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Phase I & II, Geological & Geotechnical Report Poppy Trail LandslideCONSULTANTS 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 GROUP 719 DELTA CONSULTANTS Certified MBE Geotechnical Engineering Geology Hydrogeology Earthquake Engineering Materials Testing & Inspection Forensic Sernicc. June 16, 2005 L -599B City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Attn: Subject: Craig Nealis, City Manager Phase 1 and 11, 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 11, 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 -.--_- TS, INC. Michael D. Rea Principal Geotec Distribution: Addressee (6) L -599B Final Report teven H. Kolthoff, C.E.G. #1965 Senior Engineering Geologist Exp. 8/31/05 \ANAL STEVEN HARM KOLTHOFF NO. 1965 CERTIFIED ENGINEERING GEOLOGIST 2291 W 205th Street, Suite 105 ♦ Torrance, California 90501-1459 ♦ (310) 320-5100 voice ♦ (310) 320-2118 fax Aliso Viejo, California ♦ (949) 609-1020 San Diego, California ♦ (858) 524-1500 www.GroupDelta.com GROUP DELTA EZIMMEEEM 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 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 -599B Final Report.doc GROUP DELTA GONSUITANTS Certified MBE Geotechnical Engineering Geology Hydrogeology 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 ® Torrance, California 90501-1459 ♦ (310) 320-5100 voice ♦ (310) 320-2118 fax Aliso Viejo, California ♦ (949) 609-1020 San Diego, California ♦ (858) 524-1500 www.GroupDelta.com GROUP C DELTA Phase 1 &lI, 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-5998 Final Report.doc Phase 1 &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 -599B Final Report.doc Phase 1 &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 1 &11, 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-59913 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 e;mnuurtNs GROUP DELTA Phase I &it, Geological and Geotechnical 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. 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 GROUP 17i DELTA 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 -599B Final Report.doc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Phase I &II, 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-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 &lI, 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 aliNSAVINAiNgS Phase I &11, Geological and Geotechnical 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 GROUP DELTA 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 OANSTVIIVICS Phase 1 &II, 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 GROUP DELTA Phase I &I1, 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-5998 Final Report.doc GROUP DELTA Phase 1 &II, 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 Phase I &I1, 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 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 GROUP 7:1 DELTA Phase I &1I, 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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. L -599B Final Report.doc FIGURES L -599B Final Report.doc VICINITY MAP Project Site 3-t, r�fa ij"• Group Delta Consultants, Inc. Project Number: L-599 Project Name: Poppy Trail Landslide Date: 03/24/2005 Figure 1 MN 1=1 INN M INII 11111 EN I= INN I= MN NM INN EN IMII 11111 IIIM 1= AERIAL PHOTO OF POPPY TRAIL LANDLSIDE AREA GROUI' 71 aiiial y Trail Aerial Photo, Poppy Trail Landslide, April 2005 City of Rolling Hills, CA Figure 2 MI NM INN 11E1 ION IMMI MEI NMI INN MMI INN 1=1 MIN =I EMI 11111 Mill 11111 1111 LANDSLIDE PLANE IDENTIFIED FROM DOWNHOLE (B-4) INSPECTION Altamira - Sandstone unit Figure 3 CROUP DELTA 1 - - MO I - i - I M I• N OM - I = I E OM LOCATION OF PROPERTIES RELATIVE TO POPPY TRAIL LANDSLIDE (,R()L I' DELTA • • • --Tr I Cwner: on S Portion of Lot Rolling Hills Tri rt• Poppy T'c• OVIC !INS / r f i \,\A. \ Figure 4 INN NM IMO IMP MO IMO Mill MI MIMI MN IIIIII MO MEI NM I= INN NMI SCHEMATIC OF TEMPORARY POPPY TRAIL RE -ALIGNMENT Yt4 Poppy Try r il 1 (;ROL:1, r I DELTA Top of POPaso — cut -slope t•`� TOO ;. 1 \ 'S • \Let Propose& kill \ \\\ \ .\ • #1 poppy T O.rd Nan 1n -roan d Lot 90 c�..,, Nu `►"\R\1\i�1 \\\\ti\ i �`. \ \\\\\\ / / 1 \\\\\\ \ — ) ))1A,„\ 11 Proposed Debris Wall \ ( ------::::: 'ter \ 1 --...-•:;1 --- ------------ , _ '„_--; •,. • eify of Rolling `. -�`.`+"— t _ --�7 \`\ \\\\\� a 1 am. ow City to C N Figure 5 MO 1E1 1E1 1E1 11111 MI N MS r 11111 NMI O OM AREA GEOLOGY MAP OF POPPY TRAIL SLIDE GROL. I' r D® Tmat. - t „\13,3 Trt v \!5 ��v, t t,�\,`�_ r /25 - :'► Tmat t• `'i i±62) 1f' Tma • QIa Y• t is —� ors J) '�5 "r": t so \ 5 r ay :..t.-.. • L >: Tmv 22 a \ s • 7'%4. a _ -. Qls , 7" Tm. - Area Geology Map of Poppy Trail Slide't • •••$ • - Qoa Q✓s�� .y ti; = . '`e tim9� Qsp Goa tE ?_ Tmv . v' 't .37 Tma / ?.....__ .---r- ,/ .. .42\37 .tom'h:F / •\ ,t • \ . - .-': Qts --___-.......4....5 32 aa� Qia , � • T i GG y t r' y - }-a5 _ 1 Tmat � .= E. "O's \ t u t �•aLi .t. • QVN' t \ sc (-1 �yQls `ate �.- iill /��ii 1.. Tmat -� r Tmat 1',\C —4 N. t QIa CC � Ref: Thomas W. Dibblee, Jr, 1999 P• 20 N Tmad LEGEND Tma-Alatmira Shale Tb-Basaltic Rock sc- Catalina Schicst Qls - Landslide t"; Oi Figure 6 + 11 I 1 1 \ \ \ \ \' 11\ 1\ 11 1\ \\ \ \ I \\\ \ 1 \ \ \ \ \ \ \ ♦ 111\ \ \\\\\ \\\\\\\• ` �\ \ \ III \ \ \ \ \\��\ 111111\\I\\\ \� \\ b\ 0Atrt—SQT kla oda _ 1 = 1 i I I; I \\ \\�♦\ ` t Pn Qf 9_a3d-I�'; 2. 1 1I\\\\• -- \ '`‘,N., Poppy Trail \\ • • �. \ •u �\ \ \ \\ \, \ \\\ \\ LEGEND Qal -Young Alluvium Qsw - Slope Wash Qls - Landslide Qols-0Id Landslide Tim - Altamlra Shale Cs - Catalina Schist Geological Contact Bedding r"^". ^'^e Shear A A' Cross Sections 1 35 ,fit 1 � .\\\\ • • \\•'\\\\\\\\ @3S \ • \\ • .sTrsr \.\ • / \ \- \• • \\ \ \\ \ \\ \ N., \\ \•• \ \\ \ \\\\ \ \\ \ C CITY OF ROWNG HILLS AND ROWNG HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR ALL OFFSITE WORK ON #1 AND #4 POPPY TRAIL \ B-7 Ia ` N — v • >_, r \\ \\ 11\1-}{ \ \\\\1 \ t I•Lot 2, 1�gcl\3OQ1\ \\ I 1 \\\\.\\\\\ \\ \ t1 I• \• \\ \ \• \\ \ \\ \ \ \\ • \\\\ \ \ �•\\ \• •• • Stake & Dip of bed with depth from boring Strke & Dip of Schtstosity Stile & Dip of landslide plane Direction of landslide movement Groundwater + + Boring Locations • Testpits & Trenchs (P-13/Pacific Soils) Reference: Drawing prepared by, Bolton Engineering Corp, dated 5-24-05. \\ • r \\ \♦ \ — \ • —\e — v / j e ///i //i 1 I l i i 1 I 1 ;1 I I 11 /i)' 1 1 1 1 1 1 1 .1 11 11 90 i 1 1 1 1 1 I •I II II ' \, i I 0 Hill i ii_41.1‘\ Owner: Alan S Portion of Lot Rolling Hills Tr f1 Poppy Trail wni Cracks to Landslide ossible Slid la an zr \. \ \ � i I \\\\\\\ \\'\\\\\1 \\ \\ /�%: I I y\\\\ \ / J/ 1 1\' 1 i l /•j /l' -- /G // • �_ _ ��•. • + . City Lot --O., \1 ��—\--- \ -- —_— `\ _ --:- - N •\\\\ \\\ --- \\ ♦\ \\\ ..... \�\\\\\\\\ N. }-�~\ \ \\\\\ \\\ \'\ \\\\\\\+`\\\\ \\ \• \ \ • • \ \ \\\ \\ \:\:\: \ -- \ --le— - \ _ — — - \ /� / / �f / /// /I J /// I I • • \ --� \\ \ \ \ \\ \ / r '"'• —rte — -� \4._ \ \ \ \\\ \ \••\ \\\ \ \• + City Lot + + ) + \ \ DATE 6/14/05 DRAWN BY: T. Ybarra REVISIOK APPROVED By S. Kolthoff REVeSIOTt GROUP GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 DELTA Torrance, CA. 90501 Geologic Map PROJECT NUMBER L-59913 Poppy Trail # 1 Landslide City of Rolling Hills- Rolling Hills, CA SCALE 1"=80' FIGURE NUMBER 7 LEGEND Cs - Catalina Schist Qsw - Slope Wash Qls - Landslide Qols -Old Landslide Tma-Altamira Shale Elevation (feet) loon 970 940 — 910 — 880 — 850 — 820 — 790 — 760 — 730 — 700 — 670 — Crown Tension Crack Projected —x—x—x— Bentonite Bed Geological Contact Bedding Shear Direction of landslide movement Groundwater Tma \ Infered Escarpment of Old Slide 0 L7 Qols ? Qsw x. •. x —x k\�Qols Bentonite Bed • t� Existing Topopgraphy :• •— Qls (Qsw) Qls (Tma) • Tma •/ Y Cs s 2p I a --- rojected 185' South) c —�-- N SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' Estimated Original Slope @ 1.5:1 'L POPPY TRAIL B-3 (Projected 100' South) O Z 0 Ii ce iJJ ✓ 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 CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 CROSS SECTION A -A' PROJECTNUMBH? L -599B Poppy Trail # 1 Landslide City of Roliling Hills - Rolling Hills, CA SCALE As Shown FIGURE NUMBER 8 Elevation (feet) LEGEND Cs - Catalina Schist Qsw - Slope Wash Qis - 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 FL 8 (Projected 50' South) Infered Escarpment of Old Slide rojected 60' South) \•\ Qols/Qsw \. • ?N.• Qols/Qaw \. x x Tma.• ---._..— ._ \ — x� �— _ •—� Q.1s/Qsw Qls/Qsw x_ + Bentonite Bed Qls IL Tma �— - �•—._ _ . Qls Cs Tma'• . SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' B' 1000 — 970 — 940 — 910 — 880 — 850 Z — 820 6 EL: m O ut C.7 — 790 — 760 — 730 — 700 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 Rolling Hills - Rolling Hills, CA SCALEAs Shown FIGURE NUMBER: 9 Ism • um loom EN um e N am I e Ns um s on No r s- ..- Elevation (feet) LEGEND 940 — 0 910 — 880 — 850 — 820 — 790 — 760 — 730 — 700 — 1 Tma Cs - Catalina Schist - — — — - Geological Contact Qsw - Slope Wash . Bedding Qls - Landslide '�'� ' -" ' Shear Qols -Old Landslide Direction of landslide movement Tma - Altamira Shale Groundwater Cs SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' Qols • C' Elevation (feet) DATE DRAWN BY: 06/08/05 T Ybarra REVISED: APPROVED BY: S Kolthoff REVISED GROUP GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street Suite 105 DELTA Torrance, CA.90501 Diomciimin CROSS SECTION C -C' Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA PROJECT IiUMBEE L -599B As Shown FIGURE NUMBER 10 11\ \ 11\‘\\ \\\\\\\\ \\\\\ \ \\ \\,\ 1111+\ \.\\\\\\\ NNN 1 11 \ \\ �~ -- \I \ \\ \ " "N Ow1r er`Saradeki�� \ 'Portion gEpts-8 nrLtt-4-r` } > 11 11\ \\�\ —Tract 1.11 1 \, ll hi opPY T 0 N NNNN \ \\\ \\ r. • 1 • \ \\\ \ \�\\\~ • 41 -. + \ CITY OF ROLLING HILLS AND ROLLING HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR ALL OFFSITE WORK ON #1 AND #4 POPPY TRAIL. ANDSL Reference: Drawing prepared by, Bolton Engineering Corp, dated 5-24-05. 1 A' I 1 111 I I I li 11 1 1111 1 1 1 1111 4, Allinr11,,T1\1\ 1\I\\ 1 •. \\\ 111111 111 \) '"1 "\\ 1 111\m111 \\ )1111,11,0\w1 I C •wn Cracks to Landslide an \ \ 1 \ \\ \\\\1\\\\\\\\ \\ T \'\ �;� Possible Slid 'la an Q e .br'a• \ 11 /ii 1 \ City Lot — \ \ DATE 6/14/05 Owner: Alan Sheen Portion of Lot 90 Rolling Hills Trac #1 Poppy Troll DRAW.`{ BY: T. Ybarra APPROVED BY S. Kolthoff DELTA lONMIATANTS GROUP i b \ 111\+" \\\\ \ \ \ \\\\\ \\ \ \\\ \\\\ + City Lot GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 + �� 1111 1111 1111\ \\\\\ Proposed Temporary Access Road SCALE Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA + + + + L -599B 1"=80' FIGURE NUMBER 11 TYPICAL SIDE HILL FILL/BUTTRESS SECTION General Fill Section Max Spacing for backdrains 25'max 15' max Min 4" diam. soild outlet pipe spaced at max. 100' horizontal intervals no gravel backfill i W 4" diameter outlet pipes at max. 100'horizontal intervals Per design or 12' min. Fi 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 G0 5v � compacted fill G0 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 FILLJBUTRESS SECTION TYPICAL SIDE HILL T Ybarra Poppy Trail # 1 Lanslide "° ER"" L -599B City of Rolling Hills - Rolling Hills, CA OAS 06/16/05 GROUP MAW" B1 N TS APPROVED BY: T Swanko FIGURE per, A1 GROUP DELTA CONSULTANTS, INC. RANISEEt 12 = M MI 1011 - - I M NM N E 1101 N -IMO - - 1 = = GROUP DELTA CONSUDTANT3 Certified MBE Geotechnicnl 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 205th Street, Suite 105 ♦ Torrance, California 90501-1459 A (310) 320-5100 voice ♦ (310) 320-2118 fax Aliso Viejo, California A (949) 609-1020 San Diego, California A (858) 524-1500 www.GroupDelta.com 1 1 1 1 1 U, Q 0 0 0 0. CD 0- 13. a m a) m 0 CO a 0 0 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 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 T H \ / x \;61-(5°P-' GROUP _ y 'Danr::�..EvL F1i 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 1 1 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) DEPTH/ELEV. GROUND WATER (ft) i / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS J FT) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - .7 -•i* 8" of Asphalt. 16" of Fill _ -� —5 - _ -10 _ - - - —15 - - - - — 20 - - - - —25 - - - —30 - H H ir N HR-5 N R R-1 2 2 2 6 9 17 101 117 127 135 133 134 5.3 6.7 8.3 4.3 • 5.1 7.6 `� `/LJL.. `� `�� �� �A AA `A L. -(-A- L.. -& -A.... ` `JLiL �.J/L `AA �� A �A �AA `�� L. `� �` uL A `iAA �A �� ` `�� `-A A . A A -A-- VAA L -11.--A.. V1A^ A^ VLF �� uLJL , A A `/LJ� . A A L.A....../L. `� 1� 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. CROLIP. GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 I IC)P:.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 SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIG U RE A -4a RELT`Af e 1 t t 1 1 1 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. 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 - - AA` - - — 45 - - _ —50 i —55 , i • • i-60 5_ i R-8 R-9 22 140 138 4.6 3.6 `-A-A.. ` LA —A_ L-A-JL L--A---A--- �A , -. L A.-- A` AA AA L. -A -A- L-Ak....-A A..., __ +—A—A LJ—A `.J� A L_A A `.J� 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. GROUP GROUP DELTA CONSULTANTS, INC. > )'(( (! 2291 W. 205th Street, Suite 105 'DM 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 SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURER -4b 1 1 1 1 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L-5998 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 (Pct) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - _ —5 - - - —10 - —15 - _ -20 - —25 - —30 _ N N N I '- H I \ R-1 R-2 R-3 R-5 R R-7 PUSH PUSH 2 2 PUSH 1 84 83 97 98 77 83 33.0 34.8 24.9 26 31.6 (Qols) 30.8 PP PP 1.0 2.0 1 -2" of Asphalt (driveway) / 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. Old Landslide 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. � IGRC)UP; 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 -2a I ; I 2291 W. 205th Street, Suite 105 ,DELTA Torrance, CA 90501 IDELT�A1 1 t t I 1 1 LOG OF TEST BORING 1- m 2 o c3.,,GROLJI.' PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -5991L -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) 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 - - —5 • 0 - - i i— —55 I "5-60 - I ' N NR-13 NR-15 B-8 R-9 B-10 R-11 R-12 R-14 4 23 23 9 22 50/5" 91 101 31.5 17.8 - 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 - • • • Altamira • • •:• . ' •. • . . ' • • - ' • •. 39 feet. 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 DELTA CONSULTANTS, INC. J 1 , 2291 W. 205th Street, Suite 105 A ',DE��nrt4Tr�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. FIGU RE A -2b t 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) 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 —65 _ - — 70 _ - —75 —80 —85 - —90 • • —95 i R-16 R-17 27 18 91 31.9 N \ Silty CLAYSTONE, dense, grayish green, mildly weathered, iron stained along fractures & joints tight. H 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. > ;GROW: GROUP • D LTAl 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 F TIME. AT HISDATLOCATION LOCHTIRESAAND SSAMA CHANGE PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -2c 1 t 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. 1 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) 39 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 - - _ - —5 - _ _ _ —10 - - _ —15 - - - —20 i- - '-25 _ - _ -30 N p R TB H N H = R-1 R-2 -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 � ,---A--A-.. �-A-- s -_-&-A-- `/L A �h AA LA -J... LJL A Leh - ��A AA �A A �A �� .._-'--...A_.--___/..: �A-.. ` A A ,,.JL.� ` �_&._ �,A.. �� AA A `AA `�� LJ.J�L ,---A-A- A A �A `` �J�JL LJL j L.A.-A-.. LJL/L �-A,. A A LJLJL Lam/` L L A...�L LJLJ� A A 6" of Colluvium. - - 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. ges. - (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 041015 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 PRESNTEDDELTA' CONDITIONS IE COUNTE EDTION OF THE ACTUAL FIGURE A -3a > , . t ry, i l 2291 W. 205th Street, Suite 105 Torrance, CA 90501 t t t 1 t t LOG O F 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 - - _ —40 - _ —45 — 50 —55 —60 R-8 6 140 130 1.0 8.4 L J\ A AA -.../\---A- LA.....A..... `.� L. -A. -k. Q —A —A- LA —A �� �� - No change. N 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. idtioUi' '`, _ GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 %Vaal` Torrance, CA 90501 a�Yar��,yr THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER WITH THE PASSAGE or THE DATA LOCATIONS AND MAY CHANGE AT THIS LOCATIONPRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -3b t 1 1 LOG OF TEST BORING PROJECT 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. 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 (tst) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - • • • • Landslide/Slopewash (OIsIQsw) Slopewash Clayey SAND (SC) with some silt, soft, very moist to wet, some gravel and cobbles — 5 - —10 - —15 —20 H N N ' 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 - H N ' S-5 PUSH 3 88 84 81 21.1 25.7 33.0 44.0 Landslide (QlslTma) 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 - —30 - S-8 3 110 106 17.8 21.5 ,- \ on too of weathered Sandstone J SANDSTONE dense to moderate dense, green yellow, moist, few joints less fractured than above, fine grained G.RC7lJ)? GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 A' 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 -4a LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-4 SHEET NO. 2 of 2 SITE LOCATION Rolling Hills, CA DRILLING COMPANY Tri-Valley DRILLING EQUIPMENT Caldwell SAMPLING METHOD Kelly Bar DRILLING METHOD Bucket Auger BORING DIA. (in) 30 NOTES START 4/19/2005 TOTAL DEPTH (ft) 51 FINISH 4/19/2005 LOGGED BY S. Kolthoff GROUND ELEV (ft) CHECKED BY S. Kolthoff DEPTH/ELEV. GROUND WATER (M- T Ina 0 a (0 1- 0 0 0 0 O C7 >- 0 67 0 O co 0 O w 0. a w z 0 w SAMPLE TYPE SAMPLE NO. Z OUR PZLL I— CO Wwm ate•• w toe - 5 2 Ce co LLI I— xCO 0 I — % PASSING #200 z w a w .y 0• 0 a U_ xo 00 DESCRIPTION AND CLASSIFICATION —35 S-9 — 40 S-10 —45 S-11 — 50 S-12 — 55 — 60 19 10 10 10 136 105 155 101 3.3 20.6 5.4 21.7 ALA - @ 31 ft.; Sandstone contains to rip up clasts into very weathered bedrock LCatalina Schis) talc present - 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. 'C.�.RO0". z GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 DEI.,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 CONDITIONS ENCOUNTERED. FIGURE A -4b 1 1 1 0 c� r; 0 0 c� J 1 1 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 / FT) DRY DENSITY (Pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG m Cl) 0 v -� 0 • z D z 0 0 I1 0 0 z _ 5 .'' • •. • ' Landslide/Slopewash(Qls/Qsw) Slopewash Sandy CLAY to Clayey SAND soft, moist, brown, some gravel • - Same as above - • • 15 20 _ 25 - R ' S S-1 1 2 2 3 61 73 75 86 36.1 28.5 35.0 52.8 • • .' .• .. : • • • ' •' • ' • 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 fractured diatomaceous bed very N41 E, 39 S4 ' • - © 24.3 -25.7 ft.; Slide plane zone, bentonite zone, highly sheared, with a clean contact with silty fine sandstone below - Slideplane N50 ELMS veer r irregular - 30 N N 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 C.:)tOUPI .... R ' GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 g Torrance, CA 90501 9 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 -5a t t t t 1 1 1 1 1 0 El 0 C7 c0 0 C.) a 0. CD a 0 a CO C7 iz 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 `� `�� AA L. -A —A t —A —A- AA �/l A `� L... — A t —A —A-. 1/4 —A —A- `�� `` �� AA L.A A L -A —A- AA AA `-A—A- Q -AA L -A —A- AA —AA , A A `AA `& A `J —A` - 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 ,c,izour GROUP "`.' IDEL TA' DELTA CONSULTANTS, INC.,G 2291 W. 205th Street, Suite 105 Torrance, CA 90501 SUMMARY APPLIES ONLY AT THE LOCATION THISOF 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 A CONDIITIONS IE CO NTEREDTION OF THE ACTUAL FIGURE A -5b 1 1 1 1 LOG O F 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. 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 (p) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION _ - _ 5 10 - 15 20 - 25 - 30 R-1 R-2 R-3 2 4 7 79 63.7 68 36.1 40.7 34.0 'C '. 'C T T T 1 ft. of surface grass loose, wet, coarse to fine grained, some clay and — - Shale (Tmaj shaley N30 E, 15 S zone (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. zone 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 Dolostone Siliceous Siltstone joints - Blocky - Shale - Hard - Blocky - Blocky - Bentonite N 55 E, - Bentonite - Purplish Bentonite - Bentonite - Thin bentonite p N N GROUT'; ,` GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 i 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 -6a 1 1 1 1 t LOG OF TEST BORING PROJECT NAME Po 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 - 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 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 -6b ,, ��� ({� i [�DELTAA maw 1 1 t t 1 t 1 LOG OF TEST BORING PROJECT NAME Po 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) 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 - - - —5 _ - - —10 _ - _ —15 _ —20 - —25 - —30 R-1 3 88 108 78 25.3 9.4 36.9 • " c c c 5. ,. a Surface grass loose, wet, coarse to fine grained, some clay and (CL) mixed with site derived materials, rodent J 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 zone, 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, 12N@30.5 ft. / - FILL: Sand (SP) silt 7 / FILL: Dark Clay \burrows - Altamira - Ash bed, siliceous cemented - Siliceous orange - Thin beds thick N25 - Hard - Siliceous - Bentonite 9N - Bentonite - Thick - Thick - Ash bed, H ;CROUP i 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 -7a r�' IDELTA 1 t t 1 1 t 1 1 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) 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 i —60 - i 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 F�.�ROUT. GROUP DELTA CONSULTANTS, INC. ) 2291 W. 205th Street, Suite 105 ID)Y.,TA' Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE FFER AT OTHER LOCATIONS SA DOMAYCHANGEATNDITIONS MAY ITHIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -7b rowiti ri,ag9 1 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L-5996 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 (Pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - - —5 —10 - —15 - —20 - - —25 - —30 R-1 R-2 R-3 3 5 2 76 82 75 39.7 34.6 30 2" of BAasealt FI Lf Base FILL: Clayey moist, some i�_- J 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 7—, . -Altamira - Very fractured Claystone - Contact bentonite, W, 16 N - Sharp shearing, - Rig sampler - Abundant - Bentonite continuous, p I \ `GItC lir GROUP DELTA CONSULTANTS, INC. Jr 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 -8a 1 1 1 1 1 to v 0 0 0 a CD 0- 0 0 co co 0 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. 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 / 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 - 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 - Siliceous zone, 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 IC)tCIUPI `,R GROUP DELTA CONSULTANTS, INC. 7ilr(" 2291 W. 205th Street, Suite 105 IDELTA' 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 1 1 Q CD 0 0 O C7 0. C 0 0. LO m C7 z 0 m CD 0 C.) CD 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 (Rd) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) 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 1t DET.,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 WITH THE PASSAGE OF TIME. THE DATA LOCATIONS AND MAY CHANGE AT THIS LOCATIONPRESENTED A CONDITIONS IE COUNTE EDTION OF THE ACTUAL FIGURE A -8c APPENDIX B LABORATORY TESTING L -599B Final Report.doc GROUP DELTA GONSUJJTAN'TSt 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 usedto 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 1D3080. 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 60 50 GDC ATTERBERG 1-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/13/05 DELTA: rowkinipflom X 0 40 Z 30 C) N J 20 0 10 0 • m CL -ML ML MLo r OL) MH or OH 0 20 40 60 LIQUID LIMIT 80 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 100 ATTERBERG LIMITS GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L-5998 FIGURE B-1 4 3 SHEAR STRESS (Ksf) • • GDC DIRECT SHEAR UP L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/14/05 DELTA komilloomm 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 deg • 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 5 DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -5991L -599B FIGURE B-2 4 3 UP L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/14/05 GDC DIRECT SHE 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 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 . ........ ........... IGROU:I' DELTA; DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B-3 4 3 GDC DIRECT SHEAR UP L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/13105 SHEAR STRESS (Ksf) 2 1 • • 0 0 • SYM BORING Depth(ft) • B-4 25.0 1 2 3 4 5 NORMAL PRESSURE (Ksf) i MC% MC% c 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 tROUPI DELTA 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 00 1 2 3 4 5 NORMAL PRESSURE (Ksf) 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 GROUI::1 DELTA hromoffivkpf 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 1-599 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 4) SYM BORING Deoth(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 5 115.4 15.7 23.6 0.10 33.9 ICROU.I:' DELTA', r+o�,rv�Mr:�a�x4 DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -5991L -599B FIGURE B- 6 APPENDIX C SLOPE STABILITY ANALYSES L -599B Final Report.doc Materials Testing & Inspection Forensic Services GROUP Certified MBE 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 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. Geotcchnical Engineering Geology Hydrogeology 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 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 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 205't' Street, Suite 105 ® Torrance, California 90501-1459 ® (310) 320-5100 voice ® (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'. L -599B Final Report.doc N N 1— 1 i EN EN— E-- r--- N-- 1050 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 1000 3 3 115.0 115.0 240.0 12.5 0 950 900 850 800 750 700 0 2 .,. ..o. ,2 I I I I I I I I I I I I I 50 100 150 200 250 300 350 400 450 500 550 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 i N ■i NM I N N NM N MS— 1 I NE E 111111 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 I I 1 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 450.0 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 1 1 1 1 I 0 50 100 150 200 250 300 350 400 450 500 550 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 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices 6/14/2005 10:25AM YL C:aa-bk2.dat C:aa-bk2.0UT ENGLISH C:aa-bk2.PLT Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Unit: Plotted Output Filename: 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 25 Total Boundary No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Boundaries Boundaries X -Left (ft) .00 27.60 57.60 81.60 118.80 134.40 183.60 205.20 231.00 240.00 294.00 327.60 388.80 402.00 408.00 473.00 240.00 366.00 396.00 369.00 402.00 231.00 249.00 369.00 408.00 Y -Left (ft) 75.00 60.00 38.00 48.00 81.00 81.00 111.00 111.00 132.00 138.00 174.00 180.00 216.00 217.00 218.00 225.00 138.00 156.00 197.00 151.00 194.00 132.00 131.00 151.00 168.00 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 2 205.20 111.00 2 231.00 132.00 2 240.00 138.00 3 294.00 174.00 1 327.60 180.00 1 388.80 216.00 1 402.00 217.00 1 408.00 218.00 3 473.00 225.00 1 524.40 255.00 2 366.00 156.00 3 396.00 197.00 3 402.00 217.00 3 402.00 194.00 1 408.00 218.00 1 249.00 131.00 2 369.00 151.00 2 408.00 168.00 2 473.00 225.00 2 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Type Unit Wt. Unit Wt. Intercept Angle Pressure No. (pcf) (pcf) (psf) (deg) Param. 1 115.0 115.0 450.0 25.0 .00 2 120.0 120.0 700.0 35.0 .00 3 115.0 115.0 .0 16.5 .00 Trial Failure Surface Specified By 6 Coordinate 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 Pressure Piez. Constant Surface (psf) No. .0 0 .0 0 .0 0 Points MINI M Ell I IIIIII 11111111 MO MIN NMI INN A S M NMI 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.PLT Run By: YL 6/14/2005 10:28AM 2 0 2 I i 50 100 2 I I I I I I I I I I I I I I 150 200 250 300 350 400 450 500 550 MN NEI N NM NM 1=1 EN 1111 MS En MI NM 1E1 EN INS 111111 1E11 UN NE 1050 1000 950 900 850 800 750 L599 Poppy Trail Cross -Section A -A' Potential Failure Surface 1 C:\SLOPE\L-599P-11AA-EX21.PL2 Run By: YL 6/14/2005 10:28AM 1 1 1 700 0 1 ---- Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 240.0 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 50 100 150 200 250 300 350 400 450 500 550 GROUP 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,OUT 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 *** 1 M— -- — —— MI MIS N MI OS--- M MI M 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.PLT Run By: YL 6/14/2005 10:29AM I I I I I 1 I I I I 0 50 GROUP DELTA 2 100 150 I I I I I 200 250 300 350 400 450 500 550 11111 N M ! ---- UN— In NM En N MI N N 11111 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 1050 1000 950 900 850 800 750 700 F Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 240.0 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 50 100 150 200 250 300 350 400 450 500 550 PCSTABL5M/si FSmin=1.22 Safety Factors Are Calculated By The Modified Janbu Method for the case of c & phi both > 0 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-ex11.0UT 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.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 *** 1 N NM i MN NM — S H SE NM MI r— NE NM En 1 WM 1050 1000 950 900 850 800 750 700 50 100 150 200 250 300 350 400 450 0 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 500 550 MI I 1101 ON MIS UM 1 MN 0 OM MN ON 11110 1 0 N ON 11111 L 599 Poppy Trail Cross-section A -A': Temporary Road C:\SLOPE\L-59913'1\AA-TR22.PL2 Run By: YL 6/14/2005 10:36AM 1050 1000 950 900 850 800 750 700 0 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 110.0 120.0 450.0 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 2 2 Load Value LI 240 psf 2 5 I I 4 4 4 2 I I I I I 50 100 150 200 250 300 350 PCSTABL5M/si FSmin=1.14 Safety Factors Are Calculated By The Modified Janbu Method for the case of c & phi both > 0 400 450 500 550 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.OUT 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 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 1.0 71.2 .0 .0 .0 .0 .0 .0 .0 2 1.4 383.5 .0 .0 .0 .0 .0 .0 .0 3 1.8 923.1 .0 .0 .0 .0 .0 .0 .0 4 1.9 1405.4 .0 .0 .0 .0 .0 .0 .0 5 2.0 1829.8 .0 .0 .0 .0 .0 .0 .0 6 1.8 2078.6 .0 .0 .0 .0 .0 .0 .0 7 1.8 2456.8 .0 .0 .0 .0 .0 .0 .0 8 .9 1417.4 .0 .0 .0 .0 .0 .0 .0 9 .9 1562.9 .0 .0 .0 .0 .0 .0 .0 10 .5 857.7 .0 .0 .0 .0 .0 .0 .0 11 1.5 2655.4 .0 .0 .0 .0 .0 .0 .0 12 20.0 32551.1 .0 .0 .0 .0 .0 .0 4800.0 13 22.5 46364.9 .0 .0 .0 .0 .0 .0 .0 14 7.6 19821.6 .0 .0 .0 .0 .0 .0 .0 15 6.4 16268.0 .0 .0 .0 .0 .0 .0 .0 16 6.8 17391.0 .0 .0 .0 .0 .0 .0 .0 17 3.6 9273.9 .0 .0 .0 .0 .0 .0 .0 18 33.6 88917.3 .0 .0 .0 .0 .0 .0 .0 19 23.0 71464.4 .0 .0 .0 .0 .0 .0 .0 20 1.0 3521.8 .0 .0 .0 .0 .0 .0 .0 21 1.2 4262.5 .0 .0 .0 .0 .0 .0 .0 22 25.2 55391.1 .0 .0 .0 .0 .0 .0 .0 23 7.2 2992.0 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 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-tr22.0UT 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 *** EN NM NE MO MN M NM M MI — MIN N 11111 EN 11111 L 599 Poppy Trail Section B -B': EXISTING; SUR 1 C:\SLOPE\L-599P-1\BB-EXOI.PLT Run By: YL 6/14/2005 10:39AM 50 ION 1E11 MIN OM 11111 MINI I I 1111M OM M MO 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 1 I I I 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 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 I I 0 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 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.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 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-ex01.0UT 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 *** 11111 MN UN N — — MI r NM IN r NM N — — — 111111 1050 1000 T 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 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 I I I I I I I I 950 — 900 — 850 — 800 — 750 700 0 I I I I I I I I 50 100 150 200 250 300 350 400 450 500 550 GROUP DELTA PCSTABL5M/s1 FSmin=2.42 Factors of Safety Calculated by Janbu Method 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.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 MI M I!— ! iI M! S M OM S M OM— i V 11111 L 599 Poppy Trail Cross-section B -B' Temporary Road; SUR 1 CASLOPE\L-599P-1\BB-TR01.13LT Run By: YL 6/14/2005 10:43AM 1050 1000 950 900 850 800 750 700 r I I I I I I I I I I 0 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 4 120.0 120.0 300.0 30.0 0 Load Value LI 240 psf I I I 50 100 150 200 250 300 350 PCSTABL5M/si FSmin=2.21 Factor Of Safety Is Calculated By The Modified Bishop Method GROUP DELTA 400 450 500 550 C:\slope\1-599p-1\bb-trO1.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-tr0l.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. M N M M M= I N i I NIB M N N A— N e MN 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 I I I I I I I I 0 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 5 5 100.0 120.0 300.0 30.0 0 Load Value LI 240 psf 50 100 150 200 250 300 350 400 450 500 550 PCSTABLSM/si FSmin=1.27 Factors of Safety Calculated by Janbu Method 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-tr02.0UT 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 I 111111 A M i S MB MN G 1--- N— — I-- L 599 Poppy Trail Section C -C'; EXISTING C:\SLOPE\L-599P-1\CC-EXOI.PLT Run By: YL 6/14/2005 11:05AM 980 940 900 860 820 780 740 700 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 0 40 GROUP I I I 1 80 120 160 200 I I I I I I i 240 280 320 360 400 440 PCSTABL5M/si FSmin=2.16 Factors of Safety Calculated by Janbu Method 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:O5AM 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 INN NMI OM I I— E--- 1 w— 1— M N MI UN 980 940 900 860 820 780 740 700 L 599 Poppy Trail Section C -C': Temporary Road CASLOPE1-599P-1\CC-TR01.PLT Run By: YL 6/14/2005 11:05AM 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 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 240 psf I I 360 400 I I I I I I I I 40 80 120 160 200 240 280 320 PCSTABL5M/si FSmin=2.33 Factors of Safety Calculated by Janbu Method 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-tr0l.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 arr► omm 09/17/2008 - �. s tr • 1, ...,,_ TxL E.hoen I Pra -yTrad Rol gag If ,CA 52274 -�S :\ (;.(:1,1 S F1fIf DEPA1:T>IFAT IMPROVED PROPERTY WEED/BRUSH LETTER RE: PARCEL O75£ 017 -O0/ Ycur property i aI :' 1 porzyjnp, RolEnri H 11 Lo . . r. e F 1,c D f ,: .nt f v:c.a ' a o the C5 1 s C un.,! ts f 1,.•c Co: ., an 7561.007-001,wasoiled y U+ t- of Safety C„^c. C, a.s(an 12, Pa. ia 5 6 6. .,._n eFe'a• r c -. • �a !_l.. , an a rtx:«t�F ct>.,-a hero ,,;; T',e 1,to,::;,,,:,, 1,,P. .a e . d s d rt o , .a. { a.. C. irnr_m'11 F ,� . ca t. . al fG ifs CU f m ccf o cc s n t. . ! n d tP e r t e r �,. c veld i .a',d ,over 1 e ex _ ,f pro n rdpt t i 1. . r r ,,, f- c t er�,i. , ,.y 1,,,,,e a ^tcrs c. real , 11 r, r r"n'a .d f--^ of- c -;uf nit: r d _,,.:_.a i: c: The Ca .!orni a St:du Health Si Safety Code provt..les Mal e CCaCIy ray c'ect 1a pr -Fern ;t: -, role..) t o . .; v.! -;r., e1,nolE;a;an oar; r ca.. :... Cr v 1,01. n:e,n c rrsrard Yea base net ectinci;ed win the Official Inspection Report and :se have a ,'ed !t.e ;� [ a as ,e1, i a, f t^e Los A� s County Cr T c.n, Ft7z t... 3 pF fi aO inrti t o,cr,;:..,n. ,,_, ;cco s pos A copy of the Official Inspection Rc ort is attached for review copy t t ]':'2;, P your .e. r r Thal you trin3 tee ttinciety t,o ,,: -L c Cea yc a n a n ; - ,e. Y t .:i can eri spnn,. t•Ytrrrtd.r-c-s a1, e1,, ad is 51, t,aq1,- 1 o.'; .... .J...d rt•,,r 4F ,�n� .... -. � '� L.'�` � . ., h rt•C C. S, 1,t if yoo completed the required or u please calf Forestry Assistant Richard Anderson of ofathe desireadditional ofl Los Anget anon regarding perm- pit, matter Clearance Unit at 1,026)'16.4-2375. 6 .e5 Fire Urpariment's Brush r;,ry i,.�'i yasr; Kr-‘.'17i .:O?;`lorrtai. TAFiTCH LF F'6P..f7710•v ^R'. i-Sf5 EUnEAL 17a a-: Erc'P _::3 _: ;SPASS NG _ L 4 ,a. .'' t ` I' - „iv ri • 4 .,,t... ..„, 4. .,),,.. 1 .* #,• ` l ‘ .. ;0: ii0E'I� ,i..! - r te. t 16F swie .)i:ilt s..-t, it , ... .:,,,#)roH::-I/P1' .1';':,. .44.1 '17: 1' .1.":': )\ 1.4.' . ' .. '4,t4 ' 4 ' ' r �)it ::. )4.1i11, ,,,, it, .. '' is .,',.1 k. . '‘ . ,P/ ` q ' ti • � /. r,, .fr . . . ', . 73' . \h ' 1 • • r go 1 iIIN"hhhl lilil CONSULTANTS UeotecF nical Engineering Geology it 'mGeologv Earthquake Engineering Materials Testing Inspection Forensic 5`drvices October 15, 2007 City of Rolling Hills No. 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Tony Dehlerbruch, City Manager Subject: October 15, 2007 Site Visit Poppy Trail Landslide Rolling Hills, California Project# L-599 D Mr. Dehlerbruch: On October 15, 2007, our Group Delta Consultants, Inc. (Group Delta) geologist performed a site visit of the Poppy Trail Landslide in the city of Rolling Hills, Ca. Tony Dehlerbruch, City of Rolling Hills Manager, accompanied Group Delta geologist to observe damaged plastic sheeting above the landslide back scarp. The sheeting was placed around the upper edge of the landslide back scarp to protect the exposed soil areas from erosion and/or potential failures due to saturation. Other repairs observed were to the green TRM 50 fiber blanket cover on the southern portion of the upper slope and the exposed soil on the flat area along the west side of the ATV road. Also, along the east side of the ATV Road, the plastic cover was detached from the soil making a potential for water to flow under the plastic sheeting onto the landslide. The following suggestions for repairs are as follows; • Behind the top of the landslide, the plastic sheeting has been displaced off the soil area onto the slope. The displaced plastic needs to be placed back over the exposed soil then covered with clean 1/2 -inch aggregate. The aggregate will hold the plastic down and support the area for access. • The TRM 50 plastic blanket, on the southern portion of the landslide's upper back scarp, as been damaged. The damaged area needs to be repaired by covering exposed soil with black plastic sheeting. The TMR 50 fiber blanket will need to be placed into original position then re -spike to the ground. • The plastic cover along the west side of the ATV road has moved and soil is exposed. The soil areas need to be covered. • The plastic cover adjacent to the east side of the ATV road is open to water runoff. This area needs to be sealed with a soil or sand berm. 2291 W. 205t}' Street, Suite 105 • Ton•anee, CA 90501-1459 ♦ Tel (310) 320-5100 ♦ Fax (310) 320-2118 Aliso Viejo♦ (949) 609-1020 ♦www.GroupDelta.com♦ San Diego* (858) 524-1500 Site Visit Poppy Trail Landslide Rolling Hills, California October 15, 2007 Page 2 October is the start of the rainy season. To prevent storm water runoff from increasing potential erosion or failures, repairs should be completed soon to protect the landslide from water intrusion due to heavy rain. Sincerely, GROUP DELTA CONSULTANTS, INC. Steven H. Kolthoff, CEG Associate Geologist GROUP1 DELTA! CONSULTANTS Geateclanical Engineering G: olog) Hydro Geology Earthquake E.n needn.g Materials Testing & Inspection 'o nsic a2. ir. es July 30, 2007 City of Rolling Hills No. 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Subject: Tony Dehlerbruch, City Manager July 30, 2007 Inclinometer Readings Poppy Trail Landslide Rolling Hills, California Project# L-599 D4 Mr. Dehlerbruch: Toom AUG 0 7 2007 CITY OF ROLLING HILLS By Group Delta Consultants, Inc. (Group Delta) is continuing to monitor the two inclinometers on the new Poppy Trail Landslide and on the inactive landslide adjacent to the Poppy Trail Landslide. On July 30, 2007 Group Delta monitored and provided this updated report with inclinometer PT -2R and PT -3 on the Poppy Trail temporary ATV access road. Inclinometer PT -2R had additional movement from the last reading from March 23, 2007 to July 30, 2007 of about 0.15 -inch in 4 -months indicating that the Poppy Trail Landslide still has an insignificant creep. PT -3 is on the older (presently inactive) landslide mass which is stable (see attached graphs PT -2R and PT -3, A -axis, downhill direction). Since movement on the Poppy Trail Landslide has been insignificant since the past few readings, future monitoring shall continue to be scheduled every one to four months to determine further movement of the landslide or until no further landslide movement is detected. If a series of large rainstorms develop at the site in the future, the inclinometer monitoring may be re -scheduled to twice a month and during the rainy periods. Sincerely, GROUP DELTA CONSULTANTS, INC. Steven H. Kolthoff, CEG Associate Geologist 2291 W. 205th Street, Suite 105 • Tor anee, CA 90501-1459 ♦ Tel (310) 320-5100 ♦ Fax ("310) 320-2118 Aliso Viejo* (949) 609-1020 ♦www.GrouDDelta.com♦ San Diego+ (858) 524-1500 0 10 20 w c 30 n. a) c 40 - 50 - POPPY TRAIL PT -2R, A -Axis "-Cr- 2/4/2006 2/13/2006 - 0- 2/21/2006 -6- 3/6/2006 -o- 5/15/2006 - * 5/23/2006 6/22/2006 -a- 7/11/2006 - 0-- 7/20/2006 -fl- 8/2/2006 -6- 8/1'112006. -0- 8/17/2006 -- 9/20/2006 • 12/18/2006 --9- 2/9/2007 - 0-- 3/23/2007 60 7/30/2007 -1.0 0 0 1.0 2.0 Cumulative Displacement (in) from 2/4/2006 10 20 a) c 2 30- n a) 40 - 50 60 -1 00 POPPY TRAIL PT -2R, B -Axis -0.50 0.00 -0- 2/4/2006 - 2/13/2006 2/21/2006 -A- 3/6/2006 -0- 5/15/2006 - 5/23/2006 - +- 6/22/2006 -o- 7/11/2006 - 0-- 7/20/2006 -0- 8/2/2006 8/1/2006 -0- 8/17/2006 -K- 9/20/2006 - 12/18/2006 -o- 2/9/2007 -0- 3/23/2007 -0- 7/30/2007 0.50 1.00 Cumulative Displacement (in) from 2/4/2006 Poppy Trail Landslide Rolling Hils, CA Inclinometer PT -2R July 30, 2007 0 5- 10- 15 20 - 30 - 35 40 45 50 -0 50 0.00 0.50 1.00 1.50 Cumulative Displacement (in) from 9/6/2005 POPPY PT -3, A -Axis --9-. 9/6/2005. - 9/6/2005 9/8/2005 -0- 9/16/2005 - 9119/2005. -x- 9/20/2005 - 4- 9/20/2005 10/3/2005 - 0- 10/1.2/2005 -C3- 10/1812005 --o- 10/24/2005 -0- 11/11/2005 11/18%2005 - 11/26/2005 -v- 11/28/2005 - 12/1/2005 - 6- 9/20/2006 -40- 12/18/2006 - o- 2/9/2007 -44- 3/23/2007 �- 7/30/2007 c .c 25 0. w 50 POPPY PT -3, B -Axis -0-.9/6/2005 . - 0-- 9/6/2005 -0- 9/8/2005 -A- 9/16/2005 - 0- 9/19/2005. 9/20/2005 9/20/2005 -�- 10/3/2005 -0- 10/1.2/2005 -fl- 10/18/2005 -a- 10/24/2005 - 0- 11/11/2005 11118/20Q5 -� 11/26/2005 11/28/2005 -0 2/1/2005 -0- 9/20/2006 -6- 12/18/2006 -0- 2/9/2007 - 3/23/2007 -+- 7/30/2007 -0 50 0.00 0.50 1.00 1.50 Cumulative Displacement (in) from 9/6/2005 Poppy Trail Landslide Rolling Hills, CA Installation PT -3 July 30, 2007 : eoteohnica? tz,.s'i, ae :ring. IFVdr2Geology Earthquake Ettgineorin ; tlfattri!lrs Testing Inspection Fon?rugo aa. rvio S April 11, 2008 City of Rolling Hills No. 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Subject: Tony Dehlerbruch, City Manager April 3, 2008 Inclinometer Readings Poppy Trail Landslide Rolling Hills, California Project# L-599 D4 Mr. Dehlerbruch: Group Delta Consultants, Inc. (Group Delta) is continuing to monitor two inclinometers on the Poppy Trail Landslide and on the adjacent inactive landslide to the north. On April 3, 2008, Group Delta collected inclinometer data and provided this updated report with inclinometer PT -2R and PT -3 on the Poppy Trail temporary ATV access road. The additional movement of the landslide reached the limit of use of the inclinometer casing and restricted the inclinometer probe from going down the inclinometer casing below 30 feet at Inclinometer PT -2R. Since the probe could not go past 30 feet, the rate of movement was plotted (cumulative displacement vs. time) to project displacement from February 2006 through April 3, 2008. The total cumulative displacement (inches) was projected to be 1.62 inches through April, 2008. With the inside diameter being 2.87 inches and the projected cumulative displacement of 1.62 inches, there is about 1.25 inch opening for the 1" by 30" probe to pass through the curved casing. Also, the tracking and/or passage limits could have been surpassed. PT -3 is still stable with no definite downhill movement at this time. At the present time, movement on the Poppy Trail Landslide was projected to be an average of about 0.045 inches/month. Future monitoring should continue to be scheduled to determine additional movement of the landslide or until no further landslide movement is detected. Since the landslide at PT -2R was projected to have moved 1.62 inches (since February, 2006) reaching the limits of passage of the probe, a new inclinometer should be installed near PT -2R so monitoring of the landslide can continue. A graph of the Cumulative Displacement vs. Time is attached. Sincerely, GROUP DELTA CONSULTANTS, INC. Steven H. Kolthoff, CEG Associate Geologist 2291 W. 205°i Street, Suite 105 • Torrance, CA 90501-1459 ♦ Tel (310) 320-5101) ♦ Fax (310) 320-2118 Aliio Viejo♦ (949) 609-1020 ♦www.GroupDelta.com♦ San Diego♦ (858) 524-1500 Poppy Trail Landslide PT -2R (A -Axis) Cumulative Displacement vs Time 2.00 1.80 1.60 c 1.20 E a 1.00 0 0.80 E v 0.60 0.40 0.20 0.00 PROJECTED MOVEMENT FOR APRIL 3, 2008 2/4/06 4/4/06 6/4/06 8/4/06 10/4/06 12/4/06 2/4/07 4/4/07 6/4/07 8/4/07 10/4/07 12/4/07 2/4/08 4/4/08 Time -4--Cumulative Displacement GROUT' DELTA Dii]aY9ma ti March 23, 2007 City of Rolling Hills No. 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Tony Dehlerbruch, City Manager Subject: March 23, 2007 Inclinometer Readings Poppy Trail Landslide Rolling Hills, California Project# L-599 D4 Mr. Dehlerbruch: rtull AU G 0 7 2007 CITY OF ROLLING HILLS By Group Delta Consultants, Inc. (Group Delta) is continuing to monitor the two inclinometers on the new Poppy Trail Landslide and on the inactive landslide adjacent to the Poppy Trail Landslide. On March 23, 2007 Group Delta monitored and provided this updated report with inclinometer PT -2R and PT -3 on the Poppy Trail temporary ATV access road. Inclinometer PT -2R had additional movement from the last reading from February 9, 2007 to March 23, 2007 of about 0.1 -inch indicating that the Poppy Trail Landslide still has an insignificant creep. PT -3 is on the older (presently inactive) landslide mass is stable (see attached graphs PT -2R and PT -3, A -axis, downhill direction). Since movement on the Poppy Trail Landslide has been insignificant since the past few readings, future monitoring shall continue to be scheduled every one to two months to determine further movement of the landslide or until no further landslide movement is detected. If a series of large rainstorms develop at the site in the future, the inclinometer monitoring may be re -scheduled to twice a month during the rainy periods. During the monitoring of the inclinometers, it was noticed that the construction of the new geofabric covering of the Poppy Trail Landslide was completed. The contractor did an appropriate job covering and fastening the fabric to the landslide surface with a good overlap on the Poppy Trail Landslide edge. Any questions, please give us a call. Sincerely, GROUP DELTA CONSULTANTS, INC. Steven H. Kolthoff, CEG Associate Geologist 2291 W. 205th Street, Suite 1u:'. • f.,mirc . C' 1 c -r';01-1-17-‘" • Tel (310) 320-5100 • Fax (310) 320-2118 Aliso Viejo* (949) 609-1020 ♦www.Groi(pDelta.coin♦ San Diego• (858) 524-1500 10 20 30 n a) 0 40 50 POPPY TRAIL PT -2R, A -Axis 60 -1.0 0 0 1.0 2.0 Cumulative Displacement (in) from 2/4/2006 • 2/4/2006 -0- 2/13/2006 a 2/21/2006 -o- 3/6/2006 -0- 5/15/2006 5/23/2006 6/22/2006 -9- 7/11/2006 7/20/2006 8/2/2006 8/11/2006. -o- 8/17/2006 9/12/2006 9/20/2006 -a- 12/18/2006 o- - 2/9/2007 - 3/23/2007 10- 20 - m = 30 a. a) a 40- 50 - 60 -1.00 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 2/4/2006 POPPY TRAIL PT -2R, B -Axis -9- 2/4/2006 - 9- 2/13/2006 -a- 2/21/2006 -8- 3/6/2006. ' -0- 5/15/2006 - 5/23/2006 -t- 6/22/2006 -4- 7/11/2006 —o— 7/20/2006 -0- 8/2/2006 -6- 8/11%2006. - 0- 8/17/2006 -K- 9/12/2006 - 0/20/2006 -a- 12/18/2006 - 0- 2/9/2007 -0- 3/23/2007 Poppy Trail Landslide Rolling Hils, CA Inclinometer PT -2R March 23, 2007 5 10 15 20 30 35 40 45 POPPY PT -3, A -Axis -4- 9/6/2005 - - 0- 9/6/2005 - 9/8/2005 - n- 9/16/2005 -0- 9/19/2005 -i- 9/20/2005 - 9/20/2005 -9- 10/3/2005 - 10/1.212005 - a- 10/18/2005 -n- 10/24/2005 -0 11/11/2005 -rt- 11/18)2005 - -- 11 /26/2005 - 11 /28/2005 - 2/1/2005 -a- 9/12/2006 - � 9/20/2006 - 0- 12/18/2006 -- 2/9/2007 - 3/23/2007 m 5 10 15 20 30 35 40 - 45 - POPPY PT -3, B -Axis -0--9/6/2005 - - - 9/6/2005 -a- 9/8/2005 -A- 9/16/2005 -o-. 9119/2005- - - 9/20/2005 - � 9/20/2005 -9- 10/3/2005 - 10/12/2005 -a- 10/18/2005 -a- 10/24)2005 -0- 11/11/2005 -x- 11/18/2005 11/26/2005 �- 11/2812005 12/1/2005 -a- 9/12/2006 -d- 9/20/2006 - 0- 12/18/2006 - 2/9/2007 50 t 50 - 3/23/2007 -0.50 0.00 0.50 1.00 1.50 -0 50 0.00 0.50 1.00 1.50 Cumulative Displacement (in) from 9/6/2005 Cumulative Displacement (in) from 9/6/2005 Poppy Trail Landslide Rolling Hills, CA Installation PT -3 March 23, 20067 Geotechni,ral End veering Geology Hyr„roGeology Earthquake Engineering Materials Testing .'