials basis in accordance with our unit rate fees. Our services will not include layout, direction or supervision of the personnel of others or review or evaluation of the safety practices of others at or near the project site. If services provided on an "on call" basis, we will not impart any opinion regarding suitability, performance or specification compliance of work unless our field representative has timely and sufficient opportunity for observation and testing. The contractor/ client will be responsible for the safety of our on -site personnel in accordance with Section 1592(e) of the California Construction Safety Orders (May 1994 or current version). Emergency ATV Access$ObservatiorvTesting .,I Poppy Trail City of Rolling Hills September 2, 2005 Page 3 Our fees and contractual agreement will be based on criteria highlighted below. - The hourly rate includes inspection and travel cost. Over time will be requested and approved in advance by the owner. Overtime will be applied at one -and -one-half (1.33) times the hourly rate for work performed at the site in excess of eight (8) hours per day including Saturdays and additional hours at double (1.5) time including Sundays and holidays after twelve (12) hours of work. GDC will submit invoices on monthly basis for services provided during the previous month. Invoices will be due within thirty (30) days upon receipt of invoices. - This proposal in its entirety including attachments, will serve as an agreement/contract between you and GDC. INDEMNITY In agreeing to the scope of work contained in this proposal, the City of Rolling Hills acknowledges that the existing site is currently unstable and agrees to defend, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connected in anyway with the work performed for City of Rolling Hills from this proposal, except where such liability expense is the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors, shareholders ort subcontractors. A� Ac cess ccess Trail Observation/Testing Poppy Trail City of Rolling Hills September 2, 2005 Page 4 Please complete the Agreement/ Authorization block given below and return to our office to proceed with the project. Please contact us if you have any questions or need additional information pertaining to our proposal. We look forward to working with you. Very truly yours, Group Delta Consultants, Inc. Michael Reader, P.E., G.E. Project Manager/ Vice President AGREEMENT ACCEPTANCE OF PROPOSAL & AUTHORIZATION TO PROCEED GDC Proposal Number Client*: - V K- c-0 << t o c ht r t, s Print Name: c r a r a.N e ck_ \ s Signature: Title: C �' 'r Wit, 00, 0S-€•- Date: 9] '� 1 b Address: a vO)^TCk CJ U `G S3 -e xtd 'C.p ad , Telephone No: 3 Q �3'�'�� i S I • CA�o Invoice to be sent to the Client*, who will be responsible for the payment of services. Client's special invoicing instructions/PO Number: COST ESTIMATE, Poppy Trail Temp Alignment Pile Monitoring, Geotechnical Observation and testing Deputy Inspection & Materials Testing Services TASKS/ SERVICES Days EST. QUANTITY UNIT RATE (s) AMOUNT ($) 1. Piles Installation Monitoring - Testing and Production Drill Soldier Piles/Shoring/Lagging 0 0 Hour 69.00 0.00 Tie -Backs 0 0 Hour 69.00 0.00 Excavation/.Lagging 0 0 Hour 69.00 0.00 Shoring - concrete deputy 0 0 Hour 59.00 0.00 Technician Vehicle - hourly 0 0 Hour 3.00 0.00 Technician Vehicle - mileage .: ' 0 Hour 0.50 0.00 Engineering/control/meetings during monitoring ;t±' -Vie',':; ` 0 Hour 155.00 0.00 Review of installation/driving records, performance etc i- `ti :6:;;== 0 Hour 130.00 0.00 Pile Monitoring Report i«;ii.s i'Tti' 0 Hour 125.00 0.00 Drafting/ admin support - report i3 iJ-:::i:i:a' 0 Hour 55.00 0.00 Total Pile Monitoring :. +. ..<..,.., . h., S.s:- 1....t=-, 0.00 2. GEOTECHNICAL OBSERVATION & TESTING Grading Observation and Testing - Grading/backfill 7 56 Hour 85.00 4.760.00 Grading Observation and Testing - Utilities/Drains 0 0 Hour 85.00 0.00 Grading Observation and Testing - pavement 0 0 Hour 85.00 0.00 Technician Vehicle - hourly - 7 56 • Hour 5.00 280.00 Technician Vehicle - mileage r:; ;;ii:pi" 100 Hour 0.50 50.00 Geotechnical Engineer/review, data analyses/QA tS,i:15 'z,,;it 0 Hour 130.00 0.00 Project Engineer/data review & compilation i� ;=i' :i 0 Hour 110.00 0.00 Drafting/admin support ^::v, 0 Hour 55.00 0.00 Lab- Maximum Density Test •^... . . 0 Test 130.00 0.00 Lab- Grain Size Anslyses 0 Test 75.00 0.00 Total Geotechnical Observation & Testing s ,?- i - = x - -C,.. F = 5,090.00 3. REINFORCING STEEL/CONCRETE Wall Footing 0 0 Hour 65.00 0.00 Wall Rebar / Shotcrete 0 0 Hour 65.00 0.00 Podium Rebar/concrete 0 0 Hour 65.00 0.00 Inspection during concrete placement 0 0 Hour 65.00 0.00 Shotcrete CorelTest " "' prrg. 0 Test 80.00 0.00 Testing concrete- cylinder (6"x12") -.1*.q.,'.44:114 0 Test 20.00 0.00 Testing steel- tensile and bend (less than #8) _ ,\, ; 0 Test 40.00 0.00 Total Reinforcing Steel/Concrete ,_ '_ ;, _ ,, :•' 4. CONCRETE MASONRY UNITS (CMU) Inspection of masonry/ grouting/placement - shown above 0 0 Hour 65.00 0.00 Testing mortar, grout and prism (core and test) - t_ 0 Test 80.00 0.00 Total Concrete Masonry Units (CMU) r _,,,; , 4 :I 4,-1,:_-:,- . c ,. - ''',',T4 , + , . .- 5. STRUCTURAL STEEL & WELDING Inspection, field welding and erection 0 0 Hour 59.00 0.00 Non -Destructive Testing (NDT) 0 0 Hour 150.00 0.00 Total Structural Steel & Welding Z; .i, ! '/ . , ua �, :.. L. c"• , r a*, S' %74-'' , .. f,; - 6. Engineering Services • :. Project Management/Manager/Coordination/Meetings , it � i 16 Hour 185.00 2,960.00 Geotechncial Addendum for Mat/Shoring i:i 0 LS 5,000.00 0.00 Sample pick up & delivery W6471'1'; 1'? . 0 Trip 55.00 0.00 Final Inspection/Observation Statement/Report gilts•_ . :!\._ 0 Hour Lump Sum 1,000.00 Total Miscellaneous Services . ,., :,, F,....,:_, .« i, F I ,l „rs, ,; ;_ # 3,960.00 Total Estimated Costs $ 9,050.00 The estimated quantities are based on schedules and quantities provided by you and/or your contractor. Deviations from these quantities and amounts will lead to changes in actual charges incurred and increase in budgeted amount. If quantities need modification, please notify us immediately to adjust the quantities reflecting the budget. Notes: • The hourly rates will be assessed based on four hours minimum and eight hours for work beyond four hours. Same day cancellations will be assessed at two hours minimum and cancellation received within two hours of the scheduled time, will be billed for four hours minimum. * Overtime will be applied at 1.33 times the regular hourly rate including Saturdays and additional hours at 1.5 times (including Sundays and Holidays) after first 12 hours of work. • The rates for inspection/testing not listed above will be provided upon request. * The samples on -hold (including concrete and/or soils) will be assessed based on unit rate fees. • No over -time is assumed in this cost estimates. Only one inspector is assumed in this estimates. N.Projects\500-599\L-599 Rolling Hill Poppy Trail Landslide\Proposals add work1L599 ATV Trail Inspection costs.xls GDC - 8/26/2005 - Page - 1 Emergency Ai C/ Access Trail Observation/Testing Poppy Trail City of Rolling Hills September 2, 2005 Page 5 TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) are based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of man, acts of God. or other variables beyond the control of GDC. GDC shall write reports so as to meet the administrative requirements of local governmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any govemmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, shareholders, except where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders. LIMITATION OF LIABILITY .._ _...r..., ,,., ..y,,... ....,u In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non-professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment of undisputed invoice amount is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (1-1/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accrued interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. Initials Emergency ATV Access i rail Observation/Testing Poppy Trail City of Rolling Hills September 2, 2005 Page 6 TERMS & CONDITIONS - EXHIBIT I - (page 2 of 2) ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCHEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of entry for GDC personnel, and for any other personnel and all equipment necessary in order to complete the work. While GDC will take all reasonable precautions to minimize any damage to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the grow, negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans furnished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety pre- cautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and all other claim related expenses. Initials DELTA CONSULTANTS Eeotechnieal Bn z.lneerutg Geolo r lroGeolo y &arthgudke Materials. Testing & Inspection Forensic S'2rvices September 21, 2005 City of Rolling Hills No. 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Subject: Mr. Nealis: SEP 2 3 2005 CITY OF ROLLING HILLS Sy Craig Nealis, City Manger Continued Movement Poppy Trail Landslide Rolling Hills, California On September 1, 2005, during the installation of three inclinometers within the midsection of Poppy Trail Landslide, Group Delta Consultants, Inc. (GDC) observed that the landslide was still moving. Traverse cracks developed paralleling the landslide toe throughout the midsection of the landslide (see Figure 1). Diagonal tension cracks were observed along the north lateral scarp at the northern section of George FF Canyon Trail where the trail crosses the lateral scarp of the landslide (see Figure 2). Also, there is evidence that surface water has ran off the top of the landslide scarp onto the landside mass. Surface water needs to be prevented from flowing onto the landslide and from flowing into the new tension cracks. Water entering the tension cracks could accelerate the movement of the landslide and could cause erosion of the landslide back scarp. Inclinometer Displacement Monitoring On September 1 through September 3, 2005, three inclinometers were installed on the active and non -active portions of the landslide. On September 2, 2005 and September 6, 2005, baseline readings were made for the inclinometers. Additional readings were taken through September 16, 2005. The following summarizes the ground -displacement monitoring of the inclinometers. • PT -1 was installed on the south side of the active landslide. Monitoring showed that the landslide in the area of PT -1 was displaced about 0.5 inches down slope from September 2 through September 16, 2005. • PT -2 was installed on the north side of the active landslide. Monitoring showed that the landslide in the area of PT -2 had displaced almost 0.25 inches down slope from September 6 through September 16, 2005. 2291 W. 205`1 Street, Suite 105 4 Torrance, CA 90501-1459 4. Tel (3.10) 320-5100 4 Fax (310) 320-2118 Aliso Viejo* (949) 609-1020) Owww.GroupDelta.com+ San Diego+ (858) 524-b00 Continued Movement Poppy Trail Landslide Rolling Hills, California September 21, 2005 Page 2 • PT -3 was installed north of the active landslide in the old landslide mass. No significant displacement was monitored at PT -3. The locations of the inclinometers are plotted on the attached geology map. The inclinometer displacement monitoring plots follow the map. The inclinometer A -axis is generally down slope while the B -axis is 90 degrees from the A axis (see plots in the back of this report). Additional Observations On September 20, 2005, an unusual summer storm dropped measurable rain in the area of the landslide. During the storm, the landslide was not winterized with plastic sheeting or surface water diversion devices allowing rainwater runoff to enter the landslide mass. After visiting the site on September 21, 2005, it was observed that many of the surface cracks that were not destroyed from the temporary ATV Road grading had increased in width (see Figure 3). No new cracks were observed on the newly graded temporary ATV Road. Conclusion The Poppy Trail Landslide is moving as much as 0.3 inches a week. This is evident by the observation of the tension cracks that developed in the midsection of the landslide and the data collected while monitoring the inclinometer. Since the landslide is still moving, precautions should be taken to protect the landslide from surface water entering the landslide mass by covering the landslide with plastic sheeting and diverting surface water run off away from the landslide mass. Also, the gust house above the landslide scarp should be removed and the scarped laid back and covered with plastic for additional stability. Also, the toe of the landslide should be densified by track rolling the loose materials. Monitoring ground -displacement of the inclinometers will continue on a bi-weekly basis throughout and after the grading of the temporary roadways. Any questions, please give us a call. Sincerely, GROUP DELTA CONSULTANTS, INC. Steven H. Kolthoff, CEG Senior Geologist • • Continued Movement Poppy Trail Landslide Rolling Hills, California €GROUPI IDELTAI September 21, 2005 Page 3 Traverse tension cracks observed along the midsection of the Poppy Trail Landslide. Figure 2. Diagonal tension cracks along the north lateral side of the landslide. Figure 3. Traverse tension crack widens after the September 20, 2005 rains. Continued Movement Poppy Trail Landslide Rolling Hills, California tGROUP1 LDELTAI September 21, 2005 Page 4 Figure 4. Erosional rills forming from surface water flowing over the landslide back scarp. LEGEND theksesAer A + Poppy Trail SW -Vamp Mahan oar- Sipe Winn Oh • Landslide Ms OId IandmYde Tina -Mlemin Slain Cs-CetW+Schist Geological Contact Beekting Sheet Cross s«m s / \ • ♦ AFT -.ry" Strike ow abed.nh depth /Tenn bdr0 3 Strke&gp otSchhegy U Seke F Dip or landslide plane Direction or leMWde ncwnee -37- Groundwater + Boring /Acetone Teq,lu srrewns tpam.rnc Sob) Reference: Drawing prepared by. Bolton Engineering Corp, dated 5-24-05. • CITY OF ROWNG HILLS AND ROWNG HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR AU. OFFSITE WORK ON j1 AND #4 POPPY TRAIL • ♦ • \♦♦ ♦ ♦ \\\\ • 111 4e\ 0?1\ • \\ � B-7 \ .• \• \\ • • • • • Cit Lot • • Owner: Alan Sheen Portion of Lot 90 Rolling Hills Troe r1 Poppy Tree wrtCrocke to Landslid osalble Sind v. • Ion oppy Trott nee 1111 1 1 1 1 111 1 tin1.411,,1 1 1 X111111\11 1� 1 \‘‘‘,1% \ 1 \q\ \ \\\ (\ \,1 if �` \` \ 1 \ \ \ \ \ \ \ \ .4/ i \\ \ •� + City Lot ------- ---— ;r `♦• \\\\\\\ • \ •-------_ —� \ \ \ \\ \ \\• �•__»_•� \ —' ` \.\.\t ;\t\.\\�\� \\ DATE 6/14/05 ■eosnn AMOYFLSA 08/18/05 ty S. Kolthoff Emmet DRAWN If T. Ybarra / V. + 1 4.4 • • 141/ //11 1 + J 11/ ,\ \ O I 1 + GROUP DELTA CONSULTANTS, Suite 105LTANTS, INC 2291 W. 205th Street ggiaL9 Suite 105 Torrance, CA. 90501 Geologic Map Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA rxaecrnYae L-59913 s000 — 80 AGMKAMM 7 POPPY PT -1, A -Axis 10 15 c 20 a) 0 25 30 35 40 - -1.00 -0.50 • • • 9/2/2005 9/2/2005 9/6/2005 9/8/2005 -0- 9/16/2005 0.00 0.50 1.00 0 5 10 15 a) c 20 a) 0 25 30 35 - POPPY PT -1, B -Axis I(11 4 40 — -1.00 -0.50 0.00 9/2/2005 9/2/2005 r 9/6/2005 9/8/2005 <>- 9/16/2005 r r -r 0.50 1.00 Cumulative Displacement (in) from 9/2/2005 Cumulative Displacement (in) from 9/2/2005 GROUI' DIThTA Poppy Trail Landslide Rolling Hills, CA Inclinometer PT -1 POPPY PT -2, A -Axis 0i - I 10I 15 25 30 35 40 ir •n "t -V 9/6/2005 --0- 9/6/2005 -0- 9/8/2005 -A- 9/16/2005 0 5- 10 15 25 30 - 35 40 POPPY PT -2, B -Axis -7- 9/6/2005 -A- 9/6/2005 9/8/2005 -A- 9/16/2005 -1.00 -0.50 0.00 0.50 1.00 -100 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 9/6/2005 (R.," r DELTA Cumulative Displacement (in) from 9/6/2005 Poppy Trail Landslide Rolling Hills, CA inclinometer PT -2 0 5 10 15 20 L25I a) 30 35 40 1 45 50 POPPY PT -3, A -Axis . . . . . . -9-. 9/6/2005 -0- 0/6/2005 -a- 9/8/2005 -A- 9/16/2005 01 5 10 15 20 a▪ ) s • 25 a) 30 35 40 45 50 POPPY PT -3, B -Axis a 9/6/2005 -0- 9/6/2005 9/8/2005 9/16/2005 -1.00 -0.50 0.00 0.50 1.00 -1.00 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 9/6/2005 Cumulative Displacement (in) from 9/6/2005 r DELTA Diammono Poppy Trail Landslide Rolling Hills, CA Inclinometer PT -3 Subj: 1 Poppy Trails Buyers Date: Friday, June 3, 2005 9:41:39 AM From: ry@jyllp.com To: cityofrh@aol.com Roger Yuen Jung & Yuen, LLP 888 S. Figueroa St. Suite 720 Los Angeles, CA 90017 Telephone No.: 213 689-8880 Fax No.: 213 689-8887 E-mail: ry@jyllp.com Wed Site: www.jyllp.com This message and any attachments are confidential and may be privileged or otherwise protected from disclosure. If you are not the intended recipient, please telephone or email the sender and delete this message and any attachments from your system. 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Date: Fri, 3 Jun 2005 09:41:25 -0700 (PDT) From: <ry@jyllp.com> Subject: 1 Poppy Trails Buyers To: cityofrh@aol.com MIME -Version: 1.0 Content -Type: multipart/alternative; boundary="0-1495403657-1117816885=:32264" X-AOL-IP: 68.142.224.172 X-AOL-SCOLL-SCORE: 0:2:305016366:13153337 X-AOL-SCOLL-URL COUNT: 0 6/3/05 America Online : Cityofrh Page 1 Subj: Re: 1 Poppy Trails Buyers Date: Friday, June 3, 2005 9:43:48 AM To: ry@jyllp.com Roger, Here are the people that have contacted me expressing an interest in possibly purchasing #1 Poppy Trail. They are in no particular order. John Lacey (310) 377-1636 Rick Gaunt (310) 864-1438 Vii"` ij Gregg Kirkpatrick (310) 516-2342 Norm La Caze (310) 534-0411. Thank you, Craig Nealis 6/3/05' America Online : Cityofrh Page 1 05/24/05 TUE 13:34 FAX 310 377 7288 CITY OF ROLLING HILLS Row_ a • TRANSMISSION OK TX/RX NO CONNECTION TEL CONNECTION ID ST. TIME USAGE T PGS. RESULT ************S******ski: *** TX REPORT :** :5:55555555**5555555* 2493 643 8441 CITY ATTNY 05/24 13:33 01'12 2 OK DATE: TO: my 0/ Ieo//inq INCORPORATED JANUARY 24, 1957 FAX COVER SHEET FAX: SUBJECT: REMARKS: TIME SENT: FROM: NO. 2 PORTUGUESE BEND ROAD. • ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com 1:3 S J OPERATOR: A CONSULTANTS September 21, 2005 City of Rolling Hills No. 2 Portuguese Bend Road Rolling Hills, CA 90274 SEP 2 3 2005 CITY OF ROLLING HILLS By Attention: Craig Nealis, City Manger Subject: Continued Movement Poppy Trail Landslide Rolling Hills, California {` . Mr. Nealis: On September 1, 2005, during the installation of three inclinometers within the midsection of Poppy Trail Landslide, Group Delta Consultants, Inc. (GDC) observed that the landslide was still moving. Traverse cracks developed paralleling the landslide toe throughout the midsection of the landslide (see Figure 1). Diagonal tension cracks were observed, along the north lateral scarp at the northern section of George FF Canyon Trail where the trail crosses the lateral scarp of the landslide (see Figure 2). Also, there is evidence that surface water has ran off the top of the landslide scarp onto the landside mass. Surface water needs to be prevented from flowing onto the landslide and from flowing into the new tension cracks. Water entering the tension cracks could accelerate the movement of the landslide and could cause erosion of the landslide back scarp. Inclinometer Displacement Monitoring On September 1 through September 3, 2005, three inclinometers were installed on the active and non -active portions of the landslide. On September 2, 2005 and September 6, 2005, baseline readings were made for the inclinometers. Additional readings were taken through September 16, 2005. The following summarizes the ground -displacement monitoring of the inclinometers. • PT -1 was installed on the south side of the active landslide. Monitoring showed that the landslide in the area of PT -1 was displaced about 0.5 inches down slope from September 2'through September 16, 2005. • PT -2 was installed on the north side of the active landslide. Monitoring showed that the landslide in the area of PT -2 had displaced almost 0.25 inches down slope from September 6 through September 16, 2005. 2291 W. 2051' Street. Suite 105 • Torrance. CA 90501-1459 ♦ Tel (310) 320-5100 0 Fax (310) 320-211g Aliso Viejo+ 949) 609-1020 ®www.GroupDelta.com+ San Diego+ (R5Sl 524-1500 • 4 GROUP: DELTAtioAkiattag Continued Movement Poppy Trail Landslide Rolling Hills, California September 21, 2005 Page 2 PT -3 was installed north of the active landslide in the old landslide mass. No significant displacement was monitored at PT -3. The locations of the inclinometers are plotted on the attached geology map. The inclinometer displacement monitoring plots follow the map. The inclinometer A -axis is generally down slope while the B -axis is 90 degrees from the A -axis (see plots in the back of this report). Additional Observations On September 20, 2005, an unusual summer storm dropped measurable rain in the area of the landslide. During the storm, the landslide was not winterized with plastic sheeting or surface water diversion devices allowing rainwater runoff to enter the landslide mass. After visiting the site on September 21, 2005, it was observed that many of the surface cracks that were not destroyed from the temporary ATV Road grading had increased in width (see Figure 3). No new cracks were observed on the newly graded temporary ATV Road. Conclusion The Poppy Trail Landslide is moving as much as 0.3 inches a week. This is evident by the observation of the tension cracks that developed in the midsection of the landslide and the data collected while monitoring the inclinometer. Since the landslide is still moving, precautions should be taken to protect the landslide from surface water entering the landslide mass by covering the landslide with plastic sheeting and diverting surface water run off away from the landslide mass. Also, the gust house above the landslide scarp should be removed and the scarped laid back and covered with plastic for additional stability. Also, the toe of the landslide should be densified by track rolling the loose materials. Monitoring ground -displacement of the inclinometers will continue on a bi-weekly basis throughout and after the grading of the temporary roadways. Any questions, please give us a call. Sincerely, GROUP DELTA CONSULTANTS, INC. Steven H. Kolthoff, CEG Senior Geologist Continued Movement Poppy Trail Landslide Rolling Hills, California GROUP, DELTA ml2== September 21, 2005 Page 3 Figure 1. Traverse tension cracks observed along the midsection of the Poppy Trail Landslide. Figure 2. Diagonal tension cracks along the north lateral side of the landslide. Figure 3. Traverse tension crack widens after the September 20, 2005 rains. Continued Movement Poppy Trail Landslide Rolling Hills, California GROUP r-( DELTAtaailwam September 21, 2005 Page 4 Figure 4. Erosional rills forming from surface water flowing over the landslide back scarp. LEGEND 11 + Oat •'Im..p A.aIraa Orr • Slope *WO OP • W.d.Irde T, .0Id Wddlda Tm. •MaoS. Shale G•Calm Sdiw Oetlnpkd Control Seddog • 1 i 19 1 0, SOA. G Up deed pith dean mo b 0r0 %Ike& Dlp of SCYebdy Slaw & 01pof IwWdda plane ot.mlon ofl."eude mown. dound000r Boring L.cmrr Cr,,o Sectors . Teae 0 &T, n,h, fP- P.d0, Seib) Reference: Drawing prepared by. Bolton Engineering Corp, dated 5-24-05. CITY OF ROLLING HILLS AND ROWNC HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR ALL OFFSITE WORK ON 11 AND f4 POPPY TRAIL 1 1111 1 1 1 1111 l3� I 1 III 1 1 11 11 11 //� / 1 1 1 11 1 \\ \ Hit) /// ;�' \� 11111 111 /ii'/ - /// i� • • • _, \ \�— �• • DATE 6/14/05 eon am 08/18/05 ty mruxe AMMO, ED S. Kolthoff Owner: Alon Shun Portion of Lot 90 Rolling HO. Troe 11 Poppy Trot w01 -Crock i to Landfall os.lbla Slid I I1 \ 1 1 1 \s„`,11� \.\\‘‘ \ \ 1\ \ /% 1 \ \\\\\\\\, iv/ \1 \\ �\l\\ \\ • _ /,,, /// I \ \\1 \ \1 1 1 / —_—_—_+_ --: / 1t : oppY Trot \ I • . • + City Lot T. Ybarre GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 Geologic Map MAAR DOMED 1-5995 Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA s� I"=80 MGM name 7 0' • 5: 10 15 - 20 Q a) 0 25 30 35 ;1: 40 - POPPY PT -1, A -Axis yT i T 4 � ffI --- 9/2/2005 9/2/2005 - � 9/6/2005 9/8/2005 - 0- 9/16/2005 -1.00 -0.50 0.00 0.50 1.00 POPPY PT -1, B -Axis 9/2/2005 9/2/2005 -0 9/6/2005 9/8/2005 9/16/2005 -1.00 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 9/2/2005 Cumulative Displacement (in) from 9/2/2005 c,rc)UI' r Dr I .TA ,.. Poppy Trail Landslide Rolling Hills, CA Inclinometer PT -1 0 5 10 15; a) • 20 4) a 25! 30 35 POPPY PT -2, A -Axis 9/6/2005 -0- 9/6/2005 -0- 9/8/2005 -6- 9/16/2005 -100 -0.50 0.00 0.50 1.00 5 10 15 a) t • • • • .c 20 a) a 25 30 - 35 - POPPY PT -2, B -Axis 9/6/2005 o-.. 9/6/2005 9/8/2005 40 -6- 9/16/2005 -100 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 9/6/2005 Cumulative Displacement (in) from 9/6/2005 Poppy Trail Landslide Rolling Hills, CA DELTA tcusiGigkia Inclinometer PT -2 0� 5 10: 15 20! L 25 81 • a) 0 30 35 40 1 45 I 50 • POPPY PT -3, A -Axis -1.00 -0.50 1 9/6/2005 -0-- 9/6/2005 -_- 9/8/2005 -- 9/16/2005 0.00 0.50 1.00 Cumulative Displacement (in) from 9/6/2005 (.;IC)UF' DELTA D axiamrd Poppy Trail Landslide Rolling Hills, CA 0 5 10 15 m 25 Q a) 0 30 35 40 45 POPPY PT -3, B -Axis 9/6/2005 9/6/2005 -0-- 9/8/2005 50 - 9/16/2005 -1.00 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 9/6/2005 Inclinometer PT -3 USPS - Track & Confirm 6/20/05 8:32 AM UNITED cSTL SERVICEo Track & Confirm Current Status You entered 0103 8555 7493 5978 4238 We attempted to deliver your item at 9:22 am on June 18, 2005 in CULVER CITY, CA 90230 and a notice was left. It can be redelivered or picked up at the Post Office. If the item is unclaimed, it will be returned to the sender. Information, if available, is updated every evening. Please check again later. SMpnrwnt Details a Notification Options ' Track & Confirm by email —What is this? °°oo POSTAL INSPECTORS site map" contact us - government services" Preserving the Trust Copyright ' 1999-2002 USPS. All Rights Reserved.' Terms of Use"Privacy Policy Track & Confirm Enter label number: Track & Confirm FAQs Home http://trkcnfrml.smi.usps.com/netdata-cgi/db2www/cbd_243.d2w/output Page 1 of 1 Mcc_dtt& -Wotioie ✓(M Printed on Recycled Paper. • Cp (0 I U. cki f�- 3ci n C,AAAtisc Cr4.1u+go0),3� 2AASsat 1-&QJ-e/yQ, D„E„, Le,ce,,/ • iLi U.S. PO H METER52O'+::%2 cl-71(0Y CITY OF ROLLING HILLS 2 PORTUGUESE BEND ROAD ROLLING HILLS, CA 90274 Mr. Robert B. Parsons Finer, Kim & Stearns City National Bank Bldg. 3424 Carson Street, Suite 500 Torrance, CA 90503-5701 X g b. RIDING RING / X >, a) (i) U o ao= o o= 0 0 0 Date: Apr. 7, 2005 Scale: 1 in. = 30 ft. Drawn: FJW Job No. 5019 Sheet Of 1 Sheets i (2-19 629- 8SZO-1 - 3(47),_ /walla a C t. Mn.-I-utik1Z. to) - 31 2- vrm odd ii_ O PT �� q9 9) 452 - °LIU ask__ Mt,..._Gctufhot - ._. .. 10110 M Lotp42t .4 Sc l d a,ici s Canst c S o K 13,00 S. P, G _c Coovvt-HAA, 12ed ok of &ck,. _ _._ 'boZ _ Me_ ii.sse _ 44 sG.f to 4/4 Cem45' maga, Q1ti '030 LAW OFFICES OF FINER, Kim & S7E a s AN ASSOCIATION OF PROFESSIONAL LAW CORPORATIONS WILLIAM A. FINER HARRY J. KIM ROBERT D. CIACCIO• ROBERT B. PARSONS *ALSO ADMITTED IN NEW YORK Via Facsimile and U.S. Mail Mr. Craig Nealis, City Manager City of Rolling Hills No. 2 Portugese Bend Road Rolling Hills, CA 90274 CITY NATIONAL BANK BUILDING 3424 CARSON STREET, SUITE 500 TORRANCE, CALIFORNIA 90503-5701 (3 10) 2 14- 1477 FAX (3 10) 2 14-0764 E-MAIL: RBP@FINERKIMSTEARNSLAW.COM May 23, 2005 MAY 2 4 2005 CITY OF ROLLING HILLS By JACK R. STEARNS 1921-1991 Our File Number: 4862.01 Re: Poppy Trail Hillside Failure ... Update Number Thirty -Six Dear Mr. Nealis: Thank you very much for the time spent with me over the telephone this morning. To reduce my request to writing, I would request on behalf of my clients a copy of the Consulting Geologist report you indicated will be completed in the week of June 15th as well as a full sized colored copy of the map identifying the impacted areas which was utilized during our meeting of a few weeks past. Thank you for your ongoing courtesy and cooperation in this matter and if I may be of any assistance, please do not hesitate to contact me. Very truly yours, FINER, KIM & STEARNS RBP:skm cc: Client Robert B. Parsons CALIFORNIA PRELIMINARY 20-D I /t'fCE (In accordance with Civil Code Sections 3097 br TO: CONSTRUCTION LENDER (Or Reputed If Any) Name: Street: 3098) APR 1 5 2005 City, State, Zip: CITY CEBOLLING H TO: X OWNER (Or Reputed Owner) ❑ PUBLIC AGENCY Name: Street: (On Private Works) (On Public Works) City of Rolling Hills 2 Portuguese Bend Road City, State, Zip: Rolling Hills, CA 90274 TO: ORIGINAL CONTRACTOR (Or Reputed Contractor) Name: Street: SAME City, State, Zip: TO: OTHER (If any): Name: Street: City, State, Zip: General description of the labor, service, equipment, or materials furnished, or to be furnished, and an estimate of the total price: Geotechnical and Geologic Consulting Services $ 40,760.00 NAME AND ADDRESS OF CLAIMANT GIVING THIS NOTICE: Name: Street: Group Delta Consultants, Inc. 2291 W 205th Street, Suite 105 City, State, Zip: Torrance, CA 90501 NAME OF PERSON OR FIRM THAT CONTRACTED TO PURCHASE THE LABOR, SERVICE, EQUIPMENT, OR MATERIALS: City of Rolling Hills DESCRIPTION OF JOB SITE SUFFICIENT FOR IDENTIFICATION Poppy Trail Landslide Near intersection of Portuguese Bend Road & Poppy Way, Rolling Hills, CA ICE TO PROPERTY OWNER If bills are not paid in full for the labor, services, equipment, or materials furnished or to be Mnished, a mechanic's lien leading to the loss, through court foreclosure proceedings, of all or part of your property being so improved may be placed against the property even though you have paid your contractor in full. You may wish to protect yourself against this consequence by (1) requiring your contractor to furnish a signed release by the person or firm giving you this notice before making payment to your contractor, (2) any other . method or device that is appropriate under the circumstances. Other than residential homeowners of dwellings containing fewer than five units, private project owners must notify the original contractor and any lien claimant who has provided the owner with a preliminary 20 -day lien notice in accordance with Section 3097 of the Civil Code that a notice of completion or notice of cessation has been recorded within 10 days of its recordation. Notice shall be by registered mail, certified mail, or first-class mail, evidenced by a certificate of mailing. Failure to notify will extend the deadlines to record a lien. If this notice is given by a subcontractor who is required under a collective bargaining agreement to pay fringe benefits, the names and addresses of the laborers and express trust funds follow: PROOF OF SERVICE AFFIDAVIT: The undersigned served copies of this Preliminary Notice by first class registered or certified mail, postage prepaid, on the persons and at the addresses shownabove on: Date: 04/14/05 I declare unde peen Ity erjury under the laws of th Dated: /4 / Signature foregoing is true and correct. .........C,RE. YOU ..cE THire FORM, '4W:: YOU 10 - .,./AFZR. : E.Xb RE :.0 f:t: ix.;..::c" ..y�, , F..;3;._..: Ty. FITNESS , . :....r.. ...... :.. :S..i.TY..:.. .J e ..... .....r ^. . . .. . USE OR PU vntrillto, Lr u CiiF;Eisi A�i£ •1K>:-; N,. ENT dON _ x,enR�. CHANGES };'ADE TO THE CORM 3scs 2024 - PRLM CA7 GI�OUI' DELTA Lit 3.1Y!tkLS:1.l March 9, 2005 (rev 3/15/05) L05-132 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Subject: Mr.: Nealis: Mr. Craig R. Nealis City Manager Proposal for Geotechnical and Geologic Consulting Services Poppy Trail Landslide of March 5, 2005 Near the intersection of Portuguese Bend Road and Poppy Way Rolling Hills, California GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this proposal to provide a Geotechnical and Geologic Consulting and Investigation services related to the Poppy Trail Landslide of March 5, 2005. Our understanding of the project, and the proposed scope of work, schedule, and fee are outlined below. 1.0 UNDERSTANDING OF THE PROJECT Our understanding of the project is based on our discussion with you, a review of the published geology of the area and a site visit on March 7, 2005. At the time of the site visit, it was notice that a significant landslide failed and completely blocked. Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail residence. The landslide overall measured about 300 feet. long, 150 wide, with a headscarp of about 30 to 40 feet vertical below the lower graded pad of #1 Poppy Trail. Vertical fissures extending about 20 feet in depth were note within the central portion of the slide mass itself. Prior to our arrival on site, the guest house on the lower pad of #1 Poppy Trail had been red -tagged by building officials. Based on discussion with you, the approach to the project to address the stability and ultimate repair of the landslide, roadways, and affected adjacent properties will be in phases as follows: 1) In the near term, a temporary access for residences that use" Poppy trail is required. Currently, the concept is to utilize a horse trail that parallels Poppy Trail below the landslide. This will require short term assessment of the stability of the slopes below Poppy Trail, and developing safety measures to protect vehicles traveling on the alternate access trail. 2) In the mid-term, develop strategies to re -open Poppy Trail. www.Grotinl )elt:i.rnm • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 2 3) In the long term, developstrategies to stabilize the hillside and restore the #1 Poppy Trail to lower graded pad (with guest house and tennis court) to a long- term stable condition. 2.0 SCOPE OF SERVICES GDC will provide the necessary personnel, equipment and materials to perform subsurface exploration, laboratory testing. and engineering analysis. MC will prepare a report of our findings and geotechnical recommendations for the project. Consultation will also be provided as. necessary during the progress of our investigation. 2.1 Phase 1 — Short Term Assessment for Temporary Trail Access To address the objectives of the investigation, the following scope of work is proposed. 2.1.2 Initialization GDC will first review any available existing soil data, information reports, records, maps and additional data available in the City files. Additionally, even though utilities are not expected to be at the site, GDC anticipates that the City will provide information regarding existing active underground utility lines or other facilities. After the reconnaissance, the field drilling program will be laid out and reviewed with the city. An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. GI:OUI' DI.I.TA R.1.71:9141:1;m1 Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California - 2.1.3 Data Review March 9, 2005 Page 3 Prior to starting any fieldwork, Group Delta will first review available geologic data within the project area, including published geologic and soils maps, consultant's reports, aerial photography, and topographic maps. We anticipate the Whittier. College Fairchild Collection has historic coverage of the area. These photos may extend into the late 20's through '50's. Selected photographs of concern will be purchased for documentation and future reference. Modem/recent photographs from the Continental Air Photo Collection will also be purchased to examine the conditions for the past few years. 2.1.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling a total of 3 bucket auger boring above, below and within the landslide mass, if possible. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. ▪ The boring will be logged by a field geologist. ▪ Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. GROUP kelal ci:ou" 1)1=1_TA ti.);4i95%S t Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.1.5 Laboratory Testing March 9, 2005 Page 4 The soil samples obtained from the field exploration program will be tested in our laboratory to evaluate the controlling engineering properties of the encountered soils. Laboratory testing is anticipated to include the following list of items. ▪ Moisture Content & Dry Unit Weight • Shear Strength • Maximum Density • Grain Size Analysis • Expansion Index .. 2.1.6 Geotechnical Analysis and Report Based on the findings from our field exploration, laboratory testing and engineering analyses a written report will be prepared to aid in development of project plans and specifications. The report will provide conclusions and recommendations on the following: • In Initial assessment letter will be prepared to provide recommendation to to protect the slide area against inclement weather. • A description of encountered subsurface materials, controlling engineering properties of soils, boring , boring logs and laboratory test results. • A geologic map of the limits of the current active landslide, and the possible locations of ancient landslides. • A topographic map of the landslide prepared by Bolton Engineering. • A description of possible means to mitigate dangerous condition that the landslide might cause on the horse trail below which is under consideration for use a vehicle access path. NOTE: For this phase of the project, only a general geologic assessment of the slide will be developed. No detailed slope stability calculation will be performed. 2.1.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to provide consultation regarding on -going activities and the progress of our analyses, GROUT' DEI_TA LC .i Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 5 NOTE: The actual scope and costs of this Phase 2 and 3 could change depending on the results of each previous phase. 2.2 Phase 2 — Mid-term Assessment to Re -O en Po Trail ,To address the objectives of the investigation, the following scope of work is proposed. 2.2.2 Initialization An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. 2.2.3 Data Review Group Delta will utilize the results and data from Phase 1 as a basis for the continued investigation and analyses during Phase 2. 2.2.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling an additional total of 3 additional bucket auger boring above, below and within the landslide mass. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. i. GROUT' DFI_T;\ rk.J:1:11111C1,7sil Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5. 2005 Rolling Hills, California March 9, 2005 Page 6 • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. 2.2.5 Laboratory Testing Soil samples obtained during the field investigation will be tested in the laboratory to evaluate their physical properties and engineering characteristics. We anticipate the following laboratory tests will be performed, as appropriate: • Moisture Content & Dry Unit Weight • Shear Strength, including residual • Maximum Density strengths of clay seams Atterberg Limit Tests • Expansion Potential 2.2.5 Geotechnical Analyses and Report Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: Plot plan showing the location of _ borings and test pits and a layout for the proposed buildings and roads. A current development base plan will need to be supplied to us by Standard Pacific Homes. ▪ Detailed boring •logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. Description of the laboratory testing program, including test results. Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal;. Input and output data from computer analyses will be provided. ProposalGeotechnical Emergency Repairs Poppy Way Landslide of March 5. 2005 Rolling Hills, California March 9, 2005 Page 7 Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill ▪ A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. ▪ Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. 2.2.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses, 2.3 Phase 3— Long Term Assessment for Overall Slope Stabilization To address the objectives of the investigation, the following scope of work is proposed. 2.3.2 Initialization None required for this phase. 2.3.3 Data Review Group Delta will utilize the results and data from Phase 1 and 2 as a basis for the continued investigation and analyses during Phase 3. 2.3.4 Field Exploration No additional field exploration work is currently anticipated during the Phase 3 study. GROUP I)FI.T:\ Ia.;/YHi1iS4� Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 8 2.3.5 Laboratory Testing None expected for this phase. 2.3.5 Geotechnical Analyses and Report Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. ▪ Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. - Description of the laboratory testing program, including test results. Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal, and overall stabilization of the subject slope. Input and output data from computer analyses will be provided. ▪ Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. Proposal Geotechnicaf Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.7 Meetings March 9, 2005 Page 9 As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses. 3.0 TIME SCHEDULE GDC will commence work upon Notice to Proceed (NTP). The following time schedule is estimated to complete the proposed tasks described in this proposal. PHASE Phase 1 — Initial Assessment Letter Alternate Access Evaluation Report Phase 2 — Poppy Trail Stabilization Phase 3 — Long Term stabilization TIME REQUIRED FOR COMPLETION 1 week 3-4 weeks (From Notice to Proceed and Site Access Permission) 8 -10 weeks (From Notice to Proceed and Site Access Permission) 12-14 weeks (From Notice to Proceed and Site Access Permission) The about time schedule does not include considerations of factors beyond GDC's control, such as delays in encroachment permits, site access, inclement weather, availability of appropriate field exploration equipment, adverse ground conditions, etc. Because of the time restraint, an interim report may be submitted to provide preliminary findings to assist in meeting your design schedule prior to submittal of the final report. GROUP DEI.TA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 10 4.0 PROPOSED 'NOT -TO -EXCEED' FEE Our fee will be in accordance with the attached breakdown and Fee Schedule on a Not -to -Exceed Fee basis. We should emphasize that this fee does not include the cost for an encroachment permit fees or items not listed in the proposal. We assume that a "no -fee" permit can be obtained from the City. This fee does not include, studies for earthquake engineering, liquefaction, environmental engineering, or post -investigation services including observation of construction or additional services requested by you or governmental agencies. 5.0 INDEMNITY In agreeing to the scope of work contained in this proposal, the City of Rolling Hills acknowledges that the existing site is currently unstable and agrees to defend, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) .or claim for damages of any nature whatsoever, arising from or connected in anyway with the Poppy Trail Landslide, except where such liability expense is the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors, shareholders ort subcontractors. GROUP DELTA tala.:nkr.{;eq GROUT' D I=1. -r.(01:1•11111 Cla - ProposalGeotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 11 6.0 CLOSURE We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. Michael D Reader, RGE. VP, Distribution: addressee via e-mail L05-132 Rolling Hills Poppy Trail Landslide ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: Name (Please Print): cagy a,�r gate -2:46 AV -1...s Signature: Title: Address: C ,2 4,i/4- _ Date: Telephone No: (J1c) .3 7 I S 2 FAX No: ( (yid 3 � �. Invoice to be sent to the Client*, who will be responsible for the payment of services. Client's special invoicing instructions/PO Number: -77) idieccte-D Poilv avLy tote Cpl`/ .—_ - Cry milA/40 1z. 3-,4,_ds- Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I (page 1 of 2) March 9, 2005 Page 12 RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) arc based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not he responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of m n, acts of God or : ;her variables beyond the control of GDC. GDC shall write reports so as to meet the administrative requirements of local governmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level ofcare and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold ham less and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, reordle_s •, except where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders. • LIMITATION OF LIABILITY r bte to claims advanced against CDC by Client or others, the liability for the fcc of CDC, whichever sum is more. In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CIIARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment of undisputed invoice amou nt is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (I-1/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accnied interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. !fatly invoice for work mt, in • f ttfiidi c tiOn-ih2rcp f GROUP Initials DELTA tr,r:ttyr,t;rti GROUT' I)17. LTA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXI-IIBIT I (page 2 of 2) March9, 2005 Page 13 ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in meriting. ESTIMATED TIME SCIIEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of.cntry for GDC.personnel, and for any other personnel and all equipment necessary in order tocomplcte the work. While GDC will take all reasonable precautions to minimize any damage to the property, it is understood by Client that in the nonnal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the gross negligence or willful misconduct of GDC or itspersonncl. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, ctc.) that are not called to the attention of GDC or are not correctly shown on the plans fumished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health andsafety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection ofponions of the .work ofother parties on project shall not relieve such other panics from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGIITS This Agreement shall not crcate any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event ihat a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attorneys' fees and all other claim related expenses. Initials COST ESTIMATE Poppy Trail Landslide Evaluation Phase 1 Access Road `Hourly Rate Project Manager a) a) m.6) C o W a) o 0 c a) Project Engineer r a) a) H c` O $185 $135 $125 $115 $85 $60 Subsurface Investigation Permits / Utilities/Coordination 0 6 4 0 0 0 $1,310.00 I Geologic Mapping 0 16 0 0 0 0 $ fj $5,400.00 1 Outside Costs Number Rate Bucket Auger 32 $225.00 $7,200.00 $1,750.00 Bulldozer Access 10 $175.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $2$0.00 Traffic Control 0 $1,500.00 Patching 0 $50.00 $0.00 en nn TOTAL Geotechnical Testing Laboratory Testing Moisture Density Shear Strength Consolidation Consol - Time Rate -200 Wash R -Value Number 25 9 0 Rate $20.00 $70.00 $100.00 $18,620.00 • Total $500:00 $630.00 0 0 $15.00 $25.00 0 $250.00 Expansion Atterberg Limits Grain Size Corrosivity Sand Equivalent Hydrometer 0 $90.00 6 0 $85.00 $75.00 $0.00 $0.00 $0.00 $0.00 $0.00- $510.06 0 0 0 $135.00 $65.00 $75.00 Analysis and Report Preparation Records review and analysis Geologic Air Photo analysis Geologic Map and Cross -Section Slope Stability Analyses Report Preparation Meetings As -Built Topo Survey (Bolton Engineering Corp). TOTAL 8 8 12 8 16 0 16 8 0 $1,640.00 $0.00 $0.00 $0.00 $0.00 $1,620.00 $1,080.00 161 $3,120.00 $0.00 8J $4,120.00 TOTAL $20,500.00 $2,560.00 $8,000.00 'TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $40,760.001 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide1L05-132 Poppy Trail Phase 1 3/9/2005 COST ESTIMATE Poppy Trail Landslide Evaluation Phase 2 - Open Poppy Trail tHourly Rate Project Manager $135 a) a) c W U O •O 0). a) C 0) c W co L U a) 1- Subsurface Investigation $185 $125. $115 $85 $60 0 Permits / Utilities/Coordination 0 6 0 0 0 0 $810.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation .. 0 40 0 0 0 0 $5,400.00 Outside Costs Number Rate Bucket Auger 32 $225.00. . $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 :. $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,120.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $1,640.00 Analysis and Report Preparation Records review and analysis 0 $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 $8,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $20,000.00 TOTAL $42,800.00 TOTAL.GEOTECHNICAL INVESTIGATION AND REPORT $62,560.00 \\Gdcserv\N. DRIVEIProposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide1L05-132 Poppy Trail Phase 2 3/9/2005 i 1 !Hourly Rate COST ESTIMATE Poppy Trail Landslide Evaluation Phase 3 - Slope. Stabilization f $185 $135 • $125 0 0) C W CO .0 0 $115 $85 $60' 0 F- Subsurface Investigation 0 Permits / Utilities/Coordination 0 0 0 0 0 0. $0.00 Geologic Mappin g 0 0 0 0 0 = 0 $0.00 Field Investigation 0 0 0 0, 0 0 $0.00 Outside Costs Number Rate Bucket Auger Bulldozer Access Air Photos 0 0 $225.00 $175.00 Vehicle Mileage Vehicle Hours 0 $500.00 0' $0.50 Traffic Control Patching 0 $5.00 0 $1,500.00 0 $50.00 TOTAL Geotechnical Testing Laboratory Testing Moisture Density Shear Strength Consolidation Consol Time Rate -200 Wash R -Value Number $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 0 0 Rate $20.00 $70.00 $100.00 Total 0 $15.00 0 $25.00 Expansion Atterberg Limits 0 $250.00 Grain Size Corrosivity Sand Equivalent Hydrometer 0 $90.00 0 0 $85.00 $75.00 0 0 $135.00 $65.00 $75.00 Analysis and Report Preparation Records review and analysis Geologic Air Photo analysis Update Geologic Map/Cross-Section Slope Stability Analyses Report Preparation Meetings Civil Engineering Plans - Budget Only (Bolton Engineering Corp). TOTAL $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 16 8 0 0 12 60 16 8 6 241 TOTAL $0.00 $0.00 161. $2,580.00 $10,100.00 24( $9,560.00 01 $2,560.00 $69,800.00 $45,000.00 JTOTALGEOTECHNICAL INVESTIGATION AND REPORT $69,800.001 \\Gdcserv\N DRIVE1Proposals120051L05-132 Rolling Hills - Poppy Trail. Landslide\L05-132 Poppy Trail Phase 3 3/9/2005 • GROUP DELTA Certified MBE r,,,a:,,,,,r., n:,;,,;,,,:77; City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 APR 1 5 2005 CITY OF ROLLING HILLS Attn.: Craig Nealis Project: L599A Poppy Trail Slide Professional Services for the period, February 26 through March 25, 2005 Professional Services Michael Reader Tom Swantko Steve Kolthoff Tamika Marra Reinzbursable Expenses Bolton Engineering Corp. Tri-Valley drilling Vehicle - Hourly Vehicle - Mileage Sample pick-up and delivery Principal Engineer Associate Engineer Senior Geologist Technical Support INVOICE Invoice #: 1809 April 13, 2005 Hours RaO 19.00 $ 255.00 3.00 ,$ 140.00 38.00 $ 140.00 0.50 $ 55.00 Units Rate $ 5,539.50 $ 6,057.23 72.00 2.00 1.15 1.15 5.00 0.40 55.00 Total $ 2,945.00 $ 420.00 $ 5,320.00 $ 27.50 $ 8,712.50 Amount 6,370.43 6,965.81 28.80 110.00 13,475.04 INVOICE AMOUNT $22,187.54 We appreciate the opportunity to provide our services. Please contact us if you have any questions. Sincerely, GROUP DELTA CONSULTANTS, Inc. • Michael`D. Reader, G.E. Vice President Contract Amount Previously Invoiced Remaining Contract Amount Current Invoice Amount 40,760.00 18,572.46 $ 22,187.54 Please Remit Payments To: Group Delta Consultants, Inc. 92 Argonaut, Suite 120 Aliso Viejo, CA 92656 i,1 .'r _11 Street, Suite 1115 A Thrr„nce, California 905(11-1459 A (310) 320-5100 rn11-e A (310) 320-2115 %;i.r \li>n Viejo. California A C-1-10) 609-10210 Sin Diego, California A (ti5;>) ;_!-1500 \�1\'.i`,ron pi -Mt r orn • INVOICE April 13, 2005 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 Re: Job Invoice Number: 1809 L599A Poppy Trial Slide Consulting Services from February 26, 2005 through March 25, 2005 Professional Services Mike D. Reader S. H. Kolthoff T. D. Swantko Tamika Ybarra Lab Testing Reimbursables Francisco Palma Steven Kolthoff Principal Engineer Senior Geologist Associate Engineer Technical Support Other Subconsultants BOLTON Engineering Corporation Tri-Valley Drilling TOTAL INVOICE AMOUNT: 19.00 hrs. @ 38.00 hrs. @ 3.00 hrs. @ 0.50 hrs. @ Subtotal: $155.00/1w. $140.00/hr. $140.00/hr. $55.00 /hr. $2,945.00 $5,320.00 $420.00 $27.50 $8,712.50 Professional Services Total: $8,712.50 Sample Pick -Up & Delivery $110.00 TOTAL LAB TESTING $110.00 Vehicle Mileage Vehicle Mileage TOTAL REIMBURSABLES Other 'Subcontractors Other Subcontractors TOTAL OTHER SUBCONSULTANTS $8.80 $20.00 $28.80 $6,370.43 $6,965.81 $13,336.24 $22,187.54 Phone: Fax: Invoice Awing Summary Invoice Type Inv Date Credit Memos Invoice Amount Totals: We appreciate the opportunity to provide our services. Please contact us if you have any questions. Sincerely, GROUP DELTA CONSULTANTS, Inc. Please Remit Payments To: Group Delta Consultants, Inc. 92 Argonaut, Suite 120 Align Viein CA 97656 Approved: Mike D. Reader EMPLOYEE NAME : Michael D. Reader TIME(sHEET PROJECT DESCRIPTION Playa Vista - D2 Phi Roadway Grading and Surchar. Playa Vista - 02 Ph1 Roadway Grading and Surchar• Playa Vista - Riparian Corr Playa Vista - Riparian Car Playa Vista - Tract 04 Grading Playa Vista - D2 Lots - addendum investigation Playa Vista - D2 Lots • addendum Investigation Graystone - Playa 825 Graystone - Playa 825 Washington Caltrans Washington Prod 825 Warmington Prod 825 Warmington Prod 325 Warmington Prod 325 Finger - Playa S. Crescent Finger - Playa S. Crescent Stan Pac - Redwood Lofts Stan Pac - Redwood Lofts Fairfield - Nato SR -22 SR -22 Stan Pac - 10100 Jefferson SPURT - construction SFBRT - construction Eastside LRT Culver City - Cranks Rd Landslide Rolling Hills - Poppy Trait Slide Rolhp Hats - Poppy Trail Slide Balfour Beatty - MidWay Yards Project Olson • Marina deiReY PROJECT NUMBER TASK No. ACTW. COOE REG. HRS O.T. HOURS Del. TIME SAT 1.4 5g.5 W.ek Ending: 03/18/05 SUN MON L-544 1-544 1-194 L-194 1-209 1-549 L-649 L-409 1-409 L-548 1-558 L-558 1-508 L508 1-505 1-505 1-472 L-472 L-523 1-298 1-298 Cl C1 G G F B B C C C C C C B B OA FC CA FC OA OA FC OA FC OA OA FC OA FC FC OA FC OA FC OA FC 1.00 2.00 1.00 3.00 1.00 2.00 2.00 2.00 2.00 3112 3/13 3/14 2.00 1.00 1.00 2.00 TUE 3/15 1.00 1.00 WED 3/16 2.00 1.00 THU 3/17 1.00 1.00 1.00 FRI 3/18 1.00 1.00 Description Meet with 041 dope repair Pik Onina revkw Coll Cali 325 meths Pile Driving Issues Sign Plans RevtonSlgn Plans Batch Want Review L-592 L-449 1.449 1.346 E E OA OA FC OA 2.00 2.00 PROPOSAL DESCRIPTION Legacy • Wtlshke Lennar - Parkler-Hannifan Interview Simon Treugurtha NuNey- Long Beach Project Sub -total L-588 1-599 L-599 1-593 1.453 A A OA FC OA OA OA 6.00 4.00 6.00 3.00 31.00 4.00 10.00 2.00 6.00 1.00 3.00 7.00 2.00 1.00 6.00 4.00 2.00 8.00 Union issues FEMA Leger/ Consulting Meet City /City Counts Consulting SAT SUN MON TUE WED THU FRI 3112 3/13 3/14 3/15 3/16 3/17 3/16 L05-128 105-024 L05-129 OA OA FC OA OA 2.00 3.00 1.00 1.00 2.00 3.00 OA OA OA OA ADMINISTRATIVE Admin / Baling Reviews Tech Meeting Project Managers Meeting Holiday Sick Leave Vacation Proposal Sub -total 6.00 1.00 2.00 3.00 ADMIN PROFD PROFD HLDAY 1.00 1.00 SICKL VACTN Administrative Sub -total 1.00 1.00 Total Hours' 44.00 1 • 11.00 8.00 8.00 9.00 e.00 PROJECT ACTIVITY CODES FE Field exploration FM Mappingirecon. FM Mappkglrecon. FM Mappl glrecon. FM Mappinghecon. FM Mapping/recon. OD Office drafting OD Office drafting PREVAILING WAGE CODES ADMI ISTRATNE CODES ACCT Accounting ADMN Administrative CLREL Client relation CLREL Client natation HLDAY Holiday PROFD. Professional development SICKL Sick leave SICKL Sick leave SICKL Sick leave Employee Signature Authorized Signature Filename: TS Template 2A Chargeability : 84.09% Jan 02 EMPLOYEE NAME : Michael D. Reader TIME SHEET PROJECT DESCRIPTION Playa Vista - D2 Ph1 Roadway Grading and Surcha Playa Vista - 02 Phi Roadway Grading and Surchei Playa Vista - Riparian Corr Playa Vista - Riparian Corr Playa Vista -Tract 04 Grading_ Playa Vista - D2 Lou - addendum Investigation Playa Vista - D2 Lots - addendum Investigation Graystone - Playa 825 GraYstone -Playa 825 Washington Ca6rans Wlmdngton Prod 625 Wamdngton Prod 625 WanNngton Prod 325 Wannngton Prod 325 Finger- Playa S. Crescent Finger - Playa S. Crescent Stan Pan - Redwood Lofts Stan Pao . Redwood Lofts Fairfield - NoHo SR -22 SR -22 SFBRT- consauclion SFBRT con3tnl Lion Easulde LRT Culver City - Crardcs Rd Landslide Rolling Hills- Poppy Trail Slide Rolling Hills - Poppy Trail Slide Balfour Beatty - MidWay Yards Project 0150n- Marina delRey - 853 PROILCT 60400(8 TASK na COOL RE0.HR3 O.T. HOUes pet. Rue 5AT 3/19 sun 3/20 NON 321 non 3/22 wco 323 THU 324 11442.6 Week Ending; 03/25/05 111 3/25 1-544 L-544 1-104 1.194 1.209 L-549 1349 1.409 1-409 1.548 1-550 L.558 1.508 4509 1.505 1-505 1.472 4472 L-523 I-298 1-290 1.449 1-449 1.346 1-588 L-599 1399 1.593 CI C1 G G C C C C C C a 8 CA FC CA FC OA OA PC GA FC OA CA FC CA FC FC OA FC OA FC OA FC OA FC OA GA FC OA OA OA 2.00 100 4.00 1.00 2.03 1.00 1:00 200 0..004.4 2.00 082.1.2 Ids H}I.r 1.00 1.00 F 400 200 1 00 1.00 PROPOSAL DESCRIPTION Lervut- Parker-Hamtifan Interview Ying CIM-anahakn Shah /account Laing 1325 coast Lee 1225.3 constr Project Sub -total A A OA OA FC OA GA OA OA OA CA 300 200 7.00 29.00 200 200 7.00 1.00 1.00 4.00 200 000 6.00 1.00 4.00 2.00 0.00 SAT SUN MON TUE WED THU FRI 3/11 3110 3.00 112 3?2 3124 0.5 105-024 105.1" 1.00 2.00 2.00 2.20 2.00 1.00 I.00 203 2.03 2.00 105942 101141 1.03 200 ADMINISTRATIVE Adorn /Baling Reviews Tech Meeting Proled Manager, Meeting Holiday Sick Leave Vacation Proposal Sub-Wral 10.00 4.00 2.00 2.00 2.00 ADMIN PROF° PROFD HLDAY SICKL VACTN 503 1.00 1.03 200 1.00 Adlnlnl.a.0. Subtotal Faro...•TC T. 4., 04 5.00 1.00 1.00 2.00 1.00 Total Rows r 40.00 - I - 0.00 I cod Loa 1.00 a.OG Chargeability: 62.50% PROJECT ACTIYTTY CODES FE Fiak1 exploration FM I eposarrecan. FM Mappbgyacon. FM Mappirg4amn. P14 Mappighemn. FM Meppinghpwn, DD Office drafikrg 0D Ol0te drafting PREVAILING WAGE CODES ADMINLSTRATNE COPES ACCT Accounting AOMN AdhN+bbatva CLREL Client r*Ulbn CLREL Ctientrea0on HLOAY lkrrday PROFD Profu03ml development SICKL Sidi leave SICKL Sick taan. SICKL Sick leave Employee Slgn.blre Authorised Signature Jan 02 GROUP DELTA CONSULTANTS, INC.. TIME SHEET EMPLOYEE NAME : Thomas D. Swantko PHUJlLi NUMBER [MK NUMBER Week Ending : 03/18/05 AC IN. CODE REG. HRS O.T. HOURS DIAL TIME SAT SUN MON TUE WED . Thu FRI Description PROJECT DESCRIPTION 3/12 3/13 3/14 3/15 3/16 3/17 3/18 Ambassador Hotel CLANLC #1 Poppy Trail Landslide, Rolling Hills CLAES #14 Point Fermin ES, San Pedro Leland ES, San Pedro L-516 A OA 6.00 2.00 2.00 2.00 L-599 L-590 A OA OA 1.50 5.50 1.50 1.00 1.00 2.00 0.50 0.50 0.50 L-596 L-597 OA OA 4.00 4.00 200 2.00 2.00 2.00 Project Sub -total PREVAILING WAGE PROD. DESCRIPTION 21.00 3.50 5.00 5.00 3.00 4.50 Prevailing Wage Sub -total PROPOSAL DESCRIPTION City Of Los Angeles On Call LA Geotech, Engr. Services Fos o. G L05-124 1.00 0.50 0.50 V , San Femando S Gas, Playa del Rey Gas Field; meeting & proposal 4th Street Elementary School San Miguel ES Proposal Sub -total ADMINISTRATIVE L05-133 L05-135 L05-137 L05-136 L05-138_ 4.50 1.50 4.00 1.50 2.00 14.50 1.00 2.00 3.00 0.50 1.50 2.00 0.50 0.50 1.50 3.00 2.00 1.00 0.50 4.00 1.50 1.00 2.50 Admin AOMIN 4.50 1.50 0.50 0.50 1.00 1.00 AdmiJMuke CeNAASHTOreiling Client Relations CLREL 2.50 1.00 0.50 0.50 0.50 Cord/Espedie or staff: Client Contact Professional Development Holiday Sick Leave/Dr. appointment Vacation Administrative Sub -total PROFD Staff interview HLDAY SICKL Doctor for Dad VACTN Filename : TS Template 2A Total Hours B 7.00 1.50 1.50 1.00 1.50 1.50 1 42.50 8.00 8.50 9.00 8.50 8.50 PROJECT ACTIVITY CODES FE Field exploration FJ OA FC FM LT LT OR OS OD OC MT Field travel Office analysis Field consulting Mapping/recon. Lab testing Lab testing Office review Office support Office drafting Office consultation Meetings PREVAILING WAGE CODES • PW Field observation PWB Field observation benefits PWOT Field observation OT PWDBL Field observation double time PWN Field observation night work ADMINISTRATIVE CODES ACCT Accounting ADMN Administrative CLREL Client relation HLDAY Holiday PROFD Professional developm SICKL Sick leave Authorized Slgnatu Jan 03 EMPLOYEE NAME : Thomas D. Swantko PROJECT DESCRIPTION np 'lassador Hotel CLANLC 41 Trail Landslide, Rolling Hills ES 414 T001LCr MUMetll 1.616 L-599 1-590 TAN( NUMBER A A GROUP DELTA CONSULTANTS, INC. TIME SHEET ALIN. COOL OA OA OA Week Ending : L 03125,105 REC. 183 0.50 1.50 3.50 80083 OOL Tat! SAT 3/19 SUN 3/20 IION 3/21 2.00 1.00 TUE 3/22 3.50 0.50 2.50 WED 3123 050 mU 3/24 0.50 Iq Oiwpb 3/25 1.00 Project Submtal PREVAILING WAGE PROJ. DESCRIPTION 11.50 3.00 0.50 0.60 0.50 1.00 PROPOSAL DESCRIPTION City Of Los Angeles On Cal LAGS() Geotech, Engr. Services VRES 48, San Fernando 11 Gas, Playa del Rey Gas Field Prevailing Wag. Subtotal 105.424 105-133 105-135 105 -lay 1.00 22.00 1.00 2.50 1.00 2.00 0.50 1.00 too 800 8.00 Proposal Subtotal ADMINISTRATNE Admkt Client Relations Professlonal Development Holiday Sick Leave/Or. appointment Vacation VACTN Administrative Subtotal 25.50 3.00 0.60 7.00 6.00 6.00 ADMIN CLREL PROD HLDAY 4.50 2.00 0.60 1.50 100 0.50 0.50 0.50 100 0.50 0.50 1.00 MnYYMA. C.NMSHr Core.6.•a..4 suet Car. Comma Sul Wen** Fienanse : TS Ta 00181. 2A 7.00 2.00 1.53 .1.50 1.00 1.00 Dom40D.a Total Hours L 45.00 - 0.00 6.50 0.00 6.50 10.00 PROJECT ACTIVITY CODES FE Field exploration FJ Field travel OA Office analysis FC Flea 600600105 FM Mappingnecon. LT Lab testing LT Lab testing OR Office review OS Office support OD Office drafting OC Offce w0subatio4 MT , Meetings PREVAILING WAGE CODES PW Field observation • MB Field observation benefits PW07 Field observation OT PWOBL Fikl observation double tine OWN Field observation night work ADMNISTRATNE CODES ACCT Amounting ADMN Administrative CLREL CMeel relalbm HLDAY HOlday PROFD PrNasdplal develop SICRI Sick leave Jan 03 GROUP DELTA CONSULTANTS, INC. TIME SHEET EMPLOYEE NAME : Steven Kolthoff Week Ending : 4363 03/18/05 PROJECT NUMBER TASK NUMBER ACTIV. CODE " REG. . MRS O.T. HOURS DBL TIME SAT SUN MON TUE WED THU FRI Descdpuon PROJECT ACTIVITY CODES FE Field exploration • FJ Field travel FO Field observation FC Field consulting FM Mapping/recon. LT Lab testing OA Office analysis OR Office review OS Office support OD Office drafting OC Office consultation MT Meetings PREVAILING WAGE CODES PW Field observation PWB Field observation benefits PWOT Field observation OT PWDBL Field observation double time PWN Field observation night work CODES ADMINISTRATIVE ACCT Accounting ADMN Administrative CLREL Client relation HLDAY Holiday PROFD Professional development SICKL Sick leave PROJECT DESCRIPTION 3/12 3/13 3/14 3/15 3/16 3/17 3/18 CLANLC #1 1-516 A FE . 2.00 2.00 CLANLC #1 L-516 A FJ , 2.00 2.00 CLANLC #1 L-516 A OR n 1.00 1.00 Eastside Lt Rail/Washington 1-346 OR 2.00 2.00 Eastside Lt RailtWashington 1-346 FE 6.00 3.00 3.00 stside Lt RailWashington 1-346 FJ : 4.00 2.00 2.00 oppy Trails Landslide L-599 OR Poppy Trails Landslide L-599 FM 6.00 4.00 2.00 Poppy Trails Landslide L-599 FJ 2.00 1.00 1.00 - - Project Sub -total . 25.00 - - - - 9.00 3.00 5.00 5.00 3.00 Proposal Description Canibury Gardens L05-140 5.00 5.00 LAUSD L05-133 3.00 3.00 Crestridge L05-139 3.00 3.00 Prevailing Wage Sub -total 11.00 - - - - - 5.00 3.00 3.00 - �OPOSAL DESCRIPTION - - Proposal Sub -total - - - . - - - - ADMINISTRATIVE Admin ADMEN - Client Relations CLREL - .,0°C. mpioyee Signature Professional Development PROFD - Holiday HLDAY . Sick Leave/Dr. appointment SICKL - Vacation VACTN 5.00 5.00 Administrative Sub -total 5,00 - - - - - - - - 5.00 Authorized Signature Jan 03 Total Hours J 41,00 - - 0 - - 9.00 8.00 8.00 8.00 8.00 Rename': TS Template 2A Fil EMPLOYEE NAME : Steven Koithofi PROJECT DESCRIPTION CRES 414/LAUSD CRES e14/LAUSD PROJECT NUMBER L-562 L-562 TASK NUMBER GROUP DELTA CONSULTANTS, INC. TIME SHEET ACT IV. COOS OR OA Heo. MRS 2.00 O.T. HOURS SAL TIME I1i1-ll1 Week Ending : 03/25/05 SAT 3/19 SUN 3/20 MON 3/21 TUE 3122 1.00 2.00 1.00 WED 3/23 TRU 3/24 FRI 3/25 DAAurpWn Eastside LI RaiVWeshington Eastside Lt Rail/Washington Eastside Lt RaiVWashington Poppy Trails Landslide Poppy Trails Landslide Poppy Trails Landslide 1.346 1.346 1-346 L-599 L-599 L599 OR FE FJ OR FE FJ 8.00 10.00 18.00 2.00 8.00 5.00 8.00 8.00 1.00 2.00 5.00 OnMa And Aaron 1.00 Proleet Subtotal Project Description 41.00 8.00 8.00 8.00 9.00 8.00 PROPOSAL DESCRIPTION Prolecti Subtotal Proposal Sub -total ADMINISTRATIVE Admin Client Relations Professional Development Holiday Sick Loave/Dr. appointment Vacation ADMIN CLREL PROF° HLDAY SICKL VACTN Administrative Sub -total Filename TS Template 2A Total Hour' 41.00 - 1 - 5.00 8.00_ 8.00 9.00 8.00 PROJECT ACTIVITY CODES FE Fled exploration FJ Field travel FO Field observation FC Field consuaing FM Mapping/recon. LT Lab testing OA Office analysis OR Office review OS Office support OD Office drafting OC Office Consuaarion MT Meetings PREVAILING WAGE CODES PW Field observation PWB Field observation benefits PWOT Field observation OT P W DBL Field observation double lime PWN Field observation night work ADMINISTRATIVE CODES ACCT Accounting ADMN Administrative CLREL Cleat relation HIDAY Holiday PROFO Protessonal development SICKL Sick leave Jan 03 GROUP DELTA CONSULTANTS, INC. TIME SHEET EMPLOYEE NAME: TRWILIeQ ybQYYA Week Ending: 3/25/2005 an0JEer • .......• N.V. TOOK MAWR COO$ MO Ma 01. 00409$ 00. TAN MT nn P. TOE Win 014.1 Fla 0..." PROJECT - 2.03 PROJECT DESCRIPTION 1/19 5/20 3/21 1/11 3/23 Yta 3/25 ACTIVrtY CODES Pridoct 300-1250 L-318 D LS • Ming and $mailing and ling Material Testing Reports FE Foldexploration Playa Vista - Spyglass park - L.195 H LS • • Pdnng and entailing and fling. Material Testing Reports FT Feld travel - The Crescent L-178 LS •• PdfI g and emai2ng and Icing. Material Testing Report$ TO Feu ab..rv.tan Product 2000 L•505 D LS FC Fkld conwlon t. Product 70011 1422 D OD • � - • LM � "' LT Product 825 L-409 D LS - - • • • • Pdrigand emaiing and fling Material Toting Reports Lit.Mapptesting 4Dlatin5 North Hollywood L-523 IS - •- - dog OA Mee a si Product 325 1508 OD 1.00 - - too - dog OR CVO. r�Ws OS Ol6ce supper OD Otcno drafting a slice taruukation LS Lab Support MT Matlnss PREVALING WAGE COOES PW Mad abaervauon PINS Rad Waervatbn bana l% PWOT Mad OWanatlon OT ADMINISTRATIVE CODES ACCT Amounting AMIN A0.10kakaa CUIEL PON Wagon WM. 5[M teem ILDAY P Temple Lofts L -5Q.1 L5 • • lab data & OhlMtion Taylor Woodrow • Woodbury 1504 LS •M ' ln b data LA Fitness L-595 OD 2.50 - 2m 050 dog Proudcl625 1.558 OS am • ILO xm 1m EnterNg and Checking POe dau LA Fitness L-595 OS 1.00 - too Report Assembley Product 300-1250 L-316 0 OS - - • • Burbank Village Walk 1-514 - LS Burbank Village Walk L-514 OS - South Crscent Park Apts. 1.50.5 D 05 5.0 501 Ding and C hecidng Pik data Sun rise Asst. Living 1591 IS 103 - • too tab data G Dktru uublon Poppy Trail L-599 A OD 050 050 - dog Playa Vista - D2 Wu 1.549 B OD 4.50 _ 1m 150 dwg Playa Viso - D2 Lots 1.519 _ B O5 • - • • - Report prrpatloo North Hollywood 1-523 OD • - • . North Hollywood 1-523 LS - - • - 5R•22 1-298 LS Im - 0.50 Oyu Lob data G D/doobion — Pier 5Weatside 1.365 05 250 - 2.00 0.50 Gin AV Pavement 1.368 OS 1.00 - 101 GIN I PREVMUNG WAGE PROJ. DESCRIPTION 20.00 _ 400 5.00 000 0.00 Sm I I I I I- I I I I PROPOSAL DESCRIPTION ' •' I ' •I •( - - LAUSD 105.113 OS 0.50 - - 050 • Printing PrOWvI OS • OS OS . OS I ADMINISTRATIVE 010 5.50 - ADMIN DUI IES: Dispatch ells for SR -22. looking up material telling does.. eating 1letworbrg Installation Companies Admin ADMIN 12.00 150 2.50 1.m 250 25o Acct. Duties ACCT. 3.50 - a5o oso tun r o0 050 hawing network port Installed. troubleshooting computer Staff Meetings PROFD for HLDAY • - • LAB PICK UP UST AND SETTING UP PROJECTS Sick Leave/Dr. aplwlntment SICKL - - - ACCT. DUIDES. Vacation - VACFN GETTING INVOICES APPROVED. TOW Noma ' Tent,. %name : TS Tent,. 2A 14!0 • - - - tag 3.00 1.m 330 3.03 RECORDING OFO-tOO/S Ir1COMEIOJOUIGOIRG atECRIrIO ACCT. Imola AND FORWARD TI) ACCT. 40.00 • - - I 100 400 400 840 400 Auawdp>b 5lgna . - EMPLOYEE NAME : Francisco Palma PROJECT DESCRIPTION No Ho Commons Temple Lofts" Product 825 Centre SL Lofts Redwood Lofts Sunrise Senior Living Product 825 Sunrise Senior Lining Redwood Lofts• No Ho Commons Temple Lofts Centre St. Lofts CLALCI I / LAUSD Arrow Inspection (Mobil) Arrow Inspection (42 Yacht Harbor Dr.) State Route 22 Tony Castigkont (5975 W. Centlnela Culver City) Home Depot (Poppy Trail Landslide) Poppy Trail Landslide FROtsOT HOMIER TASK HISSER GROUP DELTA CONSULTANTS, INC. TIME SHEET ACT'. COOS REC. MI O.T. n°uee oar. Tait Week Ending: iL141� 03/25/05 SAT SON MON Na WEO flu FRI Oloolpeon L-523 1-500 L-409 1-598 L-472 1-591 1-409 1-591 1-472 1-523 L-500 1-598 L-618 1-481 1-481 1.298 L-480 L599 1599 D • C C LT IT LT LT LT LT FCP FCP FCP FCP FCP FCP LT LT LT FCP FCP FCP FCP 3.00 2.50 7.50 2.00 2.00 1.00 1.50 1.00 1.00 3.50 2.00 0.50 1.50 1.00 1.00 0.50 1.00 0.50 1.00 0.50 0.50 0.50 1.50 1.00 1.00 0.50 0.50 1.00 0.50 0.50 0.50 0.50 0.50 2.00 1.00 0.50 8.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 A 14 5.00 1.00 1.50 2.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.00 1.00 1.00 1.00 2.50 1.00 0.50 1.00 1.00 27 Project 5ub4otal PREVAILING WAGE PROJ. DESCRIPTION 40.00 5.00 10.00 9.00 9.00 9.00 1.00 1.00 8.00 Prevalent' Wage Subtotal PROPOSAL DESCRIPTION Proposal Sub -total ADMINISTRATIVE Administrative Subtotal Filename : TS Template 2A Total Hours' 40.00 5.00 - 1 - 10.00 9.00 9.00 9.00 8.00 Chalpeabillty 100.00% PROJECT ACTIVITY CODES FE Field exploration FJ Field trawl FO Field observation FC Field consulting FM Mappinglecen. LT . Lab lasting OA Mffip analysis OR Me review OS Office support 00 Office drafting OC Mike caroWalon MT Meetings PREVAIL/NO WAGE CODES PW Field observation PWB Field observation beneib P W OT Field observation OT PWDSL Fiord observation double lime PWN Field observation night work ADMINISTRATIVE CODES ACCT Accounting ADMN Administrative CLREL Mont relation HIDAY Holiday PROFD Preeselonal development SICKL Sick leave 7/Q 7( -/s -C7 QYt�O' Authorised S GROUP DELTA CONSULTANTS WEEKLY EXPENSE SHEET REIMBURSEMENT FORM NAME: FransIca Palma MILEAGE: Week Ending: 312512005 DATE NAME OF PROJECT PROJECT NO. NO. OF MILES AMOUNT 3/21/2005 Product 825 L -409D 15 $ 2.70 3/21/2005 Sunrise Senior Living L-591 5 $ 0.90 3/21/2005 Redwood Lofts L -472C 15 $ 2.70 3/21/2005 No Ho Commons Apts. L-523 40 $ 7.20 3/21/2005 Temple Lofts L-500 18 $ 3.24 3/21/2005 Centre St. Lofts L-598 16 $ 2.88 3/22/2005 Temple Lofts L-500 30 $ 5.40 3/22/2005 State Route 22 (Robertson's) 1-298 25 $ 4.50 3/23/2005 State Route 22 (Robertson's) 1-298 46 $ 8.28 3/23/2005 Product 825 L -409D 15 $ 2.70 3/23/2005 Sunrise Senior Living L-591 5 $ 0.90 3/23/2005 Redwood Lofts L -472C 10 $ 1.80 3/23/2005 5975 W. Centinela irony Castiglior L-480-27 27 $ 4.86 3/23/2005 No Ho Commons Apts. L-523 40 $ 7.20 3/25/2005 Product 825 L -409D 15 $ 2.70 3/25/2005 Home Depot L-599 10 $ 1.80 3/25/2005 Poppy Trail Landslide L-599 12 $ 2.16 3/25/2005 Temple Lofts L-500 26 $ 4.68 Sub -total $ 66.60 VEHICLE USAGE : $ 3.00/hour DATE NAME OF PROJECT PROJECT NO. NO. OF HOURS AMOUNT $ - $ - $ - $ - $ - $ I - $ $ - $ - $ - $ - Sub -total $ - EXPENSES: DATE NAME OF PROJECT PROJ. # . DESCRIPTION AMOUNT - $ - $ - $ - $ - • ,dote: Please attach original receipt(s). ( Sub -total rO,lGCS CD GRAND TOTAL $ 66.60 Authorize • F ignature litiOUP DELTA CONSULTANTS WEEKLY EXPENSE SHEET REIMBURSEMENT FORM NAME: Steven Kolthoff MILEAGE: • Week Ending: 03/25/05 DATE NAME OF PROJECT PROJECT NO. NO. OF MILES AMOUNT 0 $0.00 03/25/05 Poppy Trail LS/ L-599 50 $20.25 0 $0.00 a $0.00 0 $0.00 $0.00 $0.00 $0.00 Sub -total $ 20.25 VEHICLE USAGE : S 1.50/hour DATE NAME OF PROJECT PROJECT NO. NO, OF HOURS AMOUNT 0 Sub -total EXPENSES: DATE NAME OF PROJECT PROJ. # DESCRIPTION AMOUNT Note: Please attach original receipt(s). Employee Si- ature Authori "ed Signature Sub -total GRAND TOTAL $ 20.25 Tri-Valle*lling Services, Inc. 1349 N. Olive St. Ventura, CA 93001-1324 RECEWED APR 0 '7 To: GROUP DELTA CONSULTANTS 92 ARGONAUT STE 120 ALISO VIEJO, CA 92656 Statement Date 04/05/2005 Amount Due Amount Enc. 86,057.23 Date Transaction Amount Balance 02/28/2005 03/30/2005 Balance forward 2005064-Port.Bnd Rd & Poppy Wy- INV #106297. Due 04/29/2005. Protect # L ` 5 o) I 6,057.23 0.00 6,057.23 Approval ,_..S/- 44— ?-0S P.1 # P. 5n Date d�' CURRENT 1-30 DAYS PAST DUE 31-60 DAYS PAST DUE 61-90 DAYS PAST DUE OVER 90 DAYS PAST DUE Amount Due 6,057.23 0.00 0.00 0.00 0.00 $6,057.23 • BOLTON EngOring Corporation 707 Silver Spur Road - Suite 201 Rolling Hills Estates, CA 90274 tel: (310) 544-6010 fax: (310) 544-0458 BILL TO Group Delta Consultants 2291 W. 205th Street Suite 1 torrance, CA 90501 Invoice DATE INVOICE NO. 3/31/2005 4570 TERMS Due on recpt PROJECT 5019 . DESCRIPTION QTY RATE AMOUNT Fieldwork for aerial survey. Field investigate slide. Reg Chief Engineer 12 120.00 1,440.00 Senior Engineer 0.5 110.00 55.00 Engineering 16.5 95.00 1,567.50 Drafting 1 70.00 70.00 2 Man Field Surrey 10 170.00 1,700.00 Reimbursement: LA County Dept Public 3.70 3.70 Works . Printing 3.30 3.30 Barton Walters Aerial Topography 700.00 700.00 5 '//7/03- h. ,_. S. T_. -�,,..` Pi. . ,. Thank you for your business. Total $5,539.50) 1 .5 City of Rolling Hills INCORPORATED JANUARY 24,1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX (310) 377-7288 E-mail cityofrh@aol.com FAX COVER SHEET DATE: 4/12/05 TIME SENT: 11:15 a.m. TO: CC: Mike Reader, Group Delta Ross Bolton, Bolton Engineering Peggy Minor, RHCA Manager Roger Vink, RHCA Architectural Inspector FROM: Craig Nealis City Manager FAX: OPERATOR: - SUBJECT: REMARKS: PHASE 2 (REOPENING OF POPPY TRAIL) Hello Mike and Ross, I provided the City Council with an update last night based upon our meeting in the field and the email that Mike provided yesterday. I indicated that there is "cautious optimism" by the Consulting Geologist and Engineer for moving forward to prepare a plan to reopen Poppy Trail Road and that our focus will now be Phase 2 rather that preparing the Temporary Paved Access Plan under Phase 1. A couple of questions have come up that I need your thoughts on. First, the idea of removing soil from the slide mass and storing or using it on the riding ring area was briefly discussed. Questions have been posed of whether the riding ring will safely accommodate the quantity/weight of the soil, either temporarily or permanently (in a configuration to accommodate the riding ring activities) or if there is a cheaper/easier method to dispose of unnecessary soil from this job site. Second, a resident asked if instead of removing any of the soil, if it could be "spread on Poppy Trail Road" having the effect of raising the level of the road. Your thoughts on these questions will be appreciated. Please contact me to discuss these questions in greater detail. Thank you for your support. TOTAL PAGES (including cover sheet): 1 If you have difficulty receiving any pages, please telephone our switchboard at (310) 377- 1521. REPLY TO: City of Rolling Hills - Fax No. (310) 377-7288 04/12/05 TUE 11:18 FAX 310 377 7288 CITY OF ROLLING HILLS 44. • TRANSMISSION OK TX/RX NO CONNECTION TEL CONNECTION ID ST. TIME USAGE T PGS. RESULT ************aa******* *** TX REPORT sxaa ***************a***** 2192 04/12 11:16 01'34 1 OK 3202118 Cit o Rollin Hills INCORPORATED JANUARY 24, 1957 N.. 2 PORTU .ESE B ' a AD • ROLLING HILLS, CALIF. 90274 , (310) 377-1521 FAX (310) 377-7288 E-mail cityofrh@aol.com FAX COVER SHEET DATE: 4/12/05 TO: Mike Reader, Group Delta Ross Bolton, Bolton En ineerin CC: Peggy Minor, RHCA Manager Roger Vink, RHCA Architectural Inspector FAX: SUBJECT: REMARKS: TIME SENT: FROM: OPERATOR: PHASE 2 (REOPENING OF POPPY TRAIL) 11:15 a.m. Craig Nealis City Manager Hello Mike and Ross, City Council with an update last night based upon our meeting optimism" n field the I provided the the email that Mike and en Engineer for mo. I ving foerward to prepare a plan t r reopen Poppy Consulting Geologisti and E gi Trail Road and that our focus will now be Phase 2 rather that preparing theTemporary ed Access Plan under Phase 1. A couple of questions have come up that I need your thoughts on. riding ring of whether the riding ring will safely Fi rst, the idea of removing soil from the slide massandstoring or using it on the areao was briefly discussed. Questions have been posed ere is a cheaper/easier method oinmodate the quantity /weight of the soil, either teemoporar if � y or permanently (in a acc C,...,...+;nn +n aecemmodate the riding ring activities) 04/12/05 TUE 11:19 FAX 310 377 7288 CITY OF ROLLING HILLS [Zi o n ,. • ********************* *** TX REPORT *a* ********************* TRANSMISSION OK TX/RX NO 2193 CONNECTION TEL CONNECTION ID ST. TIME 04/12 11:18 USAGE T 00'43 PGS. 1 RESULT OK 5446766 City of Rolling Hills INCORPORATED JANUARY 24,1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX (310) 377-7288 E-mail cityofrh@aol.com FAX COVER SHEET DATE: 4/12/05 TIME SENT: 11:15 a.m. TO: Mike Reader, Group Delta FROM: Craig Nealis Ross Bolton, Bolton Engineering City Manager CC: Peggy Minor, RHCA Manager Roger Vink, RHCA Architectural Inspector FAX: OPERATOR: SUBJECT: REMARKS: PHASE 2 (REOPENING OF POPPY TRAIL) Hello Mike and Ross, I provided the City Council with an update last night based upon our meeting in the field and the email that Mike provided yesterday. I indicated that there is "cautious optimism" by the Consulting Geologist and Engineer for moving forward to prepare a plan to reopen Poppy Trail Road and that our focus will now be Phase 2 rather that preparing the Temporary Paved Access Plan under Phase 1. A couple of questions have come up that I need your thoughts on. First, the idea of removing soil from the slide mass and storing or using it on the riding ring area was briefly discussed. Questions have been posed of whether the riding ring will safely accommodate the quantity/weight of the soil, either temporarily or permanently (in a configuration to accommodate the riding ring activities) or if there is a cheaper/easier method +�, ,a;cr,rscn iirnnaroecar'r cni] from this iflh sitP._ 04/12/05 TUE 11:21 FAX 310 377 7288 CITY OF ROLLING HILLS ooi p` • • ****%k*:k****skak******** • *** TX REPORT *** ********************* TRANSMISSION OK TX/RX NO 2194 CONNECTION TEL CONNECTION ID ST. TIMF 04/12 11:19 USAGE T 01'37 PGS. 1 RESULT. OK 5440458 Pr'"' c?), DATE: 4/12/05 TO: CC: City of Rolling Hills INCORPORATED JANUARY 24,1957 NO. 2 PORTUGUESE BEND ROAD ' ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX (310) 377-7288 E-mail cityofrh@aol.com FAX COVER SHEET Mike Reader, Group Delta Ross Bolton, Bolton Engineering Peggy Minor, RHCA Manager Roger Vink, RHCA Architectural Inspector TIME SENT: 11:15 a.m. FROM: Craig Nealis City Manager FAX: OPERATOR: 4 SUBJECT: REMARKS: PHASE 2 (REOPENING OF POPPY TRAIL) Hello Mike and Ross, I provided the City Council with an update last night based upon our meeting in the field and the email that Mike provided yesterday. I indicated that there is "cautious optimism" by the Consulting Geologist and Engineer for moving forward to prepare a plan to reopen Poppy Trail Road and that our focus will now be Phase 2 rather that preparing the Temporary Paved Access Plan under Phase 1. A couple of questions have come up that I need your thoughts on. First, the idea of removing soil from the slide mass and storing or using it on the riding ring area was briefly discussed. Questions have been posed of whether the riding ring will safely accommodate the quantity/weight of the soil, either temporarily or permanently (in a configuration to accommodate the riding ring activities) or if there is a cheaper/easier method to dispose of unnecessary soil from this job site. • City o/ Rollin • 3/illo INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com MEMORANDUM TO: • - < '-EGGYMINOR RHCA MANAGER ROGER VINK, ARCHITECTURAL INSPECTOR FROM: CRAIG NEALIS, CITY MANAGER SUBJECT: RECOMMENDATIONS BY GROUP DELTA CONSULTANTS DATE: MARCH 25, 2005 We received the attached email this morning, 3/25/05, from Group Delta Consultants regarding emergency mitigation recommendations relating to Poppy Trail Road. These recommendations appear to mirror the work in the proposal submitted by Erosion Control Specialists that is being considered by the RHCA. Should you wish to discuss this further, please do not hesitate to let me know. Thank you for your cooperation. CRN:en 03-25-05minorVink-mem.doc cc: City Council Mike Jenkins, City Attorney Yolanta Schwartz, Planning Director Michael D. Reader, Group Delta Consultants Steven H. Kolthoff, Group Delta Consultants ® Print ecl on Recycle c; Pap,.rr GROUP March 22, 2005 Project No. L-599 DELTAm Nomogram City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 • Attn: Craig Nealis, City Manger Subject: Summary and Emergency Recommendations Geotechnical and Geological Evaluation Poppy Trail Landslide Rolling Hills, California Mr. Nealis: As requested, GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this letter to provide emergency recommendations related to the Poppy Trail Landslide of March 11, 2005. Our understanding of the project and recommendations are outlined below. We have not as yet performed any detailed geologic mapping, subsurface exploration, laboratory analyses or engineering calculations. Rather, our role has only been to advise the City on an emergency basis to aid in evaluating the overall safety of the subject slide and the affected residences. As such, this letter is based only on our observations, preliminary geologic reconnaissance, professional judgment, and a cursory review of published geologic reports and City records regarding the history of the subject slope. 1.0 SITE SUMMARY On March 11, 2005, GDC was contacted by Mr. Roger Vink of the Rolling Hills Homeowners Association to perform a site reconnaissance of a landslide that occurred the day before and advice the City regarding its condition. During the site reconnaissance on March 12, 2005, it was noted that a significant landslide had occurred that completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail guesthouse. The landslide overall measured about 300 feet long, 150 wide, with a head scarp of about 30 feet vertical below the lower graded pad of the guesthouse. Poppy Trail has been over -ridden by slide debris. To provide access to homeowners on Poppy Trail, the Home Owners Association was using a horse trail located down slope from the current road. b 6 Www.Grounl)eha.com a 4 F L-599 Poppy Trail Landslide Group Delta Consultants. Inc. 2 City of Rolling Hills The slide mass has numerous fractures, mostly in the central portion, that were observed to extend depths estimated to be up to 20 feet deep. The slide has also displaced and removed a paved drainage swale near mid -slope. The head scarp falls within the guesthouse foundation, which has been exposed and red tagged by Los Angeles County officials. Many irrigation lines and concrete paved slope drains were noted in the central portion of the landslide. Irrigation lines, a collector pipe for roof runoff next to the guesthouse footing and wall debris were noticed in the area of the guesthouse foundation head scarp. Since the original site visit, local residents have constructed an access road below Poppy Trail which was covered with Crushed Miscellaneous Base (CMB). This new access road was used to drive the blocked residence automobiles into a safe area on the other side of the landside and to attempt to improve the road for All Terrain Vehicle (ATV) use. Lights have been stung along the trail with extension cords and florescent light bulbs. A water hose was found along the trail with water pressure. The hose was used for dust control and for the residences to attempt to achieve proper compaction of the sand and gravel. 2.0 SHORT-TERM RECOMMENDATIONS Currently, GDC is in the process of performing detailed mapping and drilling of the landslide. However, at your request and recognizing the emergency aspect of the situation, it is recommended that several steps be taken. GROUP [)ELT.•\ [K.J:R.Jti Ma .j 1. A small bulldozer should be used to seal the surface of the landslide mass where tension cracks have developed to prevent water infiltration and to remove the risk of someone slipping and/or falling. This can be achieved by pushing soil into the cracks and track rolling the soil to a tight compaction. 2. During the bulldozer grading the resulting surface should be sloped for drainage. Any large trees and brush on the slide should be cut and removed. The City should consider putting temporary fencing behind the head scarp and a catchment fence along the toe of the landslide. 3. With time and weather permitting, UV resistant plastic sheeting should be placed over the head scarp and in the two graben areas as a minimal action to prevent water from entering the landslide mass and to prevent erosion. The landslide should eventually be completely covered with the plastic extending over the edges of the landside. Drainage off of the plastic sheeting should be diverted away from the landslide to prevent water from accumulating on the landslide mass and to protect the temporary access road below Poppy Trail. • L-599 Group Delta Consultants. Inc. 3 Poppy Trail Landslide City of Rolling Hills 4. Temporary measures should be installed to divert any water collected on the paved slope ditches. Sand bags, a makeshift catch basin made of sand bags in a shallow pit and a corrugated metal or PVC pipe or an "industrial sock drain" could be used for this purpose. The drainage devices should convey collected water down the slope away from the landside mass. Care should be taken to convey the water beyond the current access road and not to allow the water to enter the toe of the landslide. 5. A more complete inspection should be made of the areas above the landslide around the guesthouse and tennis court areas_ Measures. should. be taken to prevent any runoff from the properties above from draining onto the landslide. This includes runoff from the roofs, into drain inlets and into paved or unpaved ditches since the outlets are unknown at this time. This may include use of sandbags, installation of temporary pipes, plastic sheeting, temporary re -grading, (which could require removal of driveways) and even redirecting the roof gutter down spouts into pipe systems and diverted away from the landslide mass. 6. NOTE: The top of the slide is a near vertical slope about 30 feet hiqh. This scarp is highly unstable and care should taken during any bulldozer work, plastic sheeting or sandbagging to not further de -stabilize the scarp, or endanger personnel by working too close to the top or bottom of the scarp. As part of the first phase of this emergency, GDC will drill 2 to 3 bucket auger holes. Since the landside might not be accessible, the borings will be drilled below the landslide to determine the stability of the temporary access road and on Poppy Trail. This data will help determine the soil and rock quality and if the site is on a larger landslide. Aerial photos will be analyzed as part of this first phase. Cross -sections would be drawn based on the mapping, down -hole logging and observed landslide geometry. This data will be used to select locations and depths for borings. GROUP DELTA comii% nag L-599 Group Delta Consultants. Inc. 4 Closure Poppy Trail Landslide City of Rolling Hills This letter summarizes the opinion of GDC, based on the limited walkover and observation of the landside conditions and the -limited review of the subject references. We have not as yet performed any detailed geologic mapping, subsurface exploration, laboratory analyses or engineering calculations. Rather, our role has only been to advise the City on an emergency basis to aid in evaluating the overall safety of the subject slide and the affected residences. As such, this letter is based only on our observations, preliminary geologicreconnaissance, professional judgment, and a cursory review of published geologic reports and City records regarding the history of the subject slope. If you have any questions, or if we can be of further service, please do not hesitate to contact Group Delta Consultants, Inc. at 310-320-5100. Respectfully Submitted, GROUP DELTA CONSULTANTS, INC. Michael D. Reader, VP, GE L-599 RH Poppy Trail Landslide - Letter Report #I GROUP Steven H. Kolthoff, PG, CEG I)EI-T:\ tkeRPitti ttNi t I • GROUT' *rr---' DELTA toi.(•Y9 yMfg It � - h 1; • .�. • �999. , 0•-1. r ' r \;. ; ` : �� ' __e..... :� \ : .ice' \ I' };,: % -\:\._,;--.3.4`..;, � Q Wi . '`,‘\%.,‘,;.7,;.#. ,, ,: . -, 'j` ''{ (• I <..` • • j ; /h + •••. .-./ `\ 1 / ( 1: • .. •J ,; ` .>;(.1. • . ..'...`i (! it - •1,:.5:_' N.. _ • %• -�'•. •`�- -`'{' _\ z-4-- ! - '/i ,--• f �-) 7• ,it • :'-`yam..f — ••••?._..,. `it, "` +Ter 1. /�) ._1:-.1.:-.;-161._.. :.., _ _ �.! ' y ! •tom • � p:,.,.. -.--.. ,t;1,:,.:; 1: - •i i1 '1-•._ - •° %/.., 'u..--') -'7. ♦. 4 1.:::4!'!\/?---,...,. V..,•� .':':i.,..:-.41:•'..'''' i:.4�F : 7, .,.:: Al,' from TOPO! m1997 Wildflower Productions (w w.topo.com) Mx..858 • L-599 Group Delta Consultants. Inc. 5 Poppy Trail Landslide City of Rolling Hills • • 4.4 �7/' • r ' .: •-...• ./;- .": Q t ...:---r.3-1-,"•:-=‘,1 '- S.: - �rj'� ,.� ..-7,-/ jli:,✓/ /• j •• . .. 2 �•��J _ : ' •Raj= . , I .1 j i-I, - ! C. - -'5-- S t �:' I. • Via— t./�; t i' - ,_ ..„i. (+ s s' . 'I --,--,,z,.._._,.._,... ff11},:, :: �Ro':jji�ng�. ,t'. /} • • • ,....-:-\.__.;;.•• , J i. I ti '�� j ; , 1/ t %t ),•.. 9�1 w II� . �\' 1( . ;,� )� 1;;'?(:4,1:f..'s. ---\‘ .\\IASN:t.i\,::".1 1.47.,;;;\1\..r711\t',..77:i-,_17''.\1:1.. ..;::'., 1-u"-:1-, 17 rc..11.•"%-:/'''...'41.-\ c''''s.I.S..:'....% . • �i' i f" I • 'rte . 1C--, , � •• •--- -N l: It Q� its. /n• L f1,� _ t �• . �. VICINITY MAP Project Number: Project Name: Date: Group Delta Consultants, Inc. L-599 Poppy Trail Landslide 03242005 Figure 1 • L-599 Group Delta Consultants. Inc. GROUP 6 Poppy Trail Landslide City of Rolling Hills AERIAL PHOTO OF POPPY TRAIL LANDLSIDE AREA (Photo March 2004) FELT:\ tqa:61.114/1:��i Cut on dotted line. Instructions 1. Each Click -N -Ship® label is unique. Labels are to be used as printed and used only once. DO NOT PHOTO COPY OR ALTER LABEL. 2. Place your label so it does not wrap around the edge of the package. 3. Adhere your label to the package. A self-adhesive label is recommended. If tape or glue is used, DO NOT TAPE OVER BARCODE. Be sure all edges are secure. 4. Affix Priority Mail postage to your label or take to a Post Office'". 5. Stamped packages weighing 16 ounces or more may not be placed in USPS collection boxes. 6. Mail your package on the "Ship Date" you selected when creating this label. Online Label Record (Label 1 of 1 Delivery ConfirmationTm Number: 0103 8555 7493 5978 4238 Not Paid Online Print Date: 06/17/2005 Priority Mail® Postage: Ship Date: 06/17/2005 Total: Weight: 4 lb 0 oz From: CRAIG NEALIS CITY OF ROLLING HILLS 2 PORTUGUESE BEND ROAD ROLLING HILLS CA 90274 To: MR. RUSSELL HARTER SGH CONSULTING 6101 W CENTINELA AVE STE 340 CULVER CITY CA 90230-6327 $5.30 Regular Priority Mail rates apply. There is no fee for Delivery Confirmation service on Priority Mail service with use of this electronic rate shipping label. Delivery information is not available by phone for the electronic rate. UNITED STATES Thank you for shipping with the United States Postal Service! POSTAL SERVICEe Check the status of your shipment on the Track & Confirm page at www.usps.com Cut on dotted line. Instructions Online Label Record (Label 1 of 1 ) 1. Each Click -N -Ship® label is unique. Labels are to be used as printed and used only once. DO NOT PHOTO COPY OR ALTER LABEL. 2. Place your label so it does not wrap around the edge of the package. 3. Adhere your label to the package. A self-adhesive label is recommended. If tape or glue is used, DO NOT TAPE OVER BARCODE. Be sure all edges are secure. 4. Affix Priority Mail postage to your label or take to a Post Office'''. 5. Stamped packages weighing 16 ounces or more may not be placed in USPS collection boxes. 6. Mail your package on the "Ship Date" you selected when creating this label. Delivery Confirmation TM' Number: 0103 8555 7494 7467 9655 Not Paid Online Print Date: 06/17/2005 Ship Date: 06/17/2005 Total: Weight: 4 lb 0 oz Priority Mail® Postage: From: CRAIG NEALIS CITY OF ROLLING HILLS 2 PORTUGUESE BEND ROAD ROLLING HILLS CA 90274 To: MR. M. SARIDAKIS SARIDAKIS CONSTRUCTION STE 107 1300 S PACIFIC COAST HWY REDONDO BEACH CA 90277-5003 $5.30 Regular Priority Mail rates apply. There is no fee for Delivery Confirmation service on Priority Mail service with use of this electronic rate shipping label. Delivery information is not available by phone for the electronic rate. UNITED STATES Thank you for shipping with the United States Postal Service! POSTAL SERVICE® Check the status of your shipment on the Track & Confirm page at www.usps.com __k3l_ ____3 .-2_7_c, n(_ :x izo 1 r e ._.Dry 1 w..: (��i- bLiblvt• - OLD BUSINESS FINAL GEOLOGICAL AND GEOTECHNICAL REPORT RELATING TO LAND MOVEMENT ON POPPY TRAIL ROAD PREPARED BY GROUP DELTA CONSULTANTS. Minutes City Council Meeting !1/ Inc City Manager Nealis provided background regarding 'the City's agreement with Group Delta Consultants to prepare a Geological and Geotechnical Report and introduced Mike Reader of Group Delta Consultants. Mr. Reader presented an overview of the Final Geological and Geotechnical Report. Mr. Reader provided background regarding the slide that occurred on March 6, 2005 and the scope of services that he was contracted to complete which included interim protective measures and to evaluate a temporary access road. He presented technical information and findings regarding the field exploration, mapping, laboratory testing and engineering analysis that was completed on the slide as outlined in his report dated June 16, 2005. Mr. Reader indicated on the plan the area of land movement and projected boundaries of the larger land feature that is believed to be a component of the slide in the area. He also pointed out another smaller slide feature adjacent to the land area that failed in March. In response to Mr. Robert Jonas, 3 Poppy Trail Road, Mr. Reader explained that the cause of the slide has not been determined and he was not hired to make this determination. In response to Dr. Carmen Schaye, 58 Portuguese Bend Road, Mr. Reader explained the properties that are involved in the slide. In response to Councilmember Black, Mr. Reader explained that typically a slide releases water just prior to a land movement occurrence. In response to Mayor Pro Tem Lay, Mr. Reader explained the proposals that had been outlined for a temporary access for Poppy Trail residents. He pointed out the current proposal that the City Council had reviewed on May 23, 2005. Mr. Jonas commented on a new plan that Bolton Engineering had prepared for the Community Association. Mr. Reader indicated that he had reviewed the plan but further work review needs to be completed on that plan. Hearing no further discussion, Mayor Pernell called for a motion. Mayor Pro Tem Lay moved that the City Council receive and file the report. Councilmember Hill seconded the motion, which carried unanimously. Councilmembers thanked those in attendance for the input regarding this subject. Ciy • INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com Agenda Item No: 7-A Mtg. Date: 06-27-05 TO: HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL FROM: CRAIG R. NEALIS, CITY MANAGER SUBJECT: • FINAL GEOLOGICAL AND GEOTECHNICAL REPORT RELATING TO LAND MOVEMENT ON POPPY TRAIL ROAD PREPARED BY GROUP DELTA CONSULTANTS. DATE: JUNE 27, 2005 BACKGROUND At the regular City Council meeting held March 14, 2005, the City Council approved the first phase of the agreement between the City of Rolling Hills and Group Delta Consultants, Inc. of Torrance, California. One of the components of that agreement required Group Delta to provide an analysis and report on the Poppy Trail land movement based upon field exploration, laboratory testing and engineering analysis. The attached document from Group Delta represents the Final Geological and Geotechnical Report. Principal Geotechnical Engineer, Mike Reader of Group Delta is in attendance this evening to provide the City Council and those in attendance with a summary of the findings in the attached report. RECOMMENDATION It is recommended that members of the City Council consider the comments provided by Mr. Reader and receive and file this report. CRN:mlk 06-27-05geolog yreport-stactoc Pr it ited on Recycled tame, • PHASE I AND II, GEOLOGICAL AND GEOTECHNICAL REPORT POPPY TRAIL LANDSLIDE CITY OF ROLLING HILLS, CALIFORNIA oEc� JUN 1 7 2005 CITY Of ROLLING DILLS By Prepared for City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Prepared by GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 Phone (310) 320-5100 Fax (310) 320-2118 Project No. .L -599B June 16, 2005 .i IBE June 16, 2005 L -599B City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Attn: Craig Nealis, City Manager Subject: Phase I and II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, California Dear Mr. Nealis: Group Delta Consultants (GDC) is pleased to present this report to provide a geological and geotechnical evaluation of the work performed for Phase I and II, related to the Poppy Trail Landslide of March 6, 2005 and the design of the proposed temporary access road. We appreciate the opportunity to provide geotechnical services for this project. If you have any questions regarding the information or recommendations contained in this report, if you require additional consultation, please do not hesitate to contact us at (310) 320-5100. Respectfully submitted, GROUP DELTA CONS Michael D. Reader, Principal Geotechnica .SIPS 9 allAw OF CAL'��` Distribution: Addressee (6) L-5998 Final Report // Steven H. Kolthoff, C.E.G. #1965 Senior Engineering Geologist Exp. 8/31/05 S\pNAL G STEVEN H \U' HARM � a. KOLTHOFF NO.1965 * CERTIFIED ENGINEERING .� qT GEOLOGIST Q= GF C O ='_M1 \'N' -''05'`' Street Suite 107, ,, ; r..;i;_ California 91130i-1459 ;2 f -1 � ;3'IO} 3�t1-:+ii�il i'crlie 6 (31(1}. 11-211ti its lisn'dir; , C.:iil:.:i: .: @ (')49) 0)9-1020 Eon Diego, califr.rnia A (SSS) 5'_-1-I:5;t(1 TABLE OF CONTENTS Section Page No. 1.0 INTRODUCTION 1 1.1 General 1 1.2 Scope of Work 1 2.0 SITE DESCRIPTION 2 3.0 GEOLOGY 0 3 3.1 Geologic Setting 3 3.2 Landslides 3 3.2.1 Historical Landslides 3 3.2.2 Observations of Current Landslide 4 3.2.3 Features of Current Landslide 4 3.3 Aerial Photo Summary 5 4.0 SUBSURFACE CONDITIONS AND ENGINEERING PROPERTIES 6 4.1 Field Exploration ' 6 4.2 Stratigraphy 6 4.2.1 Fill (Qaf) 7 4.2.2 Colluvium/Slopewash (Qsw) 7 4.2.3 Alluvium (Qal) 7 4.2.5 Bedrock (Tma) 8 4.2.6 Basement Rock (cs) 8 4.3 Laboratory Testing Program 8 4.4 Groundwater 9 5.0 DISCUSSION AND RECOMMENDATIONS 10 5.1 General 10 5.2 Design Alternatives 10 5.3 Stability Analyses 13 5.3.1 Back Analysis 13 5.3.2 Evaluation of Shear Strength Parameters 14 5.3.3 Existing Slope 14 5.3.4 Temporary Access Road 14 5.4 Earthwork 15 5.4.1 General 15 5.4.2 Stripping 15 5.4.3 Removals 15 5.4.4 Temporary Backcuts 15 5.4.5 Fill Slopes and Buttresses 15 5.4.6 Recommended Geologic Inspections 16 5.5 Slope Maintenance 16 5.6 Monitoring and Instrumentation 16 Phase II Geology and Geotech al Report Poppy Trail # 1 Landslide Rolling Hills, CA June 16, 2005 Page 2 6.0 POST INVESTIGATION GEOTECHNICAL SERVICES 17 7.0 LIMITATIONS 17 LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Vicinity Map Aerial Photo of the Landslide Area Landslide Plan from Downhole Inspection Location of Properties Relative to Poppy Trail Landslide Location of Properties Relative to Poppy Trail Landslide with Temporary Access Road Area Geology Map of Poppy Trail Landslide Geologic Map Geologic Cross-section A -A' Geologic Cross-section B -B' Geologic Cross-section C -C" Site Plan for Proposed Temporary Access Road Fill / Buttress Section LIST OF APPENDICES Appendix A Field Exploration Appendix B Laboratory Testing Appendix C Slope Stability Analyses L -599B Final Report.doc AIRE PHASE I AND II, GEOLOGICAL AND GEOTECHNICAL REPORT POPPY TRAIL LANDSLIDE, CITY OF ROLLING HILLS, CALIFORNIA 1.0 INTRODUCTION 1.1 General This report presents the results of our geological and geotechnical investigation performed for the Poppy Trail landslide. The general location of the project site is shown on the Vicinity Map, Figure 1. During the site reconnaissance on March 7, 2005, it was noted that a significant landslide had occurred and completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail guesthouse. The landslide overall measured about 300 feet long, 150 feet wide at its greatest, with a head scarp of about 30 feet near vertical below the lower graded pad of the guesthouse. Poppy Trail has been over -ridden by slide debris, which blocked, access to the residences up canyon from the landside. The landslide area and the identified sliding plane from downhole inspection (B-4) are shown in Figure 2 and Figure 3. The topography of the landslide area and property lines is shown in Figure 3 and Figure 4. As authorized by the City of Rolling Hills, we performed field and laboratory work, analyzed the stability of the existing slopes and evaluate the feasibility of a temporary access road in accordance with our approved proposal dated, 3-9-05 and revised 3-15-05. 1.2 Scope of Work The purposes of this investigation were to perform geologic mapping, subsurface exploration, laboratory testing and engineering analyses to assess the stability of the existing slopes and develop geologic and geotechnical recommendations regarding construction of a temporary access road. In general, our authorized scope of work included: • Review of available published geologic maps and data and available topographic maps of the project area. • Review and analysis of available historic aerial photographs of the site and adjacent areas. Field geologic reconnaissance of the site and adjacent slopes and the preparation of a geologic map and pertinent geologic cross -sections depicting the subsurface geologic conditions. • Excavating a total of 8 bucket -auger borings to .depths ranging from 39 to .70 feet below existing grade. e fax Phase I &II, Geological and C,eotechnical Report Poppy Trail Landslide Rolling Hills, CA • June 13, 2005 Page 2 • Excavated 3 backhoe pits south of the landslide adjacent to Poppy Trail. • Laboratory testing program to evaluate the physical property and engineering characteristics of the soils and bedrock materials underlying the site. • Evaluation of the stability of the existing slope from a geologic/geotechnical standpoint. • Development of geologic and geotechnical recommendations regarding construction of a temporary access road. • Preparation of this report. 