�'. Inspection For sic Services March 23, 2007 City of Rolling Hills No. 2 Portuguese Bend Road Rolling Hills, CA 90274 Attention: Subject: Tony Dehlerbruch, City Manager March 23, 2007 Inclinometer Readings Poppy Trail Landslide Rolling Hills, California Project# L-599 D4 Mr. Dehlerbruchi Group Delta Consultants, Inc. (Group Delta) is continuing to monitor the two inclinometers on the new Poppy Trail Landslide and on the inactive landslide adjacent to the Poppy Trail Landslide. On March 23, 2007 Group Delta monitored and provided this updated report with inclinometer PT -2R and PT -3 on the Poppy Trail temporary ATV access road. Inclinometer PT -2R had additional movement from the last reading from February 9, 2007 to March 23, 2007 of about 0.1 -inch indicating that the Poppy Trail Landslide still has an insignificant creep. PT -3 is on the older (presently inactive) landslide mass is stable (see attached graphs PT -2R and PT -3, A -axis, downhill direction). Since movement on the Poppy Trail Landslide has been insignificant since the past few readings, future monitoring shall continue to be scheduled every one to two months to determine further movement of the landslide or until no further landslide movement is detected. If a series of large rainstorms develop at the site in the future, the inclinometer monitoring may be re -scheduled to twice a month during the rainy periods. During the monitoring of the inclinometers, it was noticed that the construction of the new geofabric covering of the Poppy Trail Landslide was completed. The contractor did an appropriate job covering and fastening the fabric to the landslide surface with a good overlap on the Poppy Trail Landslide edge. Any questions, please give us a call. Sincerely, GROUP DELTA CONSULTANTS, INC. Steven H. Kolthoff, CEG Associate Geologist 2291 W. 205'x' Street, Suite 105 • Torruice, CA 90501-1459 • Tel (310) 320-5100 • Fax (310) 320-2118 Aliso Viejo* (949) 609-1020 ♦www.GroupDelta.com♦ San Diego♦ (858) 524-1500 0 10 20 c = 30 - . w 40 50 60 -1.0 0 0 1.0 2 0 Cumulative Displacement (in) from 2/4/2006 POPPY TRAIL PT -2R, A -Axis 2/4/2006 - 2/13/2006 -0- 2/21/2006 -A-- 3/6/2006 o- 5/15/2006 - 5/23/2006 6/22/2006 -9- 7/11/2006 --V- 7/20/2006 - � 8/2/2006 - 0- 8/11/2006. -0- 8/17/2006 - 9/12/2006 - 9/20/2006 -9- 12/18/2006 2/9/2007 '-(3- 3/23/2007 0 POPPY TRAIL PT -2R, B -Axis 10- 20 40- 50- 60 -100 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 2/4/2006 -9- 2/4/2006 -0- 2/13/2006 -� 2/21/2006 - 3/6/2006* ' • - 5/15/2006 - 5/23/2006 - * 6/22/2006 -9- 7/11/2006 -a- 7/20/2006 - 8/2/2006 8/1172006' -6- 8/17/2006 9/12/2006 - 9/20/2006 - 12/18/2006 -d- 2/9/2007 -0-- 3/23/2007 Poppy Trail Landslide Rolling Hils, CA Inclinometer PT -2R March 23, 2007 • 0- POPPY PT -3, A -Axis 5- ... 10 15 20 30 35 40 45 - 50 -0 50 0.00 0.50 1.00 1.50 Cumulative Displacement (in) from 9/6/2005 t -¢-• 9/6/2005- -0- 9/6/2005 - - 9/8/2005 -A- 9/16/2005 --o- 9/19/2005 - 9/20/2005 - I- 9/20/2005 -c•-- 10/3/2005 - 10/1.212005 - o- 10/18/2005 - A- 10/24/2005 -0- 11/11/2005 - �- 11/1812005 - 11/2612005 ▪ 11 /28%2005 -0- 12/1/2005 - 9/12/2006 -A- 9/20/2006 -0- 12/18/2006 -- 2/9/2007 - 3/23/2007 50 -0 50 POPPY PT -3, B -Axis 0.00 0.50 -9- 9/6/2005 - /6/2O05 - 9/8/2005 - a- 9/16/2005 .0. 9/19/2005 • -K- 9/20[2005 - 9/20/2005 �- 10/3/2005 0 10/1.2/2005 -o- 10/18/2005 10/24/2005 11/11/2005 11/18/2005 - 11/26/2005 -0- 11/28/2005 - 0- 12/1/2005 - 0- 9/12/2006 - A- 9/20/2006 -0- 12/18/2006 - 2/9/2007 - i- 3/23/2007 1.00 1.50 Cumulative Displacement (in) from 9/6/2005 Poppy Trail Landslide Rolling Hills, CA installation PT -3 ' March 23, 20067 knov CLOCOkv-4-.) uur-ke-9)24 Re —c crcO 0, ca-6L trq CC( uer lsF t NW -r 4-t) <--C1-Q Joie -0 17'A )-ffOf z_ L 2"'(P1 S Le -R.1 a(� / l Q cc 104 J..(,. -Q i� \,0( 1,a'0cJU1- RcQ ' - ) ,.4 h o c., -c �1�1 „,_()A ONot\i ( t‘tck /nv N4ile/\Cst,t,1/460614 forcvs-A& 4-0 Cc en CAI -1W 51`x, (\mit-0 After your witnesses, please list for the record, all of the documents you received into the record: 1. Notice to Sheen dated 9-02-2005 2. Letter to Sheen dated 7-12-2005 3. Reader letter dated 9-21-2005 4. Reader letter dated 9-01-2005 and 3-22-2005 5. Red tag of guesthouse (Roy Itani's testimony) Anything else: • Photos 9-19-2005 • Cross Section from Reader's Geological Report presented to City Council on 6/27/2005. • Map for slide movement Reader — order of 1-5 of importance. CouncilMeeting9/26/05 Ewa2 City 0/nefinS wee, INCORPORATED JANUARY 24, 197 September 2, 2005 VIA CERTIFIED AND REGULAR MAIL Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 Dear Mr. Sheen: Mr. Alan Sheen 1 Poppy Trail Rolling Hills, CA 90274 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 • (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com Mr. James Sheen 60 Crest Road East Rolling Hills, CA 90274 On July 12, 2005, we sent you the enclosed correspondence informing you of safety mitigation measures for your property recommended by our consulting geologist. In that correspondence, we requested that you implement these measures by September 15, 2005. To our knowledge, these measures have not been performed as of this date. We enclose updated safety mitigation recommendations from our consulting geologist that are necessary to be implemented on your property to help protect against aggravation of the existing landslide as we approach the rainy season. These mitigation measures are outlined in the attached letter dated. September 1, 2005. Pursuant to Rolling Hills Municipal Code Section 8.24.020 ("Duty of Owner or Possessor of Property") "every person who owns or is in possession of any property, place or area within the boundaries of the City shall, at his or her own expense, maintain the property, place or area free from any nuisance." Rolling Hills Municipal Code Section 8.28.010 defines any condition on property that has or will aggravate, enlarge or accelerate an active landslide to be a public nuisance subject to abatement pursuant to Chapter 8.24. We have enclosed a copy of both Chapters 8.24 and 8.28 for your review. Pursuant to Section 8.24.030, you are hereby directed to implement the following measures in order to abate conditions on your property that will potentially aggravate and accelerate the existing landslide: 1. Seal renewed tension cracks to prevent water infiltration. 2. Demolish the guesthouse and remove all debris from the site. 3. Flatten headscarp to 1:1 slope. 4. Cover entire affected area with UV resistant plastic sheeting. 5. Install temporary drainage devices to divert stormwater from entering landslide area from locations above the head scarp of the landslide. The above measures must be implemented by September 15, 2005. You are hereby notified that if you do not implement the nuisance abatement actions by September 15, 2005, a nuisance abatement hearing will be conducted before the City Council at its regular meeting on Monday, September 26, 2005 beginning at 7:30 p.m. in the Rolling Hills City Council Chambers, 2 Portuguese Bend Road. If the hearing goes forward, you will be given an opportunity to present evidence to the City Council regarding the conditions on your property and regarding this abatement order. ®F'ri,,k:[IonF1 c.Vrlr:d ('ulna Page 2 We have forwarded this correspondence to all of the known addresses we have regarding this property. We trust that by providing a certified letter to Mr. Craig Collins that he will forward this letter to you in the event that it is not received at the addresses listed above. We have also posted this letter at the property. Should you wish to discuss this further, please do not hesitate to call. Sincerely, Craig R. Nealis City Manager CRN:mlk 08-29-05s1 seen -1 tr. d oc cc: City Council City Attorney Rolling Hills Community Association Craig Collins, Attorney at Law (certified) Mike Reader, Group Delta Consultants Roy Itani, District Engineer Rafael Bernal, Senior Building Official Sarah Curran, Drainage/Grading Engineer City ofiellinv ihito INCORPORA1 ED 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 July 12, 2005 Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 Dear Mr. Sheen: NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 • (310) 377-1521 FAX: (310) 377-7288 E-mail: cityofrh@aol.com On March 22, 2005, the City received the attached recommendations from our consulting geologist for immediate safety mitigation measures for the land movement involving your property. As you recall, at that time, you provided access agreements for the City of Rolling Hills to complete several of these mitigation measures. The City completed mitigation measures number 1 and 2 (2.0 SHORT TERM RECOMMENDATIONS) described in the attached letter. Mitigation measures number 3, 4 and 5 still need to be completed. We respectfully request you to complete these mitigation measures on your property prior to September 15, 2005. Please let us know if you require any assistance with finding a contractor that can complete this work on your property. We look forward to your completion of this work. Thank you for your cooperation. Sincerely, fA Craig R. Nealis City Manager CRN:mlk 07-11-05shecn-itr.doc cc: Mike Jenkins, City Attorney Craig Collins, Attorney at Law Mike Reader, Group Delta Consultants Ross Bolton, Bolton Engineering GROUP DELTA! toidatemam 7iC 1:,U :11 !rt: .t' : March 22, 2005 Project No. L-599 City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Attn: Subject: Mr. Nealis: Craig Nealis, City Manger Summary and Emergency Recommendations Geotechnical and Geological Evaluation Poppy Trail Landslide Rolling Hills, California 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. 22)1 \ .205 Sired. Suili lr,'. ♦ Torrance. ( A1;151f1_1_15,) ♦ Tv] 3101.- -'1"('♦F:1.Ci Al1,Zt) \'lcjr♦ i"-1!))!;iics.1i)_It ♦www.GronpD)elta.corn+ Nt!I 1)ic 'i•,♦ Aiti: 52,1-150(! 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 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 GROUP accumulating on the landslide mass and to protect the temporary access road below Poppy Trail. /1 DELTA 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 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 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 GROUP, DELTA tt��vin�r�:r,�i Steven H. Kolthoff, PG, CEG L-599 Group Delta Consultants. Inc. 5 • itQr j • 41Z-: `• l ��/ S r ,1.:11:\1 •t(C•i' �1 k‘if :ITL • zk5/: S �1. 4 `•: l'. E'er' ,�;�,1 �� gym! •1 ; 4 ` ` �. Ir. 4 (.! 1,; •� tr /J~ ,� A i _ a4i=r=.'ate i� w /n..• 'ti Iti �;/ t Printed from TOPOI ©1997 Wildflower Productions (www.topo.com) Poppy Trail Landslide City of Rolling Hills GROUT' r DELTA tvJamyr.ryri L-599 Group Delta Consultants. Inc. 6 Poppy Trail Landslide City of Rolling Hills AERIAL PHOTO OF POPPY TRAIL LANDLSIDE AREA (Photo March 2004) GROUP. DELTA [VJ.t.YuiEMI 14 ROLLING HILLS MUNICIPAL CODE Chapter 8.24 ABATEMENT OF NUISANCES Sections: 8.24.010 Nuisance defined. 8.24.020 Duty of owner or possessor of property. 8.24.030 Notice to abate nuisance. 8.24.040 Notice to abate nuisance --Contents. 8.24.050 Hearing and decision. 8.24.060 Abatement by city --Notice of charge. 8.24.070 Lien. 8.24.080 Charges to be billed on tax bill. 8.24.090 Court action. 8.24.100 Summary abatement. 8.24.010 Nuisance defined. For the purposes of this chapter, a "nuisance" shall be defined as anything which is injurious to health or safety, or is indecent or offensive to the senses, or an obstruction to the free use of property or injurious to the stability of real property so as to interfere with the comfortable enjoyment of life or property, or unlawfully obstructs the free passage or use, in the customary manner, of any street, and affects at the same time an entire community or neighborhood, or any considerable number of persons, although the extent of the annoyance or damage inflicted upon individuals may be unequal. Notwithstanding any provisions of this chapter, the city council may define by ordinance any particular condition constituting a nuisance. (Ord. 190 §1(part), 1981). 8.24.020 Duty of owner or possessor of property. Every person who owns or is in possession of any property, place or area within the boundaries of the City shall, at his or her own expense, maintain the property, place or area free from any nuisance. (Ord. 190 §1(part), 1981). 8.24.030 Notice to abate nuisance. Whenever the City Council determines that a nuisance exists upon any property, place or area within the boundaries of the City, the City Manager may notify in writing the owner or person in possession of the property, place or area to abate the nuisance within fifteen days from the date of the notice. The notice shall be given by registered or certified mail addressed to the owner or person in possession of the property, place or area at his last known address. (Ord. 190 §1(part), 1981). 8.24.040 Notice to abate nuisance --Contents. The notice shall state that if the nuisance is not abated or good -faith efforts towards abatement not been made to the satisfaction of the City Manager within fifteen days from the date thereof, a hearing shall be held before the City Council to hear any protest of the owner, possessor or other interested person. The notice shall specify the time, date and place of the hearing, which shall be set for the regular meeting of the Council next following the expiration of the fifteen -day period. (Ord. 190 §1(part), 1981). 8.24.050 Hearing and decision. If the nuisance is not abated or good faith efforts towards abatement have not been made within the time set forth in Section 8.24.030, the City Council shall conduct a hearing at the time and place fixed in the notice at which evidence may be submitted by interested persons. Upon consideration of the evidence, the Council may declare the condition to constitute a public nuisance and order the abatement thereof. The decision of the City Council shall be final. The City Clerk shall notify all owners and possessors of the subject property, place or area of the decision of the Council. (Ord. 190 §1(part), 1981). 8.24.060 Abatement by city --Notice of charge. Upon failure, neglect or refusal by a person notified pursuant to Section 8.24.050 to abate a nuisance within thirty days after the date of notice, the City Council is authorized to cause the abatement of the nuisance and pay for the abatement. The City Council shall notify, in writing, the owner or possessor of the property, place or area upon which a nuisance has been abated by the City of the cost of abatement. Such notice shall be given in the same manner as required by Section 8.24.030. (Ord. 190 §1(part), 1981). 8.24.070 Lien. If the total cost of the abatement of the nuisance by the City is not paid to the City in full within ten days after the date of the notice of the cost of the abatement, the City Clerk shall record, in the office of the County Recorder, a statement of the total balance due to the City, a legal description of the property, place or area involved, and the name of the owner or possessor concerned. From the date of such recording, the balance due will constitute a lien on the property. The lien will continue in full force and effect until the entire amount due, together with interest at the maximum legal rate accruing from the date of the completion of the abatement, is paid in full. (Ord. 190 §1(part), 1981). 8.24.080 Charges to be billed on tax bill. The City may also, in accordance with the provisions of the laws of the State, cause the amount due to the City by reason of its abating a nuisance together with interest at the maximum legal rate, accruing from the date of the completion of the abatement, to be charged to the owners of the property, place or area on the next regular tax bill. All laws of the State applicable to the levy, collection and enforcement of City taxes and County taxes are hereby made applicable to the collection of these charges. (Ord. 190 §1(part), 1981). 8.24.090 Court action. The City Council may bring appropriate actions, in a court of competent jurisdiction, to collect any amounts due by reason of the abatement of a nuisance by the City and to foreclose any existing liens for such amounts. Notwithstanding the provisions of this chapter, the City may bring the appropriate civil and criminal actions in a court of competent jurisdiction for abatement of any nuisance existing within the City pursuant to any other provision of law. (Ord. 190 §1(part), 1981). 8.24.100 Summary abatement. Notwithstanding any provisions of this chapter, the City Council may cause a nuisance to be summarily abated if the City Council determines that the nuisance creates an emergency condition involving an immediate threat to the physical safety of the population. Prior to abating the nuisance, the City Manager shall attempt to notify the owner or possessor of the property, place, or area involved of the nuisance and request him to immediately abate the nuisance. If, in the sole discretion of the City Council, the owner or possessor of the property, place or area containing the nuisance which creates an emergency condition fails to take immediate and meaningful steps to abate the nuisance, the City may abate the nuisance and charge the cost of abating such nuisance to the owner or possessor of the property, place or area involved. The City shall notify in writing the owner or possessor of the property, place or area upon which a nuisance has been abated by the City, of the cost of said abatement. Such notification shall be given in the same manner as required by Section 8.24.030. The provisions of Sections 8.24.070, 8.24.080 and 8.24.090 shall be applicable. (Ord. 190 §1 (part), 1981). Chapter 8.28 ABATEMENT OF NUISANCES IN ACTIVE LANDSLIDE AREAS Sections: 8.28.010 Nuisances in active landslide areas. 8.28.020 Abatement. 8.28.010 Nuisances in active landslide areas. Any condition on property within the City which has in the recent past or may in the future aggravate, enlarge or accelerate an active landslide is declared to be a public nuisance. For the purposes of this chapter, an active landslide is defined as land which is sliding or moving on its own accord. (Ord. 190 §1(part), 1981). 8.28.020 Abatement. Any condition declared to be a public nuisance by Section 8.28.010 shall be abated or corrected in accordance with the provisions of Chapter 8.24. (Ord. 190 §1(part), 1981). GROUP DELTA September 21, 2005 City of Rolling Hills No. 2 Portuguese Bend Road tir.Gamr! ffl Rolling Hills, CA 90274 SEP 2 3 2005 CITY OF ROLLING HILLS gv 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 Iandside 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 \V. 511'Ci;. iule 1(15 • 1 urr:ince, ('A ,5,)1-1 4:39 • I :I _ .11n. „:, ♦ (9491 .,,_102u ♦www.GroupDelta.com• GROUP DELTAre 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 1 Continued Movement Poppy Trail Landslide Rolling Hills, California GROUP, DELTA 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. t Continued Movement Poppy Trail Landslide Rolling Hills, California CROUP DELTA September 21, 2005 Page 4 Figure 4. Erosional rills forming from surface water flowing over the landslide back scarp. CITY OF ROWNG HILLS AND ROWNG HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR AU. OFFSITE WORK ON /1 AND #4 POPPY TRAIL /l1 =ter LEGEND Po py Trail \ • • Ow. ▪ Slop WW1 ar.l�d.fr • toddies T, Tm• -M-Monk, Shale Cs • Cabins Sdde Ilacang Tcrkaficayr sue„ A p Sec*. 1 • • 1 Seto & Dips bed men depth fvm bk., SMoE Dip Of Set* loft Seb G Diptliod,ed, pions Dterion orlon/side nor wont Gcandararr aofq lmb• TrapuGTnrctu P4P.o>c Sob) \ • • \\ 1 1 1 + • \ v. - S. ♦\ LATE Reference: Drawing prepared by. Bolton Engineering Corp, dated 5-24-05. -6 B-7 • • • +• • • • • • • 1 1111 1 //./ \`\ 11111 1111 1 Osier: Mon Sheen. Portion of Lot 90 Rolling 00. Troc •WDr Tree to 7. I II 11 1‘ \ 111 \1 11.1• 1.11\1 \\, ,,I 1 1' \i `;\'t, /;/ 1 t \"\\11\1 /,, / \ \ \\11 \ /// / 1 \ �%X\ t \ \ 1 .1 I1 + \ 1 + 1 4 `r` "�� oppy Troll + CRy Lot ------ • = \ \ \\\ , `\ \\\ _��\\ \ \ \\\%1\- \\\\ t\ \\\\\ O • + \ —Z 1 a: i _ • % '�1 / J + \ \ \\ `\ \\ • .\\\ \\ \\v,,\• \\\ \11 \\\ - 1 '1'v05 oeAew•n T. Ybarra Ow1$f05 ty S. Koltholf cexol 1p GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Sulte 105 'n L.Torrance, CA. 90501 Geologic Map Poppy Trail # 1 Landslide City of Rolling Hills - Rol1Qtg Hills, CA a) 10 15 35 40 POPPY PT -1, A -Axis 30 9/2/2005 o 9/2/2005 {} 9/6/2005 9/8/2005 --0- 9/16/2005; -1.00 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 9/2/2005 DI I.TA map Poppy Trail Landslide Rolling Hills, CA 0 5 10 15 20 POPPY PT -1, B -Axis 4 25 - 30 35 40 ,-----, _r -1.00 -0.50 0.00 9/2/2005 9/2/2005 9/6/2005 9/8/2005 9/16/2005 0.50 1.00 Cumulative Displacement (in) from 9/2/2005 Inclinometer PT -1 4 . 5i 10� 15 .. a) c 20 a) a 25 30 35 POPPY PT -2, A -Axis - 9/6/2005 ->- 9/6/2005 9/8/2005 - 9/16/2005 40 4-- - 0 5 10 15 4. a) a t 20- al a) a 25 - 30 - 35 - 40 POPPY PT -2, B -Axis 7- 9/6/2005 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 Cumulative Displacement (in) from 9/6/2005 DELTA (6201111S013 Poppy Trail Landslide Rolling Hills, CA Inclinometer PT -2 a 0 -I . • - 51 10 15 20 a, t • 25 a 0 30 35 40 1 45 50 -1.00 -0.50 0.00 0.50 1.00 POPPY PT -3, A -Axis 9/6/2005 -4- 9/6/2005 •0. 9/8/2005 9/16/2005 Cumulative Displacement (in) from 9/6/2005 119266;14 Poppy Trail Landslide Rolling Hills, CA POPPY PT -3, B -Axis 0 5 10- 15 20 w a, a) lc • 25 a) 30 35 40 45 50 -1 00 -0.50 • 9/6/2005 9/6/2005 -a- 9/8/2005 9/16/2005) 0.00 0.50 1.00 Cumulative Displacement (in) from 9/6/2005 Inclinometer PT -3 � l ,GROUP; September 1, 2005 Project No. L-599 D1 DELTA': [llil,am1 mid Rolling City of Hills 2 Portuguese Bend Road Rolling Hills, California 90274 1'1 Attn: 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. Currently, GDC is in the process of installing inclinometers in observed the following:: pleased to present for construction across the Poppy the landslide and 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. 2201 \\. 205'1SU'rei, Sulk,. 105 ♦ 1on tt!ce, C;\ 905'I-1459 ♦ leI 31r)i +20-5l0i) • Fax i +10 j2() -211i Aliso Vicju♦ 19,49) tiro -1020 ♦www.GrouDDelta.com♦ Sntt 1)ir_os (S'5ti) 524..1500 1 1 +L 4 L-599 DI 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 toe of the landslide. GROUP DELTA 5. A more complete inspection should be made of the areas above the landslide around the guesthouse and tennis court areas. Measures should ti L-599 DI 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 LCl13.YI1Ml 119 • 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 GROUP DELTA City olleollin 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 NOTICE OF PUBLIC HEARING NOTICE IS HEREBY GIVEN that the City Council of the City of Rolling Hills will hold a public hearing on Monday, September 26, 2005 at 7:30 p.m., in the City Council Chambers at City Hall, 2 Portuguese Bend Road, Rolling Hills, California to consider the following: CONSIDERATION OF NUISANCE ABATEMENT AT 1 POPPY TRAIL ROAD (LOT 90-B-RH). OWNER: ALAN SHEEN The City Council will accept evidence from all interested parties, consider whether the land movement conditions on the property constitute a public nuisance and if so, consider whether to direct the property owner to take remedial actions to abate the conditions. Any person is welcome to review the file, prior to the public hearing at City Hall, 2 Portuguese Bend Road, Rolling Hills, between the hours of 7:30 a.m. and 5:00 p.m., Monday through Friday. If you challenge the proposed actions in court, you may be limited to raising only those issues you or someone else raised at the public hearing described in this notice, or in written correspondence delivered to the City Administration Offices at, or prior to, the public hearing. 71 2AIG R. C NEALIS, CITY CLERK Published once in the Palos Verdes Peninsula News on Saturday, September 17, 2005 Pruner Or1 Fi,:,c.yc Palos Verdes Peninsula News 500 Silver Spur Rd Ste 300 Rancho Palos Verdes CA 90275 Proof of Publication (2015.5 C.C.P) STATE OF CALIFORNIA, COUNTY OF LOS ANGELES I am a citizen of the United States, and a resident of the county aforesaid; I am over the age of eighteen years; and I am not a party to or' interested in the notice published. I am the chief legal advertising clerk of the publisher of the PALOS VERDES PENINSULA NEWS a newspaper of general circulation, printed and published Twice weekly in the City of Rolling Hills Estates County of Los Angeles, and which newspaper has been adjudged a newspaper of general circulation by the Superior Court of the County of Los Angeles, State of California, under the date of February 15, 1977 Case Number C824957, that the notice, of which the annexed is a printed copy, has been published in each regular and entire issue of said newspaper and not in any supplement thereof on the following dates, to -wit: September 17 All in the year 2005 I certify (or declare) under penalty of perjury that the foregoing is true and correct Dated at Rancho Palos Verdes, California, this 17th day of September 2005 Signature T6elmqb SEP 2 3 2005 CITY OF ROLLING HILLS By PVPN #7908 P.V.P. News No. 7908 NOTICE OF PUBLIC HEARING NOTICE IS HEREBY GIVEN that the City Council of the City of Rolling Hills will hold a public hearing on Monday, September 26, 2005 at 7:30 p.m., in the City Council Chambers at City Hall, 2 Portuguese Bend Road, Rolling Hills, California to consider the following: CONSIDERATION OF NUISANCE ABATEMENT AT 1 POPPY TRAIL ROAD (LOT 90-B-RH). OWNER: ALAN SHEEN Any person is welcome to review the file, prior to the public hearing at City Hall, 2 Portuguese Bend Road, Rolling Hills, between the hours of 7:30 a.m. and 5:00 p.m., Monday through Friday. If you challenge the proposed actions in court, you may be limited to raising only those issues you or someone else raised at the public hearing described in this notice, or in written correspondence delivered to the City Administration Offices at, or prior.to, the public hearing. CRAIG R. NEALIS, CITY CLERK Published in the Palos Verdes Peninsula News on September 17. 