1.0 SITE DESCRIPTION As mentioned above, during the site reconnaissance on March 7, 2005, it was noted that a significant landslide had occurred that completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail guesthouse. The landslide overall measured about 300 feet long, 150 wide, with a head scarp of about 30 feet vertical below the lower graded pad of the guesthouse. Poppy Trail has been over -ridden by slide debris. The slide mass had numerous fractures, mostly in the central portion, that were observed to extend depths estimated to be up to 20 feet deep. The slide has also displaced and removed a paved drainage swale near mid -slope. The head scarp falls within the guesthouse foundation, which has been exposed and red tagged by Los Angeles County officials. Many irrigation lines and concrete paved slope drains were noted in the central portion of the landslide. Irrigation lines, a collector pipe for roof runoff next to the guesthouse footing and wall debris were noticed in the area of the guesthouse foundation head scarp. L -599B Final Report.doc Phase 1 &l1, Geological and G otechnical Report Poppy Trail Landslide Rolling Hills, CA 3.0 GEOLOGY 3.1 Geologic Setting June 13, 2005 Page 3 The project is located in the Palos Verdes Hills within the Central Plain portion of the Los Angeles Basin, where the Peninsular Ranges Geographical Province transcends into the Transverse Range Geographical Province of California. During the middle Miocene epoch, the area that is now known as the Palos Verdes Hills was a submarine topographic high, or seamount. The rock of this seamount consisted of a green to blue schist metamorphic complex derived from a subduction zone during the Mesozoic (possibly Jurassic) in age. Today, the metamorphic core of the Palos Verdes Hills outcrops in the Rolling Hills area and is known as the Catalina Schist. This topographic high unconformably accumulated fine-grained siliceous cherty layers, including phosphate beds; biogenic materials, such as locally diatomite, limestone and dolostone; and open sea deposits of the Atlamira shale member of the Monterey Formation. During the Pliocene epoch, the Los Angeles Basin underwent transpression (compression along the transform Palos Verdes fault in the Palos Verdes Hills area), resulting in compression and uplifting that caused the emergence of the Palos Verdes Hills by anticlinal folding. During the Pleistocene and Holocene, wave cutting of the hills during the uplift resulted in the formation of the alluvial filled marine terraces that circle the hills, and can be seen today resembling bath tub tings around the hills. 3.2 Landslides 3.2.1 Historical Landslides The area along Poppy Trail has abundant landslides as mapped by Cleveland, 1976 and Dibblee, 1999. Cleveland, 1976 mapped a significant landslide in the area of the Poppy Trail landslide and a large deposit of slope wash around the landslide that has the morphology of a larger more ancient landslide. After review of files at the county of Los Angeles Department of Public Works, it was noted that the majority of the properties along Poppy Trail had landslides that were remediated prior to building residential structures. Review of aerial photos dating back to 1954, indicates that the area of #1 Poppy Trail is on an old composite landslide with a smaller one along the existing unpaved Poppy Trail. After the #1 Poppy Trail lot was graded, the head of the old scarp was partially removed. The landslide failures along the Poppy Trail area were in the bedrock, basement rock and a combination of both rock units. At Poppy Trail# 1, the landslide failed along a bentonite bed above the sandstone/siltstone transition zone of the Altamira Shale with the Catalina Schist. The Poppy Trail Landslide of March 6, 2005 may be part of a larger ancient landslide. L -599B Final Report.doc Phase I &11, Geological and veotechnical Report Poppy Trail Landslide Rolling Hills, CA 3.2.2 Observations of Current Landslide June 13, 2005 Page 4 The Poppy Trail landslide mass had numerous fissures, mostly in the central portion, that were observed to extend depths estimated to be up to 20 feet deep. The slide has also displaced and removed a concrete paved drainage swale near mid -slope. The head scarp falls within the guesthouse foundation, which has been exposed and red tagged by Los Angeles County officials. Many irrigation lines and concrete paved slope drains were noted in the central portion of the landslide. Irrigation lines, a collector pipe for roof runoff next to the guesthouse footing and damaged wall debris were observed in the area of the headscarp below the #1 Poppy Trail guesthouse. Since the original site visit, local residents have been using the existing and modified trail below the landslide for All Terrain Vehicle (ATV) access. The trail was improved with Crushed Miscellaneous Base (CMB) and decomposed Granite (DG). Lights have been stung along the lower access road with extension cords and florescent light bulbs. A pressurized water hose was installed along the trail for dust control and for the residences to attempt to achieve proper compaction of the sand and gravel. In addition, the City hired a contractor to remove vegetation and to fill in ground fissures within the landslide. During a May 5, 2005 rainstorm, it was noted by a Group Delta Geologist that the guesthouse gutters were plugged and not flowing freely into the downspouts. Tall grass was noticed growing out of the rain gutters at that time. 3.2.3 Features of Current Landslide The recent landslide of March 6, 2005 is a typical rockslide failure as classified by using the system of Cruden and Varnes. Older terminology would consider this type of landslide a Block Glide failure. This particular landslide failed along bedding which was comprised of about 1 foot or more of highly sheared bentonite. These types of landslides can occur in competent rock where the slopes are usually from 35% to as steep as 70%. Though it is typical for this type to rotate along a curved slide plane, drilling of the landslide (B-4 and B-5) indicates that the slide plane is a planer feature that failed along bedding contact surface. Aerial photo analysis suggests that the March 6, 2005 landslide is within an older landslide feature with a smaller and older landslide, to the south. The morphology of the smaller landslide to the south suggests that it failed after the larger landslide. In the upper portion of the landslide (depletion zone), the main scarp has rotated out along a bedding plane and forms a platform or bench about 25 to 30 feet below the L -599B Final Report.doc GROUP Phase I &11, Geological and technical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 5 landslide crown in the landslide head area. Just below the main scarp is a zone of minor traverse cracks and scarps in the head area. Crown tension cracks are present along the driveway in the northern area and may have slaked off along the mid section southern portion of the main scarp retreating the main scarp westerly into the guesthouse. Crown cracks can be seen along the northern walkway adjacent to the guesthouse and may be present under the guesthouse. Slaking along the crown cracks is evident from the accumulation of pavement materials along the bottom of the main scarp and upper portion of the landslide head. In the accumulation zone, traverse cracks and fissures were present up to 20 feet deep and traversed the total width of the landslide from flank to flank. The foot of the landslide had abundant radial cracks and traverse ridges. The toe moved across Poppy Trail at least 25 feet. An older crown crack, not related to the March 6, 2005 landslide, was logged in B-8. This crack terminated along a bentonite bed that correlates to the bentonite bed. failure surface of the March 6, 2005 landslide. This crown crack in boring B-8 indicates the presence of an older landslide crown above the recent failure. 3.3 Aerial Photo Summary Aerial photos from 1954 to 1999 were examined to evaluate changes in the bluff due to natural and anthropogenic processes. The following summarizes the aerial photo evaluation. During 1954, the area along Poppy Trail was un-developed and the lot at #1 Poppy Trail consisted of a ridge and a very large landslide feature from the top of the ridge to Poppy Trail. A large landslide is present in the slope east of the present Poppy Trail Landslide. Another landslide feature was also present within the larger landslide mass along the southern flank by Poppy Trail. Poppy Trail, in 1954, consisted of a dirt road that provided access to dirt pads up the canyon to the south. George FF. Canyon horse trail was present as a dirt trail and in the area of the present trail. In 1958, there was little, to very minor, changes to the area as compared to the 1954 photos. Poppy Trail was still a dirt road. During 1970, many pads, up canyon, were graded but #1 Poppy Trail was still natural with no grading. In 1979, #1 Poppy Trail pad and house was built. There were no trees around the residence or guesthouse. The slope below #1 Poppy Trail was natural and had a depression in the area where the older landslide was and where the March 6, 2004 landslide occurred below the guesthouse. L -599B Final Report.doc DELTA Phase 1 &II, Geological and feotechnical Report Poppy Trail Landslide Rolling Hills, CA • June 13, 2005 Page 6 In 1992, the George FF. Canyon horse trail was present and looked new and well maintained. The slope had the depression where the old landslide is present indicating the slope was not graded but part of the natural topography. In 1995, the site had well -established trees and shrubs. The George F. Canyon horse trail had heavy erosion present below the guesthouse. In 1999, the road cut along Poppy Trail is estimated to be 1.5 horizontal to 1 vertical or steeper. The George FF. Canyon horse trail directly below the guesthouse is showing extensive erosion. Trees and brush are abundant and lush above the horse trail, while below the trail the natural grass and shrubs are dry. 4.0 SUBSURFACE CONDITIONS AND ENGINEERING PROPERTIES 4.1 Field Exploration The subsurface conditions were investigated by drilling eight, 30 -inch diameter borings and 3 backhoe test pits at the locations shown in Figure 7. The borings were drilled to a depth of 39 to 70 feet using large diameter bucket auger. Relatively undisturbed samples were taken in the borings at a depth interval of 5 feet or as deemed appropriate by our senior geologist. In addition, representative bulk samples were taken when deemed appropriate. The field exploration was performed under the continuous technical •supervision of our field engineer and senior geologist, who maintained detailed logs of the soil encountered, classified the materials and assisted in obtaining the soil samples to be taken to the laboratory for further visual examination. In addition, all of the borings were down hole logged by our senior geologist and down -hole logged to document bedding attitudes and identifying any joints, fractures and slide plane features in the bedrock. At the completion of the drilling, the borings were backfilled with cuttings and tamped. A description of the field exploration program is presented in Appendix A. 4.2 Stratigraphy A geologic map of the site area is presented on Figure 7, and geologic cross -sections are shown in Figures 8 through Figure 10. A discussion of the geologic conditions is presented below. L -599B Final Report.doc 110 Phase I &11, Geological and 1eotechnical Report Poppy Trail Landslide Rolling Hills, CA 4.2.1 Fill (Qaf) June 13, 2005 Page 7 Man-made fill present along the roadways and as engineered slopes in the area. The fill materials are derived from on -site materials with some soil imported to grade the lower access road as well as Poppy Trail itself. At this time there was no documentation available to verify where or how the fills were placed. The aerial extent of the fills is not indicated on the geology map. 4.2.2 Colluvium/Slopewash (Qsw) Most of the lanslide area is covered with a +/- 24 feet thick layer of colluvium/slopewash. These transported colluvial soils generally consist of sand to cobble -size material with dark gray to black clay matrix. In most cases, the colluvium is highly expansive. Where the colluvium has been transported by erosion, it was mapped as slope wash. Below #1 Poppy Trail guesthouse, a thick accumulation of slopewash may be due to colluvium materials washing down the hill and filling an ancient landslide graben. The slope wash is noted in cross -sections A -A' and B -B' but was not delineated on the geology map. 3.1.2 Alluvium (Qal) A deposit of young alluvium can be found in the canyon bottom below Poppy Trail. The alluvium consisted of a mix of clayey to sandy silt to gravely sand to cobble and boulder size materials. Examination of the samples of alluvium obtained indicates little or no evidence of bedding. 4.2.4 Landslides (Qols, Qls) Three landslides were mapped in the area of #1 Poppy Trail (see Figure 7). The following describes the landslides and their relative time of occurrence. An older, ancient landslide was mapped using aerial photos and as logged in B-2. As with most landslide in the area, 'this feature is a typical rockslide failure that slid along bedding. This landslide is located to the north of the Poppy Trail Landslide with its head scarp and crown area being above the Poppy Trail Landslide which trends through the guesthouse. The older landslide failure plane correlates to the bentonite bed that the Poppy Trial landslide failed. on. This landslide may be present southof the Poppy Trail Landslide but was not fully investigated during this phase of the project. The small landslide to the south of the Poppy Trail Landslide is an ancient failure that developed before the Poppy Trail landslide and after the older landslide to the north. With the aerial photo analysis, this landslide is a typical rockslide failure. This landslide was verified along Poppy Trail in test pits, TP 1 and 2. L -599B Final Report.doc 3 Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 8 The Poppy Trail Landslide is indicated as the landslide feature below the guesthouse on Figure 7. This landslide failed after the heavy rainy season of 2004/2005. After the exploration program, aerial photo interpretation and final geological analysis was completed, it postulated that the Poppy Trail Landslide might be a re -activated section of the older ancient landslide. 4.2.5 Bedrock (Tma) The bedrock at this site consists of the Altamira Shale member of the Monterey Formation. Common to the upper Altamira Shale are the white weathered thin beds of siliceous and phosphoric shale with interbeds of limestone, dolostone, and diatomite. Tuffaceous and bentonite beds are abundant at the site. Onsite, the Altamira shale member consists mostly of a white to olive gray diatomaceous shale, claystone, siltstone and minor amounts of sandstone, with dolostone up to 1 foot thick and tuffaceous beds associated with beds of bentonite. At the Poppy Trail Landslide, the contact with the lower Catalina Schist basement rock is a thick (1 to 10 feet) transition zone consisting of a non -bedded layer of very fine sandstone to siltstone with minor amounts of clay present. The transition zone has a moderate amount of gravel size rip -up clasts derived from the lower Catalina Schist. This layer of sandstone and siltstone is the portion of Altamira Shale that blanketed the seamounts prior to the thicker accumulation of the finer grained Monterey Formation in this area. 4.2.6 Basement Rock (cs) The basement rock in the area consists of a very weathered to weathered quartz - chlorite schist, quartz-sericite schist and quartz-glaucophane schist. Locally, the rock is a talc phylite. While drilling, the metamorphic rock became less weathered with depth. Quartz and marble veins 6- inches to 1 foot thick were present. Schistosity and original rock fabric were present in all stages of weathering. 3.1 .. Laboratory Testing Program Laboratory testing was performed on selected samples of the subsurface materials recovered from the borings. Tests were conducted to develop index and engineering properties of the subsurface materials for use in the process of evaluating the stability of the existing slopes and proposed temporary access roads. The tests included: • Moisture Content and Dry Density • Atterberg Limits • Direct Shear DELTA L -599B Final Report.doc 0 Phase I &II, Geological and 1eotechnical Report Poppy Trail Landslide Rolling Hills, CA • June 13, 2005 Page 9 Moisture content, dry density, and percentage passing # 200 sieve data are shown on the boring logs in Appendix A. The shear strength parameters tested on representative soil samples are summarized in Table 1. Two Atterberg Limits test were performed on soil samples from the identified sliding plane. The Liquid Limit and Plastic Index ranged from 43 to 82 and 23 to 44, respectively. Detailed descriptions of the tests performed and their results are presented in Appendix B. Table 1: Summary of Shear Strength Parameters from Laboratory Test Boring No. Depth (ft) Cohesion (psf) Friction Angle (degree) Description B-1 10 770 23 Fractured Schist B-2 15 250 20 Colluvium B-4 25 450 25 Fractured Shale above the sliding plane 29.5 240 8 Bentonite From the sliding plane (Remolded) B-5 40 100 34 Catalina Schist 4.4 Groundwater No seepage or ground water was encountered in 7 of the 8 borings excavated in and around the upper portion of the Poppy Trail Landslide during this study. Groundwater was encountered in B-3 near the flowing west fork of the George F. Canyon. However, verbal reports from local residents indicated that water was seeping from the landside area onto Poppy Trail in the days before the landside failed. L -599B Final Report.doc Phase 1 &I1, Geological and otechnical Report Poppy Trail Landslide Rolling Hills, CA 5.0 DISCUSSION AND RECOMMENDATIONS 5.1 General June 13, 2005 Page 10 The general results of this investigation, is that the Poppy Trail Landslide failed along a 1 foot or more bed of bentonite which was above the sandstone/siltstone bed above the Catalina Schist. In this area of Rolling Hills, continuous beds of bentonite was very common in the substrate. As the sliding body creeps, strain along the sliding surface accumulates until the bed fails. The residual shear strength of the bentonite along the sliding plane was found to be about 450 psf and 8 degree, for cohesion and friction angle respectively as a result of the laboratory testing. The results of back - analysis yielded a cohesion of '0 kips and an angle of friction of 17 degrees. The factor of safety for the existing slope was calculated to be about 1.1. Our analysis showed that the proposed temporary access road may not significantly decrease the factor of safety of the existing slope. The factors of safety for the three cross -sections analyzed are shown in Table 2. Table 2: Summary of Minimum Factor of Safety for the 3 Cross -sections Analyzed Cross-section Existing Slope With Proposed Road A -A' 1.11 1.14 B -B' 1.15 1.15 C -C' 2.16 2.33 5.2 Design Alternatives Concurrent with the on -going geologic investigation, alternative temporary access plans have developed by Bolton Engineering. To date, at least 3 alternatives have been considered in order to create an access road suitable for automobile traffic. Constraints imposed on the alternatives were as follows: • Minimal impacts to the existing horse trail. • No construction which would impact the "blueline" stream in the west fork of George F Canyon. • No construction which would cause significant further movement of the landslide. • All construction within City of Rolling Hills property. • Minimum coast L -599B Final Report.doc Phase I &11, Geological and Geeotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 11 The alternatives have been considered included the following: Alternative 1 — Temporary Access below (east) of current Poppy Trail This alternative was evaluated and discussed in concept; however, no plans were prepared. Essentially, this alternative included use of a large portion of the existing horse trail, as well as the picnic area below existing Poppy Trail. This would have required paving much of the horse trail, paving an access through the picnic area, and possible widening of the horse trail in its southern portions where it intersects again with Poppy Trail. Although this alternative could have been constructed the quickest, it was dropped from consideration due to significant negative feedback received by the City from the Poppy Trail residents regarding paving of the horse trail and picnic area, and possible impacts to the "blueline" stream in the west fork of George F Canyon. Alternative 2 — Re -opening Current Poppy Trail This alternative would have consisted of removing the slide debris that was blocking the current alignment of Poppy Trail. This alternative was eliminated for geologic reasons. Currently, the slide debris that comprises the toe of the landslide is resting on Poppy Trail, which was constructed on basement rock (Catalina Schist). It is this reason, primarily, that the landslide did not extend further to the east, down into the canyon. As such, the landslide toe is currently acting to resist further movement of the landslide above. Removing the landslide toe would very like cause re -initiation of movement of the landslide, which would affect all of the currently involved property owners. Alternative 3 — Temporary Access Above (west) of Current Poppy Trail Several alignments were considered within this alternative. This alternative essentially consisted of extending a temporary alignment of Poppy Trail through the current landslide, but within City property. While constructing a. roadway through a recent active landslide is an entirely undesirable undertaking, it nonetheless became the only feasible alternative to restore vehicular access to the residents of Poppy Trail given all of the project constraints discussed above. In this regard, one of the findings of the geologic investigation became an important mitigating factor; the finding that the toe of the current landslide was resting on a more stable formation (Catalina Schist). In addition, the recent movement had removed material at the head of the landslide, thus increasing the factor of safety of the landslide itself after movement had ceased. The combination of these 2 factors made it feasible to consider this alternative. Note, however the recent landslide has decreased the stability of the property above the current head scarp, which is #1 Poppy Trail and the neighboring property to the west along Portuguese Bend Road. L-5998 Final Report.doc Phase I &II, Geological and ("eotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 12 In developing vertical and horizontal alignments through the current landslide with Bolton Engineering, GDC imposed the following conditions: • No cuts could be made in the landslide which would expose the slide plane, or jeopardize the gross stability of the landslide. • The net effect of grading should be to import soil, or at worst, create a balanced cut/fill operation while still creating the absolute minimum excavations feasible. • Since the timing of the mitigation of the 30 -foot high near -vertical head scarp on #1 Poppy Trail was highly uncertain and may take several years, a collision debris wall would be required to protect users the temporary Poppy Trail. The result was the alternative depicted on Figure 11. Please note that the alignment depicted in Figure 11 is a working alternative, and it should be expected that the final design may be somewhat different. As depicted in Figure 11, the maximum cut slopes are about 15 feet in height. As discussed above, this alignment will be a new, temporary roadway though an active landslide. As such, it is important note the following: • Construction activity of the temporary Poppy Trail could cause some movement of landslide and adjacent portions of the ancient landslide. This construction activity should be monitored, and halted if significant movement is noted. • The roadway will be subject to on -going movement and settlement as the landslide debris continues to creep and settle. As we have discussed with the City, this is a similar condition as exits within the much larger Flying Triangle Landslide area, where Rolling Hills Homeowners Association is familiar with maintaining roads in active landslide areas. To mitigate some of the effects of subgrade movement, a geogrid (Tensar BX 100 or equivalent) should be placed below the base course during pavement construction. • The debris wall will act as protective debris catchments only. It is not intended to increase the stability of the landslide in any way. • The grades of the new roadway will be steeper than normally allowed in new roadways. However, the constraints of the site dictated both the vertical and horizontal alignments. L-5998 Final Report.doc Phase I &1I, Geological and ueotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 13 • Given the grades of the new temporary roadway and its alignment through and active landslide, the new road should be used with great caution, and users of the road should be made aware to drive very carefully, watch out for falling debris, and drive at significantly reduced speeds., Appropriate roadway signs indicating these conditions should be installed. • No vehicle heavier than a local delivery truck should be allowed on the road. Specifically, no heavy construction equipment should be allowed on the road after it is paved. Appropriate roadways signs indicating this condition should be installed. 5.3 Stability Analyses 5.3.1 Back Analysis Our field exploration identified that the subject landslide failed along a bedding which was comprised of about 1 foot or more of highly sheared bentonite. We performed a back analysis for cross section A -A' along the existing failure plane to evaluate the residual shear strength parameters. The slope geometry of its pre -failure condition was estimated by extrapolation of the topographic contours and examination of the historical aerial photos. The strength parameters from back analysis are not unique, namely, a number of different combination of cohesion and friction angle could yield the same factor of safety. To simplify the problem, some researchers (Stark et al., 2005; Abramson et al., 1995) recommended that the value of cohesion could be set to zero. This is based on the fact that at large strain, because of the re -orientation of the clay particles parallel to the direction of shear, the bonding between particles that leads to cohesion is reduced. The residual friction angle resulting from the back analysis was found to be 16 degree. If cohesion from the laboratory test is considered, the residual friction angle from back analysis is 12 degree. The back analysis with tension crack developed on the crest of the slope yielded slightly higher shear strength parameters for both cases. For conservative considerations, back calculated shear strength with tension crack incorporated in the model was not used. The results are presented in Appendix C. L-5998 Final Report.doc Phase I &II, Geological and veotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 14 5.3.2 Evaluation of Shear Strength Parameters The residual friction angel and cohesion, tested on a remolded sample taken from the sliding plane is 240 psf of cohesion and 8 degree for internal friction, respectively. Atterberg Limits are tested for two soil samples from the sliding plane. One sample turned out to be partially cemented, thus not used to estimate the shear strength parameters. The Liquid Limit of soil sample from the sliding plane is about 80 %, which corresponds to a mean secant residual friction angle of about 12 degree with lower and upper bounds of 8 and 16 degree respectively (Stark et al., 2005). The plastic Index is about 40, which corresponds to a mean residual friction angle of 12 degree with lower and upper bounds of 10 to 15 degree (Abramson et al., 1995). One uncertainty involved in the back analysis is the restoring of pre -sliding topography, where no detailed topographic map is available for the project area. As a result, we determined that the residual shear strength parameters from laboratory test, which are 240 psf and 8 degree, are more representative, thus used in our subsequent analysis. 5.3.3 Existing Slope The stability of the existing slopes along cross-section A -A', B -B' and C -C' was analyzed using the shear strength parameters described above. Cross-section A -A' and B -B' were located through the current landslide area, whereas, cross-section C -C' is outside of the current sliding area. However, a shallow old landslide failure plane was identified as indicated on the geologic map (Figure 7). Based on our understanding of this area, the residual shear strength for the older slide plane is set to 300 psf cohesion and 12 degree friction angle. The most critical potential failure plane is the existing pre -sliding plane. A random search with searching step of 2 feet was conducted to determine the potential failure surface within the landslide debris at the toe of the existing slope. For the three cross-section analyzed, the factor of safety is about 1.1. The results are presented in Appendix C. 5.3.4 Temporary Access Road The stability of the existing slope with the proposed temporary access road for cross- section A -A', B -B' and C -C' was analyzed and results presented in Appendix C. For cross-section A -A', the elevation of the proposed road is 850 ft, which is about 20 feet above the identified sliding plane. The imported fill for this part of the road acts as resisting force which slightly increases the stability of the slope. For Cross-section B- B', the proposed road is about 10 feet above the identified sliding plane. As summarized in Table 2, the proposed temporary road will not decrease the stability of the existing landslide. For cross-section C -C', the factor of safety is slightly increased after the proposed temporary road. L -599B Final Report.doc Phase I &11, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA 5.4 Earthwork 5.4.1 General June 13, 2005 Page 15 All grading should be performed in conformance with the current Los Angles County grading code and. the recommendations in this report. All grading should be performed under the observation and testing of the project geologist and geotechnical engineer. 5.4.2 Stripping Prior to the start of earthwork, all existing vegetation and debris should be removed from areas to be graded and taken offsite for disposal. 5.4.3 Removals Any undocumented fill, colluvium, creep affected bedrock, or other unsuitable earth materials present with the limits of the area to be graded should be removed and replaced with properly compacted fill. The actual limits for removals should be determined during grading by the project geologist. Note that the shallow landslide below Poppy Trail south of the existing large landslide requires removal prior to placing new Fill. 5.4.4 Temporary Backcuts Backcuts to construct stabilization fills and buttresses should be made at inclinations of 1-1/2 to 1 in areas of unfavorable bedding. No fill should be placed above backcuts until the buttress fill is completed. Under any circumstances, no backcut at the toe of the slope is allowed. All backcuts should be observed and mapped by the project geologist. 5.4.5 Fill Slopes and Buttresses Fill slopes are planned to be constructed at a maximum inclination of 1.5 to 1. Fill placed on sloping ground should be properly keyed and benched into undisturbed, competent native material or properly compacted approved fill. Fill slopes should be overfilled by at least 4 feet and trimmed back to provide a firm well -compacted slope face. In lieu of overfilling, each four foot vertical lift of fill should be backrolled and tested for compaction, before proceeding with further fill placement. It is recommended that backdrains be placed behind compacted fill. A typical cross- section for buttress design and backdrain installation is provided in Figure 12. If zones of seepage are exposed during grading, additional backdrains 'should be installed, as directed by the project geologist. L-5998 Final Report.doc Phase I &II, Geological and'otechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 16 5.4.6 Recommended Geologic Inspections All grading work should be performed under the observation and testing of the project geologist and geotechnical engineer. During grading, all cuts and back cuts should be continuously field checked by the project geologist and a geologic map maintained based on the bedrock exposures observed. If any adverse features are exposed, an evaluation should be made by the project geologist to determine the need to modify or stabilize the grading. In addition, the actual limits for removals should be determined during the grading by the project geologist. 5.5 Slope Maintenance All properly constructed slopes are considered to be grossly and surficially stable. However, any slope will be subject to erosion and degradation with time, due to both natural and man-made conditions. However, with proper care, the rate of degradation can be minimized. Care should be taken to maintain a uniform, near optimum moisture content in the slope soils, and to avoid over -drying or excess irrigation. This will reduce the potential for softening and strength loss. In addition, slope maintenance should include the immediate planting of the slope with approved, deep rooted, lightweight, drought resistant vegetation, as well as proper care of erosion and drainage control devices, and a continuous rodent control program. Brow ditches and terraces should be cleaned each fall, before the rainy season, and should be frequently inspected and cleaned as necessary after each rainstorm. Access to the slopes, including foot traffic, should be restricted to avoid local disturbance to surficial soils. 5.6 Monitoring and Instrumentation Tension cracks at the crest of the slope often provide the first sign of instability. If cracks appear at the top of the slope or elsewhere, their width and vertical offset should be monitored. On natural slopes, bowing of trees provides signs of prolonged creep of the hillside. Attention should be paid to unusual tilting of trees, which often indicate a more recent movement. After visual signs of instability are noticed, instrumentation, such as surface extensometers, should be placed to monitor the rate and direction of the movement. The influence of groundwater on slope stability is two folds: 1) it adds a contributing force, and 2) it reduces the effective shear strength along the potential failure surface. Although no groundwater or seepage were noticed during drilling, in wet season, water infiltration from ground surface can result in the development of perched water tables at boundaries of two materials with different permeability. If feasible, standpipes or piezometers should be installed to monitor groundwater changes within the slope. L-5998 Final Report.doc • Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 . Page 17 6.0 POST INVESTIGATION GEOTECHNICAL SERVICES Post investigation geotechnical services will be required during project design and construction. It is recommended that GDC review the project plans and specifications prior to finalization to verify that our recommendations are properly interpreted and utilized. During construction, the site grading should be performed under the observation and testing of the project geologist and geotechnical engineer, to verify the applicability of our recommendations, and to recommend appropriate changes if conditions differ from those described herein. This includes having the project geologist continuously check, approve, and map all bedrock cuts, including backcuts and shear keys for buttresses. In addition, other activities requiring observation and/or testing include stripping/clearing, excavation, installation of the drainage system, proof -rolling, placement of compacted fill and backfill, and the placement and compaction of pavement base material. 7.0 LIMITATIONS The conclusions and recommendations contained in this report are professional opinions, intended for the use of the City of Rolling Hills. This report has been prepared solely for the design of the improvements described herein, and may not contain sufficient information for other uses. The recommendations should not be extrapolated to areas not covered by this report, or used for other facilities without the review and approval of GDC. If this report or portions of this report, is provided to contractors, or included in specifications, it should be understood that they are provided for information only. Our investigation and evaluations were performed in accordance with generally accepted local standards using that degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. The recommendations for this project are, to a high degree dependent upon proper quality control of construction. Consequently, the recommendations are made contingent on the opportunity of GDC to observe grading operations and subgrade preparation. If parties other than GDC are engaged to provide such services, they must be notified that they will be required to assume complete responsibility for the geotechnical phase of the project by concurring with the recommendations in this report or provide alternate recommendations as deemed appropriate. L -599B Final Report.doc DLLTA Phase 1 &II, Geological andeotechnical Report Poppy Trail Landslide Rolling Hills, CA REFERENCES June 13, 2005 Page 18 Geologic Map of the Palos Verdes Peninsula and Vicinity by Thomas W. Dibblee, Jr, 1999. Stark, T. D., Choi, H., and McCone, S. "Drained shear strength parameters for analysis of landslides", Journal of Geotechnical and Geoenvironmental Engineering, 2005. Abramson, L. W., Lee, T. S., Sharma, S., and Boyce, G. M. Slope Stability and Stabilization Methods. John Wiley & Sons, Inca 1995. Watry, Stephen M. and Lade, Poul v. Lade, "Residual Shear Strengths of Bentonites on Palos Verdes Peninsula, California," Slope Stability 2000, ASCE Geotechnical Publication Number 101, pp 323 — 342. Geologic Map of the Northeast Part of the Palos Verdes Hills, Los Angeles County, California, Map Sheet 27, by George Cleveland, 1976. Historic aerial photographs available in archive of Continental Aerial Photo, Inc., Cypress, CA. L -599B Final Report.doc FIGURES L-5998 Final Report.doc ‘1,‘!„ J 1 " - j ill 4, 1/',i � •I la 1 • ••F•7tail , � , • ' I ti • /f ! I 'I Ir• _f �\ \ \..C1 • 'r• 'ti•tiI. • �, a) AERIAL PHOTO OF POPPY TRAIL. LANDLSIDE AREA Aerial Photo, Poppy Trail Landslide, April 2005 City of Rolling Hills, CA Ghoul) r DELTA temumnin Figure 2 LANDSLIDE PLANE IDENTIFIED FROM DOWNHOLE (B-4) INSPECTION Figure 3 AREA GEOLOGY MAP OF POPPY TRAIL. SLIDE 2.A ._.TrnYr'' j • •.?• • :a `:Oaa q T�nad?t LEGEND Tma-Alatmira Shale •"n' Tb-Basaltic Rock sc- Catalina Schicst Qis - Landslide DTI '!.`ti t it«'Y •�yt N5 01$ Area Geology Map of Poppy Trail Slide Ref: Thomas W. Dibblee, Jr, 1999 mot aoc &r! ,.a Figure 6 • • • a 0 m LEGEND Cs - Catalina Schist Qsw - Slope Wash Qls - Landslide Qols -Old Landslide Tma - Altamira Shale 1000 970 A R 940 — 910 __Crown Tension Crack Projected 880 — 850 — 820 — 790 — 760 — 730 — 700 — 670 — Bentonite Bed Geological Contact Bedding Shear Direction of landslide movement Groundwater Infered Escarpment of Old Slide Qols Tma \\ `Qsw \. -- Bentonite Bed s r Existing Topopgraphy Qls (Qsw) • •• • _ Qls (Tma)— Tma i Cs N N N SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' Estimated Original Slope @ 1.5:1 B-3 (Projected 100' South) A' 1000 970 940 910 880 850 820 790 760 730 700 670 Elevation (feet) DATE 06/08/05 DRAWN BY: T Ybarra REVISION: APPROVED BY: S Kolthoff REVISION: !GROUP CROUP DELTA CONSULTANTS, INC DELTA saminta 2291 W. 205th Street Suite 105 Torrance, CA. 90501 CROSS SECTION A -A' PROJECT NUMBER: L -599B Poppy Trail # 1 Landslide City of Rollling Hills - Rolling Hills, CA SCALE As Shown FIGURE NUMBER: 8 B' Elevation (feet) LEGEND Cs - Catalina Schist Osw - Slope Wash Qis - Landslide Clots -Old Landslide Tma - Altamira Shale 1000- 970 — 940 — Tma 910 Crown Tension Crack Projected 880 — 850 — 820 — 790 — 760 — 730 — 8 (Projected 50' S Infered Escarpment of Old Slide rojected 60' South) Qols/Qsw • ?�• Qots/Qsw 'max" Tma ♦ �' . _ _ x--x\k •—� Qls/Qsw x, . Bentonite Bed Tma Qls/Qsw Qls •� • Cs S a 0 Qots — 1000 — 970 — 940 — 910 — 880 — 850 - 820 — 790 — 760 — 730 700 —_ 700 Bentonite Bed Geological Contact Bedding Shear Direction of landslide movement Groundwater SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' Elevation (feet) DATE 06/08/05 DRAWN BY: T Ybarra REVISION: APPROVED BY: S Kolthoff REVISION: (GROUP GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 CROSS SECTION B -B' PROJECT NUMBER L -599B Poppy Trail # 1 . Landslide City of Roiling Hills - Rolling Hills, CA SCALE: As Shown FIGURE NUMBER 9 \ 11 \ \\ \\ \, \ \ \ + 1\\\ \\ \ \ \\� �\ „ \ 1 \ \ \ 1 \ �\\ O�wrler.—Saradaki�� _� \ 'Portion ofZCts-9 \` Tfact 19Q40 1 \` P�py oL 5'7.11s.‘ itu \• _�- • POPPY T v 0 0 IT N 6-29ATUT 1,44 \ V \\ \\ \ .\ \ \\\\ \\ \\\\\\_1‘...\-1-\ Lot 2Tjlc\ Zt\ \ \ \ \\\\\\ \ \ \ \ \\\ \\ Reference: Drawing prepared by, Bolton Engineering Corp, dated 5-24-05. CITY OF ROLLING HILLS AND ROLLING HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR ' ALL OFFSITE WORK ON #1 AND #4 POPPY TRAIL. A' \\\ WEST HOUSE 0 Owner: Alan Sheen Portion of Lot 90 Rolling Hills Trac #1 Poppy Troll 1 1 1 1 1 1 11 1 1 11 ' \ \1\ I \\Mil\ 1 111 I 1 .11 1111 \\\ \ \ 11.0\\\\ \\I\1\1. l\\\ ii1 i 1 I a. 1\\1i' ; 1 Jill I l .\\\\ \\\\� , \ 111l\+\\\\\\vA \ +i j \ \.\ \,.1r\ y. / , .r -.- \ Troll — — \ — \*4 \\\\ \\\\\\ V + + City Lot \\\\\ \\ \ \\\\\ \N\\ \ \\ \ \\ \ \\ + + + + DATE 6/14/05 DRAWN BY: T. Ybarra �RouP (f - DELTA GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 Proposed Temporary Access Road PROTECT NUMBER L_599B REVISION: APPROVED BY: S. Kolthoff SCALE 1" = 80' Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA RBISIOIi: FIGURENUMBER 11 -D - -o o LEGEND • 1 1 1 \ \ \ \ \ \I\ 11 \ \�\ \ \ \ \ \ I \ \ I \ \ \_ - — 1 I\ I \ \ • ,\ \S N P tts- i J.19-02F0- 9- Ld-iz= I l \ \ \ \ \ ` — . 4ract 1jo�o — — l 1 II I \ \ \ \ \ — - — - --Paver-Tro — '` \ ^ \ 11\ 1 �` N :f--_ - _ / Poppy Trail Qal - Young Alluvium Qsw - Slope Wash Qls - Landslide Qols -Old Landslide - Tma - Altamira Shale Cs - Catalina Schist Geological Contact --y _— • Bedding " ^ IV Shear A A' I I Cross Sections @35' T� 35 mil' ■ - \\N. \ ..z:-...---.. \\\4\ N''''.•:.',' �\ N. \ N\\� 1111 No�\..\ ti\ \ \ �,\+N. N.', `.N. \\ \\ N • \\ \ \\•\\\\ \\ • \1 ,1 , .\ \\\11\I\ -h \. Lot 2, 1, \32071\ \\ �S�c t\\ \\ N. • -a • \4 \4 Oj Strike ft Dip of bed with depth from boring Strike & Dip of Schistosity Strike & Dip of landslide plane Direction of landslide movement to i Groundwater Boring Locations Testpits & Trenchs (P-S/Pacific Soils) CITY OF ROLLING HILLS AND ROLLING HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR ALL OFFSITE WORK ON #1 AND #4 POPPY TRAIL. \ GUEST HOUSE N.1 \ \ \ \ \\ —I — —w \ N • \` / / // //mac i// // Owner: Alan Sheen Portion of Lot 90 Roiling Hills Trac /1 Poppy Troll w racks to Landslide ossible Slid k. 1 l i l l l '1 1 I I I I ll 1 1 1 1 1 ,'I \ 1 11{\ i l l f 1 1 1 1 I 1\ \ r-- / I i 1. � V I 1 1 1 ` 1 �1 i .I � 1 \ 1 \\ .- I 1 1 1 I I j 1 1 1 \l \ �' 1 1j I 1 1. \ \ 1 \\ N �� \ I I I I1 \\ \\ \\1 \1 \,♦ \ I \.\\\. \ \\*Q`�e,, / /5", { \\ \\\\\\\' //% \ \ •\\\ 1 \ \ \ \ �e7 /i^ / \ t.\\ \ \ \ • I \ \\1\;.\\\ N\\\ \:\ I /i / 1 I l�\ \ I I I �_ / //► 1\\ I1 ita-- t l // Poppy ir- Trait s— _ \ \\\ — N '\N.N N. \ \ \\\\\\\ \ \ \ \ \\ \ —i— _-- \ N. N. •\ \ \ \\� _ �� \ \ \ \,\ --- —� \ \ \ \\\ _—_— `• \� 11 • 11 _ �+ \\ \\ \\\-4-\ \\ !! \ \\\\ 1111\ —~+\ \ \ \ \ \\ \\ \ \\ --+,\\ \\\1111\\\ \ \ \ \ \ \ 1 \ \\ \ N City Lot \ \\ \ �l \~�G9 r„ y \ • •\es B \ DATE 6/14/05 DRAWN BY: T. Ybarra REVISION: APPROVED BY.. S. Kolthoff REVISION: Suite 105 GROUP GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street IDE I,TA Torrance, CA. 90501 Geologic Map PROJECT NUMBER L -599B Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA SCALE 1"=80' FIGURE NUMBER Reference: Drawing prepared by, Bolton Engineering Corp, dated 5-24-05. 7- Elevation (feet) C 940 — • 910 — co 880 — In CO 850 — 820 — 790 — • 760 — 730 — 700 — LEGEND Cs - Catalina Schist Qsw - Slope Wash Qls - Landslide Qols-Old Landslide Tma - Altamira Shale 1!/1L�t 1 Tma Cs Geological Contact Bedding Shear Direction of landslide movement Groundwater R • SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' • \ ols • DATE DRAWN GROUT' GROUP DELTA 06/08/05 T Ybarra CONSULTANTS, INC. REVISED: APPROVED BY: ((, S Kolthoff 1 \ 2291 W. 205th Street REVISED: 7 Suite 105 D�F• l TA Torrance, CA90501 nwinin ACCESS ROAD C' — 940 910 — 880 — 850 820 — 790 — 760 — 730 — 700 Elevation (feet) • • CROSS SECTION C -C' Poppy Trail # 1 Landslide ' City of Rolling Hills - Rolling Hills, CA PROJECT NUMBER: L -599B SURE As Shown FIGURE NUMBER: 10 TYPICAL SIDE HILL FILL/BUTTRESS SECTION General Fill Section Per design j or 12' min. 25' max Max Spacing for backdrains 15' max Min 4" diam. soild outlet pipe spaced at max. 100' horizontal intervals no gravel backfill W 4" diameter outlet pipes at max. 100'horizontal intervals 24" compacted fill blanket as needed 4" -Backdrain see detail below benching D and W determined by design Typical Backdrain Detail for Side Hill/Butress Fills 'Ei compacted fill GoN Min. 3" cu. ft. per lin. ft. Filter Material 2% Min. Gradient Bench inclined toward drain Typical Benching Min 4" approved perforated pipe (perforations down) minimum 2% gradient to collector pipe FILLBUTRESS SECTION TYPICAL SIDE HILL Poppy Trail # 1 Lanslide City of Rolling Hills - Rolling Hills, CA GROUP ZIG" DEL 1311LTA Y"QIER MNIBER L -599B DATE 06/16/05 SCAtE NTS °"'""er4 T Ybarra REVISED T Swanko RE 12 GROUP DELTA CONSULTANTS, INC. . Certified MBE APPENDIX A FIELD EXPLORATION Our field exploration program was conducted during the period of 03/24/2005 to 05/09/2005, and included drilling a total of eight bucket -auger borings at the locations shown on the Geologic Map in Figure 7. The borings were drilled using a 30 -inch diameter bucket and were advanced to a depth of 39 feet to 70 feet below the existing ground surface. Geologic reconnaissance and mapping was also performed as part of our investigation. The soils and bedrock materials encountered In the borings were logged and visually classified by our geologist / engineer. In addition, all of the borings were entered by our senior geologist and down -hole logged to document bedding attitudes and identify any joints, fractures and slide plane features in the bedrock. Boring logs are present in Figure A-1 through A-8. A key to the boring logs is presented in Figure A- 0. Relatively undisturbed drive samples and large bulk samples of the materials encountered in the boring were obtained at the depth intervals noted on the boring logs. The drive samples were obtained with a 3-1/4- inch O.D. slit -barrel sampler lined with 1 -inch metal rings. The samples were sealed to prevent moisture loss and returned to our laboratory for additional visual examination and laboratory testing. The sampler was driven into the soil using the weight of the drilling Kelly bar and a drop of 12 inches. The number of blows required to drive the sampler 12 inches into the soil is recorded on the boring logs. Borings were drilled by Tri Valley Drilling using a 4WD Caldwell drill rig. For the Caldwell rig the Kelly bar weight varied with sample depth, as follows: 0 to 24 feet - 3,160 pounds; 25 to 46 feet - 2,449 pounds; 47 to 72 feet — 1120 pounds; and below 72 feet - 400 pounds. The laboratory testing program, including test results, is discussed in Appendix B. The following are attached and complete this appendix: Figure A-0 Key to Log of Boring Figures A-1 to A-8 GDC Log of Boring 2291 W 205"' Street, Suite 105 A Torrance, California 90;01-1459 A (310) 320-5100 Voice (310) 320-2115 k !1 .a vioja, Cali0••rnij A (949) 609-1020 San Diego, California A (858) 524-1500 tvtcw.( roupDclta.com 0 I- 0 0 J 0 a. 0 J Q K Y a. 0 a. rn J CO 0 z 0 m 0 0 J 0 0 LOG OF TEST BORING PROJECT Poppy NAME Trail Landslide PROJECT NUMBER L -599/L-5998 BORING LEGEND SITE LOCATION Rolling Hills, CA START 3/24/2005 FINISH 5/9/2005 SHEET NO. 1 of 1 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 32 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T. / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - —5. - _10 - —15 - - —20 - - - —25 —30 B_1 R-2 S-3 BULK, CAL, SPT - Refers to the sampling method as described below BULK -Refers to collecting sample by method of placing disturbed soil cuttings into a large plastic bag CAL (CALIFORNIA MODIFIED) - A 3.0" o.d. split tube sampler lined with 2.42" i.d. metal sample rings generally driven into the soil by a 140 lbs. hammer free falling 30 inch SPT (STANDARD PENETRATION TEST) - A 2.0" o.d. split spoon sampler with a 1.375" i.d. driven into the soil with a 140# hammer free falling a height of 30" ABBREVIATIONS FOR OTHER TESTS: AL = Atterberg Limits GS = Grain Size Analyses CN = Consolidation PP = Pocket Pen CO = Corrosivity RV = R -Value CP = Laboratory Compaction WA = Wash on #200 Sieve DS = Direct Shear El = Expansion Index LL = Liquid Limit TV = Torvane ' H X GROUP, ,; , GROUP i DELTA DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite Torrance, CA 90501 105 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A CONDITIONS E COUNTE EDTION OF THE ACTUAL FIGURE A-1 o U, 0 0 -J CC 0 0 a r a 0 rn N J m z' 0 0 CO 0 0 0 0 LOG OF TEST BORING PROJECT NAME I PROJECT NUMBER Poppy Trail Landslide I L -599/L -599B BORING B-1 SITE LOCATION Rolling Hills, CA START 3/24/2005 FINISH 3/24/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 45 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION = 8" of Asphalt. 16" of Fill _ _ —5 - - _ —10 - _ - —15 - - - - — 20 - - - LA-A- - -25 - - - - — 30 _ H H I H HR-5 H R-1 R-2 B3 R-4 R-6 R-7 2 2 2 6 9 17 101 117 127 135 133 134 5.3 6.7 8.3 4.3 5.1 7.6 . A A LAA +—A—A- LAA �A LAA LAA. L� �� . AA, , AA LAA LAA L -A ---A . AA LAA '''''A -A-- LAA weathered LAA . A A LA\ L —A —A.. LAA .AA . AA � LAA , A A LA -A- LA -A_ LAA L� LAA Lj`� LA -A.., LAA AA LA -A.. LA-A- LAA LA -A-- LAA LAA LA/L L-� LA —A_ L -A —A., LA A LAA LAA A A - Catalina Schist (weathered). - Very fractured & weathered schist, some rock fabric still in place schistosity (N45 E, 3 S). - Abundant Krotovinas filled with upper colluvium, very schist, talc present, thin talcy bed in schist. (N55 E, 68 N). Quartz Tense 3" long x 1"wide on north side of boring. Greenish gray very weathered schist. • - Very fractured Phyllitic zone about 1.5 feet thick. (N55 E, 39 N). - No change, less fracturing, very weathered. - Very weathered to weathered green gray schist with a 6" thick hard, very fractured carbonate zone, attitude of zone. (N26 E, 39 N). - No change, massive, very weathered to weathered. GROUP GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION �, • 2291 W. 205th Street, Suite 105 DELTA Torrance, CA 90501 OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. r-,,-,„,-, IG U RE A -4a ro):FFn.ri;;K9 0 m 0 0 0 0 0 0 U' a L• cc >- a 0 a. U, J m 0 z_ 0 m 0 0 0 LOG OF TEST BORING PROJECT NAME P Po Trail Landslide PROJECT NUMBER L -599/L-5998 BORING B-1 SITE LOCATION Rolling Hills, CA START 3/24/2005 FINISH 3/24/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 45 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - —35 - — 40 - - —45 - - ,— 50 —55 —60 R-8 R-9 zz 140 138 4.6 3.6 ,-.-A-J� QUA `.J —A L.... J- `J� L.A.—A- ,A , A A ,A- AA �J�J� `� `AA —A �A ' A n �� L —A —A- �� - Hard zone, 6" thick, discontinuous pinches in and out. - Boudinage structures. - Material has slick in sides about 1/4" thick (N55 E, 34 S), discontinuous. - Massive, weathered, talcy, schist. . T H Bottom of Boring B-1 @ 45 feet. No caving. No groundwater encountered. Very hard less weathered schist on bottom, rock fabric and schistosity is present in the rock mass. When drilling the material grounds into sand size particles. GROUP: ,_ GROUP DELTA DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFALOCATIONS CA DE O MAY CHANGE ATNDITIONS MAY ITHSLOCATION AT OTHER WITH THE PASSAGE OF TIME. THE DATA CONS CONDITIONS ENCOUNTERED. TION OF THE ACTUAL FIGUREA-4b LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-2 SITE LOCATION Rolling Hills, CA START 3/25/2005 FINISH 3/29/2005 SHEET NO. 1 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) - - SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tst) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - - -5 - 10 —15 —20 - —25 N H HR-3 H R-1 R-2 B-4 R-5 PUSH PUSH 2 2 84 83 97 98 33.0 34.8 24.9 26 PP PP 1.0 2.0 /— r• • • • • • • ` • •- • • • • • • 1 -2" of Aphalt (drivew y) I No base. / -' . Slopewash (Qsw) Clayey SAND to Sandy CLAY (SC/CL), dark brown, very moist, abundant particles of altamira shale to 6"diameter. Clayey SAND to Clayey SILT (SC/CL), soft, dark brown, moist to wet, abundant shale particles, smaller diameter. Very moist to wet. - Due to cohesive nature of soil drilling rate slowed down. - No change, gravel smaller. - Fine Sand lense @ 11-11.5 feet. • - No change, less gravel, moist. . Clayey SAND (SC), dense, dark brown, moist, some shale gravel. • - —30 H1 = R-6 R-7 PUSH 1 77 83 31.6 30.8 Old Landslide (Qols) , diatomaceous, shale, soft to medium dense, bedding broken (N 20 E, 58 N). - Gouge zone (N 20 E, 58 N) @ 26-28 feet. - Hard zone, highly fractured @ 27 - 27.9 feet. Diatomaceous shale, medium dense, yellow -orange, moist, some thin siliceous zones. cJ oL P. GROUP DELTA CONSULTANTS, INC. \� JJJ(' 2291 W. 205th Street, Suite 105 / DELTA Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A CONDITIONS E COUNTE EDTION OF THE ACTUAL FIGURE A -2a [x.7;14,14rNim 0 to 0 0 0 0 0 0 0 i? a 1- F- a 0 m v> J m z o m 0 0 0 0 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-2 SITE LOCATION Rolling Hills, CA START 3/25/2005 FINISH 3/29/2005 SHEET NO. 2 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION _ 35 - - 40 ' H T B-8 R-9 B-10 4 \ • No change. Diatomaceous shale, light gray, moist, bentonite zones along thin beds and lenses iron stained (N10 E, 9 W). - Massive ashbed @ 35-38 feet. - Broken Claystone, landslide plane 1 foot thick, wet from 38-39 feet. - Thin x -bedded fine Sandstone below slide plane (N10 W, 17 - - 45 - 50 55 - - 60 00.40 NR-13 NR-15 R-11 _R-12 R-14 23 23 9 22 so/5" 91 101 31.5 17 8 • • •. . . • • . • . • .•• • • :. • - • . • • • • • 39 feet. Altamira shale. SANDSTONE , fine trace of thin diatomaceous beds, moist. - Bottom contact of SANDSTONE thin interbeds of ash near bottom (N 22 E, 29 S). - Thin interbeds of siliceous and diatomaceous shale, dense, moist, iron stained. • - Gypsum filled fractures. - No changes, mildly weathered. - Along thin bed, very dense shale, (N 25 E, 17 N), gypsum filled fractures @ 57.5 feet. - No recovery, very hard. - Hard cemented zone (N 35 W, 26 N). @ 62.8-63.8 feet. GROUP. GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 nr_ t.T:a Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL ENCOUNTERED. FIGURER -2b iD Fi�!iV.try�+ CONDITIONS LOG OF TEST BORING SITE LOCATION Rolling Hills, CA DRILLING COMPANY Tri-Valley DRILLING EQUIPMENT Caldwell SAMPLING METHOD Kelly Bar PROJECT NAME Poppy Trail Landslide START 3/25/2005 PROJECT NUMBER L -599/L -599B FINISH 3/29/2005 BORING B-2 SHEET NO. 3 of 3 0 U, I- 0 0 0 0 a_ 0 J_ I- H >- 0_ a 0 m co J O] 0 E2 0 m 0' 0 0 0 DRILLING METHOD Bucket Auger BORING DIA. (in) 30 NOTES TOTAL DEPTH (ft) 70 LOGGED BY S. Kolthoff GROUND ELEV (ft) CHECKED BY S. Kolthoff DEPTH/ELEV. GROUND WATER (ft) T. Ina a) a) x I. - a w 0 SAMPLE TYPE SAMPLE NO. Z Lu 00 it �3 ZWO warm L C F % PASSING #200 Z W a W H U 0 0- 0 a0 DESCRIPTION AND CLASSIFICATION — 65 R-16 — 70 R-17 — 75 — 80 — 85 — 90 — 95 27 18 91 31.9 Silty CLAYSTONE, dense, grayish green, mildly weathered, iron stained along fractures & joints tight. Bottom of Boring B-2 @ 70 feet. No groundwater encountered. No caving. Landslide plane between 38-39 feet, rock fresh and bedding below 39 feet. GROLi GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 :DELTA UP) mtti3fl Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -2c 0 C7 0 0 U O a a a >- CC 0, m '2 z 0 0 0 0 0 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L-5998 BORING B-3 SITE LOCATION Rolling Hills, CA START 3/31/2005 FINISH 3/31/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 39 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (Pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION 6 " of Colluvium. _ - - _ - — 5 - - - —10 - _ - —15 _ - - - —20 - - - - —25 - - - —30 - H I B3 L. H II H R-1 R-2 R-4 R-5 R-6 R-7 PUSH/ TAP PUSH/ TAP 2 2 • 5 3 131 125 122 6.4 3.8 6.1 �- ` L.AA �A .J —A L.J—A �A �A �A `JLA ��� L-A_A � 1/4 —A —A L.JLA `AA `L. �A L.AA L-A..A -A —A- �A .....A.. -A., ,�� `��� L...A__A .A . A A ,—A—A-.. L_A-A L.AA L.A.A L AA `� `AA L.AA `-A A. LA L `AJ- `AA L -AA `A A �A LA A L ^ J^^, �A tin n Catalina Schist (CS) (weathered), green, schist very weathered, green gray, trace of talcy. - Fractured gneissic zone (N 50 E, 21 S) @ 1.5 feet. - Very weathered, some schistosity and rock fabric still present. - Along schistosity ( N26 E, 32 S) @ 6.5 feet. - Hard calcareous lense, very fractured 2" thick 1' wide west side of boring. - No change, some carbonate veins. - Hard zone. - Along schistosity, very weathered (E -W, 17 S) fe stains. - Less weathered in schist. -Abundant 1" or less carbonate lenses along schistosity @ 15-19 feet. - No changes. - (N 56 E, 31 S) @ 21 feet. - Slight color changes to orange -brown. - No change. - Along schistosity (N55 E, 30 S), very weathered, abundant carbonate along fractures & schistosity @ 28 feet. - Increase in moisture less weathering GROLI' GROUP DELTA CONSULTANTS INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION z r 2291 W. 205th Street, Suite 105 DELTA Torrance, CA 90501 OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA CONDITIONS E COUNTEREDTION OF THE ACTUAL FIGURE A -3a LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-3 SITE LOCATION Rolling Hills, CA START 3/31/2005 FINISH 3/31/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 39 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - _ —35 _ J` _ _ —40 —45 —50 —55 —60 R-8 6 140 130 1.0 8.4 • .--A-A... . -A—A- �A ,--A-A �A `� L —A —A-- `JL A �� `_AL A ._-&—k.. - No change. H Bottom of Boring B-3 @ 39 feet. Groundwater @ 37 feet. No caving. Very weathered to weathered, Catalina schist basement rock, rock broke into sand size particles when drilled. GROUP: GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -3b \ DELTA nalmfir, map U, 0 0 C C C7 0 J t -- a_ a - O a ";i ©i C� z 0 C c 0 0 -J C C7 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L-5998 BORING B-4 SITE LOCATION Rolling Hills, CA START 4/19/2005 FINISH 4/19/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 51 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (Pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - Landslide/Slopewash (OlslQsw) Slopewash Clayey SAND (SC) with some silt, soft, very moist to wet, some gravel and cobbles —5 — 10 - - —15 —20 N H H S-1 S-2 S-3 S 4 PUSH PUSH 2 111 98 97 33.9 24.4 25.5 PP 4.5 CLAY with gravel, some sand and silt CLAY soft, very moist, dark brown, some sand, trace of gravel holes sidewalls squeezed for 10 ft., making drilling difficult CLAY with sand CLAY with sand and gravel denser that above, moist to very moist, dark brown, some cobbles - - - —25 - —30 ' S-5 S-6 S-7 PUSH 3 88 84 81 21.1 25.7 33.0 44.0 � Landslide (QIs/Tma) Very fractured BEDROCK diatomaceous, some bentonite, moist, iron stained, & some fresh where not fractured, thin bedded N70 E, 38 N -@22.7ft;N56E,17Nonredzone - No Change, very fractured & broken shale, horizontal bedding @ 29.6 ft.; Landslide plane, bentonite bed 1' to 1.5' thick - - S-8 3 110 106 17.8 21.5 • • 7 \ on tom of weathered Sandstone SANDSTONE dense to moderate dense, green yellow, moist, few joints less fractured than above, fine grained GC ROUT; GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION 2291 W. 205th Street, Suite 105 DELTA Torrance, CA 90501 ELt,,;�Fi OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONSANDMAYCHANGEATTHISLOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURER -4a ,K, c c G C ire >- e. 0 c. • • C Z C C C c U C C LOG OF TEST BORING PROJECTO NAME Poppy Trail Landslide • PROJECT NUMBER L -599/L -599B BORING B-4 SITE LOCATION Rolling Hills, CA START 4/19/2005 FINISH 4/19/2005 _ SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 51 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I Ina SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS ! FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - @ 31 ft.; Sandstone contains to rip up clasts into very weathered bedrock Catalina Schist talc eresent ` —35 _ —40 - - _ - -45 - _ _ - — 50 - L• S-9 S-10 S-11 S-12 19 10 10 10 136 105 155 101 3.3 20.6 5.4 21.7 LJ\� �� ,—A-.A_ `-�.A, • A A LA —A- LA —A... LJL A LJLJL L.A.-A.... LJ A L----A---A- - LA„A._ LA —A- L A —A„. LA —A„. LA —A- L. -\J„, LA —A-, +—A—A- LJLJL LA —A- L/LJL LJLJL • A A LJLJL LJL� ......1L -A.. L. -&-A- LA —A- L� - - Schist, very weathered to weathered, breaks alone planes into thin planes, surface of plates feel waxy Schist, moderate dense, moist to humid, blue-green, talc -waxy to touch - No change - Some thin layers of Silt. - No change - - - —55 —60 Bottom of Boring B-4 @ 51 feet. No groundwater encountered. No caving. Slide plane @ 29.6 feet. GIth P. G OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE A D MAY CONS MAY HANGE AT THIS R AT OTHER LOCATION LOCATIONS WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -4b r 0 0 I- 0 0 U 0 0 J 0 C. m U) 0 O z 0 0 m 0 0 0 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-5 SITE LOCATION Rolling Hills, CA START 4/20/2005 FINISH 4/20/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger , LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS I FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS • % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION _- - —5 -10 • • • • • '/ •/ • Landslide/Slopewash(Qls/Qsw) Slopewash Sandy CLAY to Clayey SAND soft, moist, brown, some gravel - Same as above - —15 - - - —20 —25 - H H ' NS-4 ' H S S-1 1 2 2 3 61 73 75 86 36.1 28.5 35.0 52.8 •• '• • • .• •' • .. :.• . •.• . . -. •. • • • • • Landslide (QIs/Tma) SANDSTONE/CLASTS zone from 10.1' to 11', broken & fractured altamira shale below cobbles @ 11' - Very fractured Bedrock (No bedding) - @ 16 ft.; Hard zone - @ 18 ft.; Less weathered - 41 ECemented zone on top of very' fractured diatomaceous bed N, 39 S - @ 24.3 -25.7 ft.; Slide plane zone, bentonite zone, highly sheared, with a clean contact with silty fine sandstone below Slideplane N50 E 10S very irregular' - - — 30 N Ak S-7 S-8 8 8 90 109 109 59.0 ,,,- 12.8 14.5 - Altamira Shale (Tma) SILTSTONE very light gray, dense - @ 29.4 -30.2 ft.; Cemented zone, horizontal - SANDSTONE dense, moist, light gray, fine grained GROG'; ,» GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 DELTA Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL ENCOUNTERED. FIGURE A -5a rD Fi9RfJA CONDITIONS 0 F- 0 0 J 0 0 0 a J_ H 0_ a 0 a m J CO 0 2 O 0 0 J 0 0 U' LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER- L -599/L -599B BORING B-5 SITE LOCATION Rolling Hills, CA START 4/20/2005 FINISH 4/20/2005 _ SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - 35 _ 40 45 - 50 - 55 60 110 15.7 DS `J._JL ` L —A —A �A �A- . A A L...A—A �A �� �A AA Q -A —A- `� LJ� �J.- L—AJ,.. `JLJ�. A n - Catalina Schist (CS) - @ 32.2 ft.; Contact with catalina contact N 46 E, 25 S - No Change Bottom of Boring B-5 @ 50 feet. No groundwater encountered No caving . GROUP; ,ter, GROUP DELTA DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -5b 0 I- 0 0 0 J 0 0 • 0- 0- 0. a a, 0 z a: 0 m O J 0 C LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-6 SITE LOCATION START FINISH SHEET NO. Rolling Hills, CA 5/5/2005 5/5/2005 1 of 2 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Tri-Valley Bucket Auger S. Kolthoff S. Kolthoff DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) Caldwell 30 50 T / na SAMPLING METHOD NOTES Kelly Bar DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION t K K 1 ft. of surface grass • Sand (SP) ilt. loose, wet, coarse to fine grained, some clay and - - _s - Altamira Shale (Tma) - _ - Siltstone, shaley N30 E, 15 S — 5 - Hard zone (cored) @ 4.6 ft. -6.8 ft. _ Dolostone _ /`� Siliceous Shale, block joints to 3" N 32 E, 14S —10 R-1 2 79 36.1 Siltstone dense, humid reddish brown, some fractures & H _ • joints ``` _ _ —15 �� - Blocky joints siliceous shale continue N 32 E, 19 S - Shale @ 15 ft. - Hard zone dolostone @ 15.6 - 17.4 ft. _ \ - Blocky Siltstone/Siliceous Shale R-2 4 63.7 40.7 —20 �i� _ ;i - Blocky siliceous shale, N43 E, 19 S _ - Bentonite beds, unsheared waxy, medium stiff to very stiff, N 55 E, 21 S @ 23.2-23.4 ft & 23.6-24 ft. —25 - Bentonite beds @ 24.5-25.6 ft & 25.5-25.7 ft. - Purplish ash beds between bentonite beds _ Bentonite beds, with layers of purplish ash @ 26.3-27.9 ft. _• —30 - Bentonite beds @ 29.4-29.8 ft. HR-3 7 68 34.0 - Thin bentonite zones with purplish ash beds - /� GROUP GROUP THIS SUMMARY APPLIES ONLY AT THE LOCATION DELTA CONSULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER 2291 W. 205th Street, Suite 105 LOCATIONS WITH THE AND MAY CHANGE AT THIS LOCATION PASSAGE OF TIME. THE DATA FIGURE A -6a nr_ T,T}a DF.1 Torrance, CA 90501 PRESENTED CONDITIONS IS A SIMPLIFICATION OF THE ACTUAL ENCOUNTERED. t v.+,4Ki c, 1' c� CD I- >- a_ 0 a rn cc '9 0 (D C7 0 J () 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-6 SITE LOCATION Rolling Hills, CA START 5/5/2005 FINISH 5/5/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTHJELEV. GROUND WATER (ft) Y / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION —35 - —40 - —45 —50 - -55 —60 R-4 6 77 67 37.6 60.0 % - Diatomaceous Shale N 35 W, 9 N @ 32-33.5 ft. Massive bentonite zone, not sheared, blocky joints iron stained along joints, waxy H Bottom of boring @ 50 ft. No groundwater encountered No caving GROUP ._ J{� ( DELTA GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL ENCOUNTERED. FIGURE A -6b to]mniraag CONDITIONS • 0 co 1- 0 0 J 0 0 0 a. 0 -.I a: ›- 0 Cl rn U, 0 z 0' 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-7 SITE LOCATION Rolling Hills, CA START 5/6/2005 FINISH 5/6/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - _ —5 _ - - —10 - _ —15 _ —20 • - —25 - —30 R-1 3 88 108 78 25.3 9.4 36.9 C K •C 'S ,c,c a Surface grass loose, wet, coarse to fine grained, some clay and (CL) mixed with site derived materials, rodent / _I Shale purplish, 2" thick very jointed, below, very jointed, shale, 1"-4" thick between softer but dense, non shale Shale, highly jointed, less weathered, yellow of non -cemented shale and ash beds, beds < 1/8" E, 10 S dolostone, N 35 E, 10 S @ 14.3 - 15.5 ft. bed, N 25 W, 9 N alternating with ash beds every 1" to 1.5 ", N25 W, bed, N25 W, 9 N bentonite bed @ 26-27.8 ft. bentonite bed @ 28.5-38 ft. N 10 W, 12 N @ 30.5 ft. • Sand . FILL: (SP) silt W/ FILL: Dark Clay \burrows - Altamira -Ash bed, siliceous cemented - Siliceous orange - Thin beds thick N25 - Hard zone, - Siliceous - Bentonite 9N - Bentonite - Thick massive - Thick massive - Ash bed, I 1 GROW ; GROUP 1110 DPT.TA DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -7a LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-7 SITE LOCATION Rolling Hills, CA START 5/6/2005 FINISH 5/6/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) Y / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG • DESCRIPTION AND CLASSIFICATION 35 40 45 - - 50 - 55 60 74 • 46.1 PP 4.5 X - Massive bentonite bed with black Siliceous/flint nodules, @ 41-42 ft., jointed, iron stained along joints Horizontal bentonite with thin plastic clay layers Bottom of boring B-7 @ 50 ft. No groundwater encountered No caving 'GROUP P r DELTA GROUP DELTA CONSULTANTS, INC.. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 IS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -7b Q I- c7 0 J 0 0 a. .0 .J I- H >- a. O a m cn 0] 0 m 0 0 0 C9 • LOG OF TEST BORING PROJECT Poppy NAME Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-8 SITE LOCATION Rolling Hills, CA START 5/9/2005 FINISH 5/9/2005 SHEET NO. 1 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (In) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES • DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - - —5 x.10 - —15 - - —20 - -25 - —30 R-1 R-2 3 5 2 76 82 75 39.7 34.6 30 -s� v. v 2" of Asphalt i/ _ to Sandy Clay (SC/CL) dark gray to gray, fine gravel. Shale (Tma) with bentonite very fractured, moist, light brown upper zone very fractured abundant powdery below fractured zone, Shaley Clayey/Siltstone N 55 contact top bentonite bed 2" thick, fractured minor bottom siliceous shale 2" thick, very blocky joints broke bentonite with ash beds well bedded partings along bedding, bedding not broken N82 E, 21 N •. ' • • ' s \ 3" of Base FILL: Clayey Sand moist, some - Altamira - Very fractured Claystone - Contact bentonite, W,16N - Sharp shearing, - Rig sampler - Abundant - Bentonite continuous, N N RR-3 'GR(5IP ) DIMTA GROUP DELTA CONSULTANTS, 2291 W. 205th Street, Torrance, CA 90501 INC. Suite 105 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIG UREA -8a rwa,cn:tr.tagi 0 C7 0 0 J 0 0 0 J 1- >- 0 a. 0, m -J m_ z 0 o m 0 0 J 0 0 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-8 SITE LOCATION START FINISH SHEET NO. Rolling Hills, CA 5/9/2005 5/9/2005 2 of 3 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Tri-Valley Bucket Auger S. Kolthoff S. Kolthoff DRILLING EQUIPMENT BORING DIA. (in) TOTAL DEPTH (ft) GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) Caldwell 30 70 T / na SAMPLING METHOD NOTES Kelly Bar . DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION `c< - - PP 4.5+ - Clay seam, very moist and plastic N 75 E, 15 N 35 PP 3.5 - Bentonite, thin bed, carbonate deposits thoughout. - Crown fracture, 3" of black clayey gouge or in fill, N 37 E, 72 - N, beds offset from one side to other - Crown tension crack off N 36 W, 10 N 40 _ - Siliceous zone, blocky joints to 3" N 74 E, 20 N 45 _ 50 %` - Diatomite bed, well bedded, 1" thick N 82 W, 25 N 55 - _ - Thin diatomite zone within bentonite unit 1/4" thick N 75 E, 16 N _ Sand bed 1/2" thick N 75 W, 17 N Material hard & massive from 59 - 70 ft. some bentonite 60 hip -up clasts _ GI:Our. THIS SUMMARY APPLIES ONLY AT THE LOCATION GROUP DELTA CONSULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER 2291 W. 205th Street, Suite 105 LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA FIGURE A -8b PRESENTED IS A SIMPLIFICATION OF THE ACTUAL DELTA Torrance, CA 90501 CONDITIONS ENCOUNTERED. LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-8 SITE LOCATION Rolling Hills, CA START 5/9/2005 FINISH 5/9/2005 SHEET NO. 3 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) s / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION —g5 — 70 - _75 _80 —85 _90 —95 X i Bottom of boring B-8 @ 70 ft. No groundwater encountered No caving GROUP. , GROUP I�LLTA' ITI. DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -8C ire �,i APPENDIX B LABORATORY TESTING L -599B Final Repoitdoc i GROUP DELTA f€ ©N,igiellNiMti 6 Certified 1196E ,,, APPENDIX B LABORATORY TESTING B.1 General A laboratory testing program was conducted to aid in classification and evaluate the physical properties and engineering characteristics of the soil and bedrock materials encountered in . the borings. A description of the laboratory testing program is provided below. Test results are also presented. B.2 Moisture Content and Dry Unit Weight The field moisture and dry unit weight of relatively undisturbed samples were determined in general accordance with ASTM D2216. Results of these tests are presented directly on the boring logs, and are used to evaluate existing overburden pressures and to correlate variations in soil and bedrock layers. B.3 Atterberg Limit Tests To aid in the classification of fin -grained soils, Atterberg limit tests were performed. These tests include Liquid Limit and Plastic Limit tests, which are used to determine the Plastic Index. The test results were performed in accordance with ASTM Test Method D 4318. Tests results are graphically illustrated in Figure B-1. B.4 Direct Shear Tests Direct shear tests were conducted on representative samples of bedrock and soil to evaluate their shear strength. The tests were performed in general accordance with ASTM Test D3080. Each sample was consolidated under a range of normal loads, saturated, and sheared to failure at a constant strain rate of 0.01 inch per minute. To test the residual shear strength, a constant strain rate of 0.005 inch per minute was used. The shear stress and strain were recorded throughout the test. Peak, ultimate and residual strengths were measured. The test results are shown graphically in Figures B-2 through B-5. The following tables and figures are attached and complete this appendix: Figure B-1 Atterberg Limits Figures B-2 through B-6 Direct Shear Tests '2291 W 205th Street, Suite 105 ® -I_oi rance, California 90501-7459 S (310) 320-5100 voice A (310) 320-2118,fax Ailiso Viejo, Califu:1ia As (949) 609-1120 San Diego, California A (858) 524-151)0 x xvw.GroupDelta.com • • c� 0 U 0 0 0 0 I- f >- a.. a 0 a m a, CC J 0 W CC W 0 0 U' DELTA rtiVg..If iV l,0 PLASTICITY INDEX 60 50 40 30 20 10 0 CL CH • CL -ML ML or OL MH or OH ML ) 20 40 60 fin Inn LIQUID LIMIT SYMBOL BORING DEPTH (ft) LL PL PI LI w% USCS CLASSIFICATION • B-4 29.5 82 38 44 Bedrock B-4 30.0 43 20 23 -0.09 18 Sandstone/Bentonite ATTERBERG LIMITS GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L-5996 FIGURE B-1 4 • N 0 0 1715 0 C.) 0 a -J J I- H } a 0 0 a 0, I- 0 s 0 0 0 SHEAR STRESS (Ksf) 2 • • 1 2 3 4 5 NORMAL PRESSURE (Ksf) Yd MC% MC% c SYM BORING Depth(ft) DESCRIPTION Ib/ft^3 Before After KSF deq • B-1 10.0 Very Weathered Schist 131.7 6.7 16.9 0.78 23.1 NOTE: All samples submerged unless otherwise noted Shear Strength are Ultimate with less than 0.25 inch deflection ;GROUP: :DELTA imomilkcetfs DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B-2 4 3 GDC_ DIRECT SHEAR UP L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/14/05 • DELTA tse�; Cvifdvr,7K9 SHEAR STRESS (Ksf) 2 1 • 0 0 1 2 3 NORMAL PRESSURE (Ksf) 4 5 la MC% MC% c SYM BORING Depth(ft) DESCRIPTION Ib/ft^3 Before After KSF deg • B-2 15.0 (SC/CL) Clayey Silt/Silty Clay 100.4 24.9 27.0 0.26 20.7 NOTE: All samples submerged unless otherwise noted Shear Strength are Ultimate with less than 0.25 inch deflection DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B-3 v • 4 3 0) J >- 0 a a C DIRECT SHEAR SHEAR STRESS (Ksf 2 1 • • SYM BORING Decth(ft) • B-4 25.0 2 3 4 5 NORMAL PRESSURE (Ksf) Yd MC% MC% c 434 DESCRIPTION Ib/ft^3 Before After KSF deq Bedrock 86.1 39.9 0.55 25.4 NOTE: All samples submerged unless otherwise noted Shear Strength are Ultimate with less than 0.25 inch deflection :GROUP: DELTA DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B-4 GDC DIRECT SHEAR UP L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6114105 DELTA ri+T:ti ny tired 2 1 0 0 2 3 4 5 NORMAL PRESSURE (Ksf) "I MC% MC% c SYM BORING Depth(ft) DESCRIPTION Ib/ft^3 Before After KSF deq • B-4 29.5 Bedrock 78.3 44.0 48.9 0.25 8.3 NOTE: All samples submerged unless otherwise noted. Shear Strength areResidualwith less than 0.25 inch deflection ;GROUT'; DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L-5996 FIGURE 6-5 4 • 3 0 0 0 0 0 0 c7 99 POPPY T 0 - CC U, W 0 0 0 SHEAR STRESS (Ksfl 2 1 • • 1 2 3 4 5 NORMAL PRESSURE (Ksf) Yd MC% MC% c (I) SYM BORING Depth(ft) DESCRIPTION .Ib/ft^3 Before After KSF deq • B-5 40.0 (Cs) Catalina Schist 115.4 15.7 23.6 0.10 33.9 NOTE: All samples submerged unless otherwise noted Shear Strength are Ultimate with less than 0.25 inch deflection DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B- 6 APPENDIX C SLOPE STABILITY ANALYSES L -599B Final Repoitdoc Certiiird MBE APPENDIX C SLOPE STABILITY ANALYSES Back analysis was performed for cross section A -A' along the existing failure plane to determine the residual shear strength parameters. The slope geometry was restored to its pre -failure condition by extrapolation - of the topographic contours and examination of the historical aerial photos. Slope stability analyses were performed for the existing slope as well as the existing slope with proposed temporary access road. A plan view showing the existing slope is presented in the Topographic Map, Figure 7. The largest slope, measured from Guest house at the top to Poppy Trail, is 90 feet.high, natural, descending slope. This slope descends down to and below Poppy Trail. The majority of this slope is natural and has inclination of about 2.5 horizontal to 1 vertical, and locally as steep as 1 to 1. A plan view showing the existing slope with proposed temporary access road is presented in the Topographic Map, Figure 11. The proposed temporary access road runs through the landslide area at EL. of 840 to 860 ft, which is about 10 to 20 ft above the identified sliding plane. The proposed temporary access road is 20 ft wide, with a down -slope grading of 1 to 4 percent. Station 2+50 to 4+50 are within the landslide area. The strength parameters used for the stability analyses are based on the evaluation of our back analysis, laboratory testing, our experience with similar soils close to the study area, and values recommended in relevant literatures. The soil and bedrock parameters used for analysis are presented below. Material Landslide debris Sliding plane Old Landslide Plane Bedrock Saturated Unit Weight Friction Angle (pcf) (degrees) 120 115 120 120 30 8 12 35 Cohesion (psf) 300 240 200 700 The computer program PC STABL5M was used to perform the stability analyses. This program was developed by the Joint Highway. Research Project at Purdue University, and provides a general solution of slopestability problems using a limit equilibrium method. Cross -sections showing the analyzed slopes are presented on Figures 7. Section A- A' was restored to its pre -sliding geometry for the back analysis. Sections A -A', B -B', 2291 W 205" Street, Suite 105 A. Torrance. California 90501-1459 A (310) 320-5100 voice A (310) 320-2115 fix ..Ali -:o \;ieio, Caiitorna: A t94) 609-1020 Sim Diego, California S (858) 524-1500 Ivww.GroupDelta.com • • and C -C' were used to analyze the stability of existing slope with and without the planned temporary access road. The input and output of the analyses are included in this appendix. The following are attached in this appendix: Results of Stability Analyses for Sections A -A', B -B', and C -C'. L -599B Final Report.doc 1050 1000 950 900 850 800 .L599 Poppy Trail Back Analysis Weak Zone C:\SLOPE\L-599P-11AA-BK2.PLT Run By: YL 6/14/2005 10:24AM Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) . (pcf) (psf) (deg) No. 1 1 115.0 115.0 450.0 25.0 0 2 2 120.0 120.0 700.0 35.0 0 - 3 3 115.0 115.0 240.0 12.5 0 700 0 50 100 150 200 250 300 350 400 450 500 550 GR. -LIP' PCSTABL5MIsi FSmin=1.00 Factor Of Safety Is Calculated By The Modified Bishop Method C:\slope\1-599p-1\aa-bk2.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:24AM Run By: YL Input Data Filename: C:aa-bk2.dat Output Filename: C:aa-bk2.0UT Unit: ENGLISH Plotted Output Filename: C:aa-bk2.PLT PROBLEM DESCRIPTION L599 Poppy Trail Back Analysis Weak Zone BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 16 Top Boundaries 25 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 75.00 27.60 60.00 2 2 27.60 60.00 57.60 38.00 2 3 57.60 38.00 81.60 48.00 2 4 81.60 48.00 118.80 81.00 2 5 118.80 81.00 134.40 81.00 2 6 134.40 81.00 183.60 111.00 2 7 183.60 111.00 205.20 111.00 2 8 205.20 111.00 231.00 132.00 2 9 231.00 132.00 240.00 138.00 3 10 240.00 138.00 294.00 174.00 1 11 294.00 174.00 327.60 180.00 1 12 327.60 180.00 388.80 216.00 1 13 388.80 216.00 402.00 217.00 1 14 402.00 217.00 408.00 218.00 3 15 408.00 218.00 473.00 225.00 1 16 473.00 225.00 524.40 255.00 2 17 240.00 138.00 366.00 156.00 3 18 366.00 156.00 396.00 197.00 3 19 396.00 197.00 402.00 217.00 3 20 369.00 151.00 402.00 194.00 1 21 402.00 194.00 408.00 218.00 1 22 231.00 132.00 249.00 131.00 2 23 249.00 131.00 369.00 151.00 2 24 369.00 151.00 408.00 168.00 2 25 408.00 168.00 473.00 225.00 2 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 115.0 115.0 450.0 25.0 .00 .0 0 2 120.0 120.0 700.0 35.0 .00 .0 0 3 115.0 115.0 240.0 12.5 .00 .0 0 Trial Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 235.00 134.67 2 248.40 135.00 3 304.80 144.00 4 367.20 153.00 5 399.60 196.00 6 405.60 217.60 Circle Center At X = 244.0 ; Y = 333.1 and Radius, 198.6 Factor Of Safety For The Preceding Specified Surface = .995 1050 1000 950 900 850 800 750 700 0 L599 Poppy Trail Back Analysis Weak Zone C:\SLOPE\L-599P-1\AA-BK2.PLT Run By: YL 6/14/2005 10:25AM � I Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 450.0 25.0 0 2 2 120.0 120.0 700.0 35.0 0 - 3 3 115.0 115.0 0.0 16.5 0 2 2 50 2 c i O U 1p r::• 2 2 2 2 2 2 I I I I 2 2 I I I I I I I 100 150 200 250 300 350 PCSTABL5M/si FSmin=0.97 Factor Of Safety Is Calculated By The Modified Bishop Method • 400 2 2 I I 450 500 C:\slope\1-599p-1\aa-bk2.OUT Page 1 ** PCSTABL5M ** by Purdue University -Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:25AM Run By:. YL Input Data Filename: C:aa-bk2.dat Output Filename: C:aa-bk2.0UT Unit: ENGLISH Plotted Output Filename: C:aa-bk2.PLT PROBLEM DESCRIPTION L599 Poppy Trail Back Analysis Weak Zone BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 16 Top Boundaries 25 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 75.00 27.60 60.00 2 2 27.60 60.00 57.60 38.00 2 3 57.60 38.00 81.60 48.00 2 4 81.60 48.00 118.80 81.00 2 5 118.80 81.00 134.40 81.00 2 6 134.40 81.00 183.60 111.00 2 7 183.60 111.00 205.20 111.00 2 8 205.20 111.00 231.00 132.00 2 9 231.00 132.00 240.00 138.00 3 10 240.00 138.00 294.00 174.00 1 11 294.00 174.00. 327.60 180.00 1 12 327.60 180.00 388.80 216.00 1 13 388.80 216.00 402.00 217.00 1 14 402.00 217.00 408.00 218.00 3 15 408.00 218.00 473.00 225.00 1 16 473.00 225.00 524.40 255.00 2 17 240.00 138.00 366.00 156.00 3 18 366.00 156.00 396.00 197.00 3 19 396.00 197.00 402.00 217.00 3 20 369.00 151.00 402.00 194.00 1 21 402.00 194.00 408.00 218.00 1 22 231.00 132.00 249.00 131.00 2 23 249.00 131.00 369.00 151.00 2 24 369.00 151.00 408.00 168.00 2 25 408.00 168.00 473.00 225.00 2 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 115.0 115.0 450.0 25.0 .00 .0 0 2 120.0. 120.0 700.0 35.0 .00 .0 0 3 115.0 " 115.0 .0 16.5 .00 .0 0 Trial Failure Surface Specified By 6 Coordinate Points Point .X -Surf Y -Surf No. (ft) (ft) 1 235.00 134.67 2 248.40 135.00 3 304.80 144.00 4 367.20 153.00 5 399.60 196.00 6 405.60 217.60 Circle Center At X = 244.0 ; Y = 333.1 and Radius, 198.6 Factor Of Safety For The Preceding Specified Surface = .968 1050 1000 950 900 850 800 750 L599 Poppy Trail Cross -Section A -A' Potential Failure Surface 1 CASLOPEL-599P-1\AA-EX21.PLT Run By: YL 6/14/2005 10:28AM 2 2 2 2 I I I I I I 2 2: 2 ,E A 2 700 1 I I I 1 1 I I I I 0 r50 100 150 200 250 300 350 400 450 500 550 fl DIJP c 1050 1000 950 900 850 800 750 L599 Poppy Trail Cross -Section A -A' Potential Failure Surface 1 C:\SLOPE\L-599P-1\AA-EX21.PL2 Run By: YL 6/14/2005 10:28AM 1 I — Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 240.0 8.0 0 2 2 120.0 120.0 700.0 35.0 0 3 3 115.0 115.0 0.0 35.0 0 4 4 120.0 120.0 700.0 16.0 0 2 2 2 2 2 I 1 1 I 2 2 2 700 I 1 I I I I I I 0 50 100 150 200 250 300 350 GP OLTh PCSTABL5M/si FSmin=1.11 :;:K ri, afety Factors Are Calculated By The Modified Janbu Method for the case of c & phi both > 0 2 n T T 2 I I 400 450 500 550 C:\slope\1-599p-1\aa-ex21.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:28AM Run By: YL Input Data Filename: C:aa-ex2l.dat Output Filename: C:aa-ex21.0UT Unit: ENGLISH Plotted Output Filename: C:aa-ex21.PLT PROBLEM DESCRIPTION L599 Poppy Trail Cross -Section A -A' Potential Failure Surface 1 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 21 Top Boundaries 30 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 75.00 27.60 60.00 2 2 27.60 60.00 57.60 38.00 2 3 57.60 38.00 81.60 48.00 2 4 81.60 48.00 118.80 81.00 2 5 118.80 81.00 134.40 81.00 2 6 134.40 81.00 183.60 111.00 2 7 183.60 111.00 193.20 111.00 2 8 193.20 111.00 213.00 130.00 3 9 213.00 130.00 223.20 141.00 3 10 223.20 141.00 271.20 165.00 3 11 271.20 165.00 281.00 165.00 3 12 281.00 165.00 291.60 165.00 1 13 291.60 165.00 308.40 168.00 1 14 308.40 168.00 342.00 174.00 1 15 342.00 174.00 366.00 185.00 1 16 366.00 185.00 392.40 194.00 1 17 392.40 194.00 399.60 196.00 1 18 399.60 196.00 405.60 210.00 4 19 405.60 210.00 407.00 218.00 4 20 407.00 218.00 473.00 225.00 4 21 473.00 225.00 524.40 255.00 2 22 230.00 130.00 281.00 165.00 1 23 367.20 153.00 399.60 196.00 4 24 193.20 111.00 205.20 111.00 2 25 205.20 111.00 230.00 130.00 2 26 230.00 130.00 248.40 135.00 2 27 248.40 135.00 304.80 144.00 2 28 304.80 144.00 367.20 153.00 2 29 367.20 153.00 408.00 168.00 2 30 408.00 168.00 473.00 225.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 115.0 115.0 240.0 8.0 .00 .0 0 2 120.0 120.0 700.0 35.0 .00 .0 0 3 115.0 115.0 .0 35.0 .00 .0 0 4 120.0 120.0 700.0 16.0 .00 .0 0 Janbus Empirical Coef is being used for the case of c & phi both > 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 500 Trial Surfaces Have Been Generated. C:\slope\1-599p-1\aa-ex21.OUT Page 2 4 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 2.0 Box X -Left Y -Left X -Right Y -Right Height No. (ft) (ft) (ft) (ft) (ft) 1 222.00 125.00 280.00 164.00 .00 2 304.80 144.00 304.80 144.00 .00 3 367.20 153.00 367.20 153.00 .00 4 399.60 196.00 399.60 196.00 .00 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Janbu Method * * Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 220.46 138.05 2 220.89 137.73 3 222.82 137.24 4 224.26 135.84 5 226.10 135.08 6 228.10 134.99 7 229.96 134.26 8 231.53 133.02 9 233.51 132.74 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.113 *** Individual data on the 20 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 .4 18.7 .0 .0 .0 .0 .0 .0 .0 2 1.9 460.0 .0 .0 .0 .0 .0 .0 .0 3 .4 161.4 .0 .0 .0 .0 .0 .0 .0 4 1.1 595.0 .0 .0 .0 .0 .0 .0 .0 5 1.8 1387.1 .0 .0 .0 .0 .0 .0 .0 6 2.0 1818.8 .0 .0 .0 .0 .0 .0 .0 7 1.9 1988.7 .0 .0 .0 .0 .0 .0 .0 8 1.6 2004.6 .0 .0 .0 .0 .0 .0 .0 9 2.0 2911.7 .0 .0 .0 .0 .0 .0 .0 10 .6 973.4 .0 .0 .0 .0 .0 .0 .0 11 37.1 85117.0 .0 .0 .0 .0 .0 .0 .0 12 9.8 28776.3 .0 .0 .0 .0 .0 .0 .0 13 10.6 29161.3 .0 .0 .0 .0 .0 .0 .0 14 13.2 35250.0 .0 .0 .0 .0 .0 .0 .0 15 3.6 9695.1 .0 .0 .0 .0 .0 .0 .0 16 33.6 92958.9 .0 .0 .0 .0 .0 .0 .0 17 24.0 78394.6 .0 :0 .0 .0 .0 .0 .0 18 1.2 4456.2 .0 .0 .0 .0 • .0 .0 .0 19 25.2 57908.8 .0 .0 .0 .0 .0 .0 .0 20 7.2 3128.0 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 220.46 138.05 2 220.89 137.73 3 222.82 137.24 4 224.26 135.84 5 226.10 135.08 6 228.10 134.99 7 229.96 134.26 8 231.53 133.02 9 233.51 132.74 10 304.80 144.00 C:\slope\1-599p-1\aa-ex21.0UT Page 3 11 367.20 153.00 12 399.60 196.00 *** 1.113 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.20 138.84 2 222.10 138.77 3 223.78 137.68 4 225.75 137.33 5 227.17 135.92 6 228.91 134.94 7 230.88 134.60 8 232.53 133.46 9 234.53 133.42 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.124 *** Failure Surface Specified By 12 Coordinate Points Point .X -Surf Y -Surf No. (ft) (ft) 1 221.20 138.84 2 222.10 138.77 3 223.78 137.68 4 225.75 137.33 5 227.17 135.92 6 228.91 134.94 7 230.88 134.60 8 232.53 133.46 9 234.53 133.42 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.124 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.59 139.27 2 222.22 139.17 3 224.15 138.65 4 225.61 137.28 5 227.42 136.43 6 229.39 136.08 7 231.36 135.78 8 232.93 134.54 9 234.64 133.50 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.127 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.38 139.04 2 221.71 138.71 3 223.48 137.78 4 225.48 137.66 5 226.98 136.34 6 228.83 135.60 7 230.77 135.11 8 232.68 134.51 9 234.19 133.20 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.128 *** C:\slope\1-599p-1\aa-ex21.OUT Page 4 Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.38 139.04 2 221.71 138.71 3 223.48 137.78 4 225.48 137.66 5 226.98 136.34 6 228.83 135.60 7 230.77 135.11 8 232.68 134.51 9 234.19 133.20 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.128 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 220.92 138.54 2 221.55 137.91 3 223.34 137.01 4 225.33 136.92 5 226.85 135.61 6 228.85 135.56 7 230.27 134.15 8 232.20 133.64 9 234.15 133.17 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.128 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 220.92 138.54 2 221.55 137.91 3 223.34 137.01 4 225.33 136.92 5 226.85 135.61 6 228.85 135.56 7 230.27 134.15 8 232.20 133.64 9 234.15 133.17 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.128. *** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.98 139.69 2 223.16 138.59 3 224.81 137.46 4 226.44 136.30 5 228.40 135.89 6 229.86 134.52 7 231.52 133.42 8 233.37 132.64 9 304.80 144.00 10 367.20 153.00 11 399.60 196.00 *** 1.133 *** L599 Poppy Trail Cross-section A -A' Potential Failure Surface 2 CASLOPE1L-599P-1\AA-EX11.PLT Run By: YL 6/14/2005 10:29AM 50 0 GIB OUP : i I rn 100 • 150 200 250 300 350 400 450 500 550 1050 1000 950 900 850 800 750 700 L599 Poppy Trail Cross-section A -A' Potential Failure Surface 2 C:\SLOPE\L-599P--1\AA-EX11.PL2 Run By: YL 6/14/2005 10:29AM I I I I I I I I I Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 240.0 8.0 0 2 2 120.0 120.0 700.0 35.0 0 - 3 3 115.0 115.0 0.0 35.0 0 4 4 120.0 120.0 700.0 16.0 0 I I I I 0 50 100 150 200 250 300 350 GROUP D F L.'f`_ 400 450 500 PCSTABL5M/si FSmin=1.22 afety Factors Are Calculated By The Modified Janbu Method for the case of c & phi both > 550 C:\slope\1-599p-1\aa-ex11.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:29AM Run By: YL Input Data Filename: C:aa-exll.dat Output Filename: C:aa-ex11.0UT Unit: ENGLISH Plotted Output Filename: C:aa-ex11.PLT PROBLEM DESCRIPTION L599 Poppy Trail Cross-section A -A' Potential Failure Surface 2 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 21 Top Boundaries 30 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 75.00 27.60 60.00 2 2 27.60 60.00 57.60 38.00 2 3 57.60 38.00 81.60 48.00 2 4 81.60 48.00 118.80 81.00 2 5 118.80 81.00 134.40 81.00 2 6 134.40 81.00 183.60 111.00 2 7 183.60 111.00 193.20 111.00 2 8 193.20 111.00 213.00 130.00 3 9 213.00 130.00 223.20 141.00 3 10 223.20 141.00 271.20 165.00 3 11 271.20 165.00 281.00 165.00 3 12 281.00 165.00 291.60 165.00 1' 13 291.60 165.00 308.40 168.00 1 14 308.40 168.00 342.00 174.00 1 15 342.00 174.00 366.00 185.00 1 16 366.00 185.00 392.40 194.00. 1 17 392.40 194.00 399.60 196.00 1 18 399.60 196.00 405.60 210.00 4. 19 405.60 210.00 407.00 218.00 4 20 407.00 218.00 473.00 225.00 4 21 473.00 225.00 524.40 255.00 2 22 230.00 130.00 281.00 165.00 1 23 367.20 153.00 399.60 196.00 4 24 193.20 111.00 205.20 111.00 2 25 205.20 111.00 230.00 130.00 2 26 230.00 130.00 248.40 135.00 2 27 248.40 135.00 304.80 144.00 2 28 304.80 144.00 367.20 153.00 2 29 367.20 153.00 408.00 168.00 2 30 408.00 168.00 473.00 225.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 115.0 115.0 240.0 8.0 .00 .0 0 2 120.0 120.0 700.0 35.0 .00 .0 0 3 115.0 115.0 .0 35.0 .00 .0 0 4 120.0 120.0 700.0 16.0 .00 .0 0 Janbus Empirical Coef is being used for the case of c & phi both > 0 A Critical Failure. Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 1000 Trial Surfaces Have Been Generated. C:\slope\1-599p-1\aa-ex11.OUT Page 2 5 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 2.0 Box X -Left Y -Left X -Right Y -Right Height No. (ft) (ft) (ft) (ft) (ft) 1 222.00 125.00 280.00 164.00 .00 2 304.80 144.00 304.80 144.00 .00 3 367.20 153.00 367.20 153.00 .00 4 408.00 168.00 408.00 168.00 .00 5 473.00 225.00 473.00 225.00 .00 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered- Most Critical First. * * Safety Factors Are Calculated By The Modified Janbu Method * * Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf ' No. (ft) (ft) 1 221.29 138.94 2 223.01 137.92 3 224.96 137.48 4 226.42 136.10 5 228.06 134.97 6 229.67 133.78 7 231.41 132.80 8 233.41 132.67 9 304.80 144.00 10 367.20 153.00 11 408.00 168.00 12 473.00 225.00 *** 1.216 *** Individual data on the 23 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs). (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 1.7 284.7 .0 .0 .0 .0 .0 .0 .0 2 .2 65.0 .0 .0 .0 .0 .0 .0 .0 3 1.8 761.8 .0 .0 .0 .0 .0 .0 .0 4 1.5 912.0 .0 .0 .0 .0 .0 .0 .0 5 1.6 1414.9 .0 .0 .0 .0 .0 .0 .0 6 1.6 1750.3 .0 .0 .0 .0 .0 .0 .0 7 1.7 2284.3 .0 .0 .0 .0 .0 .0 .0 8 2.0 2953.7 .0 .0 .0 .0 .0 .0 .0 9 .6 980.0 .0 .0 .0 .0 .0 .0 .0 10 37.2 85426.1 .0 .0 .0 .0 .0 .0 .0 11 9.8 28799.4 .0 .0 .0 .0 .0 .0 .0 12 10.6 29177.4 .0 .0 .0 .0 .0 .0 .0 13 13.2 35257.1 .0 .0 .0 .0 .0 .0 .0 14 3.6 9695.1 .0 .0 .0 .0 .0 .0 .0 15 33.6 92958.9 .0 .0 .0 .0 .0 .0 .0 16 24.0 78394.6 .0 .0 .0 .0 .0 .0 .0 17 1.2 4456.2 .0 .0 .0 .0 .0 .0 .0 18 25.2 94468.5 .0 .0 .0 .0 .0 .0 .0 19 7.2 27003.8 .0 .0 .0 .0 .0 .0 .0 20 6.0 26629.4 .0 .0 .0 .0 .0 .0 .0 21 1.4 7833.0 .0 .0 .0 .0 .0 .0 .0 22 1.0 6028.4 ' .0 .0 .0 .0 .0 .0 .0 23 65.0 195413.6 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.29 138.94 2 223.01 137.92 3 224.96 137.48 4 226.42 136.10 5 228.06 134.97 6 229.67 133.78 C:\slope\1-599p-1\aa-ex11.0UT Page 3 7 231.41 8 233.41 9 304.80 10 367.20 11 408.00 12 473.00 *** 1.216 132.80 132.67 144.00 153.00 168.00 225.00 * * * Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No (ft) (ft) 1 221.29 138.94 2 223.01 137.92 3 224.96 137.48 4 226.42 136.10 5 228.06 134.97 6 229.67 133.78 7 231.41 132.80 8 233.41 132.67 9 304.80 144.00 10 367.20 153.00 11 408.00 168.00 12 473.00 225.00 *** 1.216 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.29 138.94 2 223.01 137.92 3 224.96 137.48 4 226.42 136.10 5 228.06 134.97 6 229.67 133.78 7 231.41 132.80 8 233.41 132.67 9 304.80 144.00 10 367.20 153.00 11 408.00 168.00 12 473.00 225.00 *** 1.216 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.51 139.18 2 221.69 139.00 3 223.40 137.95 4 225.31 137.38 5 227.12 136.52 6 229.12 136.49 7 230.67 135.23 8 232.35 134.14 9 234.06 133.11 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.217 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.51 139.18 2 221.69 139.00 3 223.40 137.95 4 225.31 137.38 5 227.12 136.52 6 229.12 136.49 7 230.67 135.23 8 232.35 134.14 C:\slope\1-599p-1\aa-ex11.OUT Page 4 9 234.06 133.11 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.217 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.51 139.18 2 221.69 139.00 3 223.40 137.95 4 225.31 137.38 5 227.12 136.52 6 229.12 136.49 7 230.67 135.23 8 232.35 134.14 9 234.06 133.11 10 304.80 144.00 11 367.20 153.00 12 408.00. 168.00 13 473.00 225.00 *** 1.217 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.47 139.13 2 222.01 138.97 3 223.55 137.70 4 225.50 137.25 5 227.49 137.09 6 229.00 135.77 7 230.99 135.56 8 232.68 134.50 9 234.22 133.21 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.223 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.47 139.13 2 222.01 138.97 3 223.55 137.70 4 225.50 137.25 5 227.49 137.09 6 229.00 135.77 7 230.99 135.56 8 232.68 134.50 9 234.22 133.21 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.223 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.47 139.13 2 222.01 138.97 3 223.55 137.70 4 225.50 137.25 5 227.49 137.09 6 229.00 135.77 7 230.99 135.56 C:\slope\1-599p-1\aa-ex11.0UT Page 5 8 232.68 134.50 9 234.22 133.21 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.223 *** L 599 Poppy Trail Cross-section A -A': Temporary Road C:\SLOPE\L-599P-1\AA-TR22.PLT Run By: YL 6/14/2005 10:36AM 50 GROLJP 100 150 I I I I I I 1 200 250 300 350 400 450 550 500 1050 1000 950 900 850 800 750 700 L 599 Poppy Trail Cross-section A -A': Temporary Road C:\SLOPE\L-599P.1\AA-TR22.PL2 Run By: YL 6/14/2005 10:36AM Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 110.0 120.0 450.0 25.0 0 2 2 110.0 120.0 700.0 35.0 0 - 3 3 110.0 120.0 300.0 30.0 0 4 4 110.0 120.0 700.0 16.0 0 5 5 110.0 120.0 240.0 8.0 0 2 2 2 2 2 Load Value LI 240 psf 2 0 50 100 150 200 250 300 350 GROUP ID F 4 4 4 400 450 500 PCSTABL5M/si FSmin=1.14 afety Factors Are Calculated By The Modified Janbu Method for the case of c & phi both > 550 C:\slope\1-599p-1\aa-tr22.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:36AM Run By: YL Input Data Filename: C:aa-tr22.dat Output Filename: C:aa-tr22.0UT Unit: ENGLISH Plotted Output Filename: C:aa-tr22.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Cross-section A -A': Temporary Road BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 19 Top Boundaries 27 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 75.00 27.60 60.00 2 2 27.60 60.00 57.60 38.00 2 3 57.60 38.00 81.60 48.00 2 4 81.60 48.00 118.80 81.00 2 5 118.80 81.00 134.40 81.00 2 6 134.40 81.00 183.60 111.00 2 7 183.60 111.00 241.50 150.00 3 8 241.50 150.00 261.50 150.00 3 9 261.50 150.00 284.00 165.00 1 10 284.00 165.00 291.60 165.00 1 11 291.60 165.00 308.40 168.00 1 12 308.40 168.00 342.00 174.00 1 13 342.00 174.00 366.00 185.00 1 14 366.00 185.00 392.40 194.00 1 15 392.40 194.00 399.60 196.00 1 16 399.60 196.00 405.60 210.00 4 17 405.60 210.00 407.00 218.00 4 18 407.00 218.00 473.00 225.00 4 19 473.00 225.00 524.40 255.00 2 20 240.00 135.00 261.50 150.00 1 21 237.00 132.00 240.00 135.00 5 22 240.00 135.00 365.00 155.00 5 23 365.00 155.00 399.60 196.00 5 24 183.00 110.00 205.20 111.00 2 25 205.20 111.00 237.00 132.00 2 26 237.00 132.00 370.00 152.00 2 27 370.00 152.00 399.60 196.00 4 ISOTROPIC SOIL PARAMETERS 5 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 110.0 120.0 450.0 25.0 .00 .0 0 2 110.0 120.0 700.0 35.0 .00 .0 0 3 110.0 120.0 300.0 30.0 .00 .0 0 4 110.0 120.0 700.0 16.0 .00 .0 0 5 110.0 120.0 240.0 8.0 .00 .0 0 BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 241.50 261.50 240.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. • C:\slope\1-599p-1\aa-tr22.0UT Page 2 Janbus Empirical Coef is being used for the case of c & phi both > 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 200 Trial Surfaces Have Been Generated. 5 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 2.0 Box X -Left Y -Left X -Right Y -Right Height No. (ft) (ft) (ft) (ft) (ft) 1 232.00 128.00 284.00 164.00 .00 2 298.00 143.00. 298.00 143.00 .00 3 304.80 144.00 304.80 144.00 .00 4 367.20 153.00 367.20 153.00 .00 5 399.60 196.00 399.60 196.00 .00 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Janbu Method * Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 225.93 139.51 2 226.94 138.91 3 228.36 137.50 4 230.14 136.60 5 232.05 136.01 6 234.01 135.61 7 235.83 134.78 8 237.63 133.90 9 239.50 133.19 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.145 *** Individual data on the 23 slices Water Water Tie Tie Force Force Force Force Slice Width Weight Top Bot Norm Tan No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 1.0 71.2 .0 .0 .0 .0 .0 2 1.4 383.5 • .0 .0 .0 .0 3 1.8 923.1 .0 0 .0 .0 4 1.9 1405.4 .0 .0 .0 .0 5 2.0 1829.8' .0 .0 .0 .0 6 1.8 2078.6 .0 .0 .0 .0 7 1.8 2456.8 .0 .0 .0 .0 8 .9 1417.4 .0 .0 .0 .0 9 .9 1562.9 .0 .0 .0 .0 10 .5 857.7 .0 .0 .0 .0 11 1.5 2655.4 .0 .0 .0 .0 12 20.0 32551.1 .0 .0 .0 .0 13 22.5 46364.9 .0 .0 .0 .0 14 7.6 19821.6 .0 .0 .0 .0 15 6.4 16268.0 .0 .0 .0 .0 16 6.8 17391.0 .0 .0 .0 .0 17 3.6 9273.9 .0 .0 .0 .0 18 33.6 88917.3 .0 .0 .0 .0 19 23.0 71464.4 .0 .0 .0 .0 20 1.0 3521.8 .0 .0 .0 .0 21 1.2 4262.5 .0 .0 .0 .0 22 25.2 55391.1 .0 .0 .0 .0 23 7.2 2992.0 .0 .0 .0 .0 Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) * Earthquake Force Surcharge Hor Ver Load (lbs) (lbs). .0 .0 . 0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 . 0 .0 .0 .0 .0 4800.0 . 0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 1 225.12 2 226.26 3 227.80 4 229.79 5 231.38 6 232.97 7 234.97 8 236.70 9 238.65 10 298.00 11 304.80 12 367.20 13 399.60 *** 1.152 138.97 138.09 136.81 136.67 135.45 134.25 134.06 133.07 132.60 143.00 144.00 153.00 196.00 * * * C:\slope\1-599p-1\aa-tr22.0UT Page 3 Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No (ft) (ft) 1 227.64 140.66 2 228.80 139.51 3 230.23 138.11 4 232.11 137.41 5 233.73 136.24 6 235.55 135.42 7 237.55 135.32 8 239.53 135.05 9 241.47 134.55 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.162 *** Failure Surface Specified By. 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 226.47 139.87 2 227.36 138.99 3 229.25 138.33 4 231.09 137.53 5 232.89 136.67 6 234.78 136.02 7 236.37 134.81 8 238.37 134.77 9 239.88 133.46 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.162 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 226.90 140.17 2 227.68. 140.05 3 229.46 139.14 4 231.34 138.45 5 232.88 137.18 6 234.51 136.02 7 236.44 135.49 8 238.28 134.71 9 239.78 133.39 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.167 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf C:\slope\1-599p-1\aa-tr22.OUT Page 4 No. (ft) (ft) 1 228.37 141.15 2 229.70 140.99 3 231.47 140.06 4 233.16 138.99 5 234.95 138.11 6 236.93 137.82 7 238.48 136.55 8 239.90 135.14 9 241.87 134.84 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.198 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 228.15 141.01 2 228.29 140.94 3 229.79 139.61 4 231.25 138.24 5 232.85 137.04 6 234.52 135.94 7 236.51 135.78 8 237.92 134.36 9 239.59 133.25 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.200 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 227.76 140.75 2 229.27 139.72 3 230.74 138.36 4 232.55 137.51 5 234.39 136.73 6 236.01 135.56 7 237.43 134.15 8 238.86 132.75 9 298.00 143.00 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.205 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 229.31 141.79 2 230.24 141.56 3 231.80 140.30 4 233.77 140.00 5 235.42 138.86 6 237.32 138.24 7 238.73 136.83 8 240.50 135.89 9 242.37 135.18 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.205 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf C:\slope\1-599p-1\aa-tr22.OUT Page 5 No. (ft) (ft) 1 229.66 142.03 2 229.83 141.89 3 231.63 141.03 4 233.61 140.73 5 235.05 139.34 6 236.60 138.07 7 238.14. 136.80 8 239.68 135.53 9 241.40 134.51 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.214 *** 1050 1000 950 900 850 800 750 700 I I 0 L 599 Poppy Trail Section B -B': EXISTING; SUR 1 CASLOPEL-599P-1\BB-EX01.PLT Run By: YL 6/14/2005 10:39AM I I 1 T I I I I 50 GROUP ]=) .1..„ 'T`A I I I I I I I I 100 150 200 250 300 350 400 450 500 550 1050 1000 950 900 850 800 750 700 0 L 599 Poppy Trail Section B -B': EXISTING; SUR 1 C:\SLOPE\L-599P-1\BB-EX01.PL2 Run By: YL 6/14/2005 10:39AM i I I I Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 240.0 8.0 0 2 2 100.0 120.0 700.0 35.0 0 3 3 100.0 120.0 300.0 30.0 0 4 4 100.0 120.0 300.0 12.0 0 4 ,i _42 • 2 2 3 2 3 2 3 1 2 1 1 1 1 1 2 1 1 2 2 2 2 2 _ I I I I I I 50 100 150 200 250 300 350 PCSTABL5M/si FSmin=1.15 Safety Factors Are Calculated By The Modified Janbu Method ]D F L T 400 450 500 550 C:\slope\1-599p-1\bb-ex01.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:39AM Run By: YL Input Data Filename: C:bb-ex0l.dat Output Filename: C:bb-ex01.0UT Unit: ENGLISH Plotted Output Filename: C:bb-ex01.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section B -B': EXISTING; SUR 1 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 25 Top Boundaries 37 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 69.00 7.50 69.00 2 2 7.50 69.00 22.50 49.00 2 3 22.50 49.00 63.00 78.00 2 4 63.00 78.00 72.00 81.00 2 5 72.00 81.00 82.50 83.00 2 6 82.50 83.00 103.50 99.00 4 7 103.50 99.00 112.50 102.00 4 8 112.50 102.00 142.50 102.00 4 9 142.50 102.00 154.50 111.00 4 10 154.50 111.00 190.50 117.00 4 11 190.50 117.00 210.00 135.00 3 12 210.00 135.00 226.50 148.00 3 13 226.50 148.00 232.50 153.50 3 14 232.50 153.50 292.50 168.00 3 15 292.50 168.00 310.50 180.00 1 16 310.50 180.00 331.50 183.00 1 17 331.50 183.00 346.50 190.00 1 18 346.50 190.00 379.50 201.50 1 19 379.50 201.50 381.00 210.00 1 20 381.00 210.00 387.00 216.00 1 21 387.00 216.00 408.00 220.00 1 22 408.00 220.00 444.00 223.00 1 23 444.00 223.00 465.00 229.50. 