2005. 50TH ANNIVERSARY 1957 - 2007 • Ctt /.:/�• 1. 1 1 1 : i[ I ta.:, H ) .r.UU^.r(Y 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 3774521 FAX: (310) 377.7288 Agenda Item No.: 11-B Mtg. Date: 04-23-07 TO: HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL FROM: ANTON DAHLERBRUCH, CITY MANAGER SUBJECT: RHCA REQUEST FOR REIMBURSEMENT REGARDING ACCESS CONSTRUCTION EXPENSES DATE: APRIL 23, 2007 ATTACHMENT: March 26, 2007 letter from the RHCA RECOMMENDATION It is recommended that the City Council authorize reimbursement of $105,853.98 to the Rolling Hills Community Association (RHCA) for appropriate costs associated with the Poppy Trail Landslide pursuant to review and approval of the City Attorney. Separately and unrelated to the authorization of the reimbursement, it is recommended that a City Council or staff representative discuss the transfer of maintenance responsibilities of the two Poppy Trail storm drains to the RHCA. BACKGROUND The City received a letter (attached) from. the Rolling Hills Community Association (RHCA) requesting City reimbursement for costs associated with the Poppy Trail Landslide and specifically, providing access for residents whose principal access to their homes was blocked by the landslide in March 2005.. The RHCA contends that the nature of these costs are most directly related to City's role to remediate the impact of the landslide. The total -amount of reimbursement requested is $105,853.98 based on the detailed accounting and receipts provided. Page 1 of 2 'tuned on Recgc!ed Paper • A• y • DISCUSSION The receipts provided to account for the reimbursement request are grouped into the following categories: Storm Drain construction Tree and brush removal Erosion control and drainage materials TOTAL $ 68,780.00 $ 25,700.00 $ 11,373.98 $105,853.98 In review of these categorized costs, the City Manager and City Attorney have concluded that it is reasonable to share the storm drain construction and tree and brush removal costs and that there is no legal concern for covering their entire cost. The storm drain construction and tree and brush removal were necessary for addressing the City's remediation of the landslide (including the wall at the base of the landslide) and the RHCA's construction of the new access road. Erosion control costs are appropriately paid by the City. While the City is in the position to reimburse the RHCA the entire amount, it is relevant to note that, with one exception (noted below), the City is not been responsible for drainage facilities within the community. As such, it is recommended that the City separately and distinct from the authorization of the reimbursement, discuss the transfer of maintenance and ownership responsibilities of the newly constructed storm drain to the RHCA. Moreover, it is recommended that the one storm drain owned by the City, located beyond the landslide area on Poppy Trail, also become the responsibility of the RHCA once the City's maintenance repairs (underway) are completed. FISCAL IMPACT Funds to cover the requested reimbursement are available in the City's self-insurance fund. AD/ 04-23-07Poppy Trail Reimb.doc Page 2 of 2 (310) 544-6222 •_ i cRoLfin9 £ommu.nittj ogi.6.oeiation Of CRa12C1I0 J"al'os (UVULA. NO. 1 PORTUGUESE BEND RD. ROLLING HILLS March 26, 2007 Rolling Hills City Council Anton Dahlerbruch, City Manager City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 ROLLING HILLS, CALIF. 90274 CALIFORNIA Re: Poppy Trail access construction expenses Gentlemen: CITY OF 1; LLING, lrtli..L S By (310) 544-6766 FAX As you are well aware, both the City and the Community Association have expended considerable sums for the benefit of the residents of Poppy Trail to provide access for those residents whose principal access to their homes was blocked by a landslide in March 2005. Attached as Exhibits A-1 and A-2 are summaries of direct out of pocket expenditures relative to the project by the City and the Association through November 13, 2006 prepared by Nan Huang from the records of our respective organizations. While it may ultimately be determined by the Courts that the obligation to reestablish such access for the benefit of the Poppy Trail residents was not an obligation of the City or the Association and was obligation of the residents themselves or some third party, the Association and the City determined, for many reasons, including the safety and convenience of the Poppy Trail residents, not to wait for a judicial determination but to undertake the project and incur the expense pending determination of liability. With respect to expenses incurred by or on behalf of the City for the benefit of the Poppy Trail residents, the billing and payment procedures can be broken down into three general categories: (i) Expenses billed directly to the City by consultants or contractors with the invoices paid directly by the City, (ii) Expenses principally related to the placement of inclinometers and construction of a debris wall billed to the Association at the request of the City, paid by the Association, and reimbursed by the City to the Association, and (iii) Expenses billed to the Association which were, at the time initial invoices were received, the subject of discussion between Crig Nealis and me wherein I asked the City to consider reimbursement to the Association where the nature of the expenditure made such request appropriate. At that time, Mr. Nealis asked that the Association defer any such requests for reimbursements beyond those already agreed to as category (ii) expenses until all related invoices had been received and could be summarized for presentation to the City Council as one package for consideration. It must be pointed out that, while Mr. Nealis assured me that all appropriate expenses "are on the table" for review and consideration, Mr. Nealis made no commitment with respect to reimbursement other than to present the matter to the Council with his recommendation. It is with respect to the category (iii) expenses, set forth below, that this letter and supporting materials are submitted and reimbursement by the City to the Association is requested. SIMICH CONSTRUCTION: Construction of storm drain including related piping and footings. (Exhibit B) Invoice #3938 $68,780 TRAVERS TREE SERVICE: Removal of trees, stumps and brush from City property to provide access for survey work and road, debris wall and drainage construction. (Exhibit C) Invoice #5304 $23,900 #5577 1,800 $25,700 CONTECH, INC.: Materials for erosion control on City owned property. (Exhibit D) Sales Order #104629 $3,696.89 EWING: Materials for erosion control on City owned property. (Exhibit E) Sales Order #6541654 $ 821.27 #6574753 355.97 #6568027 196.76 • #6543633 56.38 #6651152 567.80 #6638069 661.08 #6706340 55.84 #6715332 417.89 #6713859 110.46 $3,243.45 THOMPSON BUILDING MATERIALS: Drainage and erosion control materials. (Exhibit F) Invoice #13565 $ 896.06 #13657 343.79 #10495 27.28 #11459 827.46 #11553 413.73 #20388 1,093.71 #11749 277.23 #12020 277.23 #12068 277.23 $4,433.64 As previously discussed in a related meeting with Allen Lay, Tony Dahlerbruch, Don Crocker, and me, there are two additional invoices from Bolton Engineering totaling $5,303.50 which have been identified as covering work not directly attributable to the construction of the road or road base. I spoke with Ross Bolton concerning these invoices and, while it seems clear that at least a portion of each is for work appropriate for assumption by the City, I am not satisfied that the reimbursable portion can be broken out with a sufficient degree of certainty to be sure that the City would not be incurring expense which, no matter how small the amount, properly belongs with the Association. Accordingly, in the interest of caution, no reimbursement of those Bolton invoices is requested. If you have any question, with respect to any of the above, please give me a call. The consideration of the Council is respectfully requested and appreciated. Sincerely, 6.' Ray Ferris, Director Rolling Hills Community Association RECORDING REQUESTED BY: CITY OF ROLLING HILLS City Manager WHEN RECORDED.. MAIL TO: NAME CITY OF ROLLING HILLS MAILING No. 2 Portuguese Bend Road CITY, STATE Rolling Hills, California ZIP CODE 90274 SPACE ABOVE THIS LINE FOR RECORDER'S USE NUISANCE ABATEMENT LIEN 1 Poppy Trail Rolling Hills, California 90274 Lot 90-B-RH APN: 7569-007-001 7567-014-014 , i s RECORDING REQUESTED BY: CITY OF ROLLING HILLS City Manager WHEN RECORDED MAIL TO: NAME CITY OF ROLLING HILLS MAILING No. 2 Portuguese Bend Road CITY, STATE Rolling Hills, California ZIP CODE 90274 - SPACE ABOVE THIS LINE FOR RECORDER'S USE NUISANCE ABATEMENT LIEN 1 Poppy Trail Rolling Hills, California 90274 Lot 90-B-RH APN: 7569-007-001 7567-014-014 Under the authority of Government Code Sections 38773 and 38773.1 and Municipal Code Chapter 8.24 and Resolution No. 1014, adopted on October 23, 2006, the CITY OF ROLLING HILLS did abate a nuisance upon the real property hereafter described and then on April 23, 2007, did assess the cost of the abatement and related administrative costs upon the real property. The CITY OF ROLLING HILLS claims a lien on the real property for the expense of the abatement and the related administrative costs in the amount of $74,403.70. This amount shall be a lien against the real property until it is paid, with interest at the rate of ten percent a year from May 1, 2007, and discharged of record. The real property referred to above, and upon which the special assessment is claimed is that certain parcel of land situated within the CITY OF ROLLING HILLS, County of Los Angeles, State of California, commonly known as 1 Poppy Trail (Lot 90-B-RH) and identified as Assessor's Parcel Numbers 7569-007-001 and 7567-014-014, the owner of which being Mr. Hui-Tse Sheen, aka Alan Sheen, residing at 1 Poppy Trial, Rolling Hills, California, 90274. Dated: By: 7 �AYVT N D HLERBRUCH, CITY MANAGER CITY OF ROLLING HILLS State of (-Oct ,1 ).----- Own() ('- County of _C6 g1A.C"7Cte On -(SJt4G r2.0, 2.O 0 } } } before me, 1___Q\ST t(9, P� t <O i ��C2 -( TUT -.1_.(•C (Insert Name of Notary Public' and Title) personally appeared e\N t'ct� personally known to me (or proved to me the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature KRISTEN RAIL r; R qc Comm.* 1507517 > k �'f NOTARY PUBLIC - CALIFORNIA CO 4-79 LOS ANGELES COUNTY 1. Comm. Expires AUGUST 20, 2008 ackpara (12/05) - Use Express Mail packaging or stickers. Securely affix label to mail piece. Do not tape over barcode or "Postal Use Only" section. Service guarantees begin with the acceptance processing of this item when brought to a USPS retail location, or when the item retums to the Post Office after being collected during delivery/collection or from an Express Mail Collection box. This Online Record must be presented to Postal personnel if applying for a service related refund. Refunds for unused postage paid labels can be requested online 10 days from the print date. EXPRESS MAIL CUSTOMER Online Record UNITED STATES POSTAL SERVKE ;ORIGIN (POSTAL USE DO NOT MAIL PO ZIP Code 90274 Day of Delivery 0 Next 0 Second Flat ate Envelope Date In Mo. Day Year Timeln 0 AM 0 PM ❑12 NOON ❑ 3 PM 0 Address to PO Box Contents Value Postage $16.25 Retum Receipt Fee Weight Ibs 0 ozs 4 COD Fee Ins. Fee $0.00 No Delivery 0 Weekend 0 Holiday Acceptance Clerk Initials Total Postage & Fees $16.25 A i i i i i i i i 11 i i i i 11 i EO 935 468 972 US i i i 11 ❑ WAIVER OF SIGNATURE (Domestic Only) Additional merchandise insurance is void if waiver of signature is requested. I wish delivery to be made without obtaining signature of addressee or addressee's agent (if delivery employee judges that article can be left in, secure location) and I authorize that delivery employee's signature constitutes valid proof of delivery. Mailer's Signature CUSTOMER INFORMATION bell:,of 1 ); . of Paid Online, FROM: PHONE IEWA NIKODEM CITY OF ROLLING HILLS 2 PORTUGUESE BEND ROAD ROLLING HILLS CA 90274 L 7 _I TO: PHONE rESPERANZAJONES JENKINS AND HOGIN LLC 1230 ROSECRANS AVE STE 110 MANHATTAN BCH CA 90266-2482 L J L`.abel 11-0 June 2001 )R PICKUP OR TRACKING CALL 1 800-222 1811 z wiivvir i sps.co USPS Employee: For service failure refunds, follow existing refund procedures. Attach the Customer Online Record to the PS Form 3533 and send copies of both to the Express Mail Office for recording. City oMolliny 50TH ANNIVERSARY 1957 - 2007 DR. JAMES BLACK Mayor FRANK E. HILL Mayor Pro Tem THOMAS F. HEINSHEIMER Councilmember B. ALLEN LAY Councilmember GODFREY PERNELL. D.D.S. Councilmember April 3, 2007 VIA CERTIFIED AND REGULAR MAIL Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 Mr. Alan Sheen 1 Poppy Trail Rolling Hills, CA 90274 SUBJECT: NUISANCE ABATEMENT COSTS Dear Mr. Sheen: INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS. CALIF. 90274 (310) 377.1521 FAX: (310) 377-7288 Mr. Alan Sheen 20603 Toluca Avenue Torrance, CA 90503 A the regular City Council meeting held on October 23,2006 the City Council declared a public nuisance on the property a 1 Poppy Trail and required specific corrective actions to be completed by the property owner of 1 Poppy Trail. These actions are described in the attached correspondence. Required actions were not taken by you as the property owner, therefore, after appropriate notification to you and your verbal consent to the City Attorney to be on your property, the City initiated and completed the nuisance abatement. Rolling Hills Municipal Code Section 18.24.060 requires the City to notify the property owner that this nuisance has been abated by the City and provide the cost of the abatement. The cost bill, which includes one Change Order, for abatement is attached. The enclosed cost bill will be presented to the City Council for approval at its regular meeting of Monday, April 23, 2007, at 7:30 p.m. in the Rolling Hills City Council Chambers, 2 Portuguese Bend Road. You are invited to attend this meeting and offer any comments or objections you may have to the bill. The Council may approve the enclosed cost bill, or make any modifications to it as may be appropriate. Pursuant to Rolling Hills Municipal Code Section 8.24.070, you are required to pay the cost bill approved by the City Council, if any, in full within ten (10) days of Council approval. ® Printed on Recycled Paper Page 2 Thank you for your cooperation Sincerely, iton D erbruc AD:mlk 04-03-07slieen-lt r. doc cc: City Manager City Attorney California Joint Powers Insurance Authority Ed Richards, Kutak Rock LLP CotAf a 10 mil rd. & 1-< -, Pleo‘/)t- yl zstDi City O/ Ieo n l October 24, 2006 VIA CERTIFIED AND REGULAR MAIL Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 Dear Mr. Sheen: lvir. Alan Sheen 1 Poppy Trail Rolling Hills, CA 90274 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: 1310) 377.7288 Email: cityofth@aot.com I\-Ir. Alan Sheen 20603 Toluca Avenue Torrance, CA 90503 At the regular City Council meeting held Monday, October 23, 2006, the City Council adopted the enclosed Resolution entitled: RESOLUTION NO. 1014: A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ROLLING HILLS DECLARING THE CONDITION OF THE PROPERTY LOCATED AT 1 POPPY TRAIL TO BE A PUBLIC NUISANCE AND ORDERING THE ABATEMENT THEREOF. This Resolution was adopted following a noticed public hearing to consider the declaration of a nuisance and ordering abatement of the nuisance pursuant to Rolling Hills Municipal Code Section 8.24.050. This Resolution requires specific action to be taken by you as the owner of 1 Poppy Trail. As stated in Section 6, you are required to provide a plan and schedule for implementation of all nuisance abatement mitigation measures within ten (10) days of adoption of this Resolution, no later than November 1, 2006 and commence implementation of the plan and performance of the corrective mitigation measures on or before, but no later than November 10, 2006. Further, you are required to complete implementation of the corrective mitigation measures described in Exhibit A of the Resolution, and again listed below, within 30 days thereafter, no later than 4:00 p.m., December 10, 2006. The corrective mitigation measures include: 1. Remove all debris on the site (i.e. deteriorated plastic and sandbags). 2. Install UV resistant plastic sheeting covered by Tensar TRM 450 fiber blankets, anchored with 12" steel pins and washers. 3. Install above -ground drainage devices. If you do not take any action within 30 days of adoption of Resolution No. 1014 by November 24, 2006, the City Council may direct staff to proceed with implementation of the mitigation measures pursuant to Chapter 8.24 of the Rolling Hills Municipal Code. ®t';.;: �;� ;•;: I'.•, •.• .,•.: . .:• ..., Page 2 In the event that you elect not to perform the work yourself, the City requests that you give your consent to the City and its agents entering your property for the exclusive purpose of performing the above -described work. By giving your consent, the total cost of this project, for which you are responsible, will be reduced, as the City will not have to incur any legal expenses associated with obtaining access to your property. If you choose to give your consent, please sign on the line below and return this letter to me at your earliest convenience. Please let us know if you need to discuss this further or wish to discuss a cooperative approach to implementation of these mitigation measures. Sincerejy, /. '1 Anton ahrerbnic1i Interim City Manager AD:mlk 10-24-O6::ba rr,-1 f r.doc cc: City Council Rolling Hills Community Association Mike Reader, Group Delta Consultants Roy Itani, District Engineer Rafael Bernal, Senior Building Official Lisa Eckert/Grading Engineer I warrant and declare that I am the owner of the property located at 1 Poppy Trail, Rolling Hills, CA. I hereby give my consent to the City of Rolling Hills for its agents, contractors and employees to enter my property solely and exclusively to perform the work described in the September 19, 2006 letter from Erosion Control Specialists, and for no other purpose. I understand and acknowledge that this work will be performed at my expense. RESOLUTION NO. 1014 A RESOLUTION OF THE CITY COUNCIL OF '11-1E CITY OF ROLLING HILLS DECLARING THE CONDITION OF THE PROPERTY LOCATED AT 1 POPPY TRAIL TO BE A PUBLIC NUISANCE AND ORDERING THE ABATEMENT THEREOF. THE CI'T'Y COUNCIL OF THE CITY OF ROLLING HILLS DOES HEREBY FIND DECLARE AND ORDER AS FOLLOWS: Section 1. Pursuant to Section 3.24.030 of the Rolling Hills M i a e City Manager notified Mr. Alan Sheen, owner of that certain real prope ty'nincipthelCity ofCode,t hRolling Hills commonly known as 1 Poppy Trail (Lot 90-B-RH), to abate conditions on his property that would potentially aggravate and accelerate an existing landslide. The measures include removing all debris (deteriorated plastic and sandbags) from the site, covering the entire affected area with new UV resistant plastic sheeting, and installing above -ground drainage devices to divert stormwater from entering the frm above the headscarp of the landslide. The measures are l�designed torea restoreocathe wointerization improvements that were performed on the property in early 2006 and have since suffered normal deterioration, in anticipation of the 2006-2007 winter rainy season. The notice directed that the measures be taken or commenced (and completed with due diligence) by October23, 2006, otherwise the City Council would hold a public hearing on October 23, 2006 in the City Council Chambers of City Hall to hear any protests the owner might have to the abatement of the nuisance. On October 11, 2006 the City posted the notice at the site. Section 2 No action to abate the nuisance has been taken by the property owner. Consequently, on October 23, 2006, the City Council held a public hearing to allow e City Manager, the property owner and any other interested parties to testify and submit evidence regarding the condition of the property located at 1 Poppy Trail. Section 3. Based upon staff reports, related documents and the evidence presented at the timed the hearing, the City Council makes the following findings of fact: a. The property located at 1 Poppy located in an acve landslide in the City of Rolling Hills. The property is improved Tithlans single family residentice, swimming pool, water feature, stable, and tennis court. An illegal nonconforming guesthouse was removed from the property pursuant to the nuisance abatement proceeding in 2005-2006. Inspections of the property demonstrate that the single family residence remains uninhabited. b. Following the activation of the landslide in early 2005, a geologist engaged by the City, with the property owner's permission, conducted borings and other tests on the property to better understand the structure of the landslide in order to enable all interested parties to evaluate their options. A copy of the geologist's report was provided to the owner of 1 Poppy Trail. c. The plastic sheeting,sandbags a r� installed on the property as part of the 2005-2006 .'.:1„ above -ground drainage devices suffered a normal amount of deterioration andOneed6 placement ine to der tement o remain refective in inhibiting the infiltration of stormwater into the landslide. If these protective measures are not kept in good condition and repair, infiltration of water into the slide plane tvill likely aggravate the slide, resulting in further damage to the property and the surrounding area. The City's geologist reports that the protective measures installed in 2005-2006 have been successful in slowing the movement of the landslide. d. Absent restoration of protective measures, the property «ill represent a continuing threat to public safety. Section 5. On the basis of the foregoing, and of the evidence contained in the record, the City Council finds and determines that the landslide condition of the property at 1 Po Trail, and the open crevices and fissures, separately and collectively constitute a public nuisance within the meaning of Sections 8.24.010 and 8.28.010 of the Municipal Code, and constitute a condition that is injurious to the public health, safety and welfare. The City Council further finds that by not restoring to good condition the winterization measures installed in 2005-2006 in anticipation of the 2006-2007 winter rainy season, stormwater will further infiltrate the landslide and will further destabilize the property, creating a danger to persons and property in the area. Resolution No. 1014 -1- Section 6. in acao.dance with the foregoing, and bec it is the duty of property owners to maint,. iheir properties free of nuisances, the City C cil orders that the property owner implement the corrective winterization measures described in Section 1 of this Resolution and further described in the attached correspondence (Exhibit A) on or before November 1, 2006; and, that the corrective measures be completed by the property owner on or before November 10, 2006. In the event that the property owner fails to commence performance of the corrective measures by the above -described deadlines, than the City may, on or after November 1, 2006 perform the corrective measures at the property owner's expense as authorized in Section 5.24.060 of the Municipal Code. Section 7. in the nuisance is not abated as specified herein, then the City Manager is directed to cause the nuisance to be abated by the City, and also is directed to notify the property owner in writing by certified mail and regular mail of the cost of removal of the nuisance and that payment in full for removal of the nuisance is due to the City within 10 days of the date of mailing of the notice. If the total cost of abating the nuisance is not paid to the City within 10 days after the date of the notice, the City Clerk shall record, in the Office of the County Recorder, a statement of the total balance due to the City, which shall constitute a lien upon the property. Section 8 The City Clerk is hereby directed to send a copy of this resolution by certified and regular mail to the owner of the property located at 1 Poppy Trail. Section 9. This resolution shall take effect immediately on October 23, 2006. PASSED, APPROVED AND ADOPTED THIS 23' DAY OF OCTOBER, 2006 ATTEST: ;`farilyn Kern Deputy City Clerk STATE OF CALIFORNIA COUNTY OF LOS ANGELES CITY OF ROLLING HILLS ' SS B. Allen Lay Mayor The foregoing Resolution No. 1014 entitled: A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ROLLING HILLS DECLARING THE CONDITION OF THE PROPERTY LOCATED AT 1 POPPY TRAIL TO BE A PUBLIC NUISANCE AND ORDERING THE ABATEMENT THEREOF was approved and adopted at a regular meeting of the City Council on October 23, 2006, by the following roll call vote: AYES: Councilmembers Thomas Heinsheimer, Frank E. Hill Godfrey Pernell and Mayor B. Allen Lay NOES: Hone. ABSENT: Mayor Pro Tem James Black. ABSTAIN: None. Marilyn Kern Deputy City Clerk Resolution No. 1014 _2_ October 11, 2006 \'iA CERTIFIED AND REGULAR MAIL h'l.r. ring Ching .Sheen Sheen 1 Poppy Trail • Mr. Alannrail Rolling Hills, CA 9112; 4 1 Poppy Trail Rolling Hills, CA 90274 Dear I` f r. Sheen: r A• NO. 2 por1000ESE GicQFO:p I OLL "JO HILLS. C:LI/,c.2;4 13101377•152i FA x:1310) 37;42:2 E-nan cdyohmaoohom hlr. Alan Sheen 20603 Toluca Avenue Torrance, CA 90303 You will recall that on S, You will that 6 nSeptember 26, 2005, the Rolling Hills City Council adopted ordering the abatement declaring theSubsequently,property a1 upon Poppy ai ure totuta a nuisance and the City obtained an abatement Lvarrant from the Superior Court and utilizing pon your failure abate the nuisance, performed corrective winterization work on the proper Council approved the costs incurred in � h'' On April 10, 2 o its Council ainst performing the abatement L,, 006, the your property in that amount. work and a lien was Since the above -referenced improvements were installed on the property, suffered a certain amount of normal deterioration. With the a Lvintcr/rainy season, the City's geologists P y, they have improvements installed by the Geologists are recommending that approach of the en0b-200i ve in h be restored and that the they abatement tupgradedns idso thata a copy minimizing intrusion of stormL.