1 24 465.00 229.50 504.00 252.00 2 25 504.00 252.00 528.00 258.00 2 26 246.00 140.00 292.50 168.00 1 27 357.00 151.50 379.50 201.00 1 28 190.50 117.00 205.00 119.00 2 29 205.00 119.00 246.00 140.00 2 30 246.00 140.00 357.00 151.50 2 31 357.00 151.50 411.00 163.50 2 32 411.00 163.50 469.00 179.00 2 33 469.00 179.00 476.00 200.00 2 34 476.00 200.00 486.00 241.00 2 35 82.50 83.00 112.00 90.00 2 36 112.00 90.00 142.00 97.00 2 37 142.00 97.00 190.50 117.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure. Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 240.0 8.0 .00 .0 0 2 100.0 120.0 700.0 35.0 .00 .0 0 C:\slope\1-599p-1\bb-ex01.0UT Page 2 3 100.0 120.0 300.0 30.0 .00 .0 0 4 100.0 120.0 300.0 12.0 .00 .0 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 500 Trial Surfaces Have Been Generated. 4 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 5.0 Box X -Left Y -Left, X -Right Y -Right Height No. (ft) (ft) (ft) (ft) (ft) 1 246.00 140.00 246.00 140.00 .00 2 357.00 151.50 357.00 151.50 .00 3 379.50 201.00 379.50 201.00 .00 4 387.00 216.00 387.00 216.00 .00 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Janbu Method * * Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.41 143.99 2 221.53 143.90 3 226.52 143.73 4 231.11 141.73 5 236.05 141.00 6 241.04 140.63 7 246.00 140.00 8 357.00 151.50 9 379.50 201.00 10 387.00 216.00 *** 1.155 *** Individual data on the 16 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 .1 1.1 .0 .0 .0 .0 .0 .0 .0 2 5.0 1107.6 .0 .0 .0 .0 .0 .0 .0 3 .0 10.3 0 .0 .0 .0 .0 .0 .0 4 4.6 3389.7 .0 .0 .0 .0 .0 .0 .0 5 1.4 1565.5 .0 .0 .0 .0 .0 .0 .0 6 3.6 4502.4 .0 .0 .0 .0 .0 .0 .0 7 5.0 7055.1 .0 .0 .0 .0 .0 .0 .0 8 5.0 7860.6 .0 .0 .0 .0 .0 .0 .0 9 46.5 92871.9 .0 .0 .0 .0 .0 .0 .0 10 18.0 50850.0 .0 .0 .0 .0 .0 .0 .0 11 21.0 70832.4 .0 .0 .0 .0 .0 .0 .0 12 15.0 55297.3 .0 .0 .0 .0 .0 .0 .0 13 10.5 42917.1 .0 .0 .0 .0 .0 .0 .0 14 22.5 47991.5 .0 .0 .0 .0 .0 .0 .0 15 1.5 487.5 .0 .0 .0 .0 .0 .0 .0 16 6.0 1800.0 .0 .0 .0 .0 0 .0 .0 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.41 143.99 2 221.53 143.90 3 226.52 143.73 4 231.11 141.73 5 236.05 141.00 6 241.04 140.63 7 246.00 140.00 8 357.00 151.50 9 379.50 201.00 10 387.00 216.00 C:\slope\1-599p--1\bb-ex01.OUT Page 3 *** 1.155 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 223.42 145.57 2 226.27 143.16 3 231.21 142.42 4 236.13 141.51 5 241.10 141.00 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.164 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 222.79 145.08 2 226.79 143.95 3 231.63 142.70 4 236.63 142.58 5 241.63 142.42 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00. 216.00 *** 1.169 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 224.44 146.38 2 226.72 144.93 3 231.52 143.53 4 236.43 142.59 5 241.04 140.66 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00. 216.00. *** 1.169 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 223.74 145.82 2 226.35 143.27 3 231.23 142.19 4 236.19 141.53 5 241.00 140.19 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.171 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 224.57 146.48 2 227.04 145.51 3 231.27 142.85 4 236.19 141.93 5 241.08 140.89 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.172 *** Failure Surface Specified By 9 Coordinate Points C:\slope\1-599p-1\bb-ex01.0UT Page 4 Point X -Surf Y -Surf No. (ft) (ft) 1 224.57 146.48 2 227.04 145.51 3 231.27 142.85 4 236.19 141.93 5 241.08 140.89 6 246.00 140.00 7 357.00. 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.172 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 224.59 146.49 2 226.64 144.57 3 231.59 143.85 4 236.48 142.83 5 241.07 140.85 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.176 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 223.58 145.70 2 226.73 143.53 3 231.70 142.98 4 236.69 142.76 5 241.69 142.53 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.176 *** 1050 1000 950 900 850 800 750 700 0 L 599 Poppy Trail Section B -B': EXISTING; SUR 2 C:\SLOPE\L-599P-1\BB-EX02.PLT Run By: YL 6/14/2005 10:41AM r I l 1 I Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 240.0 8.0 0 2 2 100.0 120.0 700.0 35.0 0 3 3 100.0 120.0 300.0 30.0 0 4 4 100.0 120.0 300.0 12.0 0 1 I I I I 1 1 .1 2 1 2 2 2 2 50 100 150 200 250 300 350 PCSTABL5M/si FSmin=2.42 Factors of Safety Calculated by Janbu Method DELTA 400 450 500 550 C:\slope\1-599p-1\bb-ex02.OUT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:41AM Run By: YL Input Data Filename: C:bb-ex02.dat Output Filename: C:bb-ex02.0UT Unit: ENGLISH Plotted Output Filename: C:bb-ex02.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section B -B': EXISTING; SUR 2 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 25 Top Boundaries 37 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 69.00 7.50 69.00 2 2 7.50 69.00 22.50 49.00 2 3 22.50 49.00 63.00 78.00 2 4 63.00 78.00 72.00 81.00 2 5 72.00 81.00 82.50 83.00 2 6 82.50 83.00 103.50 99.00 4 7 103.50 99.00 112.50 102.00 4 8 112.50 102.00 142.50 102.00 4 9 142.50 102.00 154.50 111.00 4 10 154.50 111.00 190.50 117.00 4 11 190.50 117.00 210.00 135.00 3 12 210.00 135.00 226.50 148.00 3 13 226.50 148.00 232.50 153.50 3 14 232.50 153.50 292.50 168.00 3 15 292.50 168.00 310.50. 180.00 1 16 310.50 180.00 331.50 183.00 1 17 331.50 183.00 346.50 190.00 1 18 346.50 190.00 379.50 201.50 1 19 379.50 201.50 381.00 210.00 1 20 381.00 210.00 387.00 216.00 1 21 387.00 216.00 408.00 220.00 1 22 408.00 220.00 444.00 223.00 1 23 444.00 223.00 465.00 229.50 1 24 465.00 229.50 504.00 252.00 2 25 504.00 252.00 528.00 258.00 2 26 246.00 140.00 292.50 168.00 1 27 357.00 151.50 379.50 201.00 1 28 190.50 117.00 205.00 119.00 2 29 205.00 119.00 246.00 140.00 2 30 246.00 140.00 357.00 151.50 2 31 357.00 151.50 411.00 163.50 2 32 411.00 163.50 469.00 179.00 2 33 469.00 179.00 476.00 200.00 2 34 476.00 200.00 486.00 241.00 2 35 82.50 83.00 112.00 90.00 2 36 112.00 90.00 142.00 - 97.00 2 37 142.00 97.00 190.50 117.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 240.0 8.0 .00 .0 0 2 100.0 120.0 700.0 35.0 .00 .0 0 C:\slope\1-599p-1\bb-ex02.OUT Page 2 3 100.0 120.0 300.0 30.0 .00 .0 0 4 100.0 120.0 300.0 12.0 .00 .0 0 Trial Failure Surface Specified By 4 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 82.50 83.00 2 112.00 90.00 3 142.00 97.00 4 190.50 117.00 Factor Of Safety For The Preceding Specified Surface = 2.425 1050 L 599 Poppy Trail Cross-section B -B' Temporary Road; SUR 1 C:\SLOPE\L-599P--1\BB-TR01.PLT Run By: YL 6/14/2005 10:43AM 1 — Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 240.0 8.0 0 2 2 100.0 120.0 700.0 35.0 0 1000 — 3 3 100.0 120.0 300.0 30.0 0 4 4 120.0 120.0 300.0 30.0 0 950 900 850 800 2 750 2 2 2 7 2' Load Value LI 240 psf 2 2 2 2 2 2 700 1 l 1 I I 1 1 0 50 100 150 200 250 300 350 400 PCSTABL5M/si FSmin=2.21 Factor Of Safety Is Calculated By The Modified Bishop Method ID] TT 450 500 2 550 C:\slope\1-599p-1\bb-trO1.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:43AM Run By: YL Input Data Filename: C:bb-trOl.dat Output Filename: C:bb-trOl.OUT Unit:. ENGLISH Plotted Output. Filename: C:bb-trOl.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Cross-section B -B' Temporary Road; SUR 1 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 23 Top Boundaries 36 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) ' (ft) (ft) (ft) Below Bnd 1 .00 69.00 7.50 69.00 2 2 7.50 69.00 22.50 49.00 2 3 22.50 49.00 63.00 78.00 2 4 63.00 78.00 72.00 81.00 2 5 72.00 81.00 82.50 83.00 2 6 82.50 83.00 103.50 99.00 2 7 103.50 99.00 112.50 102.00 2 8 112.50 102.00 170.00 130.00 4 9 170.00 130.00 204.00 130.00 4 10 204.00 130.00 226.50 148.00 3 11 226.50 148.00 232.50 153.50 3 12 232.50 153.50 292.50 168.00 3 13 292.50 168.00 310.50 180.00 1 14 310.50 180.00 331.50 183.00 1 15 331.50 183.00 346.50 190.00 1 16 346.50 190.00 379.50 201.50 1 17 379.50 201.50 381.00 210.00 1 18 381.00 210.00 387.00 216.00 1. 19 387.00 216.00 408.00 220.00 1 20 408.00 220.00 444:00 223.00 1 21 444.00 223.00 465.00 229.50 1 22 465.00 229.50 504.00 252.00 2 23 504.00 .252.00 528.00 258.00 2 24 . 142.50 102.00 154.00 111.00 3 25 154.00 111.00 190.50 117.00 3 26 190.50 117.00 204.00 130.00 3 27 246.00 140.00 292.50 168.00 1 28 357.00 151.50 379.50 201.00 1 29 112.00 102.00 142.50 102.00 2 30 142.50 102.00 205.00 118.00 2 31 205.00 119.00 246.00 140.00 2 32 246.00 140.00 357.00. 151.50 2 33 357.00 151.50 411.00 163.50 2 34 411.00 163.50 469.00 179.00 2 35 469.00 179.00 476.00 200.00 2 36 476.00 200.00 486.00 241.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 240.0 8.0 .00 .0 0 2 100.0 120.0 700.0 35.0 .00 .0 0 3 100.0 120.0 300.0 30.0 .00 .0 0 C:\slope\1-599p-1\bb-trOl.OUT Page 2 4 120.0 120.0 300.0 30.0 .00 BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 170.00 204.00 240.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally. Projected Surface. Trial Failure Surface Specified By 5 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.00 102.24 2 142.50 103.00 3 205.00 119.00 4 246.00 140.00 5 315.00 180.64 Circle Center At X = 122.1 ; Y = 323.4 and Radius, 221.3 Factor Of Safety For The Preceding Specified Surface = 2.208 WARNING - Factor Of Safety Is Calculated By The Modified Bishop Method. This Method Is Valid Only If The Failure Surface Approximates A Circle. .0 1050 1000 950 900 850 800 750 700 L 599 Poppy Trail Section B -B': EXISTING; SUR 2 C:\SLOPE\L-599P-1\BB-TR02.PLT Run By: YL 6/14/2005 11:02AM Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 240.0 8.0 0 2 2 100.0 120.0 700.0 35.0 0 3 3 100.0 120.0 300.0 30.0 0 4 4 100.0 120.0 300.0 12.0 0 5 5 100.0 120.0 300.0 30.0 0 2 2 2 2 Load Value LI 240 psf 2 2 2 2 2 2 450 500 550 0 50 100 150 200 250 300 350 nrrrn PCSTABL5M/si FSmin=1.27 Factors of Safety Calculated by Janbu Method 400 C:\slope\1-599p-1\bb-tr02.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method, of Slices Run Date: 6/14/2005 Time of Run: 11:02AM Run By: YL Input Data Filename: C:bb-tr02.dat Output Filename: C:bb-tr02.0UT Unit: ENGLISH Plotted Output Filename: C:bb-tr02.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section B -B': EXISTING; SUR 2 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 23 Top Boundaries 40 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No (ft) (ft) (ft) (ft) Below Bnd 1 .00 69.00 7.50 69.00 2 2 7.50 69.00 22.50 49.00 2 3 22.50 49.00 63.00 78.00 2 4 63.00 78.00 72.00 81.00 2 5 72.00 81.00 82.50 83.00 2 6 82.50 83.00 103.50 99.00 4 7 103.50 99.00 112.50 102.00 5 8 112.50 102.00 170.00 130.00 5 9 170.00 130.00 204.00 130.00 5 10 204.00 130.00 226.50 148.00 3 11 226.50 148.00 232.50 153.50 3 12 232.50 153.50 292.50 168.00 3 13 292.50 168.00 310.50 180.00 1 14 310.50 180.00 331.50 183.00 1 15 331.50 183.00 346.50 190.00 1 16 346.50 190.00 379.50 201.50 1 17 379.50 201.50 381.00 210.00 1 18 381.00 210.00 387.00 216.00 1 19 , 387.00 216.00 408.00 220.00 1 20 408.00 220.00 444.00 223.00 1 21 444.00 223.00 465.00 229.50 1 22 465.00 229.50 504.00 252.00 2 23 504.00 252.00 528.00 258.00 2 24 103.50 99.00 112.50 102.00 . 4 25 112.50 102.00 142.50 102.00 4 26 142.50 102.00 154.50 111.00 4 27 154.50 111.00 190.50 117.00 4 28 190.50 117.00 204.00 130.00 3 29 246.00 140.00 292.50 168.00 1 30 357.00 151.50 379.50 201.00 1 31 190.50 117.00 205.00 119.00 2 32 205.00 119.00 246.00 140.00 2 33 246.00 140.00 357.00 151.50 2 34 357.00 151.50 411.00 163.50 2 35 411.00 163.50 469.00 179.00 2 36 469.00 179.00 476.00 200.00 2 37 476.00 200.00 486.00 241.00 2 38 82.50 83.00 112.00 90.00 2 39 112.00 90.00 142.00 97.00 2 40 142.00 97.00 190.50 117.00 2 ISOTROPIC SOIL PARAMETERS 5 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface AY C:\slope\1-599p-1\bb-tr02.0UT Page 2 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 240.0 8.0 .00 .0 0 2 100.0 120.0 700.0 35.0 .00 .0 0 3 100.0 120.0 300.0 30.0 .00 .0 0 4 100.0 120.0 300.0 12.0 .00 .0 0 5 100.0 120.0 300.0 30.0 .00 .0 0 BOUNDARY LOAD (S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 170.00 204.00 240.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. Trial Failure Surface Specified By 5 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 82.50 83.00 2 112.00 90.00 3 142.00 97.00 4 190.50 117.00 5 204.00 130.00 Factor Of Safety For The Preceding Specified Surface = 1.273 980 940 900 860 820 780 740 700 0 L 599 Poppy Trail Section C -C'; EXISTING CASLOPE1-599P-1\CC-EX01.PLT Run By: YL 6/14/2005 11:05AM I --f Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 700.0 35.0 0 2 2 100.0 120.0 300.0 12.0 0 40 GROUP IDI✓LTA I I I I I I I I 80 120 160 200 240 280 PCSTABL5M/si FSmin=2.16 Factors of Safety Calculated by Janbu Method 320 360 1 400 440 C:\slope\1-599p-1\cc-ex01.0UT Page 1 ** PCSTABL5M ** by Purdue University -Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 11:05AM Run By: YL Input Data Filename: C:cc-ex0l.dat Output Filename: C:cc-ex01.0UT Unit: ENGLISH Plotted Output Filename: C:cc-ex01.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section C -C'; EXISTING BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 16 Top Boundaries 18 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 68.00 33.60 52.00 1 2 33.60 52.00 80.40 84.00 1 3 80.40 84.00 92.40 84.00 1 4 92.40 84.00 114.00 102.00 2 5 114.00 102.00 134.40 103.00 2 6 134.40 103.00 - 145.20 112.00 2 7 145.20 112.00 162.00 118.00 2 8 162.00 118.00 189.60 121.00 2 9 189.60 121.00 250.80 158.00 1 10 - 250.80 158.00 278.40 184.00 1 11 278.40 184.00 306.00 204.00 1 12 306.00 204.00 315.60 204.00 1 13 315.60 204.00 330.00 212.00 1 14 330.00 212.00 369.60 219.00 1 15 369.60 219.00 385.20 226.00 1 16 385.20 226.00 426.00 226.00 1 17 92.40 84.00 134.40 99.60 1 18 134.40 99.60 189.60 121.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 700.0 35.0 .00 .0 0 2 100.0 120.0 300.0 12.0 .00 .0 0 Trial Failure Surface Specified By 3 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 92.40 84.00 2 134.40 99.60 3 189.60 121.00 Factor Of Safety For The Preceding Specified Surface = 2.164 4 980 940 900 860 820 780 740 700 0 L 599 Poppy Trail Section C -C': Temporary Road CASLOPE1-599P-1\CC-TR01.PLT Run By: YL 6/14/2005 11:05AM I I I Soil Soil Total Saturated Cohesion Friction Piez. Load Value Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface LI 240 psf No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 1000.0 35.0 0 2 2 100.0 120.0 300.0 12.0 0 I- 3 3 100.0 120.0 300.0 30.0 0 1 1 I I 1 1 I' I 1 I 1 1 1 I 40 80 120 160 200 240 280 G R O ID F ]T m . PCSTABL5M/si FSmin=2.33 Factors of Safety Calculated by Janbu Method 320 360 400 440 • C:\slope\1-599p-1\cc-tr01.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 11:05AM Run By: YL Input Data Filename: C:cc-tr0l.dat Output Filename: C:cc-trOl.OUT Unit: ENGLISH Plotted Output Filename: C:cc-trOl.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section C -C': Temporary Road BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 14 Top Boundaries 17 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 68.00 33.60 52.00 1 2 33.60 52.00 80.40 84.00 1 3 80.40 84.00 92.40 84.00 1 4 92.40 84.00 114.00 102.00 2 5 114.00 102.00. 145.00 119.00 3 6 145.00 119.00 189.60 121.00 3 7 189.60 121.00 250.80 158.00 1 8 250.80. 158.00 278.40 184.00 1 9 278.40 184.00 306.00 204.00 1 10 306.00 204.00 315.60 204.00 1 11 315.60 204.00 330.00 212.00 1 12 330.00 212.00 369.60. 219.00 1 13 369.60 219.00 385.20 .226.00 1 14 385.20 226.00 426.00 226.00 1 15 114.00 102.00 121.00 95.00 2 16 121.00 95.00 189.'60 121.00 1 17 92.40 84.00 121.00 95.00 1 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No.. 1 100.0 120.0 1000.0 35.0 .00 .0 0 2 100.0 120.0 300.0 12.0 .00 .0 0 3 100.0 120.0 300.0 30.0 .00 .0 0 BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 145.00 165.00 240.0 . .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. Trial Failure Surface Specified By 3 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 92.40 84.00 2 121.00 95.00 3 189.60 121.00 Factor Of Safety For The Preceding Specified Surface = 2.333 MATTERS FROM STAFF CONSIDERATION OF STATUS REPORT REGARDING POPPY TRAIL ROAD AND ADOPTION OF FURTHER PROVISIONS OF THE PROPOSED CONSULTING AGREEMENT FOR GEOTECHNICAL SERVICES. • STATUS OF MITIGATION MEASURES (Adoption of Agreement for Mitigation Services) • STATUS OF PHASE 1 STUDY • CONSIDERATION OF AUTHORIZATION TO EXECUTE PHASE 2 AND PHASE 3 OF THE GEOLOGICAL SERVICES PROPOSAL City Manager Nealis presented the status report providing information about the proposed agreement for mitigation measures, the Phase 1 Study and the requested authorization to execute Phase 2 and Phase 3 of the geological services proposal. He indicated that the access agreements had been received from the property owners of #1 and #4 Poppy Trail. City Manager Nealis explained the proposed mitigation agreement and indicated that after consultation with the Consulting Geologist that many of the items on the proposal submitted by the mitigation measures contractor do not need to be completed at this time. He explained that the RHCA did not act on this agreement at their special meeting last week. He indicated that he would work with the City Attorney to amend the agreement so that the City could reserve the right to increase, delete, or add to the scope of work for this contract. He indicated that it is the Consulting Geologist's goal to have a pad created by the mitigation contractor so that testing could occur on the slide area. City Manager Nealis indicated that he checked the references of the proposed mitigation measures contractor and that the City of Diamond Bar had employed the contractor to do similar work and had indicated that they would rehire this contractor. He explained the emergent clause in the proposed agreement for mitigation measures. City Manager Nealis explained Phase 2 and Phase 3 of the geological services agreement, indicating that the City Council had approved Phase 1 of this agreement at their last meeting. He indicated that the goal of Phase 1 is to provide normalcy to the residents of Poppy Trail by providing a plan for a temporary paved access. He explained that Phase 2 would provide a plan for opening Poppy Trail and Phase 3 would provide a plan for overall slope stabilization. City Manager Nealis explained discussions with the RHCA regarding the concept that the RHCA would provide a financial contribution toward these measures and indicated that he had spoken with the RHCA Manager who indicated verbally that she felt that the concept that the RHCA reimburse the City for one-half of the expenses for the review phases had been approved by the RHCA Board of Directors, but that the minutes of that meeting had not yet been prepared and therefore, the RHCA had not presented anything in writing on the subject. Mr. Mike Reader, Consulting Geologist, explained the mitigation measures and indicated that the most urgent step in order to study the slide is that a pad be created on the slide for the drill rig. Councilmembers discussed the costs associated with the proposal. City Manager Nealis explained that the City Council had previously allocated $65,000 for the Phase 1 study. Councilmember Black stated that he feels that the property owner of #1 Poppy Trail should contribute to this effort and expressed concern about moving forward without a cost sharing contribution since the bulk of the problem involves #1 Poppy Trail. Mr. Reader explained that since the rain has stopped that the plastic sheeting, sandbagging and other drainage diversion listed in the proposed plan from the mitigation measure contractor are not as urgent as they were during, the recent storms. - Discussion ensued regarding work that may occur on private property. Mr. Reader explained that the goal of the mitigation measures is to make room for testing and to make the area sa fer. Discussion ensued regarding the mitigation measures agreement and associated costs. City Manager Nealis explained that he could work with the contractor and the Consulting Geologist to amend the scope of work. Councilmember Heinsheimer expressed that the liquidated damages clause was not necessary. Councilmembers discussed that perhaps some of the work on the mitigation measures could be completed by alternate sources if needed. Mayor Pro Tem Lay moved that the City Council approve the Mitigation Agreement in an amount not to exceed $76,830.00, as amended to remove the liquidated damages clause and to add language to reflect that the City reserves the right to increase, decrease, delete, or add to the scope of work, or, to enter into any agreements with others to complete any portion of this work. Councilmember Hill seconded the motion, which carried unanimously. Councilmember Black further expressed that the private property owners of #1 and #4 Poppy Trail should contribute to the costs incurred by the City for the work on their properties. Councilmember Heinsheimer stated that he feels that staff should notify the RHCA regarding the City Council's action this evening. Discussion ensued regarding Phase 2 and Phase 3. In response to Mayor Pernell, Mr. Reader explained the extent of the slide and the testing that is occurring in the area. He indicated that geology does not follow property lines and the effect that this has on all area properties. Mr. Reader further explained that the driveway to #1 Poppy Trail has been affected by the slide recently. In response to Mayor Pro Tem Lay, City Manager Nealis explained the timeframe outlined for each of these phases. Further discussion ensued regarding the costs being incurred by the City for the testing and mitigation measures. Councilmembers requested staff to investigate cost sharing with the affected parties. Mayor Pro Tem Lay moved that the City Council approve Phase 2 and Phase 3 of the consulting agreement for geotechnical services with Group Delta as presented. Councilmember Hill seconded the motion. Mr. Bob Jonas, 3 Poppy Trail commented onPhase 3 and suggested that only Phase 2 be approved at this time. In response, the Consulting Geologist, explained the process in these phases and indicated that they can be worked on concurrently. He stated that the main goal is to gain a useable temporary access for the residents of Poppy Trail. Mr. Jonas expressed concern about the slide above the proposed temporary access way that will be planned during Phase 1 and the safety of those using it. Mr. Reader explained considerations that will be taken during the construction phase and coordination of efforts between the residents and the construction company. Mr. Jonas expressed concern about the timeframe involved in all of the phases. Mr. Reader explained how the three phases work in concert with one another. Mr. Ray Ferris, 50 Eastfield Drive, commented on possible closure of the existing temporary access way and explained that the RCHA is exploring an alternative access in a different location. Hearing no further discussion, Mayor Pernell called for a roll call vote: AYES: Councilmembers Black, Hill, Heinsheimer, Mayor Pro Tem Lay and Mayor Pernell. NOES: None. ABSENT: None. ABSTAIN: None. In response to Dr. Ron Sommer, 2 Poppy Trail, City Manager Nealis explained the extensive communication efforts so that all parties are fully informed on the daily management of this situation. Dr. Sommer further commented on the planned new trail access at the other end of Poppy Trail and expressed concern about the planned proposed_ new access way associated with Phase 1. City Manager Nealis explained that the new trail access that is being considered is under the auspices of the RHCA. Also in response to Dr. Sommer, City Manager Nealis explained the access agreements with #1 and #4 Poppy Trail that had be to crafted by the City Attorney's office. Minutes TO: FROM: SUBJECT: City o/ f? fPny INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com Agenda Item No: 15-A Mtg. Date: 03-28-05 HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL CRAIG R. NEALIS, CITY MANAGER CONSIDERATION OF STATUS REPORT REGARDING POPPY TRAIL ROAD AND ADOPTION OF FURTHER PROVISIONS OF THE PROPOSED CONSULTING AGREEMENT FOR GEOTECHNICAL SERVICES. • STATUS OF MITIGATION MEASURES (Adoption of Agreement for Mitigation Services) • STATUS OF PHASE 1 STUDY • CONSIDERATION OF AUTHORIZATION TO EXECUTE PHASE 2 AND PHASE 3 OF THE GEOLOGICAL SERVICES PROPOSAL DATE: MARCH 28, 2005 BACKGROUND At the regular City Council meeting held Monday, March 14, 2005, the City Council was presented the attached agreement at the meeting. As- a result, to respond to the situation on Poppy Trail, the City Council authorized staff to execute and proceed with Phase 1 of this agreement which involves the overall study of the situation and preparation of a plan to provide access for residents on Poppy Trail in an area other than the existing roadway. A copy of the agreement is attached to this staff report for your review. Also, on March 14, the City Council authorized an expenditure of $24,240 for mitigation activities advised by the Consulting Geologist to help prevent the situation from escalating in the immediate future. At this evening's meeting, staff and the Consulting Geologist will address the following subjects and propose the recommended action described below. STATUS OF MITIGATION MEASURES City staff will provide an update regarding the mitigation measures at this evening's meeting. te,1 <.)r; Recycled Pape, STATUS OF PHASE 1 STUDY City staff and the Consulting Geologist will provide an update regarding the status of the Phase 1 Study. CONSIDERATION OF AUTHORIZATION TO EXECUTE PHASE 2 AND PHASE 3 OF THE GEOLOGICAL SERVICES PROPOSAL Phase 1, Phase 2 and Phase 3 of the proposed consulting agreement were presented to the City Council during the meeting of March 14, 2004. At that meeting, staff was authorized, and has executed, Phase.1 of the agreement. Phase 2 entitled "Mid-term Assessment to Reopen Poppy Trail" will evaluate the subsurface soil rock conditions adjacent to the roadway with the ultimate goal of providing a plan to repair and potentially grade for the reopening of Poppy Trail (after consideration and approval by the City Council). The cost for Phase 2 is $62,560. Phase 3 entitled "Long-term Assessment for Overall Slope Stabilization" is the level of the study that is designed to prepare an engineer designed plan for proposed repair suitable for submission to the County (after consideration and approval by the City Council) for a grading permit for the overall repair to the land movement situation. The cost for Phase 3 costs is $69,800. Should the City Council authorize staff to execute Phases 2 and 3 when appropriate, staff will communicate this approval to the RHCA and propose the same concept that was discussed when Phase 1 was approved in which the RHCA would be requested to fund 1/2 of the costs incurred by the City after receipt of any other funds by other levels of government, support agencies or others. RECOMMENDATION It is recommended that members of the City Council receive the above referenced status reports and consider authorizing staff to execute Phase 2 and Phase 3 of the proposed_ consulting geologist agreement and, if applicable, consider the comments provided by staff regarding a potential increase in the mitigation funds necessary to complete mitigation work if necessary. CRN:mlk 03-28-05PoppyTrail Update-sfa. doc MAR -23-2005 10:22 AM ECS 411 310 937 1470 P.03 1] c Erosion Control Specialists March 22, 2005 Attn: Yolanta Shwartz Planning Director City of Rolling Hills #2 Portuguese Bend Rd. Rolling Hills, Ca 90274 Dear Yolanta. Erosion Control Sprecialists proposes to complete the following erosion control services for the city of Rolling Hills. These services will be completed in accordance with industry standards and will comply with all laws. ( Prevailing wages are in affect on this project as stated in the Davis Bacon Act.) 1. SITE MOBALAZATION. 2. CONSTRUCT 10' X 10' PAD FOR DRILL RIG. 3. WATER PROFF THE HOUSE ON THE TOP OF SLOPE ( Block all drains and divert the water flow away -from slide) 4. CLEARING THE ENTIRE SLIDE AREA OF ALL TREES, SHRUBS, AND DEBRIS AND PROPERLY DISPOSING OF SUCH AT A LOCAL LAND -FILL (Excludes ground cover). s. PLACE SANDBAGS ON SITE AS NEEDED 6. PLACE 10 MIL PLASTIC SHEETING OVER ENTIRE SLIDE AREA 7. INSTALL PVC PIPING TO CONTROL DRAIAGE IN SLIDE AREA AND DIVERT WHERE POSSIBLE DRAINAGE AWAY FROM SLIDE AREA. Our price for performing the work is $76,830. As soon as we have your approval we can begin work on the project. Sincerely, Jas Locklin Operations. Erosion Control Specialists 4J Erosion Control Specialists 4339 W. 164th St. ete. B Lawndale, Ca (909)753-9637 fax (310)921-3450 ECSPECIALISTS.COM MAR -26-2005 12:02 PM ECS 310 937 1470 1110 P. 02 A_C_Q,RA CERTIFICATE OF LIABILITY INSURANCE PRODUCER (800)450-8013 FAX (800)434-8053 Target Financial & insurance Services License #0743582 6630 Flanders Drive San Diego. CA 92121 INSURED Erosion Control Specialists 4339 W. 164th St. Lawndale. CA 90260 DATE (MM!DD/YYYY) 02/17/2005 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERT FICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND. EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLIC ES BELOW. INSURERS AFFORDING COVERAGE NAIC It INSURER A: Lloyds of London INSURER B' -... ....... . ...._. _ _. INSURER C: INSURER D: INSURER E: V THE ANY MAY POLICIES. POLICIES REQUIREMENT. PERTAIN. 0' OF INSURANCE LISTED BELOW TERM OR CONDITION THE INSURANCE AFFORDED AGGREGATE LIMITS SHOWN MAY TYPE OF INSURANCE HAVE BEEN ISSUED TO THE OF ANY CONTRACT OR OTHER BY THE POLICIES DESCRIBED HAVE BEEN REDUCED BY PAID •INS POLICY NUMBER INSURED NAMED ABOVE DOCUMENT WITH RESPECT HEREIN IS SUBJECT CLAIMS, POLICY EFFECTIVE I]ATFy,AM/ObrYYJ 02/14/2005 FOR THE POLICY TO WHICH TO ALL THE TERMS, POLICY EXPIRATION DATE immionlyy4 02/14/2006 PERIOD INDICATED. NOTWITHSTANDING THIS CERTIFICATE MAY BE ISSUED OR EXCLUSIONS AND CONDITIONS OF SUCH LIMITS —"' A GENERAL X . _...._ GENT. X LIABILITY COMMERCIAL GENERAL LIABILITY �_ CLAIMS MADE 1 ^ OCCUR AGGREGATE LIMIT APPLIES PER: i POLICY f- i PRO WUGO1O3O8 EACH OCCURRENCE —531A6E - -- ..-...-. DAMAGE TO RENTED .. hI14FALFAnrcnrnn�t $ 1.000.000 ..S •-..__.. ---. ....._..._ ___ ...__?.9Os 000 $ 5,000 S 1.000,000 $ 2. 000 ..000 3 1 . 000 , 000 _._. MED EXP (Any one person) PERSONAL & ADV INJURY GENERAL AGGREGATE PRODUCTS • COMPrOP AGO ----- '• •-- AUTOMOBILE — • •— —•-• _..._ LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON•OWNEO AUTOS ..._......__—____.._ ---___ _._. COMBINED SINGLE LIMIT (Ea accident) BODILY INJURY (Per parson) EOCu,Y INJURY Myr BcciderII) PROPERTYOAMAGE (Per accident) $ f f S - ' GARAGE LIABILITY [ ANY AUTO AUTO ONLY- EA ACCIDENT OTHER THAN EA ACC AUTO ONLY: AGO 3 3 5 EXCE88/UMBRELLA LIABILITY OCCUR FJCI.AIMSMADE RETENTION 5 EACH OCCURRENCE ...-_ AGGREGATEDEDUCTIBLE WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR(PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? if y171, dear:ribs unoor SPECIAL PROVISIONS below WC STATU• OTN• __L. EACH ACCIDENT •.•_- •� E.L. EACH 3 E.L. DISEASE - EA EMPLOYE $ E.L. DISEASE • POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS LOCATIONS I VEHICLES) EXCLUSION! ADDED BY ENDORSEMENT! SPECIAL PROVISIONS Verification of Coverage ;10 day notice of cancellation for non payment of premium/ 30 days all others CERTIFICATE HOLDER Verification of Coverage CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF. THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 ` DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT OUT FAILURE TO MAIL : NOTICES. LL I NO OBUOATION OR LIABILITY OF ANY KIND UPO AUTHORIZED REP ENTATIvE REPRESENTATIVES. ACORD 25 (2001/08) I ACORD CORPORATION 1988 GROUP DELTA WA] ai'113ali March 22, 2005 Project No. L-599 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Attn: Craig Nealis, City. Manger �. Subject: Summary and Emergency Recommendations Geotechnical and Geological Evaluation Poppy Trail Landslide Rolling Hills, California Mr. Nealis: As requested, GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this letter to provide emergency recommendations related to the Poppy Trail Landslide of March 11, 2005. Our understanding of the project and recommendations are outlined below. We have not as yet performed any detailed geologic mapping, subsurface exploration, laboratory analyses or engineering calculations. Rather, our role has only been to advise the City on an emergency basis to aid in evaluating the overall safety of the subject slide and the affected residences. As such, this letter is based only on our observations, preliminary geologic reconnaissance, professional judgment, and a cursory review of published geologic reports and City records regarding the history of the subject slope. 1.0 SITE SUMMARY On March 11, 2005, GDC was contacted by Mr. Roger Vink of the Rolling Hills Homeowners Association to perform a site reconnaissance of a landslide that occurred the day before and advice the City regarding its condition. During the site reconnaissance on March 12, 2005, it was noted that a significant landslide had occurred that completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail guesthouse. The landslide overall measured about 300 feet long, 150 wide, with a head scarp of about 30 feet vertical below the lower graded pad of the guesthouse. Poppy Trail has been over -ridden by slide debris. To provide access to homeowners on Poppy Trail, the Home Owners Association was using a horse trail located down slope from the current road. 0 E e w U w.Grotipl )elt a.com 4- 4 L-599 Poppy Trail Landslide Group Delta Consultants. Inc. 2 City of Rolling Hills The slide mass has numerous fractures, mostly in the central portion, that were observed to extend depths estimated to be up to 20 feet deep. The slide has also displaced and removed a paved drainage swale near mid -slope. The head scarp falls within the guesthouse foundation, which has been exposed and red tagged by Los Angeles County officials. Many irrigation lines and concrete paved slope drains were noted . in the central portion of the landslide. Irrigation lines, a collector pipe for roof runoff next to the guesthouse footing and wall debris were noticed in the area of the guesthouse foundation head scarp. Since the original site visit, local residents have constructed an access road below Poppy Trail which was covered with Crushed Miscellaneous Base (CMB). This new access road was used to drive the blocked residence automobiles into a safe area on the other side of the landside and to attempt to improve the road for All Terrain Vehicle (ATV) use. Lights have been stung along the trail with extension cords and florescent light bulbs. A water hose was found along the trail with water pressure. The hose was used for dust control and for the residences to attempt to achieve proper compaction of the sand and gravel. 2.0 SHORT-TERM RECOMMENDATIONS Currently, GDC is in the process of performing detailed mapping and drilling of the landslide. However, at your request and recognizing the emergency aspect of the situation, it is recommended that several steps be taken. GROUP 1. A small bulldozer should be used to seal the surface of the landslide mass where tension cracks have developed to prevent water infiltration and to remove the risk of someone slipping and/or falling. This can be achieved by pushing soil into the cracks and track rolling the soil to a tight compaction. 2. During the bulldozer grading the resulting surface should be sloped for drainage. Any large trees and brush on the slide should be cut and removed. The City should consider putting temporary fencing .behind the head scarp and a catchment fence along the toe of the landslide. 3. With time and weather permitting, UV resistant plastic sheeting should be placed over the head scarp and in the two graben areas as a minimal action to prevent water from entering the landslide mass and to prevent erosion. The landslide should eventually be completely covered with the plastic extending over the edges of the landside. Drainage off of the plastic sheeting should be diverted away from the landslide to prevent water from accumulating on the landslide mass and to protect the temporary access road below Poppy Trail. L-599 Poppy Trail Landslide Group Delta Consultants. Inc. 3 City of Rolling Hills 4. Temporary measures should be installed to divert any water collected on the paved slope ditches. Sand bags, a makeshift catch basin made of sand bags in a shallow pit and a corrugated metal or PVC pipe or an "industrial sock drain" could be used for this purpose. The drainage devices should convey collected water down the slope away from the landside mass. Care should be taken to convey the water beyond the current access road and not to allow the water to enter the toe of the landslide.. 5. A more complete inspection should be made of the areas above the landslide around the guesthouse and tennis court areas._ Measures should be taken to prevent any runoff from the properties above from draining onto the landslide. This includes runoff from the roofs, into drain inlets and into paved or unpaved ditches since the outlets are unknown at this time. This may include use of sandbags, installation of temporary pipes, plastic sheeting, temporary re -grading, (which could require removal of driveways) and even redirecting the roof gutter down spouts into pipe systems and diverted away from the landslide mass. 6. NOTE: The top of the slide is a near vertical slope about 30 feet high. This scarp is highly unstable and care should taken during any bulldozer work, plastic sheeting or sandbagging to not further de -stabilize the scarp, or endanger personnel by working too close to the top or bottom of the scarp. As part of the first phase of this emergency, GDC will drill 2 to 3 bucket auger holes. Since the landside might not be accessible, the borings will be drilled below the landslide to determine the stability of the temporary access road and on Poppy Trail. This datawillhelp determine the soil and rock quality and if the site is on a larger landslide. Aerial photos will be analyzed as part of this first phase. Cross -sections would be drawn based on the mapping, down -hole logging and observed landslide geometry. This data will be used to select locations and depths for borings. GROUT' DELTA L-599 Poppy Trail Landslide Group Delta Consultants. Inc. Closure 4 City of Rolling Hills This letter summarizes the opinion of GDC, based on the limited walkover and observation of the landside conditions and the limited review of the subject references. We have not as yet performed any detailed geologic mapping, subsurface exploration, laboratory analyses or engineering calculations. Rather, our role has only been to advise the City on an emergency basis to aid in evaluating the overall safety of the subject slide and the affected residences. As such, this letter is based only on our observations, preliminary geologic reconnaissance, professional judgment, and a cursory review of- published- geologic reports and City records - regarding the history of the subject slope. If you have any questions, or if we can be of further service, please do not hesitate to contact Group Delta Consultants, Inc. at 310-320-5100. Respectfully Submitted, GROUP DELTA CONSULTANTS, INC. Michael D. Reader, VP, GE L-599 RH Poppy Trail Landslide - Letter Report #1 GROUP IDELT:\ (r. Steven H. Kolthoff, PG, CEG • GROUT' 741 [)ELT:\ [49:!•Yr1, r1:1 t q5 a ', } ,�• fd /� a '•`i • •-•i: i s /. '• •'• i t- i L-599 Group Delta Consultants. Inc. 5 Poppy Trail Landslide City of Rolling Hills • • • J.- ,—'ty /. • -_ i j9% . �+ Y fit•• J �• I' • �a { m+�j ism � Project Sfite 0 ; 1 t___. - '•i - !�� ! ' \ .- 1, �• d r Ott - 1' I. 0"x1 ing �' �__ - •,_ : 1• / g+ \•. • �1 �':- N. a -. tit 1.o ' r • —L ,.....,.......--.7.--,.-_-•••••_____________.,:__,_-7.1,,,,;11 �' Sta ...„,.-.......14,,,...• ii "l - ,�.,:;; / =-=,, - ) • _:•� A' l s, : . t. - /1 i i �• _ % mil 17 s " • • •• ••". ' • y Printed from TOPO! @1997 Wildflower Productions (www.topo.corn) VICINITY MAP Project Number: Project Name: Date: Group Delta Consultants, Inc. L-599 Poppy Trail Landslide 0324,2005 Figure 1 r GROUP DELTA uokki.ikraLim March 9, 2005 (rev 3/15/05) L05-132 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Mr. Craig R. Nealis City Manager Subject: Proposal for Geotechnical and Geologic Consulting Services Poppy Trail Landslide of March 5, 2005 Near the intersection of Portuguese Bend Road and Poppy Way Rolling Hills, California Mr.: Nealis: GROUP DELTA CONSULTANTS, INC. (GDC) is pleased to present this proposal to provide a Geotechnical and Geologic Consulting and Investigation services related to the Poppy Trail Landslide of March 5, 2005. Our understanding of the project, and the proposed scope of work, schedule, and fee are outlined below. 1.0 UNDERSTANDING OF THE PROJECT Our understanding of the project is based on our discussion with you, a review of the published geology of the area and a site visit on March 7, 2005. At the time of the site visit, it was notice that a significant landslide failed and completely blocked.Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail residence. The landslide overall measured about 300 feet long, 150 wide, with a headscarp of about 30 to 40 feet vertical below the lower graded pad of #1 Poppy Trail. Vertical fissures extending about. 20 feet in depth were note within the central portion of the slide mass itself. Prior to our arrival on site, the guest house on the lower pad of #1 Poppy Trail had been red -tagged by building officials. Based on discussion with you, the approach to the project to address the stability and ultimate repair of the landslide, roadways, and affected adjacent properties will be in phases as follows: 1) In the near term, a temporary access for residences that use Poppy trail is required. Currently, the concept is to utilize a horse trail that parallels Poppy Trail below the landslide. This will require short term assessment of the stability of the slopes below Poppy Trail, and developing safety measures to protect vehicles traveling on the alternate access trail. 2) In the mid-term, develop strategies to re -open Poppy Trail. ?; : ♦ .www.Croupl)ella.corn♦ (I'm') • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 2 3) In the long term, develop strategies to stabilize the hillside and restore the #1 Poppy Trail to lower graded pad (with guest house and tennis court) to a long- term stable condition. 2.0 SCOPE OF SERVICES GDC will provide the necessary personnel, equipment and materials to perform subsurface exploration, laboratory testing and engineering. analysis. GDC will prepare a report of our findings and geotechnical recommendations for the project. Consultation will also be provided as necessary --during the progress of our investigation. 2.1 Phase 1 - Short Term Assessment for Temporary Trail Access To address the objectives of the investigation, the following scope of work is proposed. 2.1.2 initialization GDC will first review any available existing soil data, information reports, records, maps and additional data available in the City files. Additionally, even though utilities are not expected to be at the site, GDC anticipates that the City will provide information regarding existing active underground utility lines or other facilities. After the reconnaissance, the field drilling program will be laid out and reviewed with the city. An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. GROUP DELTA • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.1.3 Data Review March 9, 2005 Page 3 Prior to starting any fieldwork, Group Delta will first review available geologic data within the project area, including published geologic and soils maps, consultant's reports, aerial photography, and topographic maps. We anticipate the Whittier College Fairchild Collection has historic coverage of the area. These photos :may extend into the late '20's through '50's. - Selected photographs of concern will be purchased for documentation and future reference. Modern/recent photographs from the Continental Air Photo Collection will also be purchased to examine the conditions for the past few years. 2.1.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling a total of 3 bucket auger boring above, below and within the landslide mass, if possible. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. • Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. GROUT' r DELTA rCU .1'i viSrd • GROUP ('1'7:4194/.i 1 Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.1.5 Laboratory Testing March 9, 2005 Page 4 The soil samples obtained from the field exploration program will be tested in our laboratory to evaluate the controlling engineering properties of the encountered soils. Laboratory testing is anticipated to include the following list of items. • Moisture Content & Dry Unit Weight • Shear Strength • Maximum Density • Grain Size Analysis • Expansion Index 2.1.6 Geotechnical Analysis and Report Based on the findings from our field exploration, laboratory testing and engineering analyses a written report will be prepared to aid in development of project plans and specifications. The report will provide conclusions and recommendations on the following: • In Initial assessment letter will be prepared to provide recommendation to to protect the slide area against inclement weather. • A description of encountered subsurface materials, controlling engineering properties of soils, boring , boring logs and laboratory test results. • A geologic map of the limits of the current active landslide, and the possible locations of ancient landslides. • A topographic map of the landslide prepared by Bolton Engineering. • A description of possible means to mitigate dangerous condition that the landslide might cause on the horse trail below which is under consideration for use a vehicle access path. NOTE: For this phase of the project, only a general geologic assessment of the slide will be developed. No detailed slope stability calculation will be performed. 2.1.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to provide consultation regarding on -going activities and the progress of our analyses, GROUP DELTA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 5 NOTE: The actual scope and costs of this Phase 2 and 3 could change depending on the results of each previous phase. 2.2 Phase 2 — Mid-term Assessment to Re -Open Poppy Trail To address _ the objectives _of the investigation, the -follow;ng scope of work is proposed. 2.2.2 Initialization An encroachment permit or permits will be required to enter the properties. Our stipulated fee does not include costs for the permits other than preparation of the application. It is GDC's understanding that the city will pay or waiver any permit fees. At that time, the drill locations will be marked in the field. In accordance with state law, we will notify Underground Service Alert (USA) for location of utility lines on public property. However, it would be beneficial to all if the City could provide assistance with utility lines if located within the study area. 2.2.3 Data Review Group Delta will utilize the results and data from Phase 1 as a basis for the continued investigation and analyses during Phase 2. 2.2.4 Field Exploration To evaluate the properties, variations and depths of various subsurface soil and rock zones, a number of soil borings are required. The field exploration will consist of the following listed items. • Drilling an additional total of 3 additional bucket auger boring above, below and within the landslide mass. If available, a track mounted, hillside or all terrain bucket auger will be utilized. If the all terrain equipment is not available, a road may need to be pioneered into the landslide mass. • The boring will be logged by a field geologist. • Relatively undisturbed and bulk samples will be obtained at selected depth intervals and transported to our laboratory for examination and testing. GROUP r.4 DELTA 101a111 ElZi Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 6 Upon completion, the boring will be backfilled with excavated on -site soil and compacted. If a different backfill is required, such a procedure will be considered an additional cost. 2.2.5 Laboratory Testing Soil samples obtained during the field investigation will be tested in the laboratory to evaluate their physical properties and engineering characteristics. We anticipate the following laboratory tests will be performed, as appropriate: • Moisture Content & Dry Unit Weight • Maximum Density 2.2.5 Geotechnical Analyses and Report • Shear Strength, including residual strengths of clay seams • Atterberg Limit Tests • Expansion Potential Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. A current development base plan will need to be supplied to us by Standard Pacific Homes. Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal;.. Input and output data from computer analyses will be provided. • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 7 • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill: ▪ A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. Discussion of construction -related issues, as appropriate,. including the.f, bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. 2.2.7 Meetings As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses, 2.3 Phase 3— Lonq Term Assessment for Overall Slope Stabilization To address the objectives of the investigation, the following scope of work is proposed. 2.3.2 Initialization None required for this phase. 2.3.3 Data Review • Group Delta will utilize the results and data from Phase 1 and 2 as a basis for the continued investigation and analyses during Phase 3. 2.3.4 Field Exploration No additional field exploration work is currently anticipated during the Phase 3 study. Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 2.3.5 Laboratory Testing None expected for this phase. 2.3.5 Geotechnical Analyses and Report March 9, 2005 Page 8 Based on the findings of the field exploration, laboratory testing, engineering and geological analyses, a report will be prepared to address the proposed grading, site stability and foundations for structures. The report will address the requirements of '- the County of Los Angeles and will include the following: • Plot plan showing the location of borings and test pits and a layout for the proposed buildings and roads. • Detailed boring logs with a description of subsurface soil, bedrock and groundwater conditions encountered in the borings and indicating sample locations. • A geologic map of the site showing the bedding attitudes obtained from the explorations and indicating the limits of surface contacts. Geologic subsurface cross -sections will also be provided. • Description of the laboratory testing program, including test results. • Results of the stability analyses, including design recommendations for buttress and shear key designs, and partial slide debris removal, and overall stabilization of the subject slope. Input and output data from computer analyses will be provided. • Geotechnical recommendations for site development grading, including need for removal of unsuitable soils, excavations, backcuts, bedrock ripability, and placement of compacted fill. • A Civil Engineering Design Plan prepared by our sub -consultant depicting the proposed repair, including calculations of quantities. The plan will be suitable for submission to the County in order to obtain a grading permit. • Discussion of construction -related issues, as appropriate, including the f bedrock and slide debris removal; and compaction, and roadway reconstruction. • Six (6) copies of the report will be provided to you. A grading plan prepared by Bolton Engineering reflecting the recommendations of the Phase 2 study will be prepared as part of this Phase. Proposal Geotechnical Emergency Repairs. Poppy Way Landslide of March 5, 2005 Rolling Hills, California_ 2.3.7 Meetings March 9, 2005 . Page 9 As requested, we will attend meeting with yourself, other members of City Staff, and homeowners to consults on on -going activities and the progress of our analyses. 