�ater into the landslide. I enclose a of a proposal from Erosion Cont-ol Specialists dated September 19, 2006 s recommended winterization work necessary to be implemented on your property to help protect against setting forth the aggravation of the existing landslide as we a season. approach the rainy Pursuant to Rolling Hills Municipal Code Section Possessor of Property") 8.24.020 ("Duty of Owner or . P ty") "every person who owns or is in possession of an place or area within the boundaries of the City shall, at his or her ow maintain the property, place Or area free from any )property Code Sect -ion Sroper_0 defines•an • nuisance." Rolling expense, Code enlarge or accelerate an active landslidettone ona property, that has or wig Hillsa ra aggravate, ll pursuant to Chapter 8.24. We have enclosed apublic nuisance piers 8.24ande 2Sf your review. copy of both Chapters and S.� S for Pursuant to Section 3.2.1.030, you are hereby directed to implement the following measures in order to abate conditions on your property that will potentially aggravate and accelerate the existing landslide: 1. Remove all debris on the site (i.e. deteriorated plastic and sandbags). 2. Install UV resistant plastic sheeting covered by Tensar TRIM 450 fiber blankets, anchored with 12" steel pins and washers. 3. Install above -ground drainage devices. IZesolu tion No. 1014 -3- Page 2 You may perform the above work wish the contractor of your choice, and must do so or commence doing so (and complete the work with due diligence) by October 23, 2006. You are hereby notified that if you do not implement or commence to implement the nuisance abatement actions by October 23, 2006, a nuisance abatement hearing will be conducted before the City Council at its regular meeting on Monday, October 23, 2006 beginning at 7:30 p.m. in the Rolling Hills City Council Chambers, 2 Portuguese Bend Road. if the hearing goes forward, you will be given an opportunity to present evidence to the City Council regarding the conditions on your property and regarding this abatement order. In the event that it becomes necessary for the City to perform the abatement work, it is the City's present intention to utilize the services of the same contractor that performed the 2005-2006 abatement work, Erosion Control Specialists. Its estimate for performance of this work is S6S, 771.00. If the work is performed at the behest of the City, the work will be performed at your expense. Following completion of the project, the City Council will again conduct a hearing to approve the final costs, and you will have an opportunity to present testimony at that hearing. Should the Council approve the costs, and should you not reimburse them to the City, a lien will be recorded against the title to the property in the amount of those costs, plus the City's administrative and legal expenses incurred in implementing the project. In the event that you elect not to perform the work yourself, the City requests that you give your consent to the City and its agents entering your property for the exclusive purpose of performing the above -described work. By giving your consent, the total cost of this project, for which you are responsible, will be reduced, as the City will not have to incur any legal expenses associated with obtaining access to your property. If you choose to give your consent, please sign on the line below and return this letter to me at your earliest convenience. We have forwarded this correspondence to all of the known addresses we have regarding this property. We have also posted this letter at the property. Should you wish to discuss this further, please do not hesitate to call. %Sincerely, t l �'•�Tlr'et Jenins Acting City Manager 1`1.1:mlk 10.11.06;hn•n •I tr.doc cc: City Council Rolling Hills Community Association tvtike Reader, Group Delta Consultants Roy Itani, District Engineer Rafael Bernal, Senior Building Official Lisa Eckert/Grading Engineer Resolution No. 1014 -4- Page 3 I %,mrrant and declare that I am the owner of the property located at 1 Poppy Trail, Rolling Hills, CA. I hereby give my consent to the City of Rolling Hills for its agents, contractors and employees to enter my property solely and exclusively to perform the work described in the September 19, 2006 letter from Erosion Control Specialists, and for no other purpose. I understand and acknowledge that this work will be performed at my expense. Resolution No. 1014 -5- .-. __ i •-:'l- Erosion Control Specialists Ca Liccuse �$j15t3 Septcmbar 19, 2006 Attu: Alike Jerkins Cir}• of Rolling Hilts Porucueee Bend R1. Rollin^ HiIi3, Ca 90274 Dear Mike, We ['ropoec to furnish laber ani materials for the Poppy Tr it project in roiling hills, Ca These services will he completed in accordance with induce' st.? da1ds and will comply with all laws. Prevailing wta_e3 are in al;cct co this project and be used accorune to the current hourly pre: ailing wage rate. L Site mobilization 2. Debris Removal. This to include rerloval of all'pl; stir and sand -bps on the slope and surrounding areas, including any extra debris or vegetation deemed necessary. This includes the staging. at a proper area for disposal but does not include the disposal. (To be preformed by rolling hills city associatio1).) Installation of IJV resirtrtnt plastic sheetLng to cover the entire slide area" and be covered with Tenser TRIM 450 fiber blankets to reduce uy penetration and reduce Blare from the sun. Plastic sheeting and Tersar material will he anchored with 12" steel pins and wa:.hets. Installation will he preformed based on supplier recommended installation m ethods. 4. Installation of above tuound drainage devices as specified by the erosion control plan. Our price for performing the. •. crk is Sf..77I.iv. As soon is we have your approval we work. commence This work is an attempt to prevent hj;thcr slope movement but, Eresiea Control Specialists will not be held liable for any fun6- mo'vemeni of the slope and anv corresponding damage or injury relating to such. it is hic.ltJy rccominendcd that the plastic shceticc _,d corresponding dralWere rv'steo be rn_ntainrd theougbo. t the rainy sc_ .or). The measures cue tempos(}• Cod must be maintained to keep there proper integ ty. Maintenance services arc not included in thi s E-o,ITn Cnntrot $rcciulin%r: 0, , Vie,'rnim Ln. 8tt X 074 )iun9n!'ton Welch. CA ($00)3 6.1015 n 5 "e. , Ec$rr.cL L1sr5.co\r Resolution No. 1014 -6- 714 EroSiot.1 Control Specinlists C:i Licen�c '. 515S1 p ropo ,-J tut c.Dtl b'. ;)ro%idzd Litchi: hUvl min`s_Ls,:,u •org a rcqucsl anti b —J on uv;,i.lnhiIi;;, Sincarc1y Erosion Control Specialihs 909-753-9637 WO -376-1015 1soc•Jccspcci:lists.com Em:nn Cnntrrl Sprrinlctp 16761 rrenlq;nt la Sic # n74 trnn;;nzipn r^.,-Ft5 Ca (Eno) :1:101_ (911q 5.3 9Q7 LCSCECLILISTS.COM Resolution No. 1014 Cry ofi2lliagJJfG f CRF'CRATED JANUARY 24, 1957 50TH ANNIVERSARY 1957 — 2007 Mr. Alan Sheen 1 Poppy Trail Road Rolling Hills, CA 90274 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS. CALIF. 90274 (310)377-1521 FAX: (310) 377.7288 INVOICE NUISANCE ABATEMENT COST April 2, 2007 Net 10 Days Erosion Control Specialists / Contech Construction Products Inc. Landslide Winterization Services: Debris Removal. Installation of 10 mil. black plastic sheeting to cover slide mass. Tensar woven blankets. Tensar recommended steel stakes to be installed to anchor plastic sheeting and woven blankets. Installation of tensar woven blankets - Installation to be performed with steel stakes. To be installed using a trech for anchoring purposes. Installation of above ground drainage devices as specified in EC plan. Past Due Amount (See attached invoice) TOTAL $ 74,403.70 $ 147,928.77 $ 222,332.47 Printed on Recycled Paper (1f/o to// n toy Mr. Alan Sheen I Poppy Trail Road Rolling Hills, CA 90274 INCORPORATED' JANUARY 24, 1957 INVOICE NUISANCE ABATEMENT COST April 11, 2006 Erosion Control Specialists: Demolition and removal of guest house Cutting back headscarp to a 1:1 slope Exportation of soil according to plan (approx. 1,728 cu. yards) Additional debris removal Equipment setup extra cost Placement of sand -bags and plastic sheeting Installation of above ground drainage Installation of 18" NDS catch basin Compacting and grading work for adequate drainage Group Delta Consultants Winterization - Professional Services for the period October 1, 2005 through January 27, 2006 Nuisance Abatement - Professional Services for the period January 1, 2006 through February 24, 2006 Peninsula Septic Svc. Pump Septic Tank - Guest House Copley Los Angeles Public Notice -Consideration of Nuisance Abatement Jenkins L login Legal Services Administration Costs City Manager TOTAL 5 33,500.00 23,400.00 25,920.00 5,345.00 S00.00 19,736.00 1,200.00 1,850.00 600.00 S 13,030.55 3,454.60 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (3101377-1521 FAX: (3101377.7288 Email, cityolrh@aol•corn Net 10 Days 117,351.00 16,435.15 . 710.00 X97 134,606.07 11,366.50 1,956.20 S 147,928.77 I -HUG CL/ GL Erosion Control Specialists P.O. Box 1 626 J-luntington Beach, Ca 92647 DILL TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM DESCRIPTION i 190016 1 debris removal. this to include all exsisting I 1 plastic, sandbags, vegetation, and any other I litems needed. This to include only the 1 removal and loading into the city owned truck. Disposal to be preformed by the rolling hills 1 i association. 1 90017 j installation of 10 mil. black plastic sheeting to 1 1 cover slide mass. 190025 i tensar woven blankets. 1 90029 j tensar reccomended steel stakes to be i I installed to anchor plastic sheeting and 1 I woven blankets. I90038 I installation of tensar woven blankets. 1 1 installation to be preformed with steel stakes. I Ito be installed using a trech for anchoring I Ilpurposes. I 190005 'installation of above ground drainage devices 1 las specified in EC plan. 1 1 I 1 1 Invoice is for a 50% (fifty) percent progress payment on above mentioned work. 1 I Please remit to above address. DATE 1/1612007 SHIP TO. Invoice INVOICE #_: 170 DUE DATE1. P.O. NUIV[B7%R. 1 1 /2312007 QTY : RATE • \MOUNT — 1 1 0.00 1 1 1 1 0.00 0.00 0.00 0.00 0.00 34,385.50 j4;38.50 l'.1ar 05 07 04:41p Jason Locklin 714-849-6063 p2 Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 Invoice DATE 1/16/2007 INVOICE # 174 I— BILL TO SHIP TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 r ITEM 90016 90017 90025 90029 90038 90005 DESCRIPTION debris removal. this to include ail exsisting plastic, sandbags, vegetation, and any other items needed. This to include only the removal and loading into the city owned truck. Disposal to be preformed by the rolling hills association. • i DUE DATE 1 3/5/2007 P.O.NUMBER QTY RATE 1 installation of 10 mil. black plastic sheeting to 1 cover slide mass. tensar woven blankets. tensar reccomended steel stakes to be installed to anchor plastic sheeting and woven blankets. installation of tensar woven blankets. installation to be preformed with steel stakes. to be installed using a trech for anchoring purposes. Installation of above ground drainage devices as specified in EC plan. 1 1 Page 1 AMOUNT 0.00 0.00 0.00 0.00 0.00 0.00 IVldl UO U/ UP -t.'-1, p Jd5Un LUUKIIfI 4-t34-bUb;S p.:3 Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 Invoice DATE INVOICE # L 1/16/2007 L 174 BILL TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM DESCRIPTION SHIP TO Invoice is for remaining 50% of original contract amount. (this does not include the change order or any credit for returned materials) DUE DATE P.O. NUMBER 3/5/2007 QTY RATE r AMOUNT 34,385.50 Please remit to above address. Page 2 Total 34,385.501i JUJVl.1 LVIsflll1 /14-1349-6U63 p.3 Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 BILL TO Invoice DATE 1 INVOICE # 3/23/2007 10032 SHIP TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM 600012 90029 600012 90017 DESCRIPTION additional labor required to install T -Stakes. 36" steel stakes with with a 411 t -post delivered. additional labor required for debris removal. Credit for retumed 18" steel pins minus a 25% re -stocking fee. Thank you for your business! DUE DATE P.O. NUMBER 4/22/2007 QTY RATE ; AMOUNT 1 3,360.00 , 3,360.00 1 1,120.00 3,202.00 1,120.00 -2,049.30 Total 5,632.70 Marilyn Kern Mon, Apr 9, 2007 8:21 AM Subject: FW: Erosion Control Specialists Date: Thursday, April 5, 2007 3:53 PM From: Anton Dahlerbruch_City of Rolling Hills <adahlerbruch@cityofrh.net> To: Nan Huang <nhuang@cityofrh.net>, Marilyn Kern <mkern@cityofrh.net> For the file Anton Dahlerbruch City Manager City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 310.377.1521 www.palosverdes.com/rh Forwarded Message From: "Uthe, James" <JUthe@contech-cpi.com> Date: Wed, 4 Apr 2007 21:14:52 -0400 To: "Anton Dahlerbruch_City of Rolling Hills" <adahlerbruch@cityofrh.net> Subject: RE: Erosion Control Specialists We are in full agreement From: Anton Dahlerbruch_City of Rolling Hills [mailto:adahlerbruch@cityofrh.net] Sent: Wed 4/4/2007 7:51 PM To: Uthe, James Subject: Erosion Control Specialists Jason at Erosion Control Specialists advises that the outstanding balance owed to you, after the two checks are received, will be $1,976.10. Can you please confirm that for us. Thank you. Anton Dahlerbruch City Manager City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, CA 90274 310.377.1521 www.palosverdes.com/rh The information contained in this message may be confidential and/or proprietary, and legally protected from disclosure. If the reader of this message is not the intended recipient, or an employee or agent responsible for delivering this message to the intended recipient, you are hereby notified that any retention, dissemination, distribution or copying of this communication is strictly prohibited. If you have received this communication in error, please notify us immediately by replying to the message and permanently deleting it from your computer. Thank you, CONTECH Construction Products Inc. End of Forwarded Message Page 1 of 2 Apr 04 07 03:59p r' • Jason Locklin 714-849-6063 p.1 ECS Erosion Control Specialists FACSIMILE TRANSMITTAL SHEET TO: Tony FROM: Jason Locklin ECS COMPANY: Rolling Hills DATE: 4/4/2(x)7 FAX NUMBER: 310-377-7288 TOTAL NO. OP PAGES INCLUDING COVER: 2 PHONE NUMBER: 310-377-1521 SENDER'S REFERENCE NUMBER: RE: letter YOUR REFERENCE NUMBER ❑ URGENT 0 FOR REVIEW 0 PLEASE COMMENT 0 PLEASE REPLY 0 PLEASE RECYCLE NOTES/COMMENTS: Please call if you have any questions. Jason Locklin CITY OP ROLLING HILLS By P.C). BOX 1626 HUNTINGTON BEACII,CA 92647 714-661-8468 FAX 714-849-6063 ECSPECIALISTS.COM Apr 04 07 04:00p Jason Locklin 714-849-6063 p.2 gmErosion Control Specialists Wednesday April 4, 2007 Attn: Tony Dahlerbruch The City of Rolling Hills #2 Portuguese Bend Road Rolling Hills, Ca 90274 Dear Tony: The total balance due to Contech construction is $1976.10. The balance due to Erosion Control Specialists is $5632.70. Can you please write two checks for the amount due to Contech of 1976.10 and a check to us for the remaining balance of3656.60. Thank You Sincerely, on Lock! Erosion Con Ya'pecialists 714-661-8468 Fax 714-849-6063 Jason@ecspecialists.com P.O. Box T:626 H urutin ton. 8'eacITFCA 992648: 7t4.661-$468: fax n4-8491-6063 ecspecialists.com JENKINS HOGIN, LLP A LAW PARTNERSHIP MICHAEL JENKINS CHRISTI HOGIN MARK D. HENSLEY BRADLEY E. WOHLENBERG KARL H. BERGER GREGG KOVACEVICH JOHN C. COTTI LINDA A. BURROWS LAUREN B. FELDMAN MANHATTAN TOWERS 1230 ROSECRANS AVENUE, SUITE 110 MANHATTAN BEACH, CALIFORNIA 90266 (310)643-8448 • FAX (310) 643-8441 WWW.LOCALGOVLAW.COM March 19, 2007 Charles L. Murray III, Esq. PACIFIC MUTUAL BUILDING 523 West Sixth Street, Suite 702 Los Angeles, CA 90014 Reference: Sheen v. Rolling Hills Dear Charles: WRITER'S EMAIL ADDRESS: JCOTTI@LOCALGOVLAW.COM C!-i'v OF ROLLING HILLS $y This letter follows our conversation of Thursday, March 15, 2007, wherein I informed you about certain conditions existing on Mr. Sheen's property at 1 Poppy Trail. On Wednesday, March 14, 2007, the City received a complaint from a neighbor who indicated that there appeared to be someone living in the main residence. The property, including the main residence, has been red -tagged and deemed unsafe by the City's building official. The City was made aware of two other issues that require immediate attention. There are four water features on the property and at least three currently have standing water. Of course, standing water provides a breeding ground for mosquitos and other disease -carrying insects. In addition, the property is overgrown with dead and dry vegetation which poses a fire danger. You indicated in our conversation an intention to have Mr. Sheen remedy the property maintenance issues existing on the property. The City needs Mr. Sheen to address these issues by April 23, 2007 or the City will be forced to bring a code enforcement action. As Pr PjL)0,(P°1 • et JENKINS & HOGIN, LLP Charles L. Murray III, Esq. PACIFIC MUTUAL BUILDING March 19, 2007 Page 2 As I am sure you are aware, there has been enormous difficulty in dealing with Mr. Sheen due to his pro per status. It is nice knowing you are on the case and it was a pleasure seeing you in court on Wednesday. Thanks in advance. Very truly yours, C. Cotti cc: Anton Dahlerbruch rvlar 27 07 07:21a I Jason Locklin 714-849-6063 p.1 ECS Erosion Control Specialists FACSIMILE TRANSMITTAL SHEET TO: Tony FROM: Jason Locklin ECS COMPANY: Rolling Hills DATE: 3/27/2007 FAX NUMBER: 310-377-7288 TOTAL NO. OF PAGES INCLUDING COVER: 2 PHONE NUMBER: 310-377-1521 SILNDER'S REFERENCE NUMBER: :F - Con tech letter YOUR REFERENCE NUMBER: 0 URGENT 0 FOR REVIEW 0 PLEASE COMMENT 0 PLEASE REPLY 0 PLEASE RECYCLE NOTES/COMMENTS: rEMID MAR 2 'J 2007 CITY OF ROLLING HILLS By P.O. BOX 1626 HUNTINGTON BEAC1-I,CA 92647 7I4-661-8468 FAX 714-849-6063 ECSPECIALISTS.COM Mar 27 07 07:21a Jason Locklin 714-849-6063 p.2 Erosion Control Specialists Friday March 23, 2007 Attn: Tony Dahlerbruch The City of Rolling Hills #2 Portuguese Bend Road Rolling Hills, Ca 90274 Dear Tony: Please forward all money due to Erosion Control Specialists, to Contech Construction. The total amount due is 40,018.20. Thank You Sincerely, on Erosion on pecialists 714-661-8468 Fax 714-849-6063 Jason@ecspecialists.com P.4.6ox 1626 Huntington Beach,CA 92648 714-661-8468 fax 714-849-6063 ecspecialists,tom 1 :r•i?'r ,a. 19,7 50TH ANNIVERSARY 1957 - 2007 DR. JAMES BLACK Mayor FRANK E. HILL Mayor Pro Tem THOMAS F. HEINSHEIMER Councilmember B. ALLEN LAY Councilmember GODFREY PERNELL, D.D.S. Councilmember March 27, 2007 Mr. Jason Locklin Erosion Control Specialists P.O. Box 1626 Huntington Beach, CA 92648 Mr. James A. Uthe Contech Construction Products Inc. 9025 Center Pointe Drive, Suite 400 West Chester, OH 45069 Dear Messrs Locklin and Uthe, NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310)377-1521 FAX: (310) 377-7288 As you know, the City was contacted by Contech Construction relative to unpaid invoices for supplies acquired by Erosion Control Specialists ("ECS") for use on the City's Poppy Trail landslide winterization project. After discussion with both of you, ESC has requested and authorized the City to pay the remaining funds on the project — the sum of $34, 385.50 — directly to Contech. The City is prepared to make this payment directly to Contech as an accommodation to ECS with the explicit understanding that: 1) the City does not have a direct contractual relationship with Contech; 2) direct payment to Contech is being made as an accommodation only at the specific request of ECS; 3) payment of the $34,385.50 exhausts the project fund and the City's financial commitment to ECS; and 4) the City has no responsibility or liability for any further payments to Contech. The City acknowledges that it has approved a Change Order that will increase the project cost by an as yet unspecified amount. Upon ECS' submittal of the amount of the Change Order (after applying the credit due for unused material) the City will be prepared likewise to accommodate you by issuing a check directly to Contech in the approved amount. If the amount is less than remains due to Contech, the City will have no responsibility for payment of the difference; that is a contractual matter between the two of you. F'r,nti,..1 on Recv kd Popr'' • Page 2 of 2 This acknowledges receipt of your letters authorizing the direct payment noted above. Upon approval of the warrant register by the Rolling Hills City Council at its next scheduled meeting on March 26, 2007, the check for $34,385.50 will be overnight mailed to Contech Construction Projects Inc. the following day. If you have any questions, please call me at 310.377.1521. alb r€ ruc City Manager AD/ Itr ecs coritee(2).doc cc: Mike Jenkins, City Attorney Nan Huang, Finance Director Mard,fr, 417 AK' CITY OF ROLLIIOILLS 2 PORTUGUESE BEND ROA ROLLING HILLS, CA 90274 PAY ***** TO THE ORDER OF BAY CITIES NF L BANK Peninsula 395 Silver S ad Rolling Hills Estates, CA 90274 90-3927/1222 NUMBER • 19076 Thirty -Four Thousand Three Hundred Eighty -Five and 50/100 ***** Contech Const Product Inc. 9025 Centre Pointe Dr. #400 West Chester, OH 45069 DATE AMOUNT Mar 26 4,38. 50 NPs9, AUTHORIZED SIGNATURES C4it S� NP I1'0L907610 I: L 2 2 2 39 2701: 003 04200611' CITY OF ROLLING HILLS NUMBER 19076 Contech Const Product Inc. c85 Mar 26 07 INVOICE NO GROSS AMT DISCOUNT NET ECS #174 34,385.50 0.00 34,385.50 Audited and approved for payment : 34,385.50 CITY OF ROLLING HILLS NUMBER Contech Const Product Inc. c85 INVOICE NO ECS #174 19076 Mar 26 07 GROSS AMT DISCOUNT NET 34,385.50 0.00 34,385.50 Audited and approved for payment :47 34,385.50 157 AUTHORIZED SIGNATURE @SAFEGUARD.. LITHO USA SFSL1 CK7S0811 IL M04SF030767 r • ■ r�.r CONSTRUCTION PRODUCTS INC. March 12, 2007 Mr. Tony Dahlerbruch City of Rolling Hills 9025 Centre Pointe Drive, Suite 400 West Chester, OH 45069 Phone: 513/645-7454 Toll Free: 800/338-1122 www.contech-cpi.com RE; Poppy Trail Mitigation project Dear Tony: Per our conversation, Erosion Control owes CONTECH CONSTRUCTION PRODUCTS $42,754.82 covering material that was supplied from 12/22 to 2/22/07. Please use this letter as authorization to overnight the check to my attention at the above address. Send the check via Federal Express and mark the envelope as "PRIORITY" and our acct. # 128562141. If any additional information is needed, please give me a call at 513-645-7454. • Sincerely, James A. Uthe Senior Credit Representative • INNfl/ATIVF SITF .4n1 //MAN ,e STfRMWATFR MANA(;FMFNT Fed x T TS'4 41rbi11 O , Front please grint and press hard) Date 7I 1 -��� Sender's Name Company Address City Trackln Fed. 81,01,68591,548 Numbe Sender's FedEx Account Number phone(310) 3111 1SZ1 C111( k9 12 o L L I N C l-ILL S 2 Po R T U G c.c S S E ca. c Dept/Poor/Surto/Room ROLLiNGC f1tus © Your Internal Billing Reference Information (Optional) (First 24 characters will appear on invoice) © To (please print and press hard) Reacipienme " l Recipient's D nrT ^^ E s nA. km E N State CA ZIP 'I o „`1 `f Company Form 1.0, No •200 Sender's Copy mExpress Package Service Packagesunder 150lbs. 1V1 FedEx Priority Overnight ❑ FedEx Standard Overnight 43,..1 (Nem business morning) INext business afternoon) ❑FedEx First Overnight (Earliest next business morning delivery to select locations) Higher roles apply, 2D FedEx Express Saver ❑ (SecondFedExbusinayess day) !Thud business day) L— FedEx Laser Rate not available. 