3.0 TIME SCHEDULE GDC will commence work upon Notice to Proceed (NTP). The following time schedule is estimated to complete the proposed tasks described in this proposal. PHASE TIME REQUIRED FOR COMPLETION Phase 1 — Initial Assessment Letter Alternate Access Evaluation Report . 1 week 3-4 weeks (From Notice to Proceed and Site Access Permission) Phase 2 — Poppy Trail Stabilization 8 -10 weeks (From Notice to Proceed and Site Access Permission) Phase 3 — Long Term stabilization 12-14 weeks (From Notice to Proceed and Site Access Permission) The about time schedule does not include considerations of factors beyond GDC's control, such as delays in encroachment permits, site access, inclement weather, availability of appropriate field exploration equipment, adverse ground conditions, etc. Because of the time restraint, an interim report may be submitted to provide preliminary findings to assist in meeting your design schedule prior to submittal of the final report. GROUP r DELTA Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California March 9, 2005 Page 10 4.0 PROPOSED 'NOT -TO -EXCEED' FEE Our fee will be in accordance with the attached breakdown and Fee Schedule on a Not -to -Exceed Fee basis. We should emphasize that this fee does not include the cost for an encroachment permit fees or items not listed in the proposal. We assume that a "no -fee" permit can be obtained from the City. This fee does not include, studies for earthquake engineering, liquefaction, environmental engineering, or post -investigation services including observation of construction or additional services requested by you -or governmental agencies. 5.0 INDEMNITY In agreeing to the scope of work contained in this proposal, the City of Rolling Hills acknowledges that the existing site is currently unstable and agrees to defend, indemnify and hold harmless Group Delta Consultants, Inc. its employees and subcontractors from and against any and all liability expense (including defense and legal costs) or claim for damages of any nature whatsoever, arising from or connectedin anyway with the Poppy Trail Landslide, except where such liability expense is the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors, shareholders ort subcontractors. GROUP ..74441 DELTA toluajlrrid GROUP r DELTA ticca ii tiai.1 Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California 6.0 CLOSURE March 9, 2005 Page 11 We look forward to providing you with the geological and geotechnical services for this phase of this project. Should you have any questions regarding this proposal, please. feel free to contact us. Sincerely, GROUP DELTA CONSULTANTS, INC. Michael D Reader, RGE. VP, Distribution: addressee via e-mail L05-132 Rolling Hills Poppy Trail Landslide ACCEPTANCE OF PROPOSAL AND AUTHORIZATION TO PROCEED Client*: Name (Please Print): Signature: e 10-4 1- 4 itleei.4:s Czty o,c ✓ ot&zzAira �I LGs Title: ( —r �i7jv4....6 &y., Address: c72 1"G ZZ l !I 6 (/ 6-0k7 grA! li Date: Telephone No: (7J 3'7 ' - I s 2 ( FAX No: (yid 3 -� -� , . .Z &' , invoice to be sent to the Client*, who will be responsible for the payment of services. Client's special invoicing instructions/PO Number: /mor qrr>r b f°.tecc.keD foR P0A,5 I _0(1/1-V ere c, -.1, --Ty cou,A, cr. c ' G -1 - clA zo Lrr° `7 c r -y mA ,4 c IZ .x-11-/-6S- • • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS EXHIBIT I (page 1 of 2) March 9, 2005 Page 12 RECOGNITION OF RISK Client recognizes that the interpretations and recommendations of Group Delta Consultants, Inc. (GDC) are based solely on the information available to GDC. Client further recognizes that surface and subsurface conditions can vary from those encountered at the times and locations where data are obtained by GDC, and that the limitation on available data results in some level of uncertainty with respect to the interpretation of these conditions despite the use of due professional care. GDC will not be responsible for the effect on any opinion rendered hereunder of unknowns such as acts of others on adjacent properties, variables of nature including but not limited to earthquakes, masking of rocks by heavy ground cover or the works of m:n, acts of God or other variables beyond the control of GDC. GDC shall write reports so as to meet the administrative requirements of local governmental agencies; however, as the decisions of such agencies are discretionary, GDC does not guarantee the approval of its reports or of Client's project by any governmental agency. PROFESSIONAL RESPONSIBILITY GDC represents that the services shall be performed, within the limits prescribed by Client, in a manner consistent with that level of care and skill ordinarily exercised by other professional consultants under similar circumstances. No other representations to Client, express or implied, and no warranty or guarantee is included or intended in this Agreement, or in any report, opinion, document or otherwise. INDEMNIFICATION Client agrees to indemnify, hold harmless and defend GDC from and against any and all loss, expenses, including attorney's fees, injury, damage, to property or person, liability, costs and/or claims arising out of the services performed by GDC and/or work performed by client and/or other parties upon the real property described herein above, regardless fth ..l: ofGo pl offi a: sh chold , exceot where such loss, injury, damage, liability, cost, expenses or claims are the result of the sole negligence or willful misconduct of GDC, its agents, employees, officers, directors or shareholders. ; LIMITATION OF LIABILITY s advanced against CDC by Client or others, the liability for • In no event shall either GDC or Client be liable for consequential damages, including, without limitation, loss of use, loss of profits or the additional costs of completing the development of the property described herein above due to delays, incurred by one another or their respective subsidiaries or successors, regardless of whether such claim is based upon alleged breach of contract, willful misconduct or negligent act or omission, whether professional or non- professional, of either of them or their agents, employees, subcontractors, officers, directors or shareholders. METHOD OF CHARGING AND PAYMENT CONDITIONS GDC will submit the invoices to Client as stated in the proposal or periodically and a final invoice will be submitted upon completion of our services. All retainers are held for credit to the final invoice. Payment of undisputed invoice amount is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one and one-half percent (l -I/2%) per month, or the maximum rate allowed by law, on past due accounts. Payments shall first be applied to accreted interest and to the principal unpaid amount. Client specifically agrees further to pay all expenses and costs, including but not limited to GDC's staff time at GDC's current Schedule of Fees, attorneys' fees, and court and other costs associated with collection of past due accounts. lrnny invoice f r .. erk jurisdietien-thereef: GROUP DELTA LORMHi/lSci Initials GROUT' 1)FLTA coma, • Proposal Geotechnical Emergency Repairs Poppy Way Landslide of March 5, 2005 Rolling Hills, California TERMS & CONDITIONS - EXHIBIT I - (page 2 of 2) March 9, 2005 Page 13 ESTIMATED CHARGES AND PAYMENT CONDITIONS GDC charges are only estimated and shall not be regarded as "lump sum" or "fixed price" or "guaranteed maximum" compensation unless it is expressly so stated in writing. ESTIMATED TIME SCIIEDULE Because of the uncertainties inherent in the services contemplated hereunder, time schedules are only estimated schedules which are subject to revision unless specifically described as otherwise herein. RIGHT OF ENTRY The Client will provide for right of entry for GDC.,personnel, and for any other personnel and all equipment necessary,_ in order to complete the work. While GDC will take all reasonable precautions to minimize any damage to the property, it is understood by Client that in the normal course of work some damage may occur, the correction of which is not part of this Agreement. The client agrees to indemnify and hold GDC harmless from any liability for any damage so caused by the performance of such work, unless caused by the gross negligence or willful misconduct of GDC or its personnel. SUBTERRANEAN STRUCTURES OR UTILITIES Client shall indemnify and hold GDC harmless for damage or injury arising from damage to subterranean structures or utilities (pipes, tanks, telephone cables, etc.) that are not called to the attention of GDC or are not correctly shown on the plans fumished to GDC, in connection with work performed by GDC. CONSTRUCTION PROCEDURES GDC shall not specify construction procedures, manage or supervise construction, or implement or be responsible for health and safety procedures; shall not be responsible for the acts or omissions of contractors or other parties on the project; and shall not have control or charge of and shall not be responsible for construction, means, methods, techniques, sequences or procedures, or for safety precautions and programs. GDC testing or inspection of portions of the work of other parties on project shall not relieve such other parties from their responsibility for performing their work in accordance with applicable plans and specifications. SAMPLES GDC will retain all soil and rock samples for thirty (30) days following exploration. Further storage or transfer of samples can be made at an agreed expense upon Client's written request. HAZARDOUS SUBSTANCES Unless specifically included in the "Scope of Services," this Agreement does not include any services (including detection or identification) relative to any substances which might be considered hazardous by an applicable regulations. OWNERSHIP OF DOCUMENTS All reports, boring logs, field data and notes, laboratory test data, calculations, estimates and other documents prepared by GDC, as instruments of service, shall remain the property of GDC. Client agrees that all reports and other work furnished to the Client or its agents, which are not paid for, will be returned upon demand and will not be used by the Client for any purpose whatever. NO THIRD PARTY RIGHTS This Agreement shall not create any rights or benefits to parties other than Client and GDC. TIME BAR TO LEGAL ACTION All legal actions by either party against the other for breach of this Agreement, or for failure to perform in accordance with the applicable standard of care, however denominated, that are essentially based on such breach or failure, shall be barred in two (2) years from the time claimant knew or should have known of its claim, but, in any event, not later than four (4) years from the substantial completion of GDC's services. DISPUTES In the event that a dispute arises relating to the performance of the services to be provided under this Agreement, and should that dispute result in litigation, it is agreed that the prevailing party shall be entitled to recover all reasonable costs incurred in connection with such dispute, including GDC's staff time at GDC's Schedule of Fees in effect at the time of such dispute, court costs, attomeys' fees and all other claim related expenses. 05) Initials COST ESTIMATE Poppy Trail Landslide Evaluation Phase 1 - Access Road !Hourly Rate a) a) .c 17; _0) o W O N C a) CO Project Engineer Staff Engineer .c a) a) I- c 0 0 0 F- $185 $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 6 4 0 0 0 $1,310.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation -- 0 . 40 0 0 0 0_ -- - $5,400.00 1 Outside Costs Number Rate Bucket Auger 32 $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,620.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $1,640.00 Analysis and Report Preparation Records review and analysis 12 $1,620.00 Geologic Air Photo analysis 8 $1,080.00 Geologic Map and Cross -Section 16 16 $3,120.00 Slope Stability Analyses 0 • $0.00 Report Preparation 8 16 0 8 $4,120.00 Meetings 8 8 0 $2,560.00 As -Built Topo Survey (Bolton Engineering Corp). $8,000.00 TOTAL $20,500.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $40,760.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide\L05-132 Poppy Trail Phase 1 3/9/2005 • `Hourly Rate COST ESTIMATE Poppy Trail Landslide Evaluation Phase 2 - Open Poppy Trail rn C O 0 4) Project Engineer Staff Engineer m 0 0) O $185 $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 6 0 0 0 0 $810.00 Geologic Mapping 0 16 0 0 0 0 $2,160.00 Field Investigation __ 0 40 0 0 0 0 $5,400.00 Outside Costs Number Rate Bucket Auger 32 $225.00 $7,200.00 Bulldozer Access 10 $175.00 $1,750.00 Air Photos 1 $500.00 $500.00 Vehicle Mileage 200 $0.50 $100.00 Vehicle Hours 40 $5.00 $200.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $18,120.00 Geotechnical Testing Laboratory Testing Number Rate Total Moisture Density 25 $20.00 $500.00 Shear Strength 9 $70.00 $630.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 6 $85.00 $510.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $1,640.00 Analysis and Report Preparation Records review and analysis 0 . $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 $8,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 0 - $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $20,000.00 TOTAL $42,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $62,560.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills Poppy Trail Landslide\L05-132 Poppy Trail Phase 2 3/9/2005 1 COST ESTIMATE Poppy Trail Landslide Evaluation Phase 3 - Slope Stabilization Project Manager Project Engineer L U U) 1- !Hourly Rate I $185 $135 $125 $115 $85 $60 0 Subsurface Investigation Permits / Utilities/Coordination 0 0 0 0 0 0 $0.00 Geologic Mapping 0 0 0 0 0 0 $0.00 Field Investigation 0 0 0 0 0 0 $0.00 Outside Costs Number Rate Bucket Auger 0 $225.00 $0.00 Bulldozer Access 0 $175.00 $0.00 Air Photos 0 $500.00 $0.00 Vehicle Mileage 0 $0.50 $0.00 Vehicle Hours 0 $5.00 $0.00 Traffic Control 0 $1,500.00 $0.00 Patching 0 $50.00 $0.00 TOTAL $0.00 Geotechnical Testin Laboratory Testing • Number Rate Total Moisture Density 0 $20.00 $0.00 Shear Strength 0 $70.00 $0.00 Consolidation 0 $100.00 $0.00 Consol - Time Rate 0 $15.00 $0.00 -200 Wash 0 $25.00 $0.00 R -Value 0 $250.00 $0.00 Expansion 0 $90.00 $0.00 Atterberg Limits 0 $85.00 $0.00 Grain Size 0 $75.00 $0.00 Corrosivity 0 $135.00 $0.00 Sand Equivalent 0 $65.00 $0.00 Hydrometer 0 $75.00 $0.00 TOTAL $0.00 Analysis and Report Preparation Records review and analysis 0 $0.00 Geologic Air Photo analysis 0 $0.00 Update Geologic Map/Cross-Section 12 16 $2,580.00 Slope Stability Analyses 60 16 $10,100.00 Report Preparation 16 16 24 24 $9,560.00 Meetings 8 8 0 $2,560.00 Civil Engineering Plans - Budget Only (Bolton Engineering Corp). $45,000.00 TOTAL $69,800.00 TOTAL GEOTECHNICAL INVESTIGATION AND REPORT $69,800.00 \\Gdcserv\N DRIVE\Proposals\2005\L05-132 Rolling Hills - Poppy Trail Landslide1L05-132 Poppy Trail Phase 3 3/9/2005 1 Mayor Heinsheimer suggested that the City Council consider the status report regarding response to land movement in the Poppy Trail area at this time. Hearing no objection, he so ordered. MATTERS FROM STAFF STATUS REPORT REGARDING RESPONSE TO LAND MOVEMENT ADJACENT TO POPPY TRAIL ROAD INCLUDING UPDATES FROM CITY STAFF AND PUBLIC SAFETY AGENCIES AND ADOPTION OF A CONSULTANT AGREEMENT FOR GEOLOGICAL SERVICES. City Manager Nealis thanked the residents of Poppy Trail for their cooperation and provided an update regarding the situation that began on the weekend of March 5, 2005. Councilmembers and those in attendance heard reports from representatives from the Fire Department, Sheriff's Department, Los Angeles County Department of Building and Safety, Area G Disaster Management, and proposed Consulting Geologist Mike Reader of Group Delta. The updates focused on each agency's' initial response, how routine daily services are being provided and how emergency services and response would be handled if the situation were to change. City Manager Nealis provided the City Council with a copy of a draft proposed agreement between the City and Group Delta Consultants, to study the land movement, evaluate temporary access, evaluate the re -opening of the roadway and repair the land movement. He apologized for not being able to provide an advance copy of the draft agreement and reported that minor amendments proposed by the City Attorney had just been discussed that afternoon during a conference call meeting with staff, the RHCA and the proposed Consulting Geologist. He explained that the City Attorney has offered some amendments which will be evaluated by Group Delta. City Manager Nealis explained the three phases of the proposed agreement that will provide a short term assessment study and plans to improve the trail access area (Phase 1), the mid term assessment for study and plans to open Poppy Trail (Phase 2) and the overall slope stabilization phase (Phase 3). He explained the costs associated with each phase and indicated that RHCA staff and attorney would discuss this agreement with the RHCA Board at their next meeting and propose the idea of the RHCA funding 50% of the costs incurred by the City that are not recovered by other agencies or parties. City Manager Nealis explained the idea of mitigation measures that would be designed and supervised by the consulting geologist. He' explained that the mitigation measures are separate from the three phases in the proposed agreement and would be designed to assist with preventing the situation from getting worse. He indicated that the most important components for the City Council to consider at this time would be the authorization for staff to move forward with mitigation measures for #1 and #4 Poppy Trail following the receipt of signed access agreements by the affected property owners and to approve Phase 1 to allow the consultant to begin their studies of the short term assessment and plans to improve the trail access. He indicated that staff could return with the other phases at a later date. Councilmembers discussed the costs associated with the agreement with the consulting geologist. City Manager Nealis explained that the costs would be expended from the Municipal Self Insurance Fund. Mr. Mike Reader, Group Delta, indicated that the costs for Phase 1 include civil engineering plans and mapping to use as a basis to determine long term and temporary access using the existing trail. He further explained the costs associated with Minutes City Council Meeting 03/14/05 -2- the other phases. Discussion ensued regarding the timeframe for the consultant to complete the work outlined in the agreement and for the mitigation measures. Mr. Reader explained certain technicalities associated with studying land movement. He suggested that they could begin right away with Phase 1 and indicated that the initial study would take approximately 3 to 4 weeks. Discussion ensued regarding the three phases outlined in the agreement and the sequence of events. Mr. Reader explained that plans will be prepared for the temporary vehicular access and that the over all assessment of the hillside will be conducted simultaneously. Councilmembers also discussed the proposed mitigation measures suggested for the properties at #1 and #4 Poppy Trail. Mr. Bob Jonas, 3 Poppy Trail, queried the consultant about the mid term assessment where it will be determined if the roadway can be opened. City Manager Nealis indicated that it is estimated that this phase will take approximately 8-10 weeks to complete the study in Phase 2. Mr. Ray Ferris, 50 Eastfield Drive, questioned what the process would be• if an affected property owner does not cooperate in these efforts. City Manager Nealis explained that the City could take action to complete the work under an abatement process. Mr. Jeffrey Faver, 10 Poppy Trail, commented on the access to the homes on Poppy Trail with ATVs. City Manager Nealis explained that the goal of Phase 1 would be to study what can be done to safely improve the temporary trail access. Mr. Burt Balch, 10 Hackamore Road, commented on the potential for other areas in the City that may affected by land movement. Mr. John Lacy, 7 Poppy Trail, thanked the public safety personnel for their efforts and commented on the proposed mitigation measures. He stated that he feels that it is important to implement the measures as soon as possible and urged the City Council to approve them this evening. Ms. Shannon Freeman, 10 Poppy Trail, commented on Phase 1 and the types of vehicles that would be able to travel on the access way. At 8:45 p.m., Councilmember Black asked for a brief recess to allow time for the City Council to review the agreement. Hearing no objection, Mayor Heinsheimer so ordered. Copies of Phase 1 were provided to the residents of Poppy Trail in attendance. The meeting reconvened at 9:00 p.m. Further discussion ensued regarding the agreement and the three phases. Councilmembers discussed the costs associated with the phases and the estimated costs for the proposed mitigation measures. City Manager Nealis further explained the access agreements that are necessary for studies and mitigation work to be completed on #1 and #4 Poppy Trail. He indicated the property owners must sign these documents before work can begin. Mr. Zaffer Hassanally, 6 Poppy Trail, commented on the timeframe for completion of the work. Mr. Reader commented on the timeframe outlined in his proposal and indicated that portions of the work will need to be completed on the properties at #1 and #4 Poppy Trail and that the access agreements must be signed before they can work on those properties. He indicated that in the meantime, they will be working on how to make the current temporary access more useable without making the overall situation worse. There being no further discussion, Mayor Heinsheimer called for a motion. Councilmember Hill moved that the City Council authorize staff to proceed with Phase 1 of the proposed agreement with the consulting geologist as well as proceed with mitigation measures on the effected properties that are yet to be determined, not to exceed $65,000. Councilmember Black seconded the motion, which carried, unanimously by those Councilmembers in attendance. Mayor Heinsheimer thanked the residents of Poppy Trail for their cooperation and support and at 9:05 p.m. he called for a recess. The meeting reconvened at 9:06 p.m. TO: FROM: SUBJECT: • opeoffin9. INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com Agenda Item No: 13-A Mtg. Date: 03-14-05 HONORABLE MAYOR AND MEMBERS OF TI -FE CITY COUNCIL CRAIG R. NEALIS, CITY MANAGER STATUS REPORT REGARDING RESPONSE TO LAND MOVEMENT ADJACENT TO POPPY TRAIL ROAD INCLUDING UPDATES FROM CITY STAFF AND PUBLIC SAFETY AGENCIES AND ADOPTION OF A CONSULTANT AGREEMENT FOR GEOLOGICAL SERVICES. DATE: MARCH 14, 2005 BACKGROUND Over the weekend of March 5, 2005, there was a land movement episode adjacent to Poppy Trail Road. A status report will be provided at the meeting. Comments will be provided at the meeting. CRN:mlk 03-14-05poppytrait-sta.doc ®Pnnntc. for Geological and Geotechnical Report March 2005 Poppy Trail Land Movement NAME ._ ADDRESS QTY Mr. Robert Parsons Finer, Kim and Stearns City National Bank Building 3424 W. Carson St. Ste 500 Torrance, CA 90503-5723 1, picked up 6/17/05 Mr. Russell Harter SGH Consulting 6101 Centinela Ave., Ste 340 Culver City, CA 90230 1, Mailed out 6/17/05 0103 8555 7493 5978 4238 Mr. M. Saridakis Saridakis Construction 1300 S. Pacific Coast Hwy., Ste 107 Redondo Beach, CA 90277 1, Mailed out 6/17/05 0103 8555 7494 7467 Ms. Mitzi Nakamura 18 Poppy Trail 1, Left at Main Gate 6/17/05 Mr. & Mrs. John Lacey 7 Poppy Trail 1, Left at Main Gate 6/17/05 Mr. Sheen 1 Poppy Trail 1, Left at Main Gate 6/17/05 Dr. & Mrs. Ron Sommer 2 Poppy Trail 1, Mr. Jonas picked up 6/17/05 Mr. & Mrs. Bob Jonas 3 Poppy Trail 1, Mr. Jonas picked up 6/17/05 Dr. & Mrs. Zaffar Hassanally 6 Poppy Trail 2, Dr. Hassanally picked up 6/17/05, one for Mr. Hinkle Donna Freeman 10 Poppy Trail 1, left at Main Gate 6/17/05 _Mr. & Mrs. Reddy 11 Poppy Trail 1, Left at Main Gate 6/17/05 Ms. Ullmann 14 Poppy Trail 1, Mrs. Ullmann picked up 6/17/05 Sid Croft RHCA Attorney 1, picked up 6/17/05 Mr. Robert Kirkpatrick 57 Saddleback Road 1, picked up 6/20/05 Mr. Ray Ferris RHCA Board of Directors 2, picked up 6/20/05, one or Peggy at RHCA Mr. Ross Bolton Bolton Engineering 1, picked up 6/20/05 Geological and Geotechnical Report March 2005 Poppy Trail Land Movement NAME ADDRESS QTY Dr. Ralph Black RHCA Board of Directors 1, picked up 6/20/05 Mr. Rick Gaunt 1, picked up 6/20/05 Mrs. Leslie Stetson RHCA Board of Directors 1, picked up 6/20/05 Mr. Norm LaCaze 1, picked up 6/21/05 Kristen RHCA 1, picked up 6/23/05 Mr. Bob Jonas 3 Poppy Trail 1, picked up 6/23/05 for Mr. Sheen's Attorney — Mr. Collins Mr. Josh Cohen PV News 1, picked up 6/28/05 Mr. Don Maseba Re: 4 Poppy Trail 1, picked up 8/18/05 Mr. Osmand Pekin Geotechnical Services Re: 4 Poppy Trail 1, picked up 1/26/2006 PHASE I AND II, GEOLOGICAL AND GEOTECHNICAL REPORT POPPY TRAIL LANDSLIDE CITY OF ROLLING HILLS, CALIFORNIA Prepared for City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Prepared by GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 Phone (310) 320-5100 Fax (310) 320-2118 Project No. L -599B June 16, 2005 DELTA Certified MBE Geotechnical Engineering Geology Hydrogeology Earthquake Engineering Materials Testing & Inspection Forensic Services June 16, 2005 L -599B City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Attn: Subject: Craig Nealis, City Manager Phase I and II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, California Dear Mr. Nealis: Group Delta Consultants (GDC) is pleased to present this report to provide a geological and geotechnical evaluation of the work performed for Phase I and II, related to the Poppy Trail Landslide of March 6, 2005 and the design of the proposed temporary access road. We appreciate the opportunity to provide geotechnical services for this project. .If you have any questions regarding the information or recommendations contained in this report, if you require additional consultation, please do not hesitate to contact us at (310) 320-5100. Respectfully submitted, GROUP DELTA CO Michael D. Rea Principal Geotec Distribution: Addressee (6) L -599B Final Report Steven H. Kolthoff, C.E.G. #1965 Senior Engineering Geologist Exp. 8/31/05 a \ONAL STEVEN HARM KOLTHOFF NO.1965 CERTIFIED ENGINEERING GEOLOGIST C A1 -\F cn 2291 W 205th Street, Suite 105 ® Torrance, California 90501-1459 © (310) 320-5100 voice L (310) 320-2118 fax Aliso Viejo, California A (949) 609-1020 San Diego, California A (858) 524-1500 www.GroupDelta.com TABLE OF CONTENTS Section Page No. GROUP DELTA mimmia 1.0 INTRODUCTION 1 1.1 General 1 1.2 Scope of Work 1 2.0 SITE DESCRIPTION 2 3.0 GEOLOGY 3 3.1 Geologic Setting 3 3.2 Landslides 3 3.2.1 Historical Landslides 3 3.2.2 Observations of Current Landslide 4 3.2.3 Features of Current Landslide 4 3.3 Aerial Photo Summary 5 4.0 SUBSURFACE CONDITIONS AND ENGINEERING PROPERTIES 6 4.1 Field Exploration 6 4.2 Stratigraphy 6 4.2.1 Fill (Qaf) 7 4.2.2 Colluvium/Slopewash (Qsw) 7 4.2.3 Alluvium (Qal) 7 4.2.5 Bedrock (Tma) 8 4.2.6 Basement Rock (cs) 8 4.3 Laboratory Testing Program 8 4.4 Groundwater 9 5.0 DISCUSSION AND RECOMMENDATIONS 10 5.1 General 10 5.2 Design Alternatives 10 5.3 Stability Analyses 13 5.3.1 Back Analysis 13 5.3.2 Evaluation of Shear Strength Parameters 14 5.3.3 Existing Slope 14 5.3.4 Temporary Access Road 14 5.4 Earthwork 15 5.4.1 General 15 5.4.2 Stripping 15 5.4.3 Removals 15 5.4.4 Temporary Backcuts 15 5.4.5 Fill Slopes and Buttresses 15 5.4.6 Recommended Geologic Inspections 16 5.5 Slope Maintenance 16 5.6 Monitoring and Instrumentation 16 Phase II Geology and Geotechnical Report Poppy Trail # 1 Landslide Rolling Hills, CA June 16, 2005 Page 2 6.0 POST INVESTIGATION GEOTECHNICAL SERVICES 17 7.0 LIMITATIONS 17 LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Vicinity Map Aerial Photo of the Landslide Area Landslide Plan from Downhole Inspection Location of Properties Relative to Poppy Trail Landslide Location of Properties Relative to Poppy Trail Landslide with Temporary Access Road Area Geology Map of Poppy Trail Landslide Geologic Map Geologic Cross-section A -A' Geologic Cross-section B -B' Geologic Cross-section C -C" Site Plan for Proposed Temporary Access Road Fill / Buttress Section LIST OF APPENDICES Appendix A Field Exploration Appendix B Laboratory Testing Appendix C Slope Stability Analyses L-5998 Final Report.doc RoXVIUU I 11tt Certified MBE Geotechnical Engineering Geology Hgdrogeology Earthquake Engineering Materials Testing & Inspection Forensic Services PHASE I AND II, GEOLOGICAL AND GEOTECHNICAL REPORT POPPY TRAIL LANDSLIDE, CITY OF ROLLING HILLS, CALIFORNIA 1.0 INTRODUCTION 1.1 General This report presents the results of our geological and geotechnical investigation performed for the Poppy Trail landslide. The general location of the project site is shown on the Vicinity Map, Figure 1. During the site reconnaissance on March 7, 2005, it was noted that a significant landslide had occurred and completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail guesthouse. The landslide overall measured about 300 feet long, 150 feet wide at its greatest, with a head scarp of about 30 feet near vertical below the lower graded pad of the guesthouse. Poppy Trail has been over -ridden by slide debris, which blocked access to the residences up canyon from the landside. The landslide area and the identified sliding plane from downhole inspection (B-4) are shown in Figure 2 and Figure 3. The topography of the landslide area and property lines is shown in Figure 3 and Figure 4. As authorized by the City of Rolling Hills, we performed field and laboratory work, analyzed the stability of the existing slopes and evaluate the feasibility of a temporary access road in accordance with our approved proposal dated, 3-9-05 and revised 3-15-05. 1.2 Scope of Work The purposes of this investigation were to perform geologic mapping, subsurface exploration, laboratory testing and engineering analyses to assess the stability of the existing slopes and develop geologic and geotechnical recommendations regarding construction of a temporary access road. In general, our authorized scope of work included: • Review of available published geologic maps and data and available topographic maps of the project area. • Review and analysis of available historic aerial photographs of the site and adjacent areas. Field geologic reconnaissance of the site and adjacent slopes and the preparation of a geologic map and pertinent geologic cross -sections depicting the subsurface geologic conditions. • Excavating a total of 8 bucket -auger borings to depths ranging from 39 to 70 feet below existing grade. 2291 W 205th Street, Suite 105 m Torrance, California 90501-1459 A (310) 320-5100 voice 0 (310) 320-2118 fax Aliso Viejo, California A (949) 609-1020 San Diego, California A (858) 524-1500 www.GroupDelta.com Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 2 • Excavated 3 backhoe pits south of the landslide adjacent to Poppy Trail. • Laboratory testing program to evaluate the physical property and engineering characteristics of the soils and bedrock materials underlying the site. • Evaluation of the stability of the existing slope from a geologic/geotechnical standpoint. • Development of geologic and geotechnical recommendations regarding construction of a temporary access road. • Preparation of this report. 2.0 SITE DESCRIPTION As mentioned above, during the site reconnaissance on March 7, 2005, it was noted that a significant landslide had occurred that completely blocked Poppy Trail near Portuguese Bend Road, below #1 Poppy Trail guesthouse. The landslide overall measured about 300 feet long, 150 wide, with a head scarp of about 30 feet vertical below the lower graded pad of the guesthouse. Poppy Trail has been over -ridden by slide debris. The slide mass had numerous fractures, mostly in the central portion, that were observed to extend depths estimated to be up to 20 feet deep. The slide has also displaced and removed a paved drainage swale near mid -slope. The head scarp falls within the guesthouse foundation, which has been exposed and red tagged by Los Angeles County officials. Many irrigation lines and concrete paved slope drains were noted in the central portion of the landslide. Irrigation lines, a collector pipe for roof runoff next to the guesthouse footing and wall debris were noticed in the area of the guesthouse foundation head scarp. L -599B Final Report.doc Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA 3.0 GEOLOGY 3.1 Geologic Setting June 13, 2005 Page 3 The project is located in the Palos Verdes Hills within the Central Plain portion of the Los Angeles Basin, where the Peninsular Ranges Geographical Province. transcends into the Transverse Range Geographical Province of California. During the middle Miocene epoch, the area that is now known as the Palos Verdes Hills was a submarine topographic high, or seamount. The rock of this seamount consisted of a green to blue schist metamorphic complex derived from a subduction zone during the Mesozoic (possibly Jurassic) in age. Today, the metamorphic core of the Palos Verdes Hills outcrops in the Rolling Hills area and is known as the Catalina Schist. This topographic high unconformably accumulated fine-grained siliceous cherty layers, including phosphate beds; biogenic materials, such as locally diatomite, limestone and dolostone; and open sea deposits of the Atlamira shale member of the Monterey Formation. During the Pliocene epoch, the Los Angeles Basin underwent transpression (compression along the transform Palos Verdes fault in the Palos Verdes Hills area), resulting in compression and uplifting that caused the emergence of the Palos Verdes Hills by anticlinal folding. During the Pleistocene and Holocene, wave cutting of the hills during the uplift resulted in the formation of the alluvial filled marine terraces that circle the hills, and can be seen today resembling bath tub tings around the hills. 3.2 Landslides 3.2.1 Historical Landslides The area along Poppy Trail has abundant landslides as mapped by Cleveland, 1976 and Dibblee, 1999. Cleveland, 1976 mapped a significant landslide in the area of the Poppy Trail landslide and a large deposit of slope wash around the landslide that has the morphology of a larger more ancient landslide. After review of files at the county of Los Angeles Department of Public Works, it was noted that the majority of the properties along Poppy Trail had landslides that were remediated prior to building residential structures. Review of aerial photos dating back to 1954, indicates that the area of #1 Poppy Trail is on an old composite landslide with a smaller one along the existing unpaved Poppy Trail. After the #1 Poppy Trail lot was graded, the head of the old scarp was partially removed. The landslide failures along the Poppy Trail area were in the bedrock, basement rock and a combination of both rock units. At Poppy Trail# 1, the landslide failed along a bentonite bed above the sandstone/siltstone transition zone of the Altamira Shale with the Catalina Schist. The Poppy Trail Landslide of March 6, 2005 may be part of a larger ancient landslide. L-5998 Final Report.doc Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA 3.2.2 Observations of Current Landslide June 13, 2005 Page 4 The Poppy Trail landslide mass had numerous fissures, mostly in the central portion, that were observed to extend depths estimated to be up to 20 feet deep. The slide has also displaced and removed a concrete paved drainage swale near mid -slope. The head scarp falls within the guesthouse foundation, which has been exposed and red tagged by Los Angeles County officials. Many irrigation lines and concrete paved slope drains were noted in the central portion of the landslide. Irrigation lines, a collector pipe for roof runoff next to the guesthouse footing and damaged wall debris were observed in the area of the headscarp below the #1 Poppy Trail guesthouse. Since the original site visit, local residents have been using the existing and modified trail below the landslide for All Terrain Vehicle (ATV) access. The trail was improved with Crushed Miscellaneous Base (CMB) and decomposed Granite (DG). Lights have been stung along the lower access road with extension cords and florescent light bulbs. A pressurized water hose was installed along the trail for dust control and for the residences to attempt to achieve proper compaction of the sand and gravel. In addition, the City hired a contractor to remove vegetation and to fill in ground fissures within the landslide. During a May 5, 2005 rainstorm, it was noted by a Group Delta Geologist that the guesthouse gutters were plugged and not flowing freely into the downspouts. Tall grass was noticed growing out of the rain gutters at that time. 3.2.3 Features of Current Landslide The recent landslide of March 6, 2005 is a typical rockslide failure as classified by using the system of Cruden and Varnes. Older terminology would consider this type of landslide a Block Glide failure. This particular landslide failed along bedding which was comprised of about 1 foot or more of highly sheared bentonite. These types of landslides can occur in competent rock where the slopes are usually from 35% to as steep as 70%. Though it is typical for this type to rotate along a curved slide plane, drilling of the landslide (B-4 and B-5) indicates that the slide plane is a planer feature that failed along bedding contact surface. Aerial photo analysis suggests that the March 6, 2005 landslide is within an older landslide feature with a smaller and older landslide, to the south. The morphology of the smaller landslide to the south suggests that it failed after the larger landslide. In the upper portion of the landslide (depletion zone), the main scarp has rotated out along a bedding plane and forms a platform or bench about 25 to 30 feet below the L -599B Final Report.doc Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 5 landslide crown in the landslide head area. Just below the main scarp is a zone of minor traverse cracks and scarps in the head area. Crown tension cracks are present along the driveway in the northern area and may have slaked off along the mid section southern portion of the main scarp retreating the main scarp westerly into the guesthouse. Crown cracks can be seen along the northern walkway adjacent to the guesthouse and may be present under the guesthouse. Slaking along the crown cracks is evident from the accumulation of pavement materials along the bottom of the main scarp and upper portion of the landslide head. In the accumulation zone, traverse cracks and fissures were present up to 20 feet deep and traversed the total width of the landslide from flank to flank. The foot of the landslide had abundant radial cracks and traverse ridges. The toe moved across Poppy Trail at least 25 feet. An older crown crack, not related to the March 6, 2005 landslide, was logged in B-8. This crack terminated along a bentonite bed that correlates to the bentonite bed failure surface of the March 6, 2005 landslide. This crown crack in boring B-8 indicates the presence of an older landslide crown above the recent failure. 3.3 Aerial Photo Summary Aerial photos from 1954 to 1999 were examined to evaluate changes in the bluff due to natural and anthropogenic processes. The following summarizes the aerial photo evaluation. During 1954, the area along Poppy Trail was un-developed and the lot at #1 Poppy Trail consisted of a ridge and a very large landslide feature from the top of the ridge to Poppy Trail. A large landslide is present in the slope east of the present Poppy Trail Landslide. Another landslide feature was also present within the larger landslide mass along the southern flank by Poppy Trail. Poppy Trail, in 1954, consisted of a dirt road that provided access to dirt pads up the canyon to the south. George FF. Canyon horse trail was present as a dirt trail and in the area of the present trail. In 1958, there was little, to very minor, changes to the area as compared to the 1954 photos. Poppy Trail was still a dirt road. During 1970, many pads, up canyon, were graded but #1 Poppy Trail was still natural with no grading. In 1979, #1 Poppy Trail pad and house was built. There were no trees around the residence or guesthouse. The slope below #1 Poppy Trail was natural and had a depression in the area where the older landslide was and where the March 6, 2004 landslide occurred below the guesthouse. L -599B Final Report.doc Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 6 In 1992, the George FF. Canyon horse trail was present and looked new and well maintained. The slope had the depression where the old landslide is present indicating the slope was not graded but part of the natural topography. In 1995, the site had well -established trees and shrubs. The George F. Canyon horse trail had heavy erosion present below the guesthouse. In 1999, the road cut along Poppy Trail is estimated to be 1.5 horizontal to 1 vertical or steeper. The George FF. Canyon horse trail directly below the guesthouse is showing extensive erosion. Trees and brush are abundant and lush above the horse trail, while below the trail the natural grass and shrubs are dry. 4.0 SUBSURFACE CONDITIONS AND ENGINEERING PROPERTIES 4.1 Field Exploration The subsurface conditions were investigated by drilling eight, 30 -inch diameter borings and 3 backhoe test pits at the locations shown in Figure 7. The borings were drilled to a depth of 39 to 70 feet using large diameter bucket auger. Relatively undisturbed samples were taken in the borings at a depth interval of 5 feet or as deemed appropriate by our senior geologist. In addition, representative bulk samples were taken when deemed appropriate. The field exploration was performed under the continuous technical supervision of our field engineer and senior geologist, who maintained detailed logs of the soil encountered, classified the materials and assisted in obtaining the soil samples to be taken to the laboratory for further visual examination. In addition, all of the borings were down hole logged by our senior geologist and down -hole logged to document bedding attitudes and identifying any joints, fractures and slide plane features in the bedrock. At the completion of the drilling, the borings were backfilled with cuttings and tamped. A description of the field exploration program is presented in Appendix A. 4.2 Stratigraphy A geologic map of the site area is presented on Figure 7, and geologic cross -sections are shown in Figures 8 through Figure 10. A discussion of the geologic conditions is presented below. L -599B Final Report.doc GROUP DELTA mum Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 7 4.2.1 Fill (Qaf) Man-made fill present along the roadways and as engineered slopes in the area. The fill materials are derived from on -site materials with some soil imported to grade the lower access road . as well as Poppy Trail itself. At this time there was no documentation available to verify where or how the fills were placed. The aerial extent of the fills is not indicated on the geology map. 4.2.2 Colluvium/Slopewash (Qsw) Most of the lanslide area is covered with a +/- 24 feet thick layer of colluvium/slopewash. These transported colluvial soils generally consist of sand to cobble -size material with dark gray to black clay matrix. In most cases, the colluvium is highly expansive. Where the colluvium has been transported by erosion, it was mapped as slope wash. Below#1 Poppy Trail guesthouse, a thick accumulation of slopewash may be due to colluvium materials washing down the hill and filling an ancient landslide graben. The slope wash is noted in cross -sections A -A' and B -B' but was not delineated on the geology map. 4.2.3 Alluvium (Qal) A deposit of young alluvium can be found in the canyon bottom below Poppy Trail. The alluvium consisted of a mix of clayey to sandy silt to gravely sand to cobble and boulder size materials. Examination of the samples of alluvium obtained indicates little or no evidence of bedding. 4.2.4 Landslides (Qols, Qls) Three landslides were mapped in the area of #1 Poppy Trail (see Figure 7). The following describes the landslides and their relative time of occurrence. An older, ancient landslide was mapped using aerial photos and as logged in B-2. As with most landslide in the area, this feature is a typical rockslide failure that slid along bedding. This landslide is located to the north of the Poppy Trail Landslide with its head scarp and crown area being above the Poppy Trail Landslide which trends through the guesthouse. The older landslide failure plane correlates to the bentonite bed that the Poppy Trial landslide failed on. This landslide may be present south of the Poppy Trail Landslide but was not fully investigated during this phase of the project. The small landslide to the south of the Poppy Trail Landslide is an ancient failure that developed before the Poppy Trail landslide and after the older landslide to the north. With the aerial photo analysis, this landslide is a typical rockslide failure. This landslide was verified along Poppy Trail in test pits, TP- 1 and 2. L -599B Final Report.doc Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 , Page 8 The Poppy Trail Landslide is indicated as the landslide feature below the guesthouse on Figure 7. This landslide failed after the heavy rainy season of 2004/2005. After the exploration program, aerial photo interpretation and final geological analysis was completed, it postulated that the Poppy Trail Landslide might be a re -activated section of the older ancient landslide. 4.2.5 Bedrock (Tma) The bedrock at this site consists of the Altamira Shale member of the Monterey Formation. Common to the upper Altamira Shale are the white weathered thin beds of siliceous and phosphoric shale with interbeds of limestone, dolostone, and diatomite. Tuffaceous and bentonite beds are abundant at the site. Onsite, the Altamira shale member consists mostly of a white to olive gray diatomaceous shale, claystone, siltstone and minor amounts of sandstone, with dolostone up to 1 foot thick and tuffaceous beds associated with beds of bentonite. At the Poppy Trail Landslide, the contact with the lower Catalina Schist basement rock is a thick (1 to 10 feet) transition zone consisting of a non -bedded layer of very fine sandstone to siltstone with minor amounts of clay present. The transition zone has a moderate amount of gravel size rip -up clasts derived from the lower Catalina Schist. This layer of sandstone and siltstone is the portion. of Altamira Shale that blanketed the seamounts prior to the thicker accumulation of the finer grained Monterey Formation in this area. 4.2.6 Basement Rock (cs) The basement rock in the area consists of a very weathered to weathered quartz - chlorite schist, quartz-sericite schist and quartz-glaucophane schist. Locally, the rock is a talc phylite. While drilling, the metamorphic rock became less weathered with depth. Quartz and marble veins 6- inches to 1 foot thick were present. Schistosity and original rock fabric were present in all stages of weathering. 4.3 Laboratory Testing Program Laboratory testing was performed on selected samples of the subsurface materials recovered from the borings. Tests were conducted to develop index and engineering properties of the subsurface materials for use in the process of evaluating the stability of the existing slopes and proposed temporary access roads. The tests included: • Moisture Content and Dry Density • Atterberg Limits • Direct Shear L-5998 Final Report.doc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 GROUP DELTA Phase I &ll, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 . Page .9 Moisture content, dry density, and percentage passing # 200 sieve data are shown on the boring logs in Appendix A. The shear strength parameters tested on representative soil samples are summarized in Table 1. Two Atterberg Limits test were performed on soil samples from the identified sliding plane. The Liquid Limit and Plastic Index ranged from 43 to 82 and 23 to 44, respectively. Detailed descriptions of the tests performed and their results are presented in Appendix B. Table 1: Summary of Shear Strength Parameters from Laboratory Test Boring No. Depth (ft) Cohesion (psf) Friction Angle (degree) Description B-1 10 770 23 Fractured Schist B-2 15 250 20 Colluvium B-4 25. 450 25 Fractured Shale above the sliding plane 29.5 240 8 Bentonite From the sliding plane (Remolded) B-5 40 100 34 Catalina Schist 4.4 Groundwater No seepage or ground water was encountered in 7 of the 8 borings excavated in and around the upper portion of the Poppy Trail Landslide during this study. Groundwater was encountered in B-3 near the flowing west fork of the George F. Canyon. However, verbal reports from local residents indicated that water was seeping from the landside area onto Poppy Trail in the days before the landside failed. L -599B Final Report.doc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 GROUP DELTA Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA 5.0 DISCUSSION AND RECOMMENDATIONS 5.1 General June 13, 2005 Page 10 The general results of this investigation, is that the Poppy Trail Landslide failed along a '1 foot or more bed of bentonite which was above the sandstone/siltstone bed above the Catalina Schist. In this area of Rolling Hills, continuous beds of bentonite was very common in the substrate. As the sliding body creeps, strain along the sliding surface accumulates until the bed fails. The residual shear strength of the bentonite along the sliding plane was found to be about 450 psf and 8 degree, for cohesion and friction angle respectively as a result of the laboratory testing. The results of back - analysis yielded a cohesion of 0 kips and an angle of friction of 17 degrees. The factor of safety for the existing slope was calculated to be about 1.1. Our analysis showed that the proposed temporary access road may not significantly decrease the factor of safety of the existing slope. The factors of safety for the three cross -sections analyzed are shown in Table 2. Table 2: Summary of Minimum Factor of Safety for the 3 Cross -sections Analyzed Cross-section Existing Slope With Proposed Road A -A' 1.11 .1.14 B -B' 1.15 1.15 C -C' 2.16 2.33 5.2 Design Alternatives Concurrent with the on -going geologic investigation, alternative temporary access plans have developed by Bolton Engineering. To date, at least 3 alternatives have been considered in order to create an access road suitable for automobile traffic. Constraints imposed on the alternatives were as follows: • Minimal impacts to the existing horse trail. • No construction which would impact the "blueline" stream in the west fork of George F Canyon. • No construction which would cause significant further movement of the landslide. • All construction within City of Rolling Hills property. • Minimum coast L -599B Final Report.doc GROUP DELTA Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA The alternatives have been considered included the following: June 13, 2005 Page 11 Alternative 1— Temporary Access below (east) of current Poppy Trail This alternative was evaluated and discussed in concept; however, no plans were prepared. Essentially, this alternative included use of a large portion of the existing horse trail, as well as the picnic area below existing Poppy Trail. This would have required paving much of the horse trail, paving an access through the picnic area, and possible widening of the horse trail in its southern portions where it intersects again with Poppy Trail. Although this alternative could have been constructed the quickest, it was dropped from consideration due to significant negative feedback received by the City from the Poppy Trail residents regarding paving of the horse trail and picnic area, and possible impacts to the "blueline" stream in the west fork of George F Canyon. Alternative 2 — Re -opening Current Poppy Trail This alternative would have consisted of removing the slide debris that was blocking the current alignment of Poppy Trail. This alternative was eliminated for geologic reasons. Currently, the slide debris that comprises the toe of the landslide is resting on Poppy Trail, which was constructed on basement rock (Catalina Schist). It is this reason, primarily, that the landslide did not extend further to the east, down into the canyon. As such, the landslide toe is currently acting to resist further movement of the landslide above. Removing the landslide toe would very like cause re -initiation of movement of the landslide, which would affect all of the currently involved property owners. Alternative 3 — Temporary Access Above (west) of Current Poppy Trail Several alignments were considered within this alternative. This alternative essentially consisted of extending a temporary alignment of Poppy Trail through the current landslide, but within City property. While constructing a roadway through a recent active landslide is an entirely undesirable undertaking, it nonetheless became the only feasible alternative to restore vehicular access to the residents of Poppy Trail given all of the project constraints discussed above. In this regard, one of the findings of the geologic investigation became an important mitigating factor; the finding that the toe of the current landslide was resting on a more stable formation (Catalina Schist). In addition, the recent movement had removed material at the head of the landslide, thus increasing the factor of safety of the landslide itself after movement had ceased. The combination of these 2 factors made it feasible to consider this alternative. Note, however the recent landslide has decreased the stability of the property above the current head scarp, which is #1 Poppy Trail and the neighboring property to the west along Portuguese Bend Road. L-5996 Final Report.doc GROUP 711111 DELTA igrammx Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 12 In developing vertical and horizontal alignments through the current landslide with Bolton Engineering, GDC imposed the following conditions: • No cuts could be made in the landslide which would expose the slide plane, or jeopardize the gross stability of the landslide. • The net effect of grading should be to import soil, or at worst, create a balanced cut/fill operation while still creating the absolute minimum excavations feasible. • Since the timing of the mitigation of the 30 -foot high near -vertical head scarp on #1 Poppy Trail was highly uncertain and may take several years, a collision debris wall would be required to protect users the temporary Poppy Trail. The result was the alternative depicted on Figure 11. Please note that the alignment depicted in Figure 11 is a working alternative, and it should be expected that the final design may be somewhat different. As depicted in Figure 11, the maximum cut slopes are about 15 feet in height. As discussed above, this alignment will be a new, temporary roadway though an active landslide. As such, it is important note the following: • Construction activity of the temporary . Poppy Trail could cause some movement of landslide and adjacent portions of the ancient landslide. This construction activity should be monitored, and halted if significant movement is noted. • The roadway will be subject to on -going movement and settlement as the landslide debris continues to creep and settle. As we have discussed with the City, this is a similar condition as exits within the much larger Flying Triangle Landslide area, where Rolling Hills Homeowners Association is familiar with maintaining roads in active landslide areas. To mitigate some of the effects of subgrade movement, a geogrid (Tensar BX 100 or equivalent) should be placed below the base course during pavement construction. • The debris wall will act as protective debris catchments only. It is not intended to increase the stability of the landslide in any way. • The grades of the new roadway will be steeper than normally allowed in new roadways. However, the constraints of the site dictated both the vertical and horizontal alignments. L -599B Final Report.doc GROUP DELTA Phase I &Il, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA June 13, 2005 Page 13 • Given the grades of the new temporary roadway and its alignment through and active landslide, the new road should be used with great caution, and users of the road should be made aware to drive very carefully, watch out for falling debris, and drive at significantly reduced speeds. Appropriate roadway signs indicating these conditions should be installed. • No vehicle heavier than a local delivery truck should be allowed on the road. Specifically, no heavy construction equipment should be allowed on the road after it is paved. Appropriate roadways signs indicating this condition should be installed. 5.3 Stability Analyses 5.3.1 Back Analysis Our field exploration identified that the subject landslide failed along a bedding which was comprised of about 1 foot or more of highly sheared bentonite. We performed a back analysis for cross section A -A' along the existing failure plane to evaluate the residual shear strength parameters. The slope geometry of its pre -failure condition was estimated by extrapolation of the topographic contours and examination of the historical aerial photos. The strength parameters from back analysis are not unique, namely, a number of different combination of cohesion and friction angle could yield the same factor of safety. To simplify the problem, some researchers (Stark et al., 2005; Abramson et al., 1995) recommended that the value of cohesion could be set to zero. This is based on the fact that at large strain, because of the re -orientation of the clay particles parallel to the direction of shear, the bonding between particles that leads to cohesion is reduced. The residual friction angle resulting from the back analysis was found to be 16 degree. If cohesion from the laboratory test is considered, the residual friction angle from back analysis is 12 degree. The back analysis with tension crack developed on the crest of the slope yielded slightly higher shear strength parameters for both cases. For conservative considerations, back calculated shear strength with tension crack incorporated in the model was not used. The results are presented in Appendix C. L -599B Final Report.doc .ONSULTANT--S. GROUP DELTA Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA 5.3.2 Evaluation of Shear Strength Parameters June 13, 2005 Page 14 The residual friction angel and cohesion, tested on a remolded sample taken from the sliding plane is 240 psf of cohesion and 8 degree for internal friction, respectively. Atterberg Limits are tested for two soil samples from the sliding plane. One sample turned out to be partially cemented, thus not used to estimate the shear strength parameters. The Liquid Limit of soil sample from the sliding plane is about 80 %, which corresponds to a mean secant residual friction angle of about 12 degree with lower and upper bounds of 8 and 16 degree respectively (Stark et al.; 2005). The plastic Index is about 40, which corresponds to a mean residual friction angle of 12 degree with lower and upper bounds of 10 to 15 degree (Abramson et al., 1995). One uncertainty involved in the back analysis is the restoring of pre -sliding topography, where no detailed topographic map is available for the project area. As a result, we determined that the residual shear strength parameters from laboratory test, which are 240 psf and 8 degree, are more representative, thus used in our subsequent analysis. 5.3.3 Existing Slope The stability of the existing slopes along cross-section A -A', B -B' and C -C' was analyzed using the shear strength parameters described above. Cross-section A -A' and B -B' were located through the current landslide area, whereas, cross-section C -C' is outside of the current sliding area. However, a shallow old landslide failure plane was identified as indicated on the geologic map (Figure 7). Based on our understanding of this area, the residual shear strength for the older slide plane is set to 300 psf cohesion and 12 degree friction angle. The most critical potential failure plane is the existing pre -sliding plane. A random search with searching step of 2 feet was conducted to determine the potential failure surface within the landslide debris at the toe of the existing slope. For the three cross-section analyzed, the factor of safety is about 1.1. The results are presented in Appendix C. 5.3.4 Temporary Access Road The stability of the existing slope with the proposed temporary access road for cross- section A -A', B -B' and C -C' was analyzed and results presented in Appendix C. For cross-section A -A', the elevation of the proposed road is 850 ft, which is about 20 feet above the identified sliding plane. The imported fill for this part of the road acts as resisting force which slightly increases the stability of the slope. For Cross-section B- B', the proposed road is about 10 feet above the identified sliding plane. As summarized in Table 2, the proposed temporary road will not decrease the stability of the existing landslide. For cross-section C -C', the factor of safety is slightly increased after the proposed temporary road. L -599B Final Report.doc GROUP DELTA Emma Phase 1 &11, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA 5.4 Earthwork 5.4.1 General June 13, 2005 . Page 15 All grading should be performed in conformance with the current Los Angles County grading code and the recommendations in this report. All grading should be performed under the observation and testing of the project geologist and geotechnical engineer. 5.4.2 Stripping Prior to the start of earthwork, all existing vegetation and debris should be removed from areas to be graded and taken offsite for disposal. 5.4.3 Removals Any undocumented fill, colluvium, creep affected bedrock, or other unsuitable earth materials present with the limits of the area to be graded should be removed and replaced with properly compacted fill. The actual limits for removals should be determined during grading by the project geologist. Note that the shallow landslide below Poppy Trail south of the existing large landslide requires removal prior to placing new Fill. 5.4.4 Temporary Backcuts Backcuts to construct stabilization fills and buttresses should be made at inclinations of 1-1/2 to 1 in areas of unfavorable bedding. No fill should be placed above backcuts until the buttress fill is completed. Under any circumstances, no backcut at the toe of the slope is allowed. All backcuts should be observed and mapped by the project geologist. 5.4.5 Fill Slopes and Buttresses Fill slopes are planned to be constructed at a maximum inclination of 1.5 to 1. Fill placed on sloping ground should be properly keyed and benched into undisturbed, competent native material or properly compacted approved fill. Fill slopes should be overfilled by at least 4 feet and trimmed back to provide a firm well -compacted slope face. In lieu of overfilling, each four foot vertical lift of fill should be backrolled and tested for compaction, before proceeding with further fill placement. It is recommended that backdrains be placed behind compacted fill. A typical cross- section for buttress design and backdrain installation is provided in Figure 12. If zones of seepage are exposed during grading, additional backdrains should be installed, as directed by the project geologist. L -599B Final Report.doc GROUP DELTA Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA 5.4.6 Recommended Geologic Inspections June 13, 2005 Page 16 All grading work should be performed under the observation and testing of the project geologist and geotechnical engineer. During grading, all cuts and back cuts should be continuously field checked by the project geologist and a geologic map maintained based on the bedrock exposures observed. If any adverse features are exposed, an evaluation should be made by the project geologist to determine the need to modify or stabilize the grading. In addition, the actual limits for removals should be determined during the grading by the project geologist. 5.5 Slope Maintenance All properly constructed slopes are considered to be grossly and surficially stable. However, any slope will be subject to erosion and degradation with time, due to both natural and man-made conditions. However, with proper care, the rate of degradation can be minimized. Care should be taken to maintain a uniform, near optimum moisture content in the slope soils, and to avoid over -drying or excess irrigation. This will reduce the potential for softening and strength loss. In addition, slope maintenance should include the immediate planting of the slope with approved, deep rooted, lightweight, drought resistant vegetation, as well as proper care of erosion and drainage control devices, and a continuous rodent control program. Brow ditches and terraces should be cleaned each fall, before the rainy season, and should be frequently inspected and cleaned as . necessary after each rainstorm. Access to the slopes, including foot traffic, should be restricted to avoid local disturbance to surficial soils. 5.6 Monitoring and Instrumentation Tension cracks at the crest of the slope often provide the first sign of instability. If cracksappear at the top of the slope or elsewhere, their width and vertical offset should be monitored. On natural slopes, bowing of trees provides signs of prolonged creep of the hillside. Attention should be paid to unusual tilting of trees, which often indicate a more recent movement. After visual signs of instability are noticed, instrumentation, such as surface extensometers, should be placed to monitor the rate and direction of the movement. The influence of groundwater on slope stability is two folds: 1) it adds a contributing force, and 2) it reduces the effective shear strength along the potential failure surface. Although no groundwater or seepage were noticed during drilling, in wet season, water infiltration from ground surface can result in the development of perched water tables at boundaries of two materials with different permeability. If feasible, standpipes or piezometers should be installed to monitor groundwater changes within the slope. L-5998 Final Report.doc O.N S U L'TA N -S GROUP DELTA Phase 1 &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA 6.0 POST INVESTIGATION GEOTECHNICAL SERVICES June 13, 2005 Page 17 Post investigation geotechnical services will be required during project design and construction. It is recommended that GDC review the project plans and specifications prior to finalization to verify that our recommendations are properly interpreted and utilized. During construction, the site grading should be performed under the observation and testing of the project geologist and geotechnical engineer, to verify the applicability of our recommendations, and to recommend appropriate changes if conditions differ from those described herein. This includes having the project geologist continuously check, approve, and map all bedrock cuts, including backcuts and shear keys for buttresses. In addition, other activities requiring observation and/or testing include stripping/clearing, excavation, installation of the drainage system, proof -rolling, placement of compacted fill and backfill, and the placement and compaction of pavement base material. 7.0 LIMITATIONS The conclusions and recommendations contained in this report are professional opinions, intended for the use of the City of Rolling Hills. This report has been prepared solely for the design of the improvements described herein, and may not contain sufficient information for other. uses. The recommendations should not be extrapolated to areas not covered by this report, or used for other facilities without the review and approval of GDC. If this report or portions of this report, is provided to contractors, or included in specifications, it should be understood that they are provided for information only. Our investigation and evaluations were performed in accordance with generally accepted local standards using that degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. The recommendations for this project are, to a high degree dependent upon proper quality control of construction. Consequently, the recommendations are made contingent on the opportunity of GDC to observe grading operations and subgrade preparation. If parties other than GDC are engaged to provide such services, they must be notified that they will be required to assume complete responsibility for the geotechnical phase of the project by concurring with the recommendations in this report or provide alternate recommendations as deemed appropriate. L -599B Final Report.doc CONS U.I NAT GROUP DELTA monism Phase I &II, Geological and Geotechnical Report Poppy Trail Landslide Rolling Hills, CA REFERENCES June 13, 2005. Page 18 Geologic Map of the Palos Verdes Peninsula and Vicinity by Thomas W. Dibblee, Jr, 1999. Stark, T. D., Choi, H., and McCone, S. "Drained shear strength parameters for analysis of landslides", Journal of Geotechnical and Geoenvironmental Engineering, 2005. Abramson, L. W., Lee, T. S., Sharma, S., and Boyce, G. M. Slope Stability and Stabilization Methods. John Wiley & Sons, Inc. 1995. Watry, Stephen M. and Lade, Poul v. Lade, "Residual Shear Strengths of Bentonites on Palos Verdes Peninsula, California," Slope Stability 2000, ASCE Geotechnical Publication Number 101, pp 323 — 342. Geologic Map of the Northeast Part of the Palos Verdes Hills, Los Angeles County, California, Map Sheet 27, by George Cleveland, 1976. Historic aerial photographs available in archive of Continental Aerial Photo, Inc., Cypress, CA. 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I I1IJIJJii .//1 ��k I filiiill/11//! •Ill!/!'la/li/ 1111111111/ x.//f lriilillj /infix' Jlllrl/l1lllz litillifffidat difiiJlilJll)<I// 1111 Ill( �, r, liJJilrill1NrIII / / /-��� ¢t(111�11111111I+ 1 1 113'4 111111f-111111\� 11 �l1�j1. illy11,1,111kr2�1I 1l1 1 41111111 t 't -J11' 11 1 ^ 11,11\ 1}1111\ 4yII 111111111 \', 111 4 \41 TI `11111 111 i II'' 11 �1 1111//: ///hill' \11 i111 It\\11111IIf ir111�1/1�1r11J111Ji111 1111' t 1 i 1 I i 1/111 1111 11i71111. 11111 y1111Ii111111111+1111411: ;: 4 Illili�ilil 1$!a 11141 111iiilI11�111I1i+1»11(11 1 1 114j1i11��1J11 rr�J,p' ,�I'j 1l Ai�1IiJ11)11l 1`111' 11j11j1 ii 'Jifjji 00 1,;1,1,;;;1�,11�Jtii pi , Iillliiiiigili+i /ii J/l �`}, t'i;P \' 1 41 11 ' III �111 1itl�/ J//!/. 91/ I y1111il l 11 ij i; J111I'��t1III'7//Irl: `¶I1111 11111 )(lillllJJ%�/�f/I/1` \1!1?{71 -� i :4\ 1\ 11 11:111 11 1: 111/11 ,11111;:fiti i.,. .,iw4' .1 ,. !.7-11;1 11l 111),�( �11�7!)i1111;1iiJi'r� JI'd'': ¢•} 111IiilidjFri rte) 11ii )1 ��jj'yy'7 \iiiiJj1J iljll'f,lfifjlji I%1 11/ J) lJl I Nil !half!!1,I f 1/ I Jli;liljI/I111J(i<,p11JJjI?141 \ l'h Jiliil�Ii111�if iilir(i 1111 1)11�!' 1JI111Jr�J` 1 \ IlPUr ril '111, 11/1111 & 114/// 0 U) A LOCATION OF PR OPE RTIES RELATIVE TO POPPY TRAIL LAN DSLIDE 1 • ///i/.�J y'//,r rI` r'1 ! \1I, \ t 1 it }} �, X111111 1_-.—"4 .41 11 1'11 ijt� �C( t/1;''� ii v� Iflfry r/ i(l 1 i3 +,�.S r /, ,l�.. i ;r(/�4�11111_III' jW1 I 1 i ! +,il,I' ;/l;r11 //'.! 1lrr,ll rl ,f i +lif / i, /; (;' 1 /,j0 , /i)0 , l i •/r //t '2"/,.. , ://////)// '''C: ," / /(�////�� - 1x 11'1 / /r i Yroa 4yTI),//::// / )///4t /� / } Cla s, w NM N IMO 1E11 NM r I NMI MEI NM - EN AREA GEOLOGY MAP OF POPPY TRAIL SLIDE 47-7-1 rs . GROUP 1DELTA tktuatersaa FGEND rma Alatmira Shiale ' Tb"•Basaltic Rock .` sc-Catalina a; ��Schlcst Qls- Landslide T+, ti tTtriat Figure 6 -INS 01111 • 111111 11111 111111 ' 11111 11111 11111 111111 11111 III. 1111111 11111 11111 MIR 111111 SIN '.1111111 Elevation (feet) C 940 — to 910 — 880 — 850 — 820 — 790 — 760 — 730 — 700 — LEGEND Cs —Catalina Schist Qsw - Slope Wash Qls - Landslide Qols -Old Landslide Tma - Altamlra Shale • iJ1t i l _SL • Tma Geological Contact Bedding Shear Direction of landslide movement Groundwater Cs SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' C' Elevation (feet) DATE DRAW" BY: 06/08/05 T Ybarra REVISED: APPROVED S Kolthoff r REVISED: GRour! GROUP DELTA '� CONSULTANTS, INC. 2291 W. 205th Street Suite 105 RmN�v.DFI.TARun : Torrance, CA.90501 CROSS SECTION C -C' Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA PROJECT DUMBER L-5998 SCALE: As Shown FIGURE NUMBER 10 1 • t I X\ \ \ \ \\ \ \ \1 \ \ \ \ \ \ 1 \ \ \ \ \ I III \ \ \ \\�'�\\� I I \ \\\\\ 1I I 1 \ \- 1 I \ \\ 1 \ \1 III \ \\\ \ 1►1'� \� 111\\ \j\ \ \ \ j I II I II 1\ \\\ \ `��\ ;po tuts mar d_ \ 1 1 1 \ \ \ \ — — Tr«t 204-0 _17 `_ % 1 I } \ \ \ \ — poppy -Too \ I \ k \\ \-- • — • LEGEND • NNIto ov A A' Qal - Young Alluvium Qsw-Slope Wash Qis - Landslide Qols 01d Landslide Tnn - Altamira Shale Cs - Catalina Schist Geological Contact Bedding Shear Cross Sections @35 T� 35 \-S \\ • \\\\\\\\\ \\ \ — — = ,:.•-z. --^ \\ \\ --\\ \\ `\\ \ N. N \ \ \\\\\\� \\�� \�\ yam\ ; \ N. � \\� �\\ \\\\\\ c 1'\\ • \\\\ \ \ \\ \\\;t;::. \ \ .s.7 Mani CITY OF ROLUNG HILLS AND ROLLING HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR ALL OFFSITE WORK ON #1 AND #4 POPPY TRAIL. AN�SLID 000 „1\ 1• Lot 2; 1\`gcl \km\ \\ \`\\\\ \ \\ 1 Strike S Dip of bed with depth from boring Strike S Dip of Schistoslty Strike & Dip of landslide plane Direction of landslide movement Groundwater Boring Locations Testplts & Trenchs (P-B/Pactfic Soils) Reference: Drawing prepared by, Bolton Engineering Corp, dated 5-24-05. \ \\\ \\\ \ \\\\\ \ N + \ \ • • a \ \\ \ `\\ \\ I\\\ —�- \•\N — 1 M1 1 11 1111 2)) I 1 1 1 1 1 1 1.1 11 11 // 1 1 1 1 1 1 1 i1 11 11 i nil 1 :1 1 1 11 // 6', \\ 1 11 1 1 11.141 11 sus• / I I iii.>> 1 1 1 1 1 1 1 1 1\ \ i// l I I 11 1 1 11 /// llli I 1 1 1 1 1 ,// `� 1 l,� iii /// /// \— \ \ Owner. Alan Sheen Portion of Lot 90 Rolling Hills Trac #1 Poppy Trail \ 1 ` 11 \ \;1 \f" I 1 1 1 1 1 I\I 1 �\\//1 I1 ► 1 \II\ \\ \\ \.ft \ :\1 1 j } \ \lI \ \ \.. 7''__ :q '11I ,o N "at \ NI'. a'?e,. N_ } I 1 } '\.\\11 1 / { \. \\1.\ ',\ \ \ 9Ge --2? / 1 \ \\,\\1\ \ \ //ice - I 1 \y\ \ \ \ \\ ` /// `� / 1 1 1'1..1 \ 1 1 iV' -- —*/ / //I 1\+i ., / /- / • /! _i I / / /// /f POPPY 1-'61 + City Lot \' 1 \ — \ \ \ \� \ \ \\ \ \\ I • \` \\ti`\ \\ \ \ \\ \ • DATE 6/14/05 DRAWN 13`4 T. Ybarra REVISION APPROVED BY S. Kolthoff REVISION GROUP DELTA mammas GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 Geologic Map PROJECT NUMBER L-5998 Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA SCALE 1" = 80' FIGURE NUMBER 1 i i LEGEND Cs - Catalina Schist Qsw - Slope Wash Qls - Landslide Qols -Old Landslide Tma - Altamira Shale A 1000-- 970 940 — 910 — 880 — a) 850 - C 0 CO 820 — w —x—x—x- 790 — 760 — 730 — 700 — 670 — 8 (Proji Crown Tension Crack Projected Bentonite Bed Geological Contact Bedding Shear Direction of landslide movement Groundwater Infered Escarpment of Old Slide .\ Qols Tma'\ ?`Qsw Bentonite Bed '��.� Existing Topopgraphy Qis (Qsw) �• _ -- Qls (Tma) • Tma - ?' Cs 0 O Z Ih 00 Projected 185' South) _ Z ----- • N__ Estimated Original Slope @ 1.5:1 R. N SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' POPPY TRAIL B-3 (Projected 100' South) \ A' 1000 970 940 910 880 850 820 790 760 730 700 670 Elevation (feet) DATE 06/08/05 DRAWN BY: T Ybarra REVISION APPROVED BY: S Kolthoff REVISION: (GROUP DELTA tismisix GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 CROSS SECTION A -A' PROJECT NUMBER: L -599B Poppy Trail # 1 Landslide City of Roilling Hills - Rolling Hills, CA SCALE As Shown FIGURE NUMBER: 8 Elevation (feet) LEGEND Cs - Catalina Schist Qsw - Slope Wash Qls - Landslide Qols -Old Landslide Tma - Altamira Shale B 1000- 970 — 940 — 910 — 880 — 850 — 820 — 790 — 760 — 730 — 700 — Tma Crown Tension Crack Projected Bentonite Bed Geological Contact Bedding Shear Direction of landslide movement Groundwater 8 (Projected 50' South) `X X lnfered Escarpment of Old Slide N Qols/Qaw \ ?� Qols/Qsw \ Tma•♦ --__• x....x x Bentonite Bed Tma 0.1s/Qsw 01s/Qsw QIs \ Cs \ ` V Qls • • SCALE (feet) Horizontial: 1" = 50' Veritcil: 1" = 50' 0 Qols cc cn B' — 1000 — 970 - 940 — 910 — 880 — 850 820 — 790 — 760 — 730 — 700 Elevation (feet) DATE 06/08/05 DRAWN BY: T Ybarra REVISION: APPROVED BY: S Koithoff REVISION: GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 CROSS SECTION B -B' PROJECT NUMBER: L -599B Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA SCALE As Shown FIGURE NUMBER: 9 :0 s Co \ \ \ \ \t\ \\\\N\ \\ \\` \ \\ ' \ \ \ \ti~ i\ \ \ \ \\Is \ \\`� \ \ \ _ 'Portion. o .tats-& ��= 1 1 \ \ \ --Tfect 19640 —, LER'— $i�► � i .\ MOM DM, TAMPATPI caTAL loom CITY OF ROLLING HILLS AND ROLLING HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR ALL OFFSITE WORK ON #1 AND #4 POPPY TRAIL. � uiwaa NMI PLC ANDSL NN N.>0 4NNNN \\ �• \ \\\ 1 \ . Lot c, Tccm 1 \ � \ + RE' 5lO E Reference: Drawing prepared by, Bolton Engineering Corp, dated 5-24-05. GUEST HCIJSE A' 6/14/05 l 1 1 1 1 1 I \I \I 11 .�/~ 1 1111 1 1 1 1\\\ \ A \ 111 1 1.11 111\ 1111 1 1..1.0\\ llll \ \ \\\\I"\I 11111\ \ \ \ \ 1111 1 \ 1\\\\\\\' ( f 1 t�'j1'1 \ \\\\\\ \ \ C •wn Cracks to Landslide 'lance I \1 ` \\\\\\b;,, . \ Possible Slid la\ \4 o I O / z 1 \ \•\\\\\\ \\ Z/- ) \ \ \ \ \ \ \ z --._ — — f--_—V_j/1)11 it -- — s — City Lot — DRAWN B1`. T. Ybarra APPROVEDB' S. Kolthoff GROUP DELTA Owner. Alan Sheen Portion of Lot 90 Rolling Hills Trac /1 Poppy Troll • —'U- - \ \ \\ \\\\\+\\ \\ y \ \ \\ \\ \\ \\\\ \\ \ \\\\\\x�\ N \ \\\ \\\\\ \1 1 +. GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 + City Lot \` \ \ '\\\ + 7-4: Proposed Temporary Access Road Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA + + + PROJECT NUMBER L -599B •1"=80' FIGURE NUMBER 11 TYPICAL SIDE HILL FILL/BUTTRESS SECTION General Fill Section Per design or 12' min. Max Spacing for backdrains 25' max 15' max Min 4" diam. soild outlet pipe spaced at max. 100' horizontal intervals no gravel backfill 4" diameter outlet pipes at max. 100'horizontal intervals L 24" compacted fill blanket as needed 4" -Backdrain see detail below benching D and W determined by design Typical Backdrain Detail for Side HilVButress Fills 5\> compacted fill ��o9� ,r Min. 3" cu. ft. per lin. ft. Filter Material 2% Min. Gradient Bench inclined toward drain Typical Benching Min 4" approved perforated pipe (perforations down) minimum 2% gradient to collector pipe FILL/BUTRESS SECTION TYPICAL SIDE HILL Poppy Trail # 1 Lanslide City of Rolling Hills - Rolling Hills, CA GROUP r DELTA NiNEcfMWBEFt L -599B DA 06/16/05 scAE NTS DRAWN BY: T Ybarra "P"°"m6'° T Swanko 12 GROUP DELTA CONSULTANTS, INC. GROUP 7111 DELTA CONSULTANTS,. Certified MBE Geotechnical Engineering Geology Hydrogeology Earthquake Engineering Materials Testing & Inspection Forensic Services APPENDIX A FIELD EXPLORATION Our field exploration program was conducted during the period of 03/24/2005 to 05/09/2005, and included drilling a total of eight bucket -auger borings at the locations shown on the Geologic Map in Figure 7. The borings were drilled using a 30 -inch diameter bucket and were advanced to a depth of 39 feet to 70 feet below the existing ground surface. Geologic reconnaissance and mapping was also performed as part of our investigation. The soils and bedrock materials encountered in the borings were logged and visually classified by our geologist / engineer. In addition, all of the borings were entered by our senior geologist and down -hole logged to document bedding attitudes and identify any joints, fractures and slide plane features in the bedrock. Boring logs are present in Figure A-1 through A-8. A key to the boring logs is presented in Figure A- 0. Relatively undisturbed drive samples and large bulk samples of the materials encountered in the boring were obtained at the depth intervals noted on the boring logs. The drive samples were obtained with a 3-1/4- inch O.D. slit -barrel sampler lined with 1 -inch metal rings. The samples were sealed to prevent moisture loss and returned to our laboratory for additional visual examination and laboratory testing. The sampler was driven into the soil using the weight of the drilling Kelly bar and a drop of 12 inches. The number of blows required to drive the sampler 12 inches into the soil is recorded on the boring logs. Borings were drilled by Tri Valley Drilling using a 4WD Caldwell drill rig. For the Caldwell rig the Kelly bar weight varied with sample depth, as follows: 0 to 24 feet - 3,160 pounds; 25 to 46 feet - 2,449 pounds; 47 to 72 feet — 1120 pounds; and below 72 feet - 400 pounds. The laboratory testing program, including test results, is discussed in Appendix B. The following are attached and complete this appendix: Figure A-0 Key to Log of Boring Figures A-1 to A-8 GDC Log of Boring 2291 W 205t'' Street, Suite 105 A Torrance, California 90501-1459 A (310) 320-5100 voice A (310) 320-2118 fax Aliso Viejo, California A (949) 609-1020 San Diego, California A (858) 524-1500 www.GroupDelta.com 1 1 N CO 0 0 0 0 0 C7 a CD it a. O a m J CO z 0 m C9 0 -J CD LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING LEGEND SITE LOCATION Rolling Hills, CA START 3/24/2005 FINISH 5/9/2005 SHEET NO. 1 of 1 DRILLING COMPANY In -Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell - BORING DIA. (in) 30 TOTAL DEPTH (ft) 32 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) i / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - —5 _ —10 —15 _ —20 - - _ —25 —30 B-1 R-2 S-3 BULK, CAL, SPT - Refers to the sampling method as described below BULK - Refers to collecting sample by method of placing disturbed soil cuttings into a large plastic bag CAL (CALIFORNIA MODIFIED) - A 3.0" o.d. split tube sampler lined with 2.42" i.d. metal sample rings generally driven into the soil by a 140 lbs. hammer free falling 30 inch SPT (STANDARD PENETRATION TEST) - A 2.0" o.d. split spoon sampler with a 1.375" i.d. driven into the soil with a 140# hammer free falling a height of 30" ABBREVIATIONS FOR OTHER TESTS: AL = Atterberg Limits GS = Grain Size Analyses CN = Consolidation PP = Pocket Pen CO = Corrosivity RV = R -Value CP = Laboratory Compaction WA = Wash on #200 Sieve DS = Direct Shear El = Expansion Index LL = Liquid Limit TV = Torvane I N X GPOL'I" , lr' :DL7ELTA EI TA GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A-1 N O Q N ❑ t7 0 U ❑ 0 a a a m to 0 C7 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-1 SITE LOCATION Rolling Hills, CA START 3/24/2005 FINISH 3/24/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 45 GROUND ELEV (ft) DEPTHIELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pct) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tst) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - +iii— •• iii 8" of Asphalt. 16" of Fill - - - —5 - - - —10 - _ —15 - - - _ —20 - - - - —25 - - - _ —30 _ I p I H HR-5 H = R-1 \ R-2 B3 R-4 R-6 R-7 2 2 2 6 9 17 101 117 127 135 133 134 5.3 6.7 8.3 4.3 5.1 7.6 Q -A —A- JAA LJLJ\. Q -A -A- L/L A ,.....A..,./... L �� . A A , A A L/`/L. LJL/L. L/ A AA L�� �� `�� L�J\-.. L.A.A L. AA .....A -_.A._ L� ,._,A__A__ LJLL. L A —A. L.A A ,...-A—A_ `L j L� A AA / L/`/\ L/A A LAA LA A LJLJL L/,..%,_ LJLJL , A A , A A LJLJL Ql-A A . A A L L� A 1 A A - Catalina Schist (weathered). - Very fractured & weathered schist, some rock fabric still in place schistosity (N45 E, 3 S). - Abundant Krotovinas filled with upper colluvium, very weathered schist, talc present, thin talcy bed in schist. (N55 E, 68 N). - Quartz lense 3" long x 1" wide on north side of boring. Greenish gray very weathered schist. - Very fractured Phyllitic zone about 1.5 feet thick. (N55 E, 39 N). - No change, less fracturing, very weathered. - Very weathered to weathered green gray schist with a 6" thick hard, very fractured carbonate zone, attitude of zone. - No change, massive, very weathered to weathered. !GROUP GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION 2291 W. 205th Street, Suite 105 'DELTA Torrance, CA 90501 OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -4a t 0 co a. a. ❑ C7 ci 0 U C7 a. CJ 0 0 a m J CO l7 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-1 SITE LOCATION Rolling Hills, CA START 3/24/2005 FINISH 3/24/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Koithoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 45 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) .T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - —35 _ - — _ —40 _ - - — 45 - - - —50 —55 —60 R-8 R-9 22 140 138 4.6 3.6 `J -..J- ` �� L-A-.JL L� �� �� , A A �/LJ- AA �� Q —A —A, AA �� `��� L \,_\. `A A L/`J`, �� A �A A- , -_,A..... .,, .,._.!...,/,.. - Hard zone, 6" thick, discontinuous pinches in and out. - Boudinage structures. - Material has slick in sides about 1/4" thick (N55 E, 34 S), discontinuous. - Massive, weathered, talcy, schist. T R Bottom of Boring B-1 @ 45 feet. No caving. No groundwater encountered. Very hard less weathered schist on bottom, rock fabric and schistosity is present in the rock mass. When drilling the material grounds into sand size particles. Rt. UP GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 nrI t 'D,ELTA Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE LOCATIONS ANDONDITIONS MAY MAY CHANGE ATDIFFER AT OTHER TH S LOCATION FIG WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. 1- U RE A -4b 1 t 1 N O 0 0 J 0 0 J CC a 0 0 -.1 m z E 0 m 0 0 0 0 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-2 SITE LOCATION Rolling Hills, CA START 3/25/2005 FINISH 3/29/2005 SHEET NO. 1 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) i / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION ' RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE • (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - —5 - _ - - —10 - —15 _ _ —20 - N N N 1 R-1 R-2 R-3 B4 R-5 PUSH PUSH 2 2 84 83 97 98 33.0 34.8 24.9 26 PP PP 1.0 2,0 / • • • � • • f/ 1 -2" of A phalt (rivewa_y) / No base. , - Slopewash (Qsw) Clayey SAND to Sandy CLAY (SC/CL), dark brown, very moist, abundant particles of altamira shale to 6" diameter. Clayey SAND to Clayey SILT (SC/CL), soft, dark brown, moist to wet, abundant shale particles, smaller diameter. - Very moist to wet. - Due to cohesive nature of soil drilling rate slowed down. - No change, gravel smaller. - Fine Sand lense @ 11-11.5 feet. - No change, less gravel, moist. Clayey SAND (SC), dense, dark brown, moist, some shale gravel. —25 - - —30 - R-6 R-7 PUSH 77 83 31.6 30.8 Old Landslide (Qols) , diatomaceous, shale, soft to medium dense, bedding broken (N 20 E, 58 N). - Gouge zone (N 20 E, 58 N) @ 26-28 feet. - Hard zone, highly fractured @ 27 - 27.9 feet. Diatomaceous shale, medium dense, yellow -orange, moist, some thin siliceous zones. C:',k-a-lITI' GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION 2291 W. 205th Street, Suite 105 Torrance, CA 90501 OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESNTEDDELTA CONDITIONS IE COUNTE EDTION OF THE ACTUAL FIGURE A -2a 1 1 1 0 CD 0 0 0 a a rn m J CO E 0 CO 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-2 SITE LOCATION Rolling Hills, CA START 3/25/2005 FINISH 3/29/2005 SHEET NO. 2 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Koithoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION —35 - - —40 - —45 - —50 —55 - —60 _ ' H TB H HR-13 HR-14 H B-8 R-9 -10 R-11 R-12 R-15 4 23 23 9 22 50/5" 91 101 31.5 17.8 X - No change. Diatomaceous shale, light gray, moist, bentonite zones along thin beds and lenses iron stained (N10 E, 9 W). - Massive ashbed @ 35-38 feet. - Broken Claystone, landslide plane 1 foot thick, wet from 38-39 feet. - Thin x -bedded fine Sandstone below slide plane (N10 W, 17 - • • • • . .• • • . • • • .. • .: :. • • • • • N S) .@ 39 feet. Altamira shale. SANDSTONE , fine trace of thin diatomaceous beds, moist. - Bottom contact of SANDSTONE thin interbeds of ash near bottom (N 22 E, 29 S). - Thin interbeds of siliceous and diatomaceous shale, dense, moist, iron stained. - Gypsum filled fractures. - No changes, mildly weathered. - Along thin bed, very dense shale, (N 25 E, 17 N), gypsum filled fractures @ 57.5 feet. - No recovery, very hard. - Hard cemented zone (N 35 W, 26 N). @ 62.8-63.8 feet. GROUT': rg GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 DELTA Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A CONDITIONS E CO NTEREDTION OF THE ACTUAL FIGURE A -2b t 1 1 t Q co I- C7 CD 0 0 0 CD a C7 a. a. 0 a rn U) J m C7 2 it 0 m C0 0 J 0 0 C9 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-2 SITE LOCATION Rolling Hills, CA START 3/25/2005 FINISH 3/29/2005 SHEET NO. 3 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) Y / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE • (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION 65 - 70 - 75 80 85 90 95 R-16 R-17 27 18 91 31.9 p ► \ \\ Silty CLAYSTONE, dense, grayish green, mildly weathered, iron stained along fractures & joints tight. 1 Bottom of Boring B-2 @ 70 feet. No groundwater encountered. No caving. Landslide plane between 38-39 feet, rock fresh and bedding below 39 feet. GROLs_ GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -2c ;DELTA 1 1 t N O C7 C7 0 J CJ 0 C9 a CC a 0 0 0i J m CD z EE 0 m C9 0 0 C9 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-3 SITE LOCATION Rolling Hills, CA START 3/31/2005 FINISH . I 3/31/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 39 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pct) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION 6 " of Colluvium. _ - - - - —5 - _ - —10 - - - _ —15 - - - _ —20 - - —25 - - _ - —30 _ H HR-2 ' H N H p R-1 B-3 R-4 R-5 R-6 R-7 PUSH/ TAP PUSH/ TAP 2 2 5 3 131 125 122 6.4 3.8 6.1 L� L.-/1/4-A.. weathered, „JL_A_ LJLJL , A A , A A , A A L_&� `�� LJLJL LnA LJL A L�� ` `�� `A/L, ,-.A.-A- ,-A.-A... AA .,-1\--A-.. L ,�` L� L�_A__ `A. JL L/AA . A A 1/4..JA A Q -A —A- LJLJL LJLJL LNL LJL/L �- � . A A L A-JL , A A L�� L� J A A , A A Q -A -A_ L� A LiL%L. L/LJL LJLJL. , A A ,......../...... .....A LLA� Q -A —A- A A Catalina Schist (CS) (weathered), green, schist very green gray, trace of talcy. - Fractured gneissic zone ( N 50 E, 21 S) @ 1.5 feet. - Very weathered, some schistosity and rock fabric still present. - Along schistosity ( N26 E, 32 S) @ 6.5 feet. - Hard calcareous lense, very fractured 2" thick 1' wide west side of boring. - No change, some carbonate veins. - Hard zone. - Along schistosity, very weathered (E -W, 17 S) fe stains. - Less weathered in schist. - Abundant 1" or less carbonate lenses along schistosity @ 15-19 feet. - No changes. - (N 56 E, 31 S) @ 21 feet. - Slight color changes to orange -brown. - No change. - Along schistosity (N55 E, 30 S), very weathered, abundant carbonate along fractures & schistosity @ 28 feet. - Increase in moisture less weathering GROUP GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION . 2291 W. 205th Street, Suite 105 iC)j;I.,TA DELTAi Torrance, CA 90501 OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -3a 1 t LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-3 SITE LOCATION Rolling Hills, CA START 3/31/2005 FINISH 3/31/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 39 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I. /ma SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION _ —35 _ _ _ —40 - - —45 —50 —55 —60 R-8 6 140 130 1.0 8.4 L_A—A-. LA -A- AA AA L L -A -A- AA L.A A k... -A --A.- , A A �A - No change. p H Bottom of Boring B-3 @ 39 feet. Groundwater @ 37 feet. No caving. Very weathered to weathered, catalina schist basement rock, rock broke into sand size particles when drilled. GROUT' GROUP • A :DEi.,DELN.1TA DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -3b 1 a Q co 0 0 J O 0 0 0 a a O a N 61 m 0 J LOG O F TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L-5996 BORING B-4 SITE LOCATION Rolling Hills, CA START 4/19/2005 FINISH 4/19/2005 SHEET NO. 1 of 2 DRILLING COMPANY Trj-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 51 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pet) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - - —10 - —15 - —20 - - - —25 - —30 - � � 4 H ' NS-8 - S 1 S-2 S-3 S4 S-5 S-6 S-7 PUSH PUSH 2 PUSH 3 3 1 1 1 98 97 88 84 81 110 106 33 9 24.4 25.5 21.1 25.7 33.0 44.0 17.8 21.5 PP 4.5 �' Landslide/Slopewash (OlslQsw) Slopewash Clayey SAND (SC) with some silt, soft, very moist to wet, some gravel and cobbles X X / / moist,d / / CLAY with gravel, some sand and silt CLAY soft, very a rk brown, some sand, trace of gravel holes sidewalls squeezed for 10 ft., making drilling difficult CLAY with sand CLAY with sand and gravel denser that above, moist to very moist, dark brown, some cobbles Landslide (Qls/Tma) Very fractured BEDROCK diatomaceous, some bentonite, moist, iron stained, & some fresh where not fractured, thin bedded N70 E, 38 N - @ 22.7 ft; N 56 E, 17 N on red zone - No Change; very fractured & broken shale, horizontal bedding - @ 29.6 ft.; Landslide plane, bentonite bed 1' to 1.5' thick - 7 \ on tom of weathered Sandstone SANDSTONE dense to moderate dense, green yellow, moist, few joints less fractured than above, fine grained v; GROUP DELTA CONSULTANTS, INC. •-. 2291 W. 205th Street, Suite 105 ,DELT:DrLTA A. Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -4a 1 1 1 a CD 0 -J 0 0 C7 a J } a 0 a m J CO Z 0 O CO 0 0 -J 0 O LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L-5996 BORING B-4 SITE LOCATION Rolling Hills, CA START 4/19/2005 FINISH 4/19/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 51 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - —35 - _ _ —40 _ - _ - —45 -45 - - - —50 - - - —55 = 60 p ,AA N S S-9 S-10 19 10 10 10 136 105 155 101 3.3 20.6 5.4 21.7 • - @ 31 ft.; Sandstone contains to rip up clasts into very weathered bedrock LCatalina Schis) talc present - �� L_�� ~�� L....A....k. A �� k -...A -A �� A L. -A —A �A L -A -.A.- �-A,.. "-A—A- - L 1/4.....A.. -A- `/AA �A �-A-../\ `-A—A L... -&-A � A- `�� AA `� ,---A—A- L-A----A-.. AA `�� �A A `� J - Schist, very weathered to weathered, breaks alone planes into thin planes, surface of plates feel waxy Schist, moderate dense, moist to humid, blue-green, talc -waxy to touch - No change - Some thin layers of Silt. - No change Bottom of Boring B-4 @ 51 feet. No groundwater encountered. No caving. Slide plane @ 29.6 feet. GROL P GROUP DELTA CONSULTANTS, INC. THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -4b 7t7t7t}}} 2291 W. 205th Street, Suite 105 ,DELTA ,DELTA Torrance, CA 90501 1 1 1 1 to 0 I- C 0 U 0 0 a >- a I- 0 a J m C9 z 0 m 0 C7 U 0 C7 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-5 SITE LOCATION Rolling Hills, CA START 4/20/2005 FINISH 4/20/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Koithoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - —5 —10 - —15 —25 - - - —30 R TS-3 • H RS-8 S-1 S-2 S-4 S-5 S-6 S-7 1 2 2 3 8 8 61 73 75 86 90 109 109 36.1 28.5 35.0 52.8 59.0 12.8 14.5 • Landslide/S lopewash(Qls/Qsw) Slopewash Sandy CLAY to Clayey SAND soft, moist, brown, some gravel - Same as above • . ' .•' .' • ., _ • •• •-20 • • • • • Landslide (Qls/Tma) SANDSTONE/CLASTS zone from 10.1' to 11', broken & fractured altamira shale below cobbles @ 11' - Very fractured Bedrock (No bedding) - @ 16 ft.; Hard zone - © 18 ft.; Less weathered - Cemented zone on top of very fractured diatomaceous bed N41E,39S - @ 24.3 -25.7 ft.; Slide plane zone, bentonite zone, highly sheared, with a clean contact with silty fine sandstone below Slideplane N50 E 1 OS veer / irregular - Altamira Shale (Tma) SILTSTONE very light gray, dense - @ 29.4 -30.2 ft.; Cemented zone, horizontal - SANDSTONE dense, moist, light gray, fine grained :GROUP; GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 DIF.1,TA Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A CONDITIONS E CO NTE EDTION OF THE ACTUAL FIGURE A -5a IKrT.69i uto 1 1 1 1 1 0 co 0 C.) CG a C7 J H >- a. a a m m z 0 m 0 0 0 a 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-5 SITE LOCATION Rolling Hills, CA START 4/20/2005 FINISH 4/20/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION _ —35 _ - -40 - - - - —45 - - - —50 - —55 = 60 110 15.7 DS �J., k---A---A- k---A---A- Q -AA L -A - A A A AA LA —A—_ `� A �A-_, �� A AA ,-..A.-A,.. ,-....A..-A- `_&—A- ` `` AA An L.-A.n L. -An L -A -n L-A.n `J`J- `.J� An `J`J-- An LA n �� A n AA - Catalina Schist (CS) - @ 32.2 ft.; Contact with catalina contact N 46 E, 25 S - No Change Bottom of Boring B-5 @ 50 feet. No groundwater encountered No caving :GROUP: x GROUP .DEIDET,TA .rA DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -5b 1 1 t 1 1 1 0 CD 0 0 ❑ CD aa.. CD -I CC r r a. a. O a. N ca CD z 0 m 0 0 0 CD LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -5991L-5996 BORING B-6 SITE LOCATION Rolling Hills, CA START 5/5/2005 FINISH 5/5/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) . 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - _ —5 - —10 - —15 - - - —20 - —25 —30 R-1 R-2 2 4 7 79 63.7 68 36.1 40.7 34.0 . ".'s isisr 1 ft. of surface grass loose, wet, coarse to fine grained, some clay and - Shale (Tma) shaley N30 E, 15 S (cored) @ 4.6 ft. -6.8 ft. Shale, block joints to 3" N 32 E, 14S dense, humid reddish brown, some fractures & joints siliceous shale continue N 32 E, 19 S @ 15 ft. dolostone @ 15.6 - 17.4 ft. Siltstone/Siliceous Shale siliceous shale, N43 E, 19 S beds, unsheared waxy, medium stiff to very stiff, 21 S @ 23.2-23.4 ft & 23.6-24 ft. beds @ 24.5-25.6 ft & 25.5-25.7 ft. ash beds between bentonite beds beds, with layers of purplish ash @ 26.3-27.9 ft. beds @ 29.4-29.8 ft. zones with purplish ash beds Sand (SP) silt. - Altamira - Siltstone, - Hard zone Dolostone Siliceous Siltstone joints - Blocky - Shale - Hard zone - Blocky - Blocky - Bentonite N 55 E, - Bentonite - Purplish Bentonite - Bentonite - Thin bentonite N HR-3 CROUP DrL,TA GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -6a .DELTA 1 1 LOG OF TEST BORING Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-6 SITE LOCATION Rolling Hills, CA START 5/5/2005 FINISH 5/5/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pct) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION —35 —40 - —45 —50 - —55 = 60 R-4 6 77 67 37.6 60.0 X - Diatomaceous Shale N 35 W, 9 N @ 32-33.5 ft. Massive bentonite zone, not sheared, blocky joints iron stained along joints, waxy N Bottom of boring @ 50 ft. No groundwater encountered No caving CP0UP GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A CONDITIONS E COUNTEREDTION OF THE ACTUAL FIGURE A -6b Y, , DFL,TA_ t t 1 a 0 U, J m z 0 m 0 O LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-7 SITE LOCATION Rolling Hills, CA START 5/6/2005 FINISH 5/6/2005 SHEET NO. 1 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) Y / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - —5 _ - - —10 - - —15 _ —20 - —25 - - —30 _ R-1 3 88 108 78 25.3 9.4 36.9 'C '. 's r r ? a a a Surface grass loose, wet, coarse to fine grained, some clay and (CL) mixed with site derived materials, rodent _I Shale purplish, 2" thick very jointed, below, very jointed, shale, 1"-4" thick between softer but dense, non shale Shale, highly jointed, less weathered, yellow of non -cemented shale and ash beds, beds < 1/8" E, 10 S . dolostone, N 35 E, 10 S @ 14.3 -15.5 ft. bed, N 25 W, 9 N alternating with ash beds every 1" to 1.5 ", N25 W, bed, N25 W, 9 N massive bentonite bed @ 26-27.8 ft. massive bentonite bed @ 28.5-38 ft. • N 10 W, 12 N @ 30.5 ft. • • . FILL: Sand (SP) silt j/ FILL: Dark Clay \burrows - Altamira - Ash bed, siliceous . cemented - Siliceous orange - Thin beds thick N25 - Hard zone, - Siliceous - Bentonite 9N - Bentonite - Thick - Thick - Ash bed, N GROUP GROUP LTA DELTA DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -7a iDE 1 1 1 to 0 0 0 0 0 0 C7 a CD a 0 a rn m_ C7 0 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-7 SITE LOCATION Rolling Hills, CA START 5/6/2005 FINISH 5/6/2005 SHEET NO. 2 of 2 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) T. / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION — 35 - —40 — 45 - _ —50 - —55 — 60 74 46.1 PP 4.5 X - Massive bentonite bed with black Siliceous/flint nodules, @ 41-42 ft., jointed, iron stained along joints Horizontal bentonite with thin plastic clay layers Bottom of boring B-7 @ 50 ft. No groundwater encountered No caving ;GROUP: � GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 DELTA' .DELTA Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFAOCATIONSCE ANDONDITIONS MAY MAYCHANGEATIFFER AT OTHER THS LOCATION FIGURE WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. A -7b 1 1 1 1 LOG O F TEST BORING NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-8 SITE LOCATION Rolling Hills, CA START 5/9/2005 FINISH 5/9/2005 SHEET NO. 1 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pct) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - - - —5 —10 - —15 - - —20 - - - —25 - —30 R-1 R-2 3 5 2 76 82 75 39.7 34.6 30 Y — � 2" of Asphalt Sand to Sandy Clay (SC/CL) dark gray to gray, fine gravel. Shale (Tma) with bentonite very fractured, moist, light brown upper zone very fractured abundant powdery below fractured zone, Shaley Clayey/Siltstone N 55 contact top bentonite bed 2" thick, fractured minor bottom siliceous shale 2" thick, very blocky joints broke bentonite with ash beds well bedded partings along bedding, bedding not broken N82 E, 21 N /77: / � Base FFILL: Cl Clayey moist, some - Altamira - Very fractured Claystone - Contact bentonite, W,16N - Sharp shearing, - Rig sampler - Abundant - Bentonite continuous, p I \ HR-3 CdtO ' GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 IDEDELLTA TA Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE LOCATIONS AND ONDITIONS MAY MAY CHANGE ATIFFER AT OTHER THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -8a 1 U, Q CD 0 c7 0 0 U 0 -y 0 - CD a 0 a cn CO K co 1 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -5991L -599B BORING B-8 SITE LOCATION Rolling Hills, CA START 5/9/2005 FINISH . 5/9/2005 SHEET NO. 2 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY' S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) Y / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS I FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - —35 - - —40 - —45 - —50 —55 - —60 PP PP 4.5+ 3.5 X - Clay seam, very moist and plastic N 75 E, 15 N - Bentonite, thin bed, carbonate deposits thoughout. - Crown fracture, 3" of black clayey gouge or in fill, N 37 E, 72 N, beds offset from one side to other - Crown tension crack off N 36 W, 10 N - Siliceouszone, blocky joints to 3" N 74 E, 20 N - Diatomite bed, well bedded, 1" thick N 82 W, 25 N - Thin diatomite zone within bentonite unit 1/4" thick N 75 E, 16N Sand bed 1/2" thick N 75 W, 17 N Material hard & massive from 59 - 70 ft. some bentonite hip -up clasts CROUP; GROUP DELTA CONSULTANTS, INC. ` 2291 W. 205th Street, Suite 105 DELTA Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -8b 1 Co 0 0 0 -J 0 C7 a CD a 0 a rn m m C7 z o m c� 0 0 0 c� LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-8 SITE LOCATION Rolling Hills, CA START . 