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Freight Services There are several freight service options, depending on your transit time needs. • FedEx Overnight Freight Next business -day service to all points in the 48 states; rates are based upon the distance shipped. • FedEx 2Day Freight Second business -day service to all points in the 48 states; rates are based upon the distance shipped. • FedEx Express Saver Freight Up to 3 business -day service to all points in the 48 states; rates are based upon the distance shipped. Part / 153023PG 1153023•. Rev. 3198 • e�110VII ■�■•1L� CONSTRUCTION PRODUCTS INC. March 12, 2007 Mr. Tony Dahlerbruch City of Rolling Hills RE; Poppy Trail Mitigation project Dear Tony: 9025 Centre Pointe Drive, Suite 400 West Chester, OH 45069 Phone: 513/645-7454 Toll Free: 800/338-1122 www.contech-cpi.com Per our conversation, Erosion Control owes CONTECH CONSTRUCTION PRODUCTS $42,754.82 covering material that was supplied from 12/22 to 2/22/07. Please use this letter as authorization to overnight the check to my attention at the above address. Send the check via Federal Express and mark the envelope as "PRIORITY" and our acct. # 128562141. If any additional information is needed, please give me a call at 513-645-7454. Sincerely, James A. Uthe Senior Credit Representative INN()\/AT11/F .SITE IITIflN.S R STfRMWATFR MANA(;FMF\1T • "J%40:711 ■ ! ! CONSTRUCTION PRODUCTS INC. March 12, 2007 Mr. Tony Dahlerbruch City of Rolling Hills 9025 Centre Pointe Drive, Suite 400 West Chester, OH 45069 Phone: 513/645-7454 Toll Free: 800/338-1122 www.contech-cpi.com �� 1 i.1� 6!� M�/t C.M l7 � a 1 i pp i A n I n CITY OF HOL1JNC1 HILLS By - RE; Poppy Trail Mitigation project Dear Tony: Per our conversation, Erosion Control owes CONTECH CONSTRUCTION PRODUCTS $42,754.82 covering material that was supplied from 12/22 to 2/22/07. Please use this letter as authorization to overnight the check to my attention at the above address. Send the check via Federal Express and mark the envelope as "PRIORITY" and our acct. # 128562141. If any additional information is needed, please give me a call at 513-645-7454. Sincerely, James A. Uthe Senior Credit Representative INNOVATIVE .SITE .S()I ! ITIflN.S x .ST()RMWATFI? MANA(;FMFNT Mar 11 07 11:14a • • p.2 Erosion Control Specialists Tony Dalerhbrauch The City of Rolling Hills #2 Portuguese Bend Rd. Rolling Hills, CA 90274 CITY OF ROLLING HILLS By .� HAR X10' Dear Tony - I am requesting the City of Rolling Hills to send a check for all money currently owed to ECS, directly to Contech Construction Products for materials used on the poppy trail project. If you have any questions please feel free to contact me at 714-661-8468. Sincerely, P.O. Box 1626 Huntington Beach,CA 92648 714-661-8468 fax 714-849-6063 ecspeciaiists.com e?oLrin9 otliffl Community c 4ld.oeiation of S'anaIio PaL'os (Ruled. No. 1 PORTUGUESE BEND RD. • ROLLING HILLS, CALIF. 90274 (310) 544-6222 ROLLING HILLS March 26, 2007 Rolling Hills City Council Anton Dahlerbruch, City Manager City of Rolling Hills 2 Portuguese Bend Road Rolling Hills, California 90274 Re: Gentlemen: CALIFORNIA Poppy Trail access construction expenses (31 0) 544-6766 FAX G�4 MAR 20Q? CITY OF ROLLING HILLS By As you are well aware, both the City and the Community Association have expended considerable sums for the benefit of the residents of Poppy Trail to provide access for those residents whose principal access to their homes was blocked by a landslide in March 2005. Attached as Exhibits A-1 and A-2 are summaries of direct out of pocket expenditures relative to the project by the City and the Association through November 13, 2006 prepared by Nan Huang from the records of our respective organizations. While it may ultimately be determined by the Courts that the obligation to reestablish such access for the benefit of the Poppy Trail residents was not an obligation of the City or the Association and was obligation of the residents themselves or some third party, the Association and the City determined, for many reasons, including the safety and convenience of the Poppy Trail residents, not to wait for a judicial determination but to undertake the project and incur the expense pending determination of liability. With respect to expenses incurred by or on behalf of the City for the benefit of the Poppy Trail residents, the billing and payment procedures can be broken down into three general categories: (i) Expenses billed directly to the City by consultants or contractors with the invoices paid directly by the City, (ii) Expenses principally related to the placement of inclinometers and construction of a debris wall billed to the Association at the request of the City, paid by the Association, and reimbursed by the City to the Association, and (iii) Expenses billed to the Association which were, at the time initial invoices were received, the subject of discussion between Crig Nealis and me wherein I asked the City to consider reimbursement to the Association where the nature of the expenditure made such request appropriate. At that time, Mr. Nealis asked that the Association defer any such requests for reimbursements beyond those already agreed to as category (ii) expenses until all related invoices had been received and could be summarized for presentation to the City Council as one package for consideration. It must be pointed out that, while Mr. Nealis assured me that all appropriate expenses "are on the table" for review and consideration, Mr. Nealis made no commitment with respect to reimbursement other than to present the matter to the Council with his recommendation. It is with respect to the category (iii) expenses, set forth below, that this letter and supporting materials are submitted and reimbursement by the City to the Association is requested. SIMICH CONSTRUCTION: Construction of storm drain including related piping and footings. (Exhibit B) Invoice#3938 $68,780 TRAVERS TREE SERVICE: Removal of trees, stumps and brush from City property to provide access for survey work and road, debris wall and drainage construction. (Exhibit C). Invoice #5304 $23,900 #5577 1,800 $25,700 CONTECH, INC.: Materials for erosion control on City owned property. (Exhibit D) Sales Order #104629 $3,696.89 EWING: Materials for erosion control on City owned property. (Exhibit E) Sales Order #6541654 $ 821.27 #6574753 355.97 #6568027 196.76 #6543633 56.38 #6651152 567.80 #6638069 661.08 #6706340 55.84 #6715332 417.89 #6713859 110.46 $3,243.45 THOMPSON BUILDING MATERIALS: Drainage and erosion control materials. (Exhibit F) Invoice #13565 $ 896.06 #13657 343.79 #10495 27.28 #11459 827.46 #11553 413.73 #20388 1,093.71 #11749 277.23 #12020 277.23 #12068 277.23 $4,433.64 As previously discussed in a related meeting with Allen Lay, Tony Dahlerbruch, Don Crocker, and me, there are two additional invoices from Bolton Engineering totaling $5,303.50 which have been identified as covering work not directly attributable to the construction of the road or road base. I spoke with Ross Bolton concerning these invoices and, while it seems clear that at least a portion of each is for work appropriate for assumption by the City, I am not satisfied that the reimbursable portion can be broken out with a sufficient degree of certainty to be sure that the City would not be incurring expense which, no matter how small the amount, properly belongs with the Association. Accordingly, in the interest of caution, no reimbursement of those Bolton invoices is requested. If you have any question, with respect to any of the above, please give me a call. The consideration of the Council is respectfully requested and appreciated. Sincerely, Ray Ferris, Director Rolling Hills Community Association • cav • o/ /ell, .ikez t;i:•iatr-0F.'.{TGL� JANUARY 24. 1957 50TH ANNIVERSARY 1957 - 2007 DR. JAMES BLACK Mayor FRANK E. HILL Mayor Pro Tem THOMAS F. HEINSHEIMER Councilmember B. ALLEN LAY Councilmember GODFREY PERNELL, D.D.S. Councilmember April 24, 2006 VIA CERTIFIED AND REGULAR MAIL Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 Dear Mr. Sheen: Mr. Alan Sheen 1 Poppy Trail Rolling Hills, CA 90274 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS. CALIF. 90274 (310) 377-1521 FAX: (310) 377.7288 Mr. Alan Sheen 20603 Toluca Avenue Torrance, CA 90503 At the regular meeting of the Rolling Hills City Council held Monday, April 23, 2007, the City Council approved the enclosed staff report and invoice for the nuisance abatement costs incurred by the City to abate the nuisance that was previously declared at your property located at #1 Poppy Trail, Rolling Hills, California, 90274 (Lot#90-B- RH). Pursuant to Rolling Hills Municipal Code Section 8.24.070, you are hereby required to reimburse the City of Rolling Hills in the amount of $74,043.70 (see enclosed invoice) within ten (10) days of this action of the City Council, no later than 5:00 p.m. on Thursday, May 3, 2007. Failure to reimburse the City of Rolling Hills by May 3, 2007 will result in an appropriate lien being recorded against your property located at #1 Poppy Trail. Please contact this office should you wish to discuss this in greater detail. Sincerel on'P a le ruc_ City Manager AD/mlk 04-24-07sh ee n -1 tr. d oc cc: City Council City Attorney California Joint Powers Insurance Authority Mr. Ed Richards, Kutak Rock, LLP ® Prinredon Receded Paper • ° • City o/ /Q0tL g JIi//� Ja';UARY 24, 1957 50TH ANNIVERSARY 1957 — 2007 Mr. Alan Sheen 1 Poppy Trail Road Rolling Hills, CA 90274 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS. CALIF. 90274 (310)377.1521 FAX: (310) 377.7288 INVOICE NUISANCE ABATEMENT COST April 2, 2007 Net 10 Days Erosion Control Specialists / Contech Construction Products Inc. Landslide Winterization Services: Debris Removal. Installation of 10 mil. black plastic sheeting to cover slide mass. Tensar woven blankets. Tensar recommended steel stakes to be installed to anchor plastic sheeting and woven blankets. Installation of tensar woven blankets - Installation to be performed with steel stakes. To be installed using a trech for anchoring purposes. Installation of above ground drainage devices as specified in EC plan. Past Due Amount (See attached invoice) TOTAL $ 74,403.70 $ 147,928.77 $ 222,332.47 ® Printed on Recycled Paper • Erosion Control Specialists P.O. Box a 626 Y1untington Beach, Ca 92647 I3TLL TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 I ITEM I DESCRIPTION 190016 I debris removal. this to include all exsisting 1 I plastic, sandbags, vegetation, and any other I I items needed. This to include only the I !removal and loading into the city owned truck. ' Disposal to be preformed by the rolling hills I i association. 90017 j installation of 10 mil. black plastic sheeting to i I cover slide mass. 90025 i tensar woven blankets. 90029 j tensar reccomended steel stakes to be i I installed to anchor plastic sheeting and 1 I woven blankets. 1 11 90038 I installation of tensar woven blankets. 1 I installation to be preformed with steel stakes. I Ito be installed using a trech for anchoring I i purposes. 1 190005 'Installation of above ground drainage devices 1 l as specified in EC plan. 1 1 Invoice is for a 50% (fifty) percent progress — i payment on above mentioned work. I Please remit to above address. DATE 1/16/2007 SHIP TO • DUE DATE ._. I. 1/23/2007 QTY :RATE 11 Total 1 Invoice. INVOICE •I 170 1 P.O. NUMBER AMOUNT 0.00 0.00 1 o.00 0.00 I 1 I 0.00 1 0.00 34,385.50 34,385.50 oar uD ui u4.4 1 1..) Jason LQChllno 4-bUb:S P1 Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 BILL TO Invoice DATE INVOICE # 1/16/2007 174 SHIP TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 1TENI 90016 90017 90025 90029 90038 90005 DESCRIPTION debris removal. this to include all exsisting plastic, sandbags, vegetation, and any other items needed. This to include only the removal and loading into the city owned truck. Disposal to be preformed by the rolling hills association. installation of 10 mil. black plastic sheeting to cover slide mass. tensar woven blankets. tensar reccomended steel stakes to be installed to anchor plastic sheeting and woven blankets. installation of tensar woven blankets. installation to be preformed with steel stakes. to be installed using a trech for anchoring purposes. Installation of above ground drainage devices as specified in EC plan. DUE DATE 3/5/2007 P.O. NUMBER QTY RATE AMOUNT 1 1 Page 1 0.00 0.00 0.00 0.00 0.00 0.00 I I .-oUo3 Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 Invoice DATE INVOICE g L 1/16/2007 L 174 BILL TO SHIP TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM DESCRIPTION Invoice is for remaining 50% of original contract amount. (this does not include the change order or any credit for returned materials) • DUE DATE 3/5/2007 QTY r AMOUNT P.O. NUMBER Please remit to above address. Page 2 • • 34,385.50 Total 34,385.50 • 40 p.3 Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 BILL TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM 600012 90029 600012 90017 DATE Invoice 3/23/2007 INVOICE # 10032 SHIP TO I DUE DATE P.O.NIJ IBER 4/2212007 DESCRIPTION — _I QTY additional labor required to install T -Stakes. 1 36" steel stakes with with a 4" t -post 1 delivered. additional labor required for debris removal. Credit for returned 18" steel pins minus a 25% re -stocking fee. Thank you for your business! RATE AMOUNT 3,360.00 3,360.00 1 1,120.00 1 3,202.00 1,120.00 -2,049.30 Total 5,632.70 Mr. Alan Sheen 1 Poppy Trail Road Rolling Hills, CA 90274 0p2 Pfr„v • INCCR?01l_.TED JGNWiiy 1957 INVOICE NUISANCE ABATEMENT COST April 11, 2006 Erosion Control Specialists: Demolition and removal of guest house Cutting back headscarp to a 1:1 slope Exportation of soil according to plan (approx. I,72S cu. yards) Additional debris removal Equipment setup extra cost Placement of sand -bags and plastic sheeting Installation of above ground drainage Installation of 18" NDS catch basin Compacting and grading work for adequate drainage Group Delta Consultants Winterization - Professional Services for the period October I, 2005 through January 27, 2006 Nuisance Abatement - Professional Services for the period January 1, 2006 through February 24, 2006 Peninsula Septic Svc. Pump Septic Tank - Guest House Copley Los Angeles Public Notice -Consideration of Nuisance Abatement Jenkins & Ilogin Legal Services Administration Costs City Manager TOTAL S 33,500.00 23,400.00. 25,920.00 5,345.00 300.00 19,736.00 1,200.00 1,S50.00 600.00 S 13,030.55 3,454.60 HO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310, 377.1521 FAX: (3101377.7288 E•ma;1. Cilyolin@aol com Net 10 Days 117,351.00 16,435.15 . 710.00 59.92 134,606.07 11,366.50 1,956.20 S 147,92337 50TH ANNIVERSARY 1957 - 2007 TO: FROM: SUBJECT: • �� 1R O aPotllin .„_i i iG6 JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS. CALIF. 90274 (310)377-1521 FAX: (310) 377-7238 Agenda Item No: 8-A Mtg. Date: 04-23-07 HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL ANTON DAHLERBRUCH, CITY MANAGER CONSIDERATION OF APPROVAL OF NUISANCE ABATEMENT COSTS, LETTER DATED APRIL 3, 2007, FOR ABATEMENT OF A DECLARED PUBLIC NUISANCE ON A PROPERTY AT #1 POPPY TRAIL ROAD. DATE: APRIL 23, 2007 ATTACHMENTS: April 3, 20078 Correspondence Nuisance Abatement Invoices BACKGROUND At the regular City Council meeting held Monday, October 23, 2006, the City Council, following a public hearing, adopted Resolution No. 1014 declaring a public nuisance on the property at #1 Poppy Trail Road owned by Mr. Alan Sheen and required specific corrective actions to be completed by the property owner. This declared public nuisance resulted from a landslide event that occurred on March 5-6, 2005. Corrective actions required to be completed by the owner of #1 Poppy Trail included the following: 1. Remove all debris on the site (i.e. deteriorated plastic and sandbags). 2. Install UV resistant plastic sheeting covered by Tensar TRM 450 fiber blankets, anchored with 12" steel pins and washers. 3. Install above -ground drainage devices. The property owner of #1 Poppy Trail was provided appropriate legal notice of this declaration and ordered to provide a plan and schedule of implementing the nuisance abatement mitigation measures no later than November 2, 2006 and commence implementation of the plan and performance of the corrective mitigation measures on or before, but no later than, November 10, 2006 and complete the corrective mitigation measures no later than 4:00 p.m. December 10, 2006. Page 1 of 2 ® PrL sed on Recyc led Paper • By December 10, 2006 the corrective measures had not commenced and had not been completed. Therefore, with verbal authorization from Mr. Sheen to the City Attorney, the City initiated and completed the nuisance abatement on the property. Pursuant to Rolling Hills Municipal Code Section 8.24.060, the City notified the property owner of #1 Poppy Trail that the nuisance has been abated by the City and provided the cost of the abatement. Correspondence that was forwarded to the property owner on April 3, 2007 is attached to this staff report. In that correspondence, we advised the property owner that the City Council would consider the approval of the nuisance abatement costs at this evening's City Council meeting. The cost of the abatement is $74,403.70 which includes the following: Original scope of work $68,771.00 Change order for larger stakes $ 7,682.00 Subtotal $76,453.00 Credit for n on -returnable materials ($ 2,049.30) Total $74,043.70 Pursuant to Rolling Hills Municipal Code Section 8.24.070, the property owner of #1 Poppy Trail is required to pay the costs of the nuisance abatement that are approved by the City Council within 10 days of the City Council approval. Further, Rolling Hills Municipal Code Section 8.24.070 authorizes the City Clerk to record a lien on the property if the costs are not paid within 10 days of the date of the Notice of Abatement (City Council approval). RECOMMENDATION It is recommended that members of the City Council consider this report, any testimony offered at the City Council meeting, including the property owner or his representatives, and consider approval of the nuisance abatement costs attached to this staff report. AD / mlk 04-23-07NuisanceAbat-sta.d oc Page2of2 (2D... • Citv 50TH ANNIVERSARY 1957 - 2007 DR. JAMES BLACK Mayor FRANK E. HILL Mayor Pro Tem THOMAS F. HEINSHEIMER Councilmember B. ALLEN LAY Councilmember GODFREY PERNELL. D.D.S. Councilmember April 3, 2007 • 0 POIling --Ali& .1;,-(,i,r, ; Ell Ir•I:L!hiiY 24, 1957 VIA CERTIFIED AND REGULAR MAIL Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 Mr. Alan Sheen 1 Poppy Trail Rolling Hills, CA 90274 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS. CALIF. 90274 (310) 377.1521 FAX: (310) 377.7288 Mr. Alan Sheen 20603 Toluca Avenue Torrance, CA 90503 SUBJECT: NUISANCE ABATEMENT COSTS Dear Mr. Sheen: A the regular City Council meeting held on October 23,2006 the City Council declared public nuisance on the property a 1 Poppy Trail and required specific correctiveactions to be completed by the property owner of 1 Po the attached correspondence. Required actions were not taken y Trail. These actions tiyou are describedproperty in owner, therefore, after appropriate notification to you and your verbal acons City Attorney to be on your property, the City initiated and completed thenuisance the abatement. Rolling Hills Municipal Code Section 18.24.060 requires the City to notify the owner that this nuisance has been abated by the City and provide the coproper f theabatement. The cost bill, which includes one Change Order, for abatement is attached. The enclosed cost bill will be presented to the City Council for approval at its regular meeting of Monday, April 23, 2007, at 7:30 p.m. in the Rolling Hills City Council Chambers, 2 Portuguese Bend Road. You are invited to attend this meeting and offer any comments or objections you may have to the bill. The Council may approve the enclosed cost bill, or make any modifications to it as may be appropriate. Pursuant to Rolling Hills Municipal Code Section 8.24.070, you are required to pay the cost bill approved by the City Council, if any, in full within ten (10) days of Council approval. ® FrimedonFerycler!Paper • Page 2 Thank you for your cooperation City Manager AD:mlk 04-03-07shceu-1! r.doc cc: City Attorney California Joint Powers Insurance Authority Ed Richards, Kutak Rock LLP • City oig leo ffing October 24, 2006 VIA CERTIFIED AND REGULAR MAIL I\ -1r. Yi n g Ching Sheen 1 Poppy Trail Rolling Hills,CA 90274 Dear Mr. Sheen: Mr. Alan Sheen 1 Poppy Trail Rolling Hills, CA 90274 NO. 2 POIiUGUESE BEND ROAD ROLLING HILLS. CALIF. 9027. 010)377-1521 FAX: (310) 37 7.7288 E. mad. corolfhLi, aoIcem I\fr. Alan Sheen 20603 Toluca Avenue Torrance, CA 90503 adopted the enclosed Resolution entitled: At the regular City Council meeting held I\fondav October 23, 2006, the City Council RESOLUTION NO. 1014: A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ROLLING HILLS DECLARING THE CONDITION OF THE PROPERTY LOCATED AT 1 POPPY TRAIL TO BE A PUBLIC NUISANCE AND ORDERING THE ABATEMENT THEREOF. This Resolution lvas adopted following a noticed public hearing to consider the Hills Municipal Code Section 8.24.050. declaration ofa nuisance and ordering abatement of the nuisance pursuant to Rolling This Resolution requires specific action to be taken by Trail. As stated in Section 6, you are required to provide a plan anod schedule foby implementation of all nuisance abatement mitigation measures within ten adoption of this Resolution, no later•than November (10) days of implementation of the plan and performance ofthe corrective and itt ration measures or before, but no later than November 10, 2006. Further, g to implementation of the corrective mitigation measures described in Exhibit required tA oldie ete Resolution, and again listed below, within 30 days thereafter, 1.m. December 10, 2006. ereafter, no later than 4:00F The corrective mi tigation measures include: 1. Remove all debris on the site (i.e. deteriorated plastic and sandbags). 2. Install UV resistant plastic sheeting covered by Tensar TRM 450 fiber blankets, anchored with 12" steel pins and washers. 3. Install above -ground drainage devices. If you do not take any action within 30 days of adoption of Resolution No. 1014 by November 24, 2006, the City Council may direct staff to proceed with implementation Code. apter 8.24 of the Rolling Hills M of the mitigation measures pursuant to Ch unici al P • • Page 2 In the event that you elect not to perform the work yourself, the City requests that you give your consent to the City and its agents entering your property for the exclusive purpose of performing the above -described work. By giving your consent, thelotal cost of this project, for which you are responsible, tvilI be reduced, as the City will not have to incur any legal expenses associated with obtaining access to your property. If you choose to give your consent, please sign on the line below and return this letterto me at your earliest convenience. Please let us know if you need to discuss this further or wish to discuss a cooperative approach to implementation of these mitigation measures. Sincerely, /• Anton uahlerbnficli Interim City Manager AD:mlk 10-24-0 ceit-It r.doc cc: City Council Rolling Hills Community r\ssociation Mike Reader, Group Delta Consultants Roy Itani, District Engineer Rafael Bernal, Senior Building Official Lisa Eckert/Grading Engineer I warrant and declare that I am the owner of the property located at 1 Poppy Trail, Rolling Hills, CA. I hereby give my consent to the City of Rolling Hills for its agents, contractors and employees to enter my property solely and exclusively to perform the work described in the September 19, 2006 letter from Erosion Control Specialists, and for no other purpose. I understand and acknowledge that this work will be performed at my expense. RESOLUTION NO. 1014 A RESOLUTION ION OF THE CITY COUNCIL OF THE CITY OF ROLLING DECLARING THE CONDITION OFTHEPROPERTY LOCATED AT 1 rorp' TRAIL TO BE A PUBLIC NUISANCE AND ORDERING THE ABATENIENI THEREOF. THE CITY COUNCIL OF THE CITY OF ROLLING HILLS DOES HEREBY FIND DECLARE AND ORDER AS FOLLOWS: Section 1• Pursuant to Section 5.2-1.030 of the Rolling Hills Nlanager notified Nlr. Alin Sheen, owner of that certain real property t at Hills commonly known as 1 Poppy � • ' H Code, IhcCty that would pp frail (Lot 90 -B -RI -1), to abate conditions `onlhis ty oproperty potentially aggravate and accelerate an existing landslide. The measures include removing all debris (deteriorated plastic and sandbags) from the site, covering affected area with new UV resistant plastic sheeting, and installing above the devices to di vert storrnwater from entering the landslide area from locations above the e headscarp of the landslide. The measures are desi� � ground drainage innprovcnrrrrls that were �ncd to restore the winterization normal deterioration, in anticipation ofo�the the property in rnter rainy season. 