5/9/2005 FINISH 5/9/2005 SHEET NO. 3 of 3 DRILLING COMPANY Tri-Valley DRILLING METHOD Bucket Auger LOGGED BY S. Kolthoff CHECKED BY S. Kolthoff DRILLING EQUIPMENT Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 70 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) i / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tst) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION —65 —70 - —75 —80 —85 —90 —95 Bottom of boring B-8 @ 70 ft. No groundwater encountered No caving 'GROUP GROUP DELTA CONSULTANTS, INC. t �►7►7►►►► 2291 W. 205th Street, Suite 105 IDELTA: Torrance, CA 90501 try THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -8c zwpirszvo APPENDIX B LABORATORY TESTING L-5998 Final Report.doc GROUP DELTA CONSULTANTS Certified MBE Geotechnical Engineering Geology Hydrogeology Earthquake Engineering Materials Testing & Inspection Forensic Services APPENDIX B LABORATORY TESTING B.1 General A laboratory testing program was conducted to aid in classification and evaluate the physical properties and engineering characteristics of the soil and bedrock materials encountered in the borings. A description of the laboratory testing program is provided below. Test results are also presented. B.2 Moisture Content and Dry Unit Weight The field moisture and dry unit weight of relatively undisturbed samples were determined in general accordance with ASTM D2216. Results of these tests are presented directly on the boring logs, and are used to evaluate existing overburden pressures and to correlate variations in soil and bedrock layers. B.3 Atterberg Limit Tests To aid in the classification of fin -grained soils, Atterberg limit tests were performed. These tests include Liquid Limit and Plastic Limit tests, which are used to determine the Plastic Index. The test results were performed in accordance with ASTM Test Method D 4318. Tests results are graphically illustrated in Figure B-1. B.4 Direct Shear Tests Direct shear tests were conducted on representative samples of bedrock and soil to evaluate their shear strength. The tests were performed in general accordance with ASTM Test D3080. Each sample was consolidated under a range of normal loads, saturated, and sheared to failure at a constant strain rate of 0.01 inch per minute. To test the residual shear strength, a constant strain rate of 0.005 inch per minute was used. The shear stress and strain were recorded throughout the test. Peak, ultimate and residual strengths were measured. The test results are shown graphically in Figures B-2 through B-5. The following tables and figures are attached and complete this appendix: Figure B-1 Atterberg Limits Figures B-2 through B-6 Direct Shear Tests 2291 W 205' Street, Suite 105 A Torrance, California 90501-1459 A (310) 320-5100 voice A (310) 320-2118 fax Aliso Viejo, California A (949) 609-1020 San Diego, California A (858) 524-1500 www.GroupDelta.com 1 1 GDC ATTERBERG L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/13/05 60 50 X LIJ 40 Z PLASTICITY 30 20 10 0 CL CH • m CL -ML ( ML or OL MH or OH ML 20 40 60 80 100 LIQUID LIMIT SYMBOL BORING DEPTH (ft) LL PL PI LI w% USCS CLASSIFICATION • B-4 29.5 82 38 44 Bedrock m B-4 30.0 43 20 23 -0.09 18 Sandstone/Bentonite `GROUP; DELTA; ATTERBERG LIMITS GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B-1 4 GDC DIRECT SHEAR UP L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/14/05 DELTAB SHEAR STRESS (Ksf) 3 2 1 • • • 0 0 1 2 3 NORMAL PRESSURE (Ksf) 4 5 Yd MC % MC % c SYM BORING Depth(ft) DESCRIPTION Ib/ftA3 Before After KSF deg • B-1 10.0 Very Weathered Schist NOTE: All samples submerged unless otherwise noted Shear Strength are Ultimate with less than 0.25 inch deflection 131.7 6.7 16.9 0.78 23.1 DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B-2 4 3 GDC DIRECT SHEAR UP L-599 POPPY TRAIL.GPJ GDC VVLOG.GDT 6/14/05 DELTA raimismtiays SHEAR STRESS (Ksf) 2 1 • • 0 0 1 2 3 NORMAL PRESSURE (Ksf) 4 Yd MC% MC% c SYM BORING Depth(ft) DESCRIPTION Ib/ft^3 Before After KSF deg • B-2 15.0 (SC/CL) Clayey Silt/Silty Clay 100.4 24.9 27.0 0.26 20.7 NOTE: All samples submerged unless otherwise noted Shear Strength are Ultimate with less than 0.25 inch deflection 5 GROUT' DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -5991L -599B FIGURE B-3 4 3 GDC DIRECT SHEAR UP L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/13/05 i DELTA! tom:m4rfml SHEAR STRESS (Ksf) 2 1 • • 0 0 • SYM BORING Depth(ft) • B-4 25.0 1 2 3 NORMAL PRESSURE (Ksf) DESCRIPTION Bedrock NOTE: All samples submerged unless otherwise noted Shear Strength are Ultimate with less than 0.25 inch deflection 4 5 Yd MC % MC % c lb/ftA3 Before After KSF deg 86.1 39.9 0.55 25.4 GROUP DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B-.4 4 3 GDC DIRECT SHEAR UP L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/14/05 SHEAR STRESS (Ksf) 2 1 0 0 1 2 3 NORMAL PRESSURE (Ksf) 4 7d MC% MC% c SYM BORING Depth(ft) DESCRIPTION Ib/ft^3 Before After KSF deq • B-4 29.5 Bedrock NOTE: All samples submerged unless otherwise noted Shear Strength areResidualwith less than 0.25 inch deflection 78.3 44.0 48.9 0.25 8.3 5 ;GROUP r DE DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B-5 4 • 3 GDC DIRECT SHEAR UP L-599POPPYTRAIL.GPJ GDC 1NLOG.GDT 6/14/05 DELTA tsrlibyflyVlJ§s.9 SHEAR STRESS (Ksf) 2 1 • 0 0 • 1 2 3 4 5 NORMAL PRESSURE (Ksf) Yd MC% MC% c SYM BORING Depth(ft) DESCRIPTION Ib/ft^3 Before After KSF deg • B-5 40.0 (Cs) Catalina Schist NOTE: All samples submerged unless otherwise noted Shear Strength are Ultimate with less than 0.25 inch deflection 115.4 15.7 23.6 0.10 33.9 DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B- 6 APPENDIX C SLOPE STABILITYANALYSES L -599B Final Report.doc Materials Testing & Inspection Forensic Services GROUP DELTA, APPENDIX C SLOPE STABILITY ANALYSES ack analysis was performed for cross section A -A' along the existing failure plane to determine the residual shear strength parameters. The slope geometry was restored o its pre -failure condition by extrapolation of the topographic contours and examination of the historical aerial photos. Slope stability analyses were performed Certified MBE for the existing slope as well as the existing slope with proposed temporary access Geotechnicnl Engineering road. Geology H,drogeology A plan view showing the existing slope is presented in the Topographic Map, Figure Earthquake Engineering 7. The largest slope, measured from Guest house at the top to Poppy Trail, is 90 feet high, natural, descending slope. This slope descends down to and below Poppy Trail. The majority of this slope is natural and has inclination of about 2.5 horizontal to 1 vertical, and locally as steep as 1 to 1. A plan view showing the existing slope with proposed temporary access road is presented in the Topographic Map, Figure 11. The proposed temporary access road runs through the landslide area at EL. of 840 to 860 ft, which is about 10 to 20 ft above the identified sliding plane. The proposed temporary access road is 20 ft wide, with a down -slope grading of 1 to 4 percent. Station 2+50 to 4+50 are within the landslide area. The strength parameters used for the stability analyses are based on the evaluation of our back analysis, laboratory testing, our experience with similar soils close to the study area, and valuesrecommended in relevant literatures. The soil and bedrock parameters used for analysis are presented below. Material Landslide debris Sliding plane Old Landslide Plane Bedrock Saturated Unit Weight Friction Angle (pcf) (degrees) 120 115 120 120 30 8 12 35 Cohesion (psf) 300 240 200 700 The computer program PC STABL5M was used to perform the stability analyses. This program was developed by the Joint Highway Research Project at Purdue University, and provides a general solution of slope stability problems using a limit equilibrium method. Cross -sections showing the analyzed slopes are presented on Figures 7. Section A- A' was restored to its pre -sliding geometry for the back analysis. Sections A -A', B -B', 2291 W 205th Street, Suite 105 A Torrance, California 90501-1459 A (310) 320-5100 voice A (310) 320-2118 fax Aliso Viejo, California A (949) 609-1020 San Diego, California A (858) 524-1500 www.GroupDelta.com and C -C' were used to analyze the stability of existing slope with and without the planned temporary access road. The input and output of the analyses are included in this appendix. The following are attached in this appendix: Results of Stability Analyses for Sections A -A', B -B', and C -C'. GROUP L -599B Final Report.doc DELTA PAIgAttfiRokso I MN I w— — EN ON MR— EN S— r— NM NB En I 1050 i. L599 Poppy Trail Back Analysis Weak Zone C:\SLOPE\L-599P-1\AA-BK2.PLT Run By: YL 6/14/2005 10:24AM Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 450.0 25.0 0 2 2 120.0 120.0 700.0 35.0 0 1000 3 3 115.0 115.0 240.0 12.5 0 950 900 850 800 750 700 o-- 2 2 I I I I I I I I I I I I I 0 50 100 150 200 250 300 350 400 450 500 550 GROUP DELTA PCSTABL5M/si FSmin=1.00 Factor Of Safety Is Calculated By The Modified Bishop Method C:\slope\1-599p-1\aa-bk2.OUT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:24AM Run By: YL Input Data Filename: C:aa-bk2.dat Output Filename: C:aa-bk2.0UT Unit: ENGLISH Plotted Output Filename: C:aa-bk2.PLT PROBLEM DESCRIPTION L599 Poppy Trail Back Analysis Weak Zone BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 16 Top Boundaries 25 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 75.00 27.60 60.00 2 2 27.60 60.00 57.60 38.00 2 3 57.60 38.00 81.60 48.00 2 4 81.60 48.00 118.80 81.00 2 5 118.80 81.00 134.40 81.00 2 6 134.40 81.00 183.60 111.00 2 7 183.60 111.00 205.20 111.00 2 8 205.20 111.00 231.00 132.00 2 9 231.00 132.00 240.00 138.00 3 10 240.00 138.00 294.00 174.00 1 11 294.00 174.00 327.60 180.00 1 12 327.60 180.00 388.80 216.00 1 13 388.80 216.00 402.00 217.00 1 14 402.00 217.00 408.00 218.00 3 15 408.00 218.00 473.00 225.00 1 16 473.00 225.00 524.40 255.00 2 17 240.00 138.00 366.00 156.00 3 18 366.00 156.00 396.00 197.00 3 19 396.00 197.00 402.00 217.00 3 20 369.00 151.00 402.00 194.00 1 21 402.00 194.00 408.00 218.00 1 22 231.00 132.00 249.00 131.00 2 23 249.00 131.00 369.00 151.00 2 24 369.00 151.00 408.00 168.00 2 25 408.00 168.00 473.00 225.00 2 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 115.0 115.0 450.0 25.0 .00 .0 0 2 120.0 120.0 700.0 35.0 .00 .0 0 3 115.0 115.0 240.0 12.5 .00 .0 0 Trial Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 235.00 134.67 2 248.40 135.00 3 304.80 144.00 4 367.20 153.00 5 399.60 196.00 6 405.60 217.60 Circle Center At X = 244.0 ; Y = 333.1 and Radius, 198.6 Factor Of Safety For The Preceding Specified Surface= .995 MN 111111 N V E 11111 NM EN 11111 1050 1000 L599 Poppy Trail Back Analysis Weak Zone C:\SLOPE\L-599P-1\AA-BK2.PLT Run By: YL 6/14/2005 10:25AM Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 450.0 25.0 0 2 2 120.0 120.0 700.0 35.0 0 r 3 3 115.0 115.0 0.0 16.5 0 950 — 900 — 850 — 800 — 750 700 0 50 100 150 200 250 300 350 GROUP DELTA 400 450 500 550 PCSTABL5M/si FSmin=0.97 Factor Of Safety Is Calculated By The Modified Bishop Method C:\slope\1-599p-1\aa-bk2.OUT Page 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ** PCSTABL5M ** by Purdue. University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:25AM Run By: YL Input Data Filename: C:aa-bk2.dat Output Filename: C:aa-bk2.OUT Unit: ENGLISH Plotted Output Filename: C:aa-bk2.PLT PROBLEM DESCRIPTION L599 Poppy Trail Back Analysis Weak Zone BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 16 Top Boundaries 25 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 75.00 27.60 60.00 2 2 27.60 60.00 57.60 " 38.00 2 3 57.60 38.00 81.60 48.00 2 4 81.60 48.00 118.80 81.00 2 5 118.80 81.00 134.40 81.00 2 6 134.40 81.00 183.60 111.00 2 7 183.60 111.00 205.20 111.00 2 8 205.20' 111.00 231.00 132.00 2 9 231.00 132.00 240.00 • 138.00 3 10 240.00 138.00 294.00 '174.00 1 11 294.00 174.00 327.60 180.00 1 12 327.60 180.00 388.80 216.00 1 13 388.80 216.00 402.00 217.00 1 14 402.00 217.00 408.00 218.00 3 15 408.00 .218.00 473.00 225.00 1 16 473.00 225.00 524.40 255.00 2 17 240.00 138.00 366.00 156.00 3 18 366.00 156.00 396.00 197.00 3 19 396.00 197.00 402.00 217.00 3 20 369.00 151.00 - 402.00 194.00 1 21 402.00 194.00 408•.00 218.00 1 22 231.00 132.00 249.00 131.00 2 23 249.00 131.00 369.00 151.00 2 24 369.00 151.00 408.00 168.00 2 25 408.00 168.00 473.00 225.00 2 ISOTROPIC SOIL PARAMETERS . 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 115.0 115..0 450.0 25.0 .00 .0 0 2 120.0 120.0 700.0 35.0 .00 -.0 0 3 115.0 115.0 .0 16.5 .00 .0• 0 Trial Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf, No. (ft) (ft) 1 235.00 134.67 2 248.40 135.00 3 304.80 144.00 4 367.20 153.00 5 399.60 196.00 6 405.60 . 217.60 Circle Center At X =. 244.0 Y = 333.1•; and Radius, 198.6 Factor Of Safety For The Preceding Specified Surface = .968 1 INN M N 1--- NM M N N 1 ■i 111111 MEI E— w MEI 1050 1000 950 900 850 800 750 700 2 0 L599 Poppy Trail Cross -Section A -A' Potential Failure Surface 1 C:\SLOPE\L-599P-1\AA-EX21.PLT Run By: YL 6/14/2005 10:28AM I I I I I I I I 2 2 I I I I I I I I I I 50 • *,74 100 150 200 250 300 350 400 450 500 550 NM N I NM I NMI I MN E-- ■w• MN N 1 NE r M MI 1050 1000 950 900 850 800 750 700 L599 Poppy Trail Cross -Section A -A' Potential' Failure Surface 1 C:\SLOPE\L-599P--1\AA-EX21.PL2 Run By: YL 6/14/2005 10:28AM i— I I 1 I I I I I Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 240.0 8.0 0 2 2 120.0 120.0 700.0 35.0 0 3 3 115.0 115.0 0.0 35.0 0 4 4 120.0 120.0 700.0 16.0 0 0 D E L TA 50 100 150 200 250 300 350 400 450 500 550 PCSTABL5M/si FSmin=1.11 afety Factors Are Calculated By The Modified Janbu Method for the case of c & phi both > 0 C:\slope\1-599p-1\aa-ex21.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:28AM Run By: YL Input Data Filename: C:aa-ex2l.dat Output Filename: C:aa-ex21.0UT Unit: ENGLISH Plotted Output Filename: C:aa-ex21.PLT PROBLEM DESCRIPTION L599 Poppy Trail Cross -Section A -A' Potential Failure Surface 1 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 21 Top Boundaries 30 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 75.00 27.60 60.00 2 2 27.60 60.00 57.60 38.00 2 3 57.60 38.00 81.60 48.00 2 4 81.60 48.00 118.80 81.00 2 5 118.80 81.00 134.40 81.00 2 6 134.40 81.00 183.60 111.00 2 7 183.60 111.00 193.20 111.00 2 8 193.20 111.00 213.00 130.00 3 9 213.00 130.00 223.20 141.00 3 10 223.20 141.00 271.20 165.00 3 11 271.20 165.00 281.00 165.00 3 12 281.00 165.00 291.60 165.00 1 13 291.60 165.00 308.40 168.00 1 14 308.40 168.00 342.00 174.00 1 15 342.00 174.00 366.00 185.00 1 16 366.00 185.00 392.40 194.00 1 17 392.40 194.00 399.60 196.00 1 18 399.60 196.00 405.60 210.00 4 19 405.60 210.00 407.00 218.00 4 20 407.00 218.00 473.00 225.00 4 21 473.00 225.00 524.40 255.00 2 22 230.00 130.00 281.00 165.00 1 23 367.20 153.00 399.60 196.00 4 24 193.20 111.00 205.20 111.00 2 25 205.20 111.00 230.00 130.00 2 26 230.00 130.00 248.40 135.00 2 27 248.40 135.00 304.80 144.00 2 28 304.80 144.00 367.20 153.00 2 29 367.20 153.00 408.00 168.00 2 30 408.00 168.00 473.00 225.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 115.0 115.0 240.0 8.0 .00 .0 0 2 120.0 120.0 700.0 35.0 .00 .0 0 3 115.0 115.0 .0 35.0 .00 .0 0 4 120.0 120.0 700.0 16.0 .00 .0 0 Janbus Empirical Coef is being used for the case of c & phi both > 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 500 Trial Surfaces Have Been Generated. C:\slope\1-599p--1\aa-ex21.0UT Page 2 4 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 2.0 Box X -Left Y -Left X -Right Y -Right Height No. (ft) (ft) (ft) (ft) (ft) 1 222.00 125.00 280.00 164.00 .00 2 304.80 144.00 304.80 144.00 .00 3 367.20 153.00 367.20 153.00 .00 4 399.60 196.00 399.60 196.00 .00 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Janbu Method * * Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 220.46 138.05 2 220.89 137.73 3 222.82 137.24 4 224.26 135.84 5 226.10 135.08 6 228.10 134.99 7 229.96 134.26 8 231.53 133.02 9 233.51 132.74 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.113 *** Individual data on the 20 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 .4 18.7 .0 .0 .0 .0 .0 -.0 .0 2 1.9 460.0 .0 .0 .0 .0 .0 .0 0 3 .4 161.4 .0 .0 .0 .0 .0 .0 .0 4 1.1 595.0 .0 .0 .0 .0 .0 .0 .0 5 1.8 1387.1 .0 .0 .0 .0 .0 .0 .0 6 2.0 1818.8 .0 .0 .0 .0 .0 .0 .0 7 1.9 1988.7 .0 .0 .0 .0 .0 .0 .0 8 1.6 2004.6 .0 .0 .0 .0 .0 .0 .0 9 2.0 2911.7 .0 .0 .0 .0 .0 .0 .0 10 .6 973.4 .0 .0 .0 .0 .0 .0 .0 11 37.1 85117.0 .0 .0 .0 .0 .0 .0 .0 12 9.8 28776.3 .0 .0 .0 .0 .0 .0 .0 13 10.6 29161.3 .0 .0 .0 .0 .0 .0 .0 14 13.2 35250.0 .0 .0 .0 .0 .0 .0 .0 15 3.6 9695.1 .0 .0 .0 .0 .0 .0 .0 16 33.6 92958.9 .0 .0 .0 .0 .0 .0 .0 17 24.0 78394.6 .0 .0 .0 .0 .0 .0 .0 18 1.2 4456.2 .0 .0 .0 .0 .0 .0 .0 19 25.2 57908.8 .0 .0 .0 .0 .0 .0 .0 20 7.2 3128.0 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 220.46 138.05 2 220.89 137.73 3 222.82 137.24 4 224.26 135.84 5 226.10 135.08 6 228.10 134.99 7 229.96 134.26 8 231.53 133.02 9 233.51 132.74 10 304.80 144.00 C:\slope\1-599p-1\aa-ex21.0UT Page 3 11 367.20 153.00 12 399.60 196.00 *** 1.113 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.20 138.84 2 222.10 138.77 3 223.78 137.68 4 225.75 137.33 5 227.17 135.92 6 228.91 134.94 7 230.88 134.60 8 232.53 133.46 9 234.53 133.42 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.124 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.20 138.84 2 222.10 138.77 3 223.78 137.68 4 225.75 137.33 5 227.17 135.92 6 228.91 134.94 7 230.88 134.60 8 232.53 133.46 9 234.53 133.42 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.124 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.59 139.27 2 222.22 139.17 3 224.15 138.65 4 225.61 137.28 5 227.42 136.43 6 229.39 136.08 7 231.36 135.78 8 232.93 134.54 9 234.64 133.50 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.127 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.38 139.04 2 221.71 138.71 3 223.48 137.78 4 225.48 137.66 5 226.98 136.34 6 228.83 135.60 7 230.77 135.11 8 232.68 134.51 9 234.19 133.20 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.128 *** C:\slope\1-599p-1\aa-ex21.0UT Page 4 Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.38 139.04 2 221.71 138.71 3 223.48 137.78 4 225.48 137.66 5 226.98 136.34 6 228.83 135.60 7 230.77 135.11 8 232.68 134.51 9 234.19 133.20 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.128 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No (ft) (ft) 1 220.92 138.54 2 221.55 137.91 3 223.34 137.01 4 225.33 136.92 5 226.85 135.61 6 228.85 135.56 7 230.27 134.15 8 232.20 133.64 9 234.15 133.17 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.128 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 220.92 138.54 2 221.55 137.91 3 223.34 137.01 4 225.33 136.92 5 226.85 135.61 6 228.85 135.56 7 230.27 134.15 8 232.20 133.64 9 234.15 133.17 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.128 *** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.98 139.69 2 223.16 138.59 3 224.81 137.46 4 226.44 136.30 5 228.40 135.89 6 229.86 134.52 7 231.52 133.42 8 233.37 132.64 9 304.80 144.00 10 367.20 153.00 11 399.60 196.00 *** 1.133 *** NM I M 1 NM I r r— — i MB— Mt OM M GM MI r 1050 1000 950 900 850 800 750 700 L599 Poppy Trail Cross-section A -A' Potential Failure Surface 2 CASLOPE1-599P-11AA-EX11.PLT Run By: YL 6/14/2005 10:29AM 2 2 0 2 2 I I 50 GI- RC) LTP DELTA 100 I I I I I I 2 I I I I I I I I 150 200 250 300 350 400 450 500 550 11111 — M M G r— —— I I M M S I a L599 Poppy Trail Cross-section A -A' Potential Failure Surface 2 1050 C:\SLOPE\L-599P-1\AA-EX11.PL2 Run By: YL 6/14/2005 10:29AM I -I I I I I• I I f Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psfl (deg) No. 1 1 115.0 115.0 240.0 8.0 0 2 2 120.0 120.0 700.0 35.0 0 1000 1- 3 3 115.0 115.0 0.0 35.0 0 4 4 120.0 120.0 700.0 16.0 0 950 900 850 800 750 700 50 0 DELTA 100 150 200 250 300 350 400 450 500 550 PCSTABL5M/si FSmin=1.22 afety Factors Are Calculated By The Modified Janbu Method for the case of c & phi both > 0 C:\slope\1-599p-1\aa-ex11.OUT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:29AM Run By: YL Input Data Filename: C:aa-exll.dat Output Filename: C:aa-ex11.0UT Unit: ENGLISH Plotted Output Filename: C:aa-ex11.PLT PROBLEM DESCRIPTION L599 Poppy Trail Cross-section A -A' Potential Failure Surface 2 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 21 Top Boundaries 30 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 75.00 27.60 60.00 2 2 27.60 60.00 57.60 38.00 2 3 57.60 38.00 81.60 48.00 2 4 81.60 48.00 118.80 81.00 2 5 118.80 81.00 134.40 81.00 2 6 134.40 81.00 183.60 111.00 2 7 183.60 111.00 193.20 111.00 2 8 193.20 111.00 213.00 130.00 3 9 213.00 130.00 223.20 141.00 3 10 223.20 141.00 271.20 165.00 3 11 271.20 165.00 281.00 165.00 3 12 281.00 165.00 291.60 165.00 1 13 291.60 165.00 308.40 168.00 1 14 308.40 168.00 342.00 174.00 1 15 342.00 174.00 366.00 185.00 1 16 366.00 185.00 392.40 194.00 1 17 392.40 194.00 399.60 196.00 1 18 399.60 196.00 405.60 210.00 4 19 405.60 210.00 407.00 218.00 4 20 407.00 218.00 473.00 225.00 4 21 473.00 225.00 524.40 255.00 2 22 230.00 130.00 281.00 165.00 1 23 367.20 153.00 399.60 196.00 4 24 193.20 111.00 205.20 111.00 2 25 205.20 111.00 230.00 130.00 2 26 230.00 130.00 248.40 135.00 2 27 248.40 135.00 304.80 144.00 2 28 304.80 144.00 367.20 153.00 2 29 367.20 153.00 408.00 168.00 2 30 408.00 168.00 473.00 225.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 115.0 115.0 240.0 8.0 .00 .0 0 2 120.0 120.0 700.0 35.0 .00 .0 0 3 115.0 115.0 .0 35.0 .00 .0 0 4 120.0 120.0 700.0 16.0 .00 .0 0 Janbus Empirical Coef is being used for the case of c & phi both > 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 1000 Trial Surfaces Have Been Generated. C:\slope\1-599p-1\aa-ex11.OUT Page 2 5 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 2.0 Box X -Left Y -Left X -Right Y -Right Height No. (ft) (ft) (ft) (ft) (ft) 1 222.00 125.00 280.00 164.00 .00 2 304.80 144.00 304.80 144.00 .00 3 367.20 153.00 367.20 153.00 .00 4 408.00 168.00 408.00 168.00 .00 5 473.00 225.00 473.00 225.00 .00 Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First * * Safety Factors Are Calculated By The Modified Janbu Method Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No (ft) (ft) 1 221.29 138.94 2 223.01 137.92 3 224.96 137.48 4 226.42 136.10 5 228.06 134.97 6 229.67 133.78 7 231.41 132.80 8 233.41 132.67 9 304.80 144.00 10 367.20 153.00 11 408.00 168.00 12 473.00 225.00 *** 1.216 *** Individual data on the 23 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 1.7 284.7 .0 .0 0 .0 0 .0 .0 2 .2 65.0 .0 .0 0 .0 .0 .0 .0 3 1.8 761.8 .0 .0 .0 .0 .0 .0 .0 4 1.5 912.0 .0 .0 .0 .0 .0 .0 .0 5 1.6 1414.9 .0 0 .0 .0 .0 .0 .0 6 1.6 1750.3 .0 0 .0 .0 .0 .0 .0 7 1.7 2284.3 .0 0 .0 .0 .0 .0 .0 8 2.0 2953.7 .0 0 .0 .0 .0 .0 .0 9 .6 980.0 .0 0 .0 .0 0 .0 .0 10 37.2 85426.1 .0 0 .0 .0 .0 .0 .0 11 9.8 28799.4 .0 0 .0 .0 .0 .0 .0 12 10.6 29177.4 .0 0 .0 .0 .0 .0 .0 13 13.2 35257.1 .0 .0 .0 .0 .0 .0 .0 14 3.6 9695.1 .0 .0 .0 .0 .0 .0 .0 15 33.6 92958.9 .0 .0 .0 .0 .0 .0 .0 16 24.0 78394.6 .0 .0 .0 .0 .0 .0 .0 17 1.2 4456.2 .0 .0 .0 .0 .0 .0 .0 18 25.2 94468.5 .0 .0 .0 .0 .0 .0 .0 19 7.2 27003.8 .0 .0 .0 .0 .0 .0 .0 20 6.0 26629.4 .0 .0 .0 .0 .0 .0 .0 21 1.4 7833.0 .0 .0 .0 .0 .0 .0 .0 22 1.0 6028.4 .0 .0 .0 .0 .0 .0 .0 23 65.0 195413.6 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.29 138.94 2 223.01 137.92 3 224.96 137.48 4 226.42 136.10 5 228.06 134.97 6 229.67 133.78 * * C:\slope\1-599p-1\aa-ex11.0UT Page 3 7 231.41 132.80 8 233.41 132.67 9 304.80 144.00 10 367.20 153.00 11 408.00 168.00 12 473.00 225.00 *** 1.216 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.29 138.94 2 223.01 137.92 3 224.96 137.48 4 226.42 136.10 5 228.06 134.97 6 229.67 133.78 7 231.41 132.80 8 233.41 132.67 9 304.80 144.00 10 367.20 153.00 11 408.00 168.00 12 473.00 225.00 *** 1.216 *** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.29 138.94 2 223.01 137.92 3 224.96 137.48 4 226.42 136.10 5 228.06 134.97 6 229.67 133.78 7 231.41 132.80 8 233.41 132.67 9 304.80 144.00 10 367.20 153.00 11 408.00 168.00 12 473.00 225.00 *** 1.216 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.51 139.18 2 221.69 139.00 3 223.40 137.95 4 225.31 137.38 5 227.12 136.52 6 229.12 136.49 7 230.67 135.23 8 232.35 134.14 9 234.06 133.11 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.217 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.51 139.18 2 221.69 139.00 3 223.40 137.95 4 225.31 137.38 5 227.12 136.52 6 229.12 136.49 7 230.67 135.23 8 232.35 134.14 C:\slope\1-599p-1\aa-ex11.0UT Page 4 9 234.06 133.11 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.217 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.51 139.18 2 221.69 139.00 3 223.40 137.95 4 225.31 137.38 5 227.12 136.52 6 229.12 136.49 7 230.67 135.23 8 232.35 134.14 9 234.06 133.11 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.217 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.47 139.13 2 222.01 138.97 3 223.55 137.70 4 225.50 137.25 5 227.49 137.09 6 229.00 135.77 7 230.99 135.56 8 232.68 134.50 9 234.22 133.21 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.223 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.47 139.13 2 222.01 138.97 3 223.55 137.70 4 225.50 137.25 5 227.49 137.09 6 229.00 135.77 7 230.99 135.56 8 232.68 134.50 9 234.22 133.21 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.223 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 221.47 139.13 2 222.01 138.97 3 223.55 137.70 4 225.50 137.25 5 227.49 137.09 6 229.00 135.77 7 230.99 135.56 C:\slope\1-599p-1\aa-ex11.0UT Page 5 8 232.68 134.50 9 234.22 133.21 10 304.80 144.00 11 367.20 153.00 12 408.00 168.00 13 473.00 225.00 *** 1.223 *** s I M s— s r— MB MI MN r air NS MI M U— I 1050 1000 950 900 850 800 750 700 L 599 Poppy Trail Cross-section A -At: Temporary Road C:\SLOPE\L-599P-11AA-TR22.PLT Run By: YL 6/14/2005 10:36AM 0 50 100 150 200 250 300 350 400 450 500 550 GROUP r NB 1 i r S NO NB S-- w NS 1 NE —-- r 1050 1000 950 900 850 800 750 700 L 599 Poppy Trail Cross-section A -A': Temporary Road C:\SLOPE\L-599P-1\AA-TR22.PL2 Run By: YL 6/14/2005 10:36AM f Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 110.0 120.0 450.0 25.0 0 2 2 110.0 120.0 700.0 35.0 0 3 3 110.0 120.0 300.0 30.0 0 4 4 110.0 120.0 700.0 16.0 0 5 5 110.0 120.0 240.0 8.0 0 2 2 I 1. I I I I I 2 2 2 2 2 Load Value LI 240 psf 5 2 I I I 1 50 100 150 200 250 300 350 D E LTA -4 4 400 4 4 450 PCSTABL5M/si FSmin=1.14 Safety Factors Are Calculated By The. Modified Janbu Method for the case of c & phi both > 0 2 500 550 Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Unit: Plotted Output Filename: C:aa-tr22.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Temporary Road BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to C:\slope\1-599p-1\aa-tr22.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices 6/14/2005 10:36AM YL C:aa-tr22.dat C:aa-tr22.0UT ENGLISH 4 110.0 120.0 5 110.0 120.0 BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right No. (ft) (ft) 1 241.50 261.50 NOTE - Intensity Is Specified As 19 Top Boundaries 27 Total Boundaries Boundary X -Left Y -Left No. (ft) (ft) 1 .00 75.00 2 27.60 60.00 3 57.60 38.00 4 81.60 48.00 5 118.80 81.00 6 134.40 81.00 7 183.60 111.00 8 241.50 150.00 9 261.50 150.00 10 284.00 165.00 11 291.60 165.00 12 308.40 168.00 13 342.00 174.00 14 366.00 185.00 15 392.40 194.00 16 399.60 196.00 17 405.60 210.00 18 407.00 218.00 19 473.00 225.00 20 240.00 135.00 21 237.00 132.00 22 240.00 135.00 23 365.00 155.00 24 183.00 110.00 25 205.20 111.00 26 237.00 132.00 27 370.00 152.00 ISOTROPIC SOIL PARAMETERS 5 Type(s) of Soil Soil Total Saturated Cohesion Type Unit Wt. Unit Wt. Intercept No. (pcf) (pcf) (psf) 1 110.0 120.0 450.0 2 110.0 120.0 700.0 3 110.0 120.0 300.0 700.0 240.0 Cross-section A -A Y -values listed. X -Right Y -Right Soil Type (ft) (ft) Below Bnd 27.60 60.00 2 57.60 38.00 2 81.60 48.00 2 118.80 81.00 2 134.40 81.00 2 183.60 111.00 2 241.50 150.00 3 261.50 150.00 3 284.00 165.00 1 291.60 165.00 1 308.40 168.00 1 342.00 174.00 1 366.00 185.00 1 392.40 194.00 1 399.60 196.00 1 405.60 210.00 4 407.00 218.00 4 473.00 225.00 4 524.40 255.00 2 261.50 150.00 1 240.00 135.00 5 365.00 155.00 5 399.60 196.00 5 205.20 111.00 2 237.00 132.00 2 370.00 152.00 2 399.60 196.00 4 Friction Angle (deg) 25.0 35.0 30.0 16.0 8.0 Pore Pressure Param. .00 .00 .00 .00 .00 Pressure Constant (psf) .0 .0 .0 .0 .0 Intensity Deflection (psf) (deg) 240.0 .0 A Uniformly Distributed Force Acting On A Horizontally Projected Surface. Piez. Surface No. 0 0 0 0 0 C:\slope\1-599p-1\aa-tr22.0UT Page 2 Janbus Empirical Coef is being used for the case of c & phi both > 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 200 Trial Surfaces Have Been Generated. 5 Boxes Specified For Generation Of'Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 2.0 • Box X -Left Y -Left X -Right Y -Right Height No. (ft) (ft) (ft) (ft) (ft) 1 232.00 128.00 284.00 164.00 .00 2 298.00 143.00 298.00 143.00 .00 3 304.80 144.00 304.80 144.00 .00 4 367.20 ' 153.00 367.20 153.00 .00 5 399.60 196.00 399.60 196.00 .00 Following Are Displayed The -Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Janbu Method * * Failure Surface Specified By 13 Coordinate Points Slice No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Point No. 1 2 3 4 5 6 7 8 9 10' 11 '12 13 Width (ft) 1.0 1.4 1.8 1.9 2.0 1.8 1.8 .9 .9 .5 1.5 20.0 22.5 7.6 6.4 6.8 3.6 33.6 23.0 1.0 1.2 25.2 *** Weight (lbs) 71.2 383.5 .0 923.1 .0 1405.4 .0 1829.8 .0 2078.6 .0 2456.8 .0 1417.4 .0 1562.9 .0 857.7 .0 2655.4 .0 32551.1 .0 46364.9 .0 19821.6 .0 16268.0 .0 17391.0 .0 9273.9 .0 88917.3 .0 71464.4 .0 3521.8 .0 4262.5 .0 55391.1 .0 X -Surf (ft) 225.93 226.94 228.36 230.14 232.05 234.01 235.83 237.63 239.50 298.00 304.80 367.20 399.60 1.145 Individual data Water Force Top (lbs) .0 Y -Surf (ft) 139.51 138.91 137.50 136.60 136.01 135.61 134.78 133.90 133.19 143.00 144.00 153.00 196.00 on the Water Force Bot (lbs) .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 7.2 2992.0 .0 .0 Failure Surface Specified By 13 Point X -Surf Y -Surf No. (ft) (ft) 23 slices Tie Tie Earthquake Force Force Force Surcharge Norm Tan Hor Ver Load (lbs) (lbs) (lbs) (lbs) (lbs) .0 .0 .0 0 0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 _ .0 .0 .0 .0 .0 4800.0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 ..0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 A. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Coordinate Points C:\slope\1-599p-1\aa-tr22.0UT Page 3 1 225.12 138.97 2 226.26 138.09 3 227.80 136.81 4 229.79 136.67 5 231.38 135.45 6 232.97 134.25 7 234.97 134.06 8 236.70 133.07. 9 238.65 132.60 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.152 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 227.64 140.66 2 228.80 139.51 3 230.23 138.11 4 232.11 137.41 5 233.73 136.24 6 235.55 135.42 7 237.55 135.32 8 239.53 135.05 9 241.47 134.55 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.162 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 226.47 139.87 2 227.36 138.99 3 229.25 138.33 4 231.09 137.53 5 232.89 136.67 6 234.78 136.02 7 236.37 134.81 8 238.37 134.77 9 239.88 133.46 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.162 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 226.90 140.17 2 227.68 140.05 3 229.46 139.14 4 231.34 138.45 5 232.88 137.18 6 234.51 136.02 7 236.44 135.49 8 238.28 134.71 9 239.78 133.39 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.167 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf C:\slope\1-599p-1\aa-tr22.OUT Page 4 No (ft) (ft) 1 228.37 141.15 2 229.70 140.99 3 231.47 140.06 4 233.16 138.99 5 234.95 138.11 6 236.93 137.82 7 238.48 136.55 8 239.90 135.14 9 241.87 134.84 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.198 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 228.15 141.01 2 228.29 140.94 3. 229.79 139.61 4 231.25 138.24 5 232.85 137.04 6 234.52 135.94 7 236.51 135.78 8 237.92 134.36 9 239.59 133.25 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.200 *** Failure. Surface •Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 227.76 140.75 2 229.27 139.72 3 230.74 138.36 4 232.55 . 137.51 5 234.39 136.73 6 236.01 135.56 7 237.43 134.15 8 238.86 132.75 9 298.00 143.00 10 304.80 144.00 11 367.20 153.00 12 399.60 196.00 *** 1.205 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 229.31 141.79 2 230.24 141.56 3 231.80 140.30 4 233.77 140.00 5 235.42 138.86 6 237.32 138.24 7 238.73 136.83 8 240.50 135.89 9 242.37 135.18 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.205 *** Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf C:\slope\1-599p-1\aa-tr22.OUT Page 5 No. (ft) (ft) 1 229.66 142.03 2 229.83 141.89 3 231.63 141.03 4 233.61 140.73 5 235.05 139.34 6 236.60 138.07 7 238.14 136.80 8 239.68 135.53 9 241.40 134.51 10 298.00 143.00 11 304.80 144.00 12 367.20 153.00 13 399.60 196.00 *** 1.214 *** N M— -- NE NM — -- NM MN i N• — N 1 M INN 1050 1000 950 900 850 800 750 700 I I I I I I I I 0 L 599 Poppy Trail Section B -B': EXISTING; SUR 1 CASLOPE\L-599P-1\BB-EX01.PLT Run By: YL 6/14/2005 10:39AM I I I I I I I I I I 50 100 150 200 250 300 350 400 450 500 550 GROUP INN — MI MN MI NMI MEI 11011 MN NM MI M IN 1111 MI 11M INN NMI 1050 1000 950 900 850 800 750 700 L 599 Poppy Trail Section B -B': EXISTING; SUR 1 C:\SLOPE\L-599P--1\BB-EX01.PL2 Run By: YL 6/14/2005 10:39AM T I I Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 240.0 8.0 0 2 2 100.0 120.0 700.0 35.0 0 3 3 100.0 120.0 300.0 30.0 0 4 4 100.0 120.0 300.0 12.0 0 I I I I I I I I 0 2 2 — I 1 I I I I 50 100 150 200 250 300 350 PCSTABL5M/si FSmin=1.15 Safety Factors Are Calculated By The Modified Janbu Method GROUP D E L'I`,A._ 400 450 500 550 C:\slope\1-599p-1\bb-ex01.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:39AM Run By: YL Input Data Filename: C:bb-ex0l.dat Output Filename: C:bb-ex01.0UT Unit: ENGLISH Plotted Output Filename: C:bb-ex01.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section B -B': EXISTING; SUR 1 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 25 Top Boundaries 37 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No (ft) (ft) (ft) (ft) Below Bnd 1 .00 69.00 7.50 69.00 2 2 7.50 69.00 22.50 49.00 2 3 22.50 49.00 63.00 78.00 2 4 63.00 78.00 72.00 81.00 2 5 72.00 81.00 82.50 83.00 2 6 82.50 83.00 103.50 99.00 4 7 103.50 99.00 112.50 102.00 4 8 112.50 102.00 142.50 102.00 4 9 142.50 102.00 154.50 111.00 4 10 154.50 111.00 190.50 117.00 4 11 190.50 117.00 210.00 135.00 3 12 210.00 135.00 226.50 148.00 3 13 226.50 148.00 232.50 153.50 3 14 232.50 153.50 292.50 168.00 3 15 292.50 168.00 310.50 180.00 1 16 310.50 180.00 331.50 183.00 1 17 331.50 183.00 346.50 190.00 1 18 346.50 190.00 379.50 201.50 1 19 379.50 201.50 381.00 210.00 1 20 381.00 210.00 387.00 216.00 1 21 387.00 216.00 408.00 220.00 1 22 408.00 220.00 444.00 223.00 1 23 444.00 223.00 465.00 229.50 1 24 465.00 229.50 504.00 252.00 2 25 504.00 252.00 528.00 258.00 2 26 246.00 140.00 292.50 168.00 1 27 357.00 151.50 379.50 201.00 1 28 190.50 117.00 205.00 119.00 2 29 205.00 119.00 246.00 140.00 2 30 246.00 140.00 357.00 151.50 2 31 357.00 151.50 411.00 163.50 2 32 411.00 163.50 469.00 179.00 2 33 469.00 179.00 476.00 200.00 2 34 476.00 200.00 486.00 241.00 2 35 82.50 83.00 112.00 90.00 2 36 112.00 90.00 142.00 97.00 2 37 142.00 97.00 190.50 117.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 240.0 8.0 .00 .0 0 2 100.0 120.0 700.0 35.0 .00 .0 0 3 100.0. 120.0. 300.0 30.0 .00 .0 4 100.0 120.0 300.0 12.0 .00 .0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Sliding Block Surfaces, Has Been Specified.. 500'Trial Surfaces Have, Been Generated. 4 Boxes Specified For Generation Of Central Block Base Length Of. Line Segments For Active And Passive Portions Of Sliding Block Is 5.0 Box X -Left ' Y -Left X -Right Y -Right Height No-. (ft) (ft) (ft) (ft) (ft). 1 246.00 140.00 246.00 140.00 .00 2 357.00 151.50 357.00 151.50 .00 3 379.50 201.00 379.50'. 201.00 .00 4 387.00 216.00 387.00 ' 216.00 .00 Following Are Displayed The Ten Most Critical Of The, Trial• Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Failure Surface Specified By 10 Coordinate. Points. Point X -Surf Y -Surf No. (ft) (ft) 1 221.41 143.99 2 221.53; 143.90 3 226.52 143.73. 231.11 141.73 236.05 141.00 241.04 140.63 246.00 140.00 357.00 151.50 379.50 201.00 387.00 216.00 ** 1.155 *** Individual data on the 16' slices Water Water Tie Tie Earthquake Force Force Force Force, Force' Surcharge Slice Width Weight Top Bot . Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (abs) (lbs) (lbs) 1 . .1 1.1 .0 .0 .0 .0. 2 5.0 1107.6 .0 .0 .0 .0 .0 .0 .0 3 .0 10.3 .0 .0 .0 .0 .0 .0 .0 4 4.6 3389.7 .0 .0 .0 .0 .0 .0 ':.0 5 1.4 1565.5 .0 .0 .0 .0 .0 0' . .0 6 3.6 4502.4 .0 .0 .0 .0 .0 .0 .0 7 5.0 7055.1 .0 .0 .0 .0 .0 .0 .0 8 5.0 7860.6 .0 .0 .0 .0 .0 .0 .0 9 46.5 92871.9 . .0 .0 .0 .0 .0'` .0 .0 10 18.0 50850.0 .0 0 .0 .0 .0 .0 .0 11 . 21.0 70832.4 .0 .0 .0 .0 .0 ' .0 .0 12 15.0 55297.3 .0 .0 .0 .0 .0 .0 .0 13 10.5 42917.1 .0 ..0 .0 .0 .0 .0 .0 14 .' 22.5 47991.5 .0 .0 .0 .0 .0 . .0 .0. 15 1.5 487.5 .0 .0 .0 .0. .0 .0 .0 16 6.0 1800.0 .0 .0 .0 .0 .0 .0 ' .0 Failure. Surface Specified By 10 Coordinate Points Point . X -Surf Y -Surf No. (ft) (ft), 1 221.41 143.99 2 221.53 143.90 3' 226.52 143.73 231.11 141.73 236.05' 141.00 241.04 140.63 246.00 140.00 357.00 151.50 379.50 201.00 387.00 216.00 C:\slope\1-599p-1\bb-ex01.OUT Page 3 *** 1.155 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 223.42 145.57 2 226.27 143.16 3 231.21 142.42 4 236.13 141.51 5 241.10 141.00 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.164 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 222.79 145.08 2 226.79 143.95 3 231.63 142.70 4 236.63 142.58 5 241.63 142.42 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.169 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 224.44 146.38 2 226.72 144.93 3 231.52 143.53 4 236.43 142.59 5 241.04 140.66 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.169 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 223.74 145.82 2 226.35 143.27 3 231.23 142.19 4 236.19 141.53 5 241.00 140.19 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.171 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 224.57 146.48 2 227.04 145.51 3 231.27 142.85 4 236.19 141.93 5 241.08 140.89 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.172 *** Failure Surface Specified By 9 Coordinate Points C:\slope\1-599p-1\bb-ex01.0UT Page 4 Point X -Surf Y -Surf No. (ft) (ft) 1 224.57 146.48 2 227.04 145.51 3 231.27 142.85 4 236.19 141.93 5 241.08 140.89 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.172 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 224.59 146.49 2 226.64 144.57 3 231.59 143.85 4 236.48 142.83 5 241.07 140.85 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.176 *** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 223.58 145.70 2 226.73 143.53 3 231.70 142.98 4 236.69 142.76 5 241.69 142.53 6 246.00 140.00 7 357.00 151.50 8 379.50 201.00 9 387.00 216.00 *** 1.176 *** IIIIIII I N N M N N N I N r— I NM M I IIIIIII 1050 1000 950 900 850 800 750 700 L 599 Poppy Trail Section B -B': EXISTING; SUR 2 C:\SLOPE\L-599P-1\BB-EX02.PLT Run By: YL 6/14/2005 10:41AM r 0 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 240.0 8.0 0 2 2 100.0 120.0 700.0 35.0 0 3 3 100.0 120.0 300.0 30.0 0 4 4 100.0 120.0 300.0 12.0 0 2 2 2 2 2 2 — 2 _ i i I 1 1 1 50 100 150 200 250 300 350 PCSTABL5M/si FSmin=2.42 Factors of Safety Calculated by Janbu Method GROUP DELTA 400 450 500 550 C:\slope\1-599p-1\bb-ex02.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:41AM Run By: YL Input Data Filename: C:bb-ex02.dat Output Filename: C:bb-ex02.0UT Unit: ENGLISH Plotted Output Filename: C:bb-ex02.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section.B-B': EXISTING; SUR 2 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 25 Top Boundaries 37 Total Boundaries Boundary X -Left. Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 69.00 7.50 69.00 2 2 7.50 69.00 22.50 49.00 2 3 22.50 49.00 63.00 78.00 2 4 63.00 78.00 72.00 81.00 2 5 72.00 81.00 82.50 83.00 2 6 82.50 83.00 103.50 99.00 4 7 103.50 99.00 112.50 102.00 4 8 112.50 102.00 142.50 102.00 4 9 142.50 102.00 154.50 111.00 4 10 '154.50 111.00 190.50 117.00 4 11 190.50 117.00 210.00 135.00 3 12 210.00 135.00 226.50 148.00 3 13 226.50 148.00 232.50 153.50 3 14 232.50 153.50 292.50 168.00 3 15 292.50 168.00 310.50 180.00 1 16 310.50 180.00 331.50 183.00 1 17 331.50 183.00 346.50 190.00 1 18 346.50 190.00 379.50 201.50 1 19 379.50 201.50 381.00 210.00 1 20 381.00 210.00 387.00 216.00 1 21 387.00 216.00 408.00 220.00 1 22 408.00 220.00 444.00 223.00 1 23 444.00 223.00 465.00 229.50 1 24 465.00 229.50 504.00 252.00 2 25 504.00 252.00 528.00 258.00 2 26 246.00 140.00 292.50 168.00 1 27 357.00 151.50 379.50 201.00 1 28 190.50 117.00 205.00 119.00 2 29 205.00 119.00 246.00 140.00 2 30 246.00' 140.00 357.00 151.50 2 31 357.00 151.50 411.00 163.50 2 32 411.00 163.50 469.00 179.00 2 33 469.00 179.00 476.00 200.00 2 34 476.00 200.00 486.00 241.00 2 35 82.50 83.00 112.00 90.00 2 36 112.00 90.00 142.00 97.00 2 37 142.00 97.00 190.50 117.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface. No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 240.0 8.0 . .00 .0 0 2 100.0 120.0 700.0 35.0 .00 .0 0 C:\slope\1-599p-1\bb-ex02.0UT Page 2 3 100.0 120.0 300.0 30.0 .00 .0 0 4 100.0 120.0 - 300.0 12.0 .00 .0 0 Trial Failure Surface Specified By 4 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 82.50 83.00 2 112.00 90.00 3 142.00 97.00 4 190.50 117.00 Factor Of Safety For The Preceding Specified Surface = 2.425 11111 NM INS NU NMI MN EMI EN NM all (♦ nil NMI EN NM 111111 all N I 1050 1000 950 900 850 800 750 700 L 599 Poppy Trail Cross-section B -B' Temporary Road; SUR 1 CASLOPE\L-599P-1\BB-TR01.PLT Run By: YL 6/14/2005 10:43AM Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 240.0 8.0 0 2 2 100.0 120.0 700.0 35.0 0 3 3 100.0 120.0 300.0 30.0 0 4 4 120.0 120.0 300.0 30.0 0 Load Value LI 240 psf I I I I I I I I I I 0 50 100 150 200 250 300 350 400 450 500 550 GROUP DELTA PCSTABL5M/si FSmin=2.21 Factor Of Safety Is Calculated By The Modified Bishop Method C:\slope\1-599p-1\bb-trOl.OUT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 10:43AM Run By: YL Input Data Filename: C:bb-trOl.dat Output Filename: C:bb-trOl.OUT Unit: ENGLISH Plotted Output Filename: C:bb-trOl.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Cross-section B -B' Temporary Road; SUR 1 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 23 Top Boundaries 36 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 69.00 7.50 69.00 2 2 7.50 69.00 22.50 49.00 2 3 22.50 49.00 63.00 78.00 2 4 63.00 78.00 72.00 81.00 2 5 72.00 81.00 82.50 83.00 2 6 82.50 83.00 103.50 99.00 2 7 103.50 99.00 112.50 102.00 2 8 112.50 102.00 170.00 130.00 4 9 170.00 130.00 204.00 130.00 4 10 204.00 130.00 226.50. 148.00 3 11 226.50 148.00 232.50 153.50 3 12 232.50 153.50 292.50 168.00 3 13 292.50 168.00 310.50 180.00 1 14 310.50 180.00 331.50 183.00 1 15 331.50 183.00 346.50 190.00 1 16 346.50 190.00 379.50 201.50 1 17 379.50 201.50 381.00 210.00 1 18 381.00 210.00 387.00 216.00 1 19 387.00 216.00 408.00 220.00 1 20 408.00 220.00 444:00 223.00 1 21 444.00 223.00 465.00 229.50 1 22 465.00 229.50 504.00 252.00 2 23 504.00 252.00 528.00 258.00 2 24 142.50 102.00 154.00 111.00 3 25 154.00 111.00 190.50 117.00 3 26 190.50 117.00 204.00 130.00 3 27 246.00 140.00 292.50 168.00 1 28 357.00 151.50 379.50 201.00 1 29 112.00 102.00 142.50 102.00 2 30 142.50 102.00 205.00 118.00 2 31 205.00 119.00 246.00 140.00 2 32 246.00 140.00 357.00 151.50 2 33 357.00 151.50 411.00 163.50 2 34 411.00 163.50 469.00 179.00 2 35 469.00 179.00 476.00 200.00 2 36 476.00 200.00 486.00 241.00 2 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 240.0 8.0 .00 .0 0 2 100.0 120.0 700.0 35.0 .00 .0 0 3 100.0 120.0 300.0 30.0 .00 .0 0 C:\slope\1-599p-1\bb-trOl.OUT Page 2 4 120.0 120.0 300.0 30.0 .00 .0 0 BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 170.00 204.00 240.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. Trial Failure Surface Specified By 5 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 113.00 102.24 2 142.50 103.00 3 205.00 119.00 4 246.00 140.00 5 315.00 180.64 Circle Center At X = 122.1 ; Y = 323.4 and Radius, 221.3 Factor Of Safety For The Preceding Specified Surface = 2.208 WARNING - Factor Of Safety Is Calculated By The Modified Bishop Method. This Method Is Valid Only If The Failure Surface Approximates A Circle. — i N S N AI — an MB M— E NM MR MN MI MI NM MB 1050 1000 950 900 850 800 750 700 L 599 Poppy Trail Section B -B': EXISTING; SUR 2 C:\SLOPE\L-599P-1\BB-TR02.PLT Run By: YL 6/14/2005 11:02AM r Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 240.0 8.0 0 2 2 100.0 120.0 700.0 35.0 0 3 3 100.0 120.0 300.0 30.0 0 4 4 100.0 120.0 300.0 12.0 0 5 5 100.0 120.0 300.0 30.0 0 I I I I I I I I 0 Load Value LI 240 psf 50 100 150 200 250 300 350 GROUP DELTA PCSTABL5M/si FSmin=1.27 Factors of Safety Calculated by Janbu Method 400 450 500 550 C:\slope\1-599p-1\bb-tr02.OUT Page 1 ** PCSTABL5M ** by Purdue University -Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005. Time of Run: 11:02AM Run By: YL Input Data Filename: C:bb-tr02.dat Output Filename: C:bb-tr02.0UT Unit: ENGLISH Plotted Output Filename: C:bb-tr02.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section B -B': EXISTING; SUR 2 BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 23 Top Boundaries 40 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 69.00 7.50 69.00 2 2 7.50 69.00 22.50 49.00 2 3 22.50 49.00 63.00 78.00 2 4 63.00 78.00 72.00 81.00 2 5 72.00 81.00 82.50 83.00 2 6 82.50 83.00 103.50 99.00 4 7 103.50 99.00 112.50 102.00 5 8 112.50 102.00 170.00 130.00 5 9 170.00 130.00 204.00 130.00 5 10 204.00 130.00 226.50 148.00 3 11 226.50 148.00 232.50 153.50 3 12 232.50 153.50 292.50 168.00 3 13 292.50 168.00 310.50 180.00 1 14 310.50 180.00 331.50 183.00 1 15 331.50 183.00 346.50 190.00 1 16 346.50 190.00 379.50 201.50 1 17 379.50 201.50 381.00 210.00 1 18 381.00 210.00 387.00 216.00 1 19 387.00 216.00 408.00 220.00 1 20 408.00 220.00 444.00 223.00 1 21 444.00 223.00 465.00 229.50 1 22 465.00 229.50 504.00 252.00 2 23 504.00 252.00 528.00 258.00 2 24 103.50 99.00 112.50 102.00 4 25 112.50 102.00 142.50 102.00 4 26 142.50 102.00 154.50 111.00 4 27 154.50 111.00 190.50 117.00 4 28 190.50 117.00 204.00 130.00 3 29 246.00 140.00 292.50 168.00 1 30 357.00 151.50 379.50 201.00 1 31 190.50 117.00 205.00 119.00 2 32 205.00 119.00 246.00 140.00 2 33 246.00 140.00 357.00 151.50 2 34 357.00 151.50 411.00 163.50 2 35 411.00 163.50 469.00 179.00 2 36 469.00 179.00 476.00 200.00 2 37 476.00 200.00 486.00 241.00 2 38 82.50 83.00 112.00 90.00 2 39 112.00 90.00 142.00 97.00 2 40 142.00 97.00 190.50 117.00 2 ISOTROPIC SOIL PARAMETERS 5 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface C:\slope\1-599p-1\bb-tr02.OUT Page 2 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 240.0 8.0 .00 .0 0 2 100.0 120.0 700.0 35.0 .00 .0 0 3 100.0 120.0 300.0 30.0 .00 .0 0 4 100.0 120.0 300.0 12.0 .00 .0 0 5 100.0 120.0 300.0 30.0 .00 .0 0 BOUNDARY LOAD(S). 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 170.00 204.00 240.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. Trial Failure Surface Specified By 5 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 82.50 83.00 2 112.00 90.00 3 142.00 97.00 4 190.50 117.00 5 204.00 130.00 Factor Of Safety For The Preceding Specified Surface = 1.273 MIS SIN 11111 MN INS all NMI 111111 111111 NM NMI all Nil 111111 111111 1E1 MR 1E1 INS 980 940 900 860 820 780 740 700 L 599 Poppy Trail Section C -C'; EXISTING CASLOPE1-599P-1\CC-EX01.PLT Run By: YL 6/14/2005 11:05AM 1 1 1 1 1 1 0 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 700.0 35.0 0 2 2 100.0 120.0 300.0 12.0 0 40 80 120 .160 200 240 280 PCSTABL5M/si FSmin=2.16 Factors of Safety Calculated by Janbu Method GROUP DELTA 320 360 400 440 C:\slope\1-599p-1\cc-ex01.0UT Page 1 ** PCSTABL5M ** by Purdue University --SlopeStability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 11:05AM Run By: YL Input Data Filename: C:cc-ex0l.dat Output Filename: C:cc-ex01.0UT Unit: ENGLISH Plotted Output Filename: C:cc-ex01.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section C -C'; EXISTING BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 16 Top Boundaries 18 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 68.00 33.60 52.00 1 2 33.60 52.00 80.40 84.00 1 3 80.40 84.00 92.40 84.00 1 4 92.40 84.00 114.00 102.00 2 5 114.00 102.00 134.40 103.00 2 6 134.40 103.00 145.20 112.00 2 7 145.20 112.00 162.00 118.00 2 8 162.00 118.00 189.60 121.00 2 9 189.60 121.00 250.80 158.00 1 10 250.80 158.00 278.40 184.00 1 11 278.40 184.00 306.00 204.00 1 12 306.00 204.00 315.60 204.00 1 13 315.60 204.00 330.00 212.00 1 14 330.00 212.00 369.60 219.00 1 15 369.60 219.00 385.20 226.00 1 16 385.20 226.00 426.00 226.00 1 17 92.40 84.00 134.40 99.60 1 18 134.40 99.60 189.60 121.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 700.0 35.0 .00 .0 0 2 100.0 120.0 300.0 12.0 .00 .0 0 Trial Failure Surface Specified By 3 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 92.40 84.00 2 134.40 99.60 3 189.60 121.00 Factor Of Safety For The Preceding Specified Surface = 2.164 MN IMO MO IMO EMI NMI NMI MEM UN OM MN EMI 111111 NMI MEI ION 980 940 900 860 820 780 740 700 L 599 Poppy Trail Section C -C': Temporary Road C:\SLOPE\L-599P-1\CC-TR01.PLT Run By: YL 6/14/2005 11:05AM I I 0 13ELTA Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 100.0 120.0 1000.0 35.0 0 2 2 100.0 120.0 300.0 12.0 0 3 3 100.0 120.0 300.0 30.0 0 Load Value Li 240psf 40 80 120 160 200 240 280 320 PCSTABL5M/si FSmin=2.33 Factors of Safety Calculated by Janbu Method 360 400 440 C:\slope\1-599p-1\cc-tr01.0UT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 6/14/2005 Time of Run: 11:05AM Run By:. YL Input Data Filename: C:cc-trOl.dat Output Filename: C:cc-trOl.OUT Unit: ENGLISH Plotted Output Filename: C:cc-tr0l.PLT PROBLEM DESCRIPTION L 599 Poppy Trail Section C -C': Temporary Road BOUNDARY COORDINATES Note: User origin value specified. Add 0.00 to X -values and 700.00 to Y -values listed. 14 Top Boundaries 17 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 .00 68.00 33.60 52.00 1 2 33.60 52.00 80.40 84.00 1 3 80.40 84.00 92.40 84.00 1 4 92.40 84.00 114.00 102.00 2 5 114.00 102.00 145.00 119.00 3 6 145.00 119.00 189.60 121.00 3 7 189.60 121.00 250.80 158.00 1 8 250.80 158.00 278.40 184.00 1 9 278.40 184.00 306.00 204.00 1 10 306.00 204.00 315.60 204.00 1 11 315.60 204.00 330.00 212.00 1 12 330.00 212.00 369.60 219.00 1 13 369.60 219.00 385.20 226.00 1 14 385.20 226.00 426.00 226.00 1 15 114.00 102.00 121.00 95.00 2 16 121.00 95.00 189.60 121.00 1 17 92.40 84.00 121.00 95.00 1 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 100.0 120.0 1000.0 35.0 .00 .0 0 2 100.0 120.0 300.0 12.0 .00 .0 0 3 100.0 120.0 300.0 30.0 .00 .0 0 BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (psf) (deg) 1 145.00 165.00 240.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. Trial Failure Surface Specified By 3 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 92.40 84.00 2 121.00 95.00 3 189.60 121.00 Factor Of Safety For The Preceding Specified Surface = 2.333