2006e and have since suffered that the measures be taken or commenced (and completed with due diligence) 2D06, otherwise the City Council xrould hold a hearing � `ca`o"� The notice directed 2006, otCha (h of City oun io hear any protests a public � on 23 2006 Oct the Council e nuisance. On October 11, 2006 ht have r to thea int me City the City posted the notice at the site. to abatements( Section 2 No action to abate the nuisance has been taken by the property owner. Consequently, on October 23, 2006, the City Council held a public hearing to allow the C N tanager, the property owner and any other interested parties to testify and submit evidence regarding the condition of the property located at 1 Poppy City } PY Trail. evidence Section 3• Based upon stiff reports, related documents and the evidence presentedat the time of the hearing, the City Council makes the following findings of fact: a• The property located at 1 Poppy. Trail is located in an active landslidein the City of Rolling Hills. Theproperty swimming pool, water feature, stable, and tenniscourt. An illegal nonconforming improved with a ly residencse e, "as removed from the property pursuant to the nuisance abatement proceeding Inspections of the property demonstrate that the single family residence remains uninhabited. P o r n _ 005-2076. b. Following the activation of the landslide in earl a rted. ogist engaged by the City, witlu the property on the property to better understand the structure of the landslide in order00 to enable } owner's permission, conducted borings and other tests interested parties to evaluate their options. A copy of the geologist's report was provided the owner of 1 Poppy noble all Trail. p cd to c. The plastic sheeting, sandbags , installed on. the property Th part ofis the 2005-2006 .. b....na above -ground nt roc ei J.• suffereda normal amount of deterioration and need replacement in order to remain effective 005-2006 nuisance abatement proceeding have in inhibiting the infiltration of stormwater into the landslide. If these protective measures not kept chr� P good condition and repair, infiltration of water into the slide plane will likely aggravate the slide, resulting in are a ty'S geologist reports ng hefurther damage toive the property and the surrounding successful in slowing the move installed in 2 o area. The Co movement of the landslide. 005 200b have been d. Absent restoration of protective measures, the property will represenla continuing threat to public safety. Section5. On the basis of the foregoing, the City Council finds and determines that the landslide condition of the property at o g• and of the evidence contained in the record, Trail, and the open crevices and fissures, separately and collective) nuisance within the meaning of Sections 8.24.010 and 8.2 8.010 1 Poppy Councconstitute a condition that is injurious to the public health,010 0( the collectively a Public Council feather finds that by P• Code, and il in then find in anticipation ?o ^ n safetyhe and welfare. The City restoring good condition the winterization measures further infiltrate the landslide and will furtherOde tabilize the prop rty, a clanger 007 winter rainy season, stormwater Hill persons and property in the area. creating gcr to Resolution No. 1014 -1- ' Section 6. In acco:dance with the foregoing, and bee ., it is the duty of propctiv a\•.•ncrs to maint.. ,heir properties free of nuisances, the City C. .‘cil orders that the prorperly owner implement the corrective winterization measures described in Section 1 of this Resolution and further de:•cribed in the attached correspondence (Exhibit A) on or before November 1, 2006; and, that the corrective measures be completed by the property o\•: neren or before November 10, 2006. In the event that the property owner fails to commence performance of the corrective measures by the above -described deadlines, than the City may, on or after November 1, 20(16 perform the corrective measures at the property owner's expense as authorized in Section 8.24.060 of the Municipal Code. Section 7. In the r.uisance is not abated as specified herein, then the City Manager is directed to cause the nuisance to be abated by the City, and also is directed to notify the property owner in writing by certified mail and regular mail of the cost of removal of the nuisance and that payment in full for removal of the nuisance is due to the City within 10 days of the date of mailing of the notice. If the total cost of abating the nuisance is not paid to the City within 10 days after the date of the notice, the City Clerk shall record, in the Office of the County Recorder, a statement of the total balance due to the City, which shall constitute a lien upon the property. Scclion 8 The Ci:y Clerk is hereby directed to send a copy of this resolution by certified and regular mail to the owner of the property located at 1 Poppy Trail. Section 9. This resolution shall take effect immediately on October 23, 2006. PASSED, APPROVED AND ADOPTED THIS 23' DAY OF OCTOBER, 2006 ATTEST: Marilyn Kem Deputy City Clerk STATE OF CALIFORNIA COUNTY OF LOS ANGELES CITY OF ROLLING HILLS • SS B. Allen Lay tvlayor The foregoing Resolution No. 1014 entitled: A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ROLLING HILLS DECLARING THE CONDITION OF THE PROPERTY LOCATED AT 1 POPPY TRAIL TO BE A PUBLIC NUISANCE .=,).D ORLERINC; THE ABA*1-Ei.•1ENT THEREOF was approved and adopted at a regular meeting of the City Council on October 23, 2006, by the following roll call vote: AYES: Councilmembers Thomas Heinsheimer, Frank E. Hill Godfrey Pennell and Mayor B. Allen Lay NOES: None. ABSENT: Mayor Pro Tern James Black. ABSTAIN: None. Marilyn Kern Deputy City Clerk Resolution No. 1014 -2_ Dear, Mr. Sheen: iLitt of C �f ., J/' l/7 October 11, 2006 VIA CERTIFIED AND REGULAR MAIL Chin b .Yine � ., o Sheen Mr. Alan Sheen 1 Poppy Trail Rolling Hills, CA 90274 Roll tg}Hills,1CA 90274 ENIIII117• A r'O.2 •'Or.,UGUL' tit(' rnsD FOl l IuG N LLS. Cau l;i; soh„ r\Ir. Ian Sheen 20603 Toluca .Avenue Torrance, CA 90503 You will recall tJtat on September 26, 2005, , temb the Rolling Resolution 1`do.99G declaring the pro„ Resoli ti o Hills jto O Council adopted the abatement thereof, Subsequently,`rte at ] Poph}, Trail to constitute a nuisance and the City obtained an abatement Ivan ranfrom the Superior Court and utilizing upon failure to abate the nuisance, performed corrective i��;nteriZation Ice, CoCouncil ed correct the costs incurred workin on the proper 0 ties forcesy uncil against performing the abatement ent w 10, and the iv �ainst your property in that amount. ' l afemctit work and a lira eras Sincethe above referenced suffered a certain improvements were installed on the amount of nonnal deterioration. 1\r' property, %••inlcr/rainy season, the City's With the approach }' they have improvements i nts installedn by geologists are recommending F }rot ch of the abatement _007 effective %n minimizing im%irn the City be restored and J that tae a remainat intrusion of stornmtvater into the lands] de. so proposal from Erosion Conti -o1 Specialists theyrecommendedErosion dated September 19, I enclose a copy of a bon work necessary to be implemented 'on6 setting forth the to help protect against aggravation ofthc existing landslide as we on season• your poperty to approach the rainy Pursuant to Rolling Hills Alur.ici 1 Possessor o Property-) "every p' Code Section 5.24.020 Posse or area t ro er the "every person es of the who owns or is in ("Duty Si possessionof ff a net or r pace Or the it s rh of any property, Code Section p , property, place or area free from any- n, is n ." her ling ex S.2S.0'3 Ucfiltes•an nuisance." )erase, Codenlae e accelerate an aloe ) condition on property Rolling w Hills rovalc;pal pursuant to Chapter S.21. We have to be a p perty nuisance t has tItnaab public nuisance subject ,,ravale, yous reniew. e enclosed a copy of both Cha ters 8.2 anatement P � and S.2S for Pursuant to Section 5.2.1.0J0, you are hereby directed to implement the following measures in order to abate conditions on your property that will and accelerate the'existing landslide: and aggravate 1. nenI ir. all debris on the site (i.e. deteriorated plastic and sandbb ag). 2. Install UV resistant plastic sheeting covered b 450 fiber blankets, anchored with 12" steel pins and washers. 3. Install above -ground by TRAI ground drainage devices. Resolution tNo.101-I Cc3 -3- • • Pnj:,,e2 You niay perform the above %yoi k with the contractor of your choice, and must do so or commence doing so (and complete the work with due diligence) by October 23, 2006. You are hereby notified that if you do not implement or commence to implement the nuisance abatement actions by October 23, 2006, a nuisance abatement hearing will be conducted before the City Council at its regular meeting on Monday, October 23, 2005 beginning at 7:30 p.m. in the Rolling Hills City Council Chambers, 2 Portuguese Bend Road. If the hearing goes forward, you will be given an opportunity to present evidence to the City Council regarding the conditions on your property and regarding this abatement order. In the event that it becomes necessary for the City to perform the abatement work, it is the City's present intention to utilize the services of the same contractor that performed the 2005-2006 abatement work, Erosion Control Specialists. its estimate for performance of this work is SGS, 77].00. If the work is performed at the behest of the City, the work will be performed at your expense. Following completion of the project, the City Council will again conduct a hearing to approve the final costs, and you will have an opportunity to present testimony at that hearing. Should the Council approve the costs, and should you not reimburse them to the City, a lien will be recorded against the title to the property in the amount of those costs, plus the City's administrative and legal expenses incurred in implementing the project. In the event that you elect not to perform the work yourself, the City requests that you give your consent to the City and its agents entering your property for the exclusive purpose of performing the above -described work. By giving your consent, the total cost of this project, for which you are responsible, will be reduced, as the City will not have to incur any legal expenses associated with obtaining access to your property. If you choose to give your consent, please sign on the line below and return this letter to me at your earliest convenience. 1\re have forwarded this correspondence to all of the known addresses we have regarding this property. 1Ve have also posted this letter at the property. Should you wish to discuss this further, please do not hesitate to call. i '. eJen. ns `\ \ Acting City Man. ge"- IvlJ:mlk 10.11.0Gchn•n d i..A nc cc: City Council Rolling Hills Community Association Hike Reader, Group Delta Consultants Roy ltani. District Engineer Rafael Bernal, Senior Building Official Lisa Eckert/Grading Engineer Resolution No, 101 -J- h ge 3 1 k\'arrant . nd declare that lam the owner of the property located at 1 Poppy- Trail, Rolling Hills, CA. I hereby give my consent to the City of Rolling Hills for its agents, contractors and employees to enter my property solely and exclusively to perform the ‘vorkdescribed in the September 19. 2006 letter from Erosion Control Specialists, and for no other purpose. I understand and acknowledge that this work will be performed at my expense. Resolution No 1014 -5- • • Erosion Coolrol Sp ci-llisi� C: I_icew.e .7111�a3 Scptctnl+:r 1?, 7'006 ,\tto: i•ti1:e lcckin: Cir.r of Rcl+:ing Comae-.:tec Bend rut Rollin }1:113. Ca 9027-1 • Dear Alike, Va prepo:c to fur rus5 lehe r and ma•:riais for the Popp: Tr_l j..roierl in ro liin2 hills, Ca T one °er•l t'CS \\-ill be coror:hied i,'1 accords nee evith indur.ry sv... dads and v. -ill co;` ly r . t.i h all ls.\s. prevailing wail arc in afrect co this r.rojeci and 1,e curl acco:`io2 to the cunznt hourly p:e:ai!ing wage r.;te. I. Site mobilization 2. Dcbris Removal. This to include removal of all plastic and sod -h 25 en the slope and surroundioq areas, inc!udina any extra debris or vegetation deemed necessary. This includes the st. gins at a proper area for disposal. but does not include the disposal. (To be preformed by rolling hills city association.) 3. Installation of 1JV resi5iini]t ph she sheeting to cover the entire slide area and t -t covered with Tcnsar TRM 150 fiber bl;:oke:s to ;educe uv penetration and reduce dare Con, the sun. Pla:rtic sheeting and Tcrsa; material will be anchored with 12" steel pins and washers. Instbllatioa will be preformed based on supplier recom:neuded installation methods. J. Jnstallanorl of above r..round drainage devices 2; speci5ed by the erosio❑ control plan. Our price iii peror,—,li,g the 'ac. : is S•t ,;, , i.C;t:J. As soon as we it_\•c your we cart ccrnntcnce work. This \•rori; is art ntempt to pr; wcet sa; Jtcr slope movement hut, Eresicn Control Spccia'•ist. will not kc held liable for env (anti. Inoi•c-cni of the -lope and an\• comes ondinr, damage or injury tclle: iag to such. it is hid>ly recommended that the plastic shcclitg _,d carcrpouding t`_nnce synte❑ t'r na;ntaincd throughout the piny seazv n. Tr.c me_uccs "c t_-copor_ry cod mud be nziniainrd to keep the;e proper intcpity.1,1aintenanee cervices ere net included in 1.11i; Cros^n Creator Si,rrlvll-n h:rfr \'; n.T,n;�f Ln. Sit f 074 r;u ton nnch.Cn ($(y)d-R.1eJ5 LCsPr.cftLISTS.C, E Resolution No. 1014 -6- • • Er.osicii ConlrC.I SpecIn] isic Licvn e :'s5is:,1 y rcpor.J [la c» 1 p;oiidcd t 11ou:•llcvl U,;: ,ins ==Z':•11;;1\io rcq•:c:.l z'n,i b L —J n�;;il;,bili;,•- o Si r.ccrcl;. .13co .�CI:ILn Emsron Conr of Specislihs 909 -753 -?637 SC0-3 Sri -101 Janco•fa%ccsrcci�lists.cen Crr::nn Cnr,rr.I SprrCeii.4 16;51 Y.rnl,o(nr lti SIc CLILISTS'CO'1,r uz C' (!no i, _ UI: (;+,r:1 753- J7 CCSf C t5 1--f 1 Resolution No. 1014 c14' • a .114 : .i ' . ; i ;:. =i; .:•II!AitY 24, 195J 50TH ANNIVERSARY 1957 — 2007 I\•Ir. Alan Sheen 1 Poppy Trail Road Rolling Hills, CA 90274 INVOICE NUISANCE ABATEMENT COST April 2, 2007 Erosion Control Specialists / Contech Construction Products Inc. Landslide Winterization Services: Debris Removal. Installation of 10 mil. black plastic sheeting to cover slide mass. Tensar woven blankets. Tensar recommended steel stakes to be installed to anchor plastic sheeting and woven blankets. Installation of tensar woven blankets - Installation to be performed with steel stakes. To be installed using a trech for anchoring purposes. Installation of above ground drainage devices as specified in EC plan. Past Due Amount (See attached invoice) TOTAL NO. 2 PORTUGUESE 6END ROAD ROLLING HILLS. CALIF. 90274 (310) 377.1521 FAX: (310) 377.7288 Net 10 Days $ 74,403.70 $ 147,925.77 $ 222,332.47 ® Pcinled on Recycled Paper • ' f[� / 1e0, ,l Mr. Alan Sheen 1 Poppy Trail Road Rolling Hills, CA 90274 INVOICE • 1,«„PO,RA rtv J4NUSRY '.:, Isi) NUISANCE NCE A BATEM ENT COST April 11, 2006 Erosion Control Specialists: Demolition and removal of guest house Cutting back headscarp to a 1:1 slope Exportation of soil according to plan (approx. 1,7)S cu. Additional debris removal Equipment setup extra cost Placement of sand -bags and plastic sheeting Installation of above ground drainage Installation of 18" NDS catch basin Compacting and grading work for adequate drainage S 33,500.00 23,400.00. yards) 25,920.00 5,345.00 300.00 19, 736.00 1,200.00 1,S50.00 600.00 S 117,351.00 Croup Delta Consultants Winterization - Professional Services for the period October 1, 2005 through January 27, 2006 Nuisance Abatement - Professional Services for the period January 1, 2006 through February 24, 2006 Peninsula Septic Svc. Pump Septic Tank- Guest House Copley Los Angeles Public Notice -Consideration of Nuisance Abatement Jenkins S !login Legal Services Administration Costs City Manager TOTA NO. 2 PORTUGUESE BEND ROAD ROLL LNG HILLS, CALIF, 9027.E (3101377.1521 Fax: (3101377.7289 Email o;Iyohh`,.7ol. corn Net 10 Days 13,030.55 3,454.60 16,435.15 . 710.00 59.92 134,606.07 11,366.50 1,956.20 S 147,923.77 (1.72Pro•b.,1.r; Ii..,.•...1 •.11S.• • 1-1 N._ • rt-iuc OL/ CIL Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 DILL, TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 I ITEM I DESCRIPTION 190016 I debris removal. this to include all exsisting I 1 plastic, sandbags, vegetation; and any other I 1 items needed. This to include only the 1 I removal and loading into the city owned truck. 1Disposal to be preformed by the rolling hills 1 'association. I 1 90017 'installation of 10 mil. black plastic sheeting to !cover slide mass. 190025 i tensar woven blankets. 90029 j tensar reccomended steel stakes to be I installed to anchor plastic sheeting and I woven blankets. 90038 I installation of tensar woven blankets. 1 installation to be preformed with steel stakes. 1 to be installed using a trech for anchoring I purposes. l 90005 1 lnstallation of above ground drainage devices las specified in EC plan. I ! 1 Invoice is for a 50% (fifty) percent progress 1 payment on above mentioned work. Please remit to above address. DATE 1/16/2007 SHIP TO: • DUE DATE 1/23/2007 QTY : R4Tr 11 11 1! 1I 1 Total Invoice INVOICE _. I 110 _ . . .. .I P.O. NUMBER. ,MOUNT 0.00 0.00 0.00 0.00 0.00 0.00 34,385.50 34,385.50 Naar 05 U/ U4:41 p Jason Lockli• 0-849-6063 p.2 Erosion Control Specialists P.O. Box 1626 Huntington Bach, Ca 92647 r BILL TO Invoice DATE 1/16/2007 INVOICE # 174 SHIP TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM 90016 90017 90025 90029 90038 90005 DESCRIPTION debris removal. this to include all exsisting plastic, sandbags, vegetation, and any other items needed. This to include only the removal and loading into the city owned truck. Disposal to be preformed by the rolling hills association. installation of 10 mil. black plastic sheeting to cover slide mass. tensar woven blankets. tensar reccomended steel stakes to be installed to anchor plastic sheeting and woven blankets. installation of tensar woven blankets. installation to be preformed with steel stakes. to be installed using a trech for anchoring purposes. Installation of above ground drainage devices as specified in EC plan. DUE DATE I 3/5/2007 P.O. NUMBER QTY 1 RATE 1 1 1 AMOUNT 0.00 0.00 0.00 0.00 0.00 0.00 11,1c71 L/:J V / v -r. -t 1 p Jd JUII LUGI\IIII • 410q-bUb...5 p.:i Erosion Control Specialists P.O. Box 1.626 Huntington Beach, Ca 92647 BILL T() The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM DESCRIPTION Invoice DATE TI\voICE 1/16/2007 l 174 SHIP TO DUE DATE 3/5/2007 invoice is for remaining 50% of original contract amount. (this does not include the change order or any credit for returned materials) P.O. NuUMBER ; t QTY ,I RATE 1 AMOUNT 34,385.50 Please remit to above address. Total 34,385.501 • •/ 14-2541)-bUb:i p.3 Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 BILL TO Invoice DATE . INVOICE # 3/23/2007 10032 SI-IIP TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM 600012 90029 600012 90017 DESCRIPTION additional labor required to install T -Stakes. 36" steel stakes with with a 4" t -post delivered. additional labor required for debris removal. Credit for returned 18" steel pins minus a 25% re -stocking fee. Thank you for your business! .F_DUE DATE P.O. NUMBER 4/22/2007 QTY 1 1 1 1 RATE AMOUNT 3,360.00 3,360.00 3,202.00 1,120.00 1,120.00 -2,049.30 Total 5,632.70 7aii►111-11Iur:►► i 111 i 11 i i 7005 1820 0008 3440 6150 CITY OF ROLLING HILLS 2 PORTUGUESE BEND ROAD ROLLING HILLS, CA 90274 Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 U.S. Postal Service,. CERTIFIED MAILTM RECEIPT (Domestic Mall Only; No Insurance Coverage Provided) For delivery information visit our website at www.usps.com Postage Certified Fee Return Receipt Fee (Endorsement Required) Restricted Delivery Fee (Endorsement Required) Total P Sent To -S`treet, A or PO& City, Ste Li 1I zSle7 Postmark ?s...___ Here Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 PS Form 3800, June 2002 See Reverse for Instructions I • Complete items 1, 2, and 3. Also complete item 4 if Restricted Delivery is: desired. • Print -your name and address on the reverse so that we can return the card to you. • Attach this card to the back of the mailpiece, or on the front if space permits. D. Is delivery address different from item 1? 0 Yes. If YES, enter delivery address below: 0 No 1. Article Addressed to: Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 A. Signature X • ❑ Agent 0 Addressee • 3. Service Type CertI led Mall 0 Express Mall • ❑ Registered j 'Return Receipt for Merchandise ❑ Insured Mall 0 C.O.D. 4. Restricted Delivery? (Extra Fee) 0 Yes 7005 1820 0008 3440 6150 N ip v f' (41241°1 PS Form 3811, February 2004 • Domestic Return Receipt 102595-02-M.1540 50TH ANNIVERSARY 1957 - 2007 TO: FROM: SUBJECT: • City • X9211 a9Jdf� INCORPORATED JANUARY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 Agenda Item No: 8-A Mtg. Date: 04-23-07 HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL ANTON DAHLERBRUCH, CITY MANAGER CONSIDERATION OF APPROVAL OF NUISANCE ABATEMENT COSTS, LETTER DATED APRIL 3, 2007, FOR ABATEMENT OF A DECLARED PUBLIC NUISANCE ON A PROPERTY AT #1 POPPY TRAIL ROAD. DATE: APRIL 23, 2007 ATTACHMENTS: April 3, 20078 Correspondence Nuisance Abatement Invoices BACKGROUND At the regular City Council meeting held Monday, October 23, 2006, the City Council, following a public hearing, adopted Resolution No. 1014 declaring a public nuisance on the property at #1 Poppy Trail Road owned by Mr. Alan Sheen and required specific corrective actions to be completed by the property owner. This declared public nuisance resulted from a landslide event that occurred on March 5-6, 2005. Corrective actions required to be completed by the owner of #1 Poppy Trail included the following: 1. Remove all debris on the site (i.e. deteriorated plastic and sandbags). 2. Install UV resistant plastic sheeting covered by Tensar TRM 450 fiber blankets, anchored with 12" steel pins and washers. 3: Install above -ground drainage devices. The property owner of #1 Poppy Trail was provided appropriate legal notice of this declaration and ordered to provide a plan and schedule of implementing the nuisance abatement mitigation measures no later than November 2, 2006 and commence implementation of the plan and performance of the corrective mitigation measures on or before, but no later than, November 10, 2006 and complete the corrective mitigation measures no later than 4:00 p.m. December 10, 2006. Page 1 of 2 ® Printed on Recycled Paper • • By December 10, 2006 the corrective measures had not commenced and had not been completed. Therefore, with verbal authorization from Mr. Sheen to the City Attorney, the City initiated and completed the nuisance abatement on the property. Pursuant to Rolling Hills Municipal Code Section 8.24.060, the City notified the property owner of #1 Poppy Trail that the nuisance has been abated by the City and provided the cost of the abatement. Correspondence that was forwarded to the property owner on April 3, 2007 is attached to this staff report. In that correspondence, we advised the property owner that the City Council would consider the approval of the nuisance abatement costs at this evening's City Council meeting. The cost of the abatement is $74,403.70 which includes the following: Original scope of work $68,771.00 Change order for larger stakes $ 7,682.00 Subtotal $76,453.00 Credit for n on -returnable materials ($ 2,049.30) Total $74,043.70 Pursuant to Rolling Hills Municipal Code Section 8.24.070, the property owner of #1 Poppy Trail is required to pay the costs of the nuisance abatement that are approved by the City Council within 10 days of the City Council approval. Further, Rolling Hills Municipal Code Section 8.24.070 authorizes the City Clerk to record a lien on the property if the costs are not paid within 10 days of the date of the Notice of Abatement (City Council approval). RECOMMENDATION It is recommended that members of the City Council consider this report, any testimony offered at the City Council meeting, including the property owner or his representatives, and consider approval of the nuisance abatement costs attached to this staff report. AD / mlk 04-23-07NuisanceAbat-sta.doc Page 2 of 2 (2D, • • h4!/6 50TH ANNIVERSARY 1957 - 2007 DR. JAMES BLACK Mayor FRANK E. HILL Mayor Pro Tem THOMAS F. HEINSHEIMER Councilmember B. ALLEN LAY Councilmember GODFREY PERNELL, D.D.S. Councilmember April 3, 2007 VIA CERTIFIED AND REGULAR MAIL Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 Mr. Alan Sheen 1 Poppy Trail Rolling Hills, CA 90274 C:OkF'ui:ATED I.LrrLpRY 24, 1957 NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 Mr. Alan Sheen 20603 Toluca Avenue Torrance, CA 90503 SUBJECT: NUISANCE ABATEMENT COSTS Dear Mr. Sheen: A the regular City Council meeting held on October 23,2006 the Ci a 1 Po ty Council declared a public nuisance on the property ppy Trail and required specific corrective actions to be completed by the property owner of 1 Po y Trail. These the attached correspondence. Required actions were ere not taken by you a are described in owner, therefore, after appropriate notification to you and your verbalons ent to the City Attorney to be on your property, the City initiated and completed the nuisance nce Rolling Hills Municipal Code Section 18.24.060 requires the City to owner that this nuisance has been abated by the City andprovide he cosrof the the abatement. The cost bill, which includes one Change Order, for abatement is attached. The enclosed cost bill will be presented to the City Council for approval at its regular meeting of Monday, April 23, 2007, at 7:30 p.m. in the Rolling Hills City Council Chambers, 2 Portuguese Bend Road. You are invited to attend this meeting and offer any comments or objections you may have to the bill. The Council may approve the enclosed cost bill, or make any modifications to it as may be appropriate. Pursuant to Rolling Hills Municipal Code Section 8.24.070, you are required to pay the cost bill approved by the City Council, if any, in full within ten (10) days of Council approval. ® Printed on Recycled Paper • • Page 2 Thank you for your cooperation City Manager AD:mlk 04-03-0i sheen -I t r.doc cc: City Attorney California Joint Powers Insurance Authority Ed Richards, Kutak Rock LLP C11 f/ (I leo L Lirz JIi/' October 24, 2006 VIA CERTIFIED AND REGULAR MAIL Mr. Ying Ching Sheen 1 Poppy Trail Rolling Hills, CA 90274 Dear Mr. Sheen: Mr. Alan Sheen 1 Poppy Trail Rolling Hills, CA 90274 NO, 2 PORTUGUESE BEND ROAD ROLLING HILLS, CALIF. 90274 13101377.1521 FAX:1310) 377.7288 Email: ulyohh@aol.com Mr. Alan Sheen 20603 Toluca Avenue Torrence, CA 90503 At the regular City Council meeting held Monday, October 23, 2006, the adopted the enclosed Resolution entitled: e Cit y Council RESOLUTION NO. 1014: A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ROLLING HILLS DECLARING THE CONDITION OF THE PROPERTY LOCATED AT 1 POPPY TRAIL TO BE A PUBLIC NUISANCE AND ORDERING • THE ABATEMENT THEREOF. This Resolution was adopted following a noticed public hearing to declaration ofa nuisance and ordering abatement of the nuisance pur suant t Rollingto This Resolution requires specific action to be taken by you as the owner of 1 Trail. As stated in Section 6, you are required to provide a plan and schedule implementation of all nuisance abatement mitigation measures Poppy adoption of this Resolution, no later than November for �� commence ten (10) days of implementation of the plan and performance of the correctivemiti �,'tion nea or before, but no later than November 10, 2006. Further, g suns to implementation of the corrective mitigation measures described in reExhibi to complete Resolution, and again listed below, Within 30 days thereafter, no later than � of the December 10, 2006. 4.00 p.m., The corrective mitigation measures include: 1. Remove all debris on the site (Le. deteriorated plastic and sandbags). 2. Install UV resistant plastic sheeting covered by Tensar TRM 450 fiber blankets, anchored with 12" steel pins and washers. 3. Install above -ground drainage devices. If you do not take any action within 30 days of adoption of Resolution No. 1014 by November 24, 2006, the City Council may direct staff to proceed with im lem of the mitigation measures pursuant to Chapter 8.24 of the RollingHills M unic ation ip Code. pal Page 2 In the event that you elect not to perform the work yourself, the City requests that you give your consent to the City and its property exclusive agents entering your for the purpose of performing the above -described work. By giving your consent, the total cost of this project, for which you are responsible, will be reduced, as the City will not have to incur any legal expenses associated with obtaining access to your property. If you choose to give your consent, please sign on the line below and return this letter to me at your earliest convenience. Please let us know if you need to discuss this further or wish to discuss a cooperative approach to implementation of these mitigation measures. Sincerely, --- �� Anton l�ahtterbruc i Interim City Manager AD:mlk 10-2d-Ot'slu ru-ll r. doc cc: City Council Rolling Hills Community Association Mike Reader, Group Delta Consultants Roy Itani, District Engineer Rafael Bernal, Senior Building Official Lisa Eckert/Grading Engineer I warrant and declare that I am the owner of the property located at 1 Poppy Trail, Rolling Hills, CA. I hereby give my consent to the City of Rolling Hills for its agents, contractors and employees to enter my property solely and exclusively to perform the work described in the September 19, 2006 letter from Erosion Control Specialists, and for no other purpose. I understand and acknowledge that this work will be performed at my expense. RESOLUTION NO. 101-1 • A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ROLLING 1 -TILLS DECLARING THE CONDITION OF THE PROPERTY LOCATED AT 1 POPPY TRAIL TO BE A PUBLIC NUISANCE AND ORDERING THE ABATEMENT THEREOF. "[HE CITY COUNCIL OF THE CITY OF ROLLING HILLS DOES HEREBY FIND DECLARE AND ORDER AS FOLLOWS: Section 1. Pursuant to Section 5.24.030 of the Rollin, tanager notified Mr. Alan Sheen, owner of that certain real property in the City of Rolling Hills commonly known as 1 Poppy 0 1-11115 1`lunicipal Code, the City that would potentially aggravate and raccelerate0i xisting la >dsl ate de dTh emeaslures include olykno � removing all debris (deteriorated plastic and sandbags) from the site, covering affected area with new UV resistant plastic ' d� E o and installing from bove-gions above the devices to divert stormtvater from entering the landslide area f locations above the headscarp of the landslide. The measures are improvt•n,errts that were performed on the property in card, to 2006ra the since suffered normal deterioration, in anticipation of the 2006-2007 and have suffered that the measures be taken or commenced (and completed with due diligence) by rainy season. The notice directed 2006, otherwise the City Council would hold a public hearing on October 23, 2006 in the City CouncilChambers of City Hall to hear any protests the owner might Otemen of the nuisance. On October 11, 2006 the City posted the notice at thesite�a` e to the abatement o Section 2 No action to abate the nuisance has been taken by the property owner. Consequently, on October 23, 2006, the City Council held a public hearing to allow the City Manager, the property owner and any other interested parties to testify and submit evidence regarding the condition of the property located at 1 Poppy Trail. Section 3, Based upon staff reports, related documents and the evidence presented at the Urneof the hearing, the City Council makes the following findings of fact: a. The property located at 1 Poppy Trail is located in an active landslide in the City of Rolling Hills. The property is improved with a single family, residence, swimming pool, water feature, stable, and tennis court. An illegal nonconforming vas removed from the property pursuant to the nuisance abatement proceeding n Inspections of the property demonstrate that the single guesthouse family residence remains uninhabited. b. Following the activation of the landslide in earl eologig engaged by the City, t.•itlr the property 2005, a �• on the property to better understand the structure of the landslide in order to enable -all p ! owner's permission, conducted borings and other tests interested parties to evaluate their options. A copy of the geologist's w, the owner of 1 Poppy Trail. III report �s provided to c. The plastic sheeting,sandbags and r, vices installed on the property part of the 2005-2006 s� gs `n above -ground suffered a normal amount of deterioration and need placement ine torder to remain in inhibiting the infiltration of stormwater into the landslide. If these protective measures are not kept in good condition and repair, infiltration of water into the slide plane will likely aggravate the slide, resulting in further damage to the property and the surrounding City's geologist reports that the protective measures installed in 2005-2006 } successful in slowing the movement of the landslide. surrounding area. The have been d. Absent restoration of protective measures, the property will represent a continuing threat to public safety. Section 5. On the basis of the foregoing, , the City Council finds and determines that the landslide condition of the propert • at 1 Po o b and of the evidence contained in the record, py Trail, and the open crevices and fissures, separately and collectively constitute a nuisance within the meaning of Sections 8.24.010 and S.23.010 of the 1\lunicipal Code, and constitute a condition that is injurious to the public health, safety and welfare. The Citytic Council further finds that by not restoring to good condition the winterization installed in 2005-2006 in anticipation of the 2006-2 t ater willcs further infiltrate the landslide and will further destabilize lize the property, cseason, creating a danger o persons and property in the area. creatin � a danger to Resolution No. 1014 -1- Section 6. in , o:dance with the foregoing, and bec Ake duty owners to maint.. ,heir properties free of nuisances, the City C . cil orders that the property o‘vner implement the corrective •.,•inlerization measures described in Section 1 of this Resolution and further described in the attached correspondence (Exhibit A) on or before November 1, 2006; and, that the corrective measures be completed by the property o‘neron or before November 10, 2006. In the event that the property owner fails to commence performance of the corrective measures by the above -described deadlines, than the City may, on or after November 1, 2006 perform the corrective measures at the property owner's expense as authorized in Section 8.24.060 of the Municipal Code. Section 7. In the nuisance is not abated as specified herein, then the City Manager is directed to cause the nuisance to be abated by the City, and also is directed to notify the property owner in writing by certified mail and regular mail of the cost of removal of the nuisance and that payment in full for removal of the nuisance is due to the City within 10 days of the date of mailing of the notice. if the total cost of abating the nuisance is not paid to the City within 10 days after the date of the notice, the City Clerk shall record, in the Office of the County Recorder, a statement of the total balance due to the City, t,•hich shall constitute a lien upon the property. Section 8 The City Clerk is hereby directed to send a copy of this resolution by certified and regular mail to the owner of the property located at 1 Poppy Trail. Section 9. This resolution shall take effect immediately on October 23, 2006. PASSED, APPROVED AND ADOPTED THIS 23' DAY OF OCTOBER, 2006 B. Allen Lay Mayor ATTEST: l ���-fit,, L? •.ti,,-� Marilyn Kem Deputy City.Clerk STATE OF CALIFORNIA COUNTY OF LOS ANGELES ) SS CITY OF ROLLING HILLS ) The foregoing Resolution No. 1014 entitled: A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ROLLING HILLS DECLARING THE CONDITION OF THE PROPERTY LOCATED AT 1 POPPY TRAIL TO BE A PUBLIC NUISANCE .AND ORDERING THE ABATEMENT THEREOF was approved and adopted at a regular meeting of the City Council on October 23, 2006, by the following roll call vote: AYES: NOES: Councilmembers Thomas Heinsheimer, Frank E. Hill Godfrey Pernell and Mayor B. Allen Lay None. ABSENT: Mayor Pro Tem James Black. ABSTAIN: None. Marilyn Kern Deputy City Clerk Resolution No. 1014 -2- Dear 1 f r. Sheen: EXIlf ltl 1' A i fs` o/ C c �L i; : ' � • E.: October 11, 2006 VIA CERTIFIED AND REGULAR MAIL g Yi Ching Sheen 1 b. 'in 'ppyTrail Mr. Alan Sheen Rolling Hills, o,, 1 Popp)' Trail '�lr Alan Sheen C:\ ' t �,: 4 2060 Rollin,. Hi11s, CA 90274 3 Toluca Avenue Torrance, CA 90503 r:O. 7 ?Or., UGUE S E GEup pr: p FOLlInG •'LtS•C:ur,c;;;. (71017;)•1y;1 FL x• 13101 7; ; •; 7:B f•m;d c., . 33'Cr r. You will recall that on September 26, 2005, the Rolling Hills City adopted Resolution 1`10, 996 declaring the property at 1 Poppy Reor oring the abatement de thereof. Trail to conC�tutela n i ance and the City obtained an nt thereof i Subsequently, upon nt from the Superior Cour urt anre od Utitlizinl, its f performed corrective nee, ti e winterization work on the proper Council approved the costs incurred in �� its forces Council against performing the b On April r and thei Jainst your property in that amount. ' abatement work ,end a lien was Since the above -referenced improvements were installed on the property, suffered a certain amount of normal deterioration. • With the approach t.'intcr/rainy scason, the Ci r' � tJtey have im to s geologists are recommendin„ ttha h of the abatement 2006-2007 improvements installed by the City'be restored and upgraded tat that they remain effective in minimizing intrusion of storm t�•ater into the landslidoe. enclose a on proposal from Erosion Control Specialists dated September 19, 2006 • recommended winterization work necessary a copy s Pt of help protect against a�•� to be im 1 eating forth the aggravation of the existing p emented on your property to sensor• ting landslide as the approach the rainy Pursuant to Rolling Possessor o Hills Municipal Code Section 8.24.020 of Property") "every person t,•h ("Duty of lace or areao ro er the "evboundariesery e ofonthe City shall, Owner or 0 owns or is in his possession of maintain theproperty, ty at or her place or area free from anys property, Code Sect -ion S._S.0'_0 u'cf„es an � condition nY nuisance." own expense, Sect on 28.02 an fines landslidey to e a rope Roofing Hills ra Municipal ppursuant to accelerateChapter S.24. We property that has bj will oabateme public nuisance subject to abatement our ant to have enclosed a copy of both Chapters 8.24 and 8.2 Pursuant to Section 8.21.030, S for Pursuant in Section abate ,you arehereby p and acceleraters order the toexiabat landslide: conditions. on directedop toy implement the followingaaggravate your property that will potentially a��rwate 1. Remove all debris on the site (i.e. deteriorated sandbags), 2. Install UV t plastic and plastic 450 fiber blankets, ,anchored swith �12" teel pinsed banddnsas era. 3. Install above -ground drainage steel washers. ae devices. Resolution No. 1014 (03 -3- Page 2 You may perform the above woI k with the contractor of your choice, and must do so or commence doing so (and complete the +vork With due diligence) by October 23, 2006. You are hereby notified that if you do not implement or commence to implement the nuisance abatement actions by October 23, 2006, a nuisance abatement hearing will be conducted before the City Council at its regular meeting on Monday, October 23, 2006 beginning at 7:30 p.m. in the Rolling Hills City Council Chambers, 2 Portuguese Bend Road. if the hearing goes forward, you will be given an opportunity to present evidence to the City Council regarding the conditions on your property and regarding this abatement order. in the event that it becomes necessary for the City to perform the abatement work, it is the City's present intention to utilize the services of the same contractor that performed the 2005-2006 abatement work, Erosion Control Specialists. Its estimate for performance of this work is 568, 771.00. If the work is performed at the behest of the City, the work will be performed at your expense. Following completion of the project, the City Council \vill again conduct a hearing to approve the final costs, and you will have an opportunity to present testimony at that hearing. Should the Council approve the costs, and should you not reimburse them to the City, a lien will be recorded against the title to the property in the amount of those costs, plus the City's administrative and legal expenses incurred in implementing the project. In the event that you elect not to perform the work yourself, the City requests that you give your consent to the City and its agents entering your property for the exclusive purpose of performing the above -described work. By giving your consent, the total cost of this project, for which you are responsible, will be reduced, as the City twill not have to incur any legal expenses associated with obtaining access to your property. If you choose to give your consent, please sign on the line below and return this letter to me at your earliest convenience. We have forwarded this correspondence to all of the known addresses we have regarding this property. We have also posted this letter at the property. Should you wish to discuss this further, please do not hesitate to call. Sincerely, r; ( lt'`• i hdeJel ns. �` Acting City 1`•lanage = 1v1J:mlk 10.11.O6thrvn•hr.dnt cc: City Council Rolling Hills Community Association Hike Reader, Group Delta Consultants Roy Itani, District Engineer Rafael Bernal, Senior Building Official Lisa Eckert/Grading Engineer Resolution No. 101.1 -4- Page 3 I warrant and declare that 1 am the owner of the property located at I Poppy y Rolling Hills, CA. I hereby give my consent to the Cit y of Rolling I !it Trail, contractors and employees to enter my property Hills for its agents, N� solely exclusively to perform the work described in the September 19, 2006 letter from Erosion Control Specialists, and for no other purpose. I understand and acknowledge that this wort• will be performed at my expense. Resolution No. 1014 -5- • • 1 , 1 1 . . !c•: Erosion Control Specialists Scptcmbcr 19. 2006 Attu: Mil:e Jcc1zins Cir-v of Rolling Rills Perm,,>_sc Bend Rj3. (;Quinn Hills. Ca 90274 11P Ca J_iccuse iis515n Dear h lilac, We propose to furnish Jailer end ma oriels for the Poppy Trail proisrt in toning hills, Ca Thc$e :ericcs %kill he completed in accord_cce ^,ith irtduer $t ted:,;ds and y.-iJ ceraplt• t-.ith all 1.•.ys. Prevailing::aces arc in affect co this r•rojcci and be u:.cd accordine to the cunrnt hourly prevailing nage r.;te. I. Site mobilization Z. Dcl-Tri3 Removal. This to include s rooval of all plastic end sand -has on the slope and surrounding areas, including any extra debris or vcgelerion deemed necessary. This includes the staging at a proper area for disposal, but does not include the disposal. (To be preformed by rolling hills city association.) 3. Installation of IJV resistant plastic sheeting to cover the entire slide arca' and to covered with Tenser TRI\-f 450 fiber bleoketc to reduce uv penetn tio❑ and reduce Blare C-om the sun. Plastic sheeting amd Terser materiel will be auchored with 12" steel pins and washers. Jnstalla00n :•,i11 he preformed based on supplier rccom:nendcd installation methods. 4. Installation of above around draina`e devices 25 specified by the erosion control plan. Our price,. r performing the-.vc•rk is 563,77; .C. 0. As soon as WC it_ve your ap' pro 'J we can commence work. This work is r.n attempt to pr: yell Ri:thcr slope mov crncht hut. Eresicn Control Specialists will not Ec held liable for any funh-7 movement of the slope and any corresponding damage or injury releriae to rich. It is highly recommended that the pt :.tic s!tc_tirg and corresponding d: -d n_ce syrteo ra_utaincd throughout the rainy se at. The measures roe temperer)- sod must be ntaintdned to keep there proper integrity. hla ntenane services ere not included is this Cron n Control $ptrlu8-n hr7e j vir, pnrm Ln. 5:r t 074 Ii ,r r e•on reach. Cn (5001376-1015 f:'0C;tt 7571•N1/ CCTPECIALIST•S.CUi Resolution No. )014 6- Ero81oi.1 Control SpceiNli: tc C:i Liccnsc LNS15g1 prepoeJ tut c n l*: provided t;1low:11en v1L ;;tiny c•_,<,..l1 r.S c t i,l bancJ en Si nccrcly. Errsic'n Con ol Speciaihs 909-753-9637 S00-376-1015 1 asourii:ccspcci _l.ists.cen Err::nn Cnwrr.I Sprtinlii, 16751 \7<nirornt la !c LI, iinat: `^res, c. v., 1P) 7C 1U (5 o) 3.S4J7 [Ccl£ STJ.CO. 1_ Resolution No. 1014 City • • 4 Polling ,..../V i/Ls :i'L.' ',.i = D ..-fluAkY 24. 1957 50TH ANNIVERSARY 1957 — 2007 Mr. Alan Sheen 1 Poppy Trail Road Rolling Hills, CA 90274 INVOICE NUISANCE ABATEMENT COST April 2, 2007 Erosion Control Specialists / Contech Construction Products Inc. Landslide Winterization Services: Debris Removal. Installation of 10 mil. black plastic sheeting to cover slide mass. Tensar woven blankets. Tensar recommended steel stakes to be installed to anchor plastic sheeting and woven blankets. Installation of tensar woven blankets - Installation to be performed with steel stakes. To be installed using a trech for anchoring purposes. Installation of above ground drainage devices as specified in EC plan. Past Due Amount (See attached invoice) TOTAL NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS. CALIF. 90274 (310) 377-1521 FAX: (310) 377-7288 Net 10 Days $ 74,403.70 $ 147,928.77 $ 222,332.47 ® Printed on Recycled Paper • •e'�d opeoPP,,v JJ,PI; Mr. Alan Sheen I Poppy Trail Road Rolling Hills, CA 90274 INCORPORATED JANUARY 1957 INVOICE NUISANCE ABATEMENT COST . April 1 I, 2006 Erosion Control Specialists: Demolition and removal of guest house Cutting back headscarp to a 1:1 slope Exportation of soil according to plan (approx. 1,725 cu. yards) Additional debris removal Equipment setup extra cost Placement of sand -bags and plastic sheeting Installation of above ground drainage Installation of 18" NDS catch basin Compacting and grading work for adequate drainage Croup Delta Consultants Winterization - Professional Services for the period October 1, 2005 through January 27, 2006 Nuisance Abatement - Professional Services for the period January 1, 2006 through February 24, 2006 Peninsula Septic Svc. Pump Septic Tank - Guest House Copley Los Angeles Public Notice -Consideration of Nuisance Abatement Jenkins & IIogin Legal Services Administration Costs City Manager TOTAL NO. 2 PORTUGUESE BEND ROAD ROLLING HILLS. CALIF. 90274 (3101 377.1521 FAX: (3101377.7288 E•mdil. cilyolsh@aol. com Net 10 Days S 35,500.00 23,400.00. 25,920.00 5,345.00 S00.00 19,736.00 1,200.00 1,850.00 60000 S 117,351.00 13,030.55 3,454.60 16,435.15 . 710.00 134,606.07 11,366.50 1,956.20 S 147,928.77 C)Pt...,,., I , r: 1 i,,, • • rHvc. CJG/ t L Erosion Control Specialists P.O. Box a 626 �3 untington Beach, Ca 92647 BILL TO • The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 1 ITEM 190016 1 90017 1 190025 90029 190038 1 90005 1 Invoice DATE INVOICE #_.. ... 1/1612007 170 SHIP TO: • DUE DATE 1 P.O. NUMBER.. 1/23/2007 , DESCRIPTION ' QTY .RATE AMOUNT 1 debris removal. this to include all exsisting 1 !plastic, sandbags, vegetation; and any other 1 'items needed. This to include only the 1 removal and loading into the city owned truck. Disposal to be preformed by the rolling hills 'association. installation of 10 mil. black plastic sheeting to 1 I cover slide mass. tensar woven blankets. 11 1 tensar reccomended steel stakes to be 1 I installed to anchor plastic sheeting and I woven blankets. 1 installation of tensar woven blankets. 1 installation to be preformed with steel stakes. I to be installed using a trech for anchoring purposes. 'Installation of above ground drainage devices 1 1 as specified in EC plan. 1 Invoice is for a 50% (fifty) percent progress !payment on above mentioned work. I Please remit to above address. • 0.00 0.00 0.00 0.00 0.00 0.00 34,385.50 Total .. 34,38.50 Mar Ub U/ U4:41p Jason Locklin • 0-849-6063 p•2 Erosion Control Specialists P.O_ Box 1626 Huntington Beach, Ca 92647 Invoice DATE INVOICE # 1/16/2007 I 174 BILL TO SHIP TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM 90016 90017 90025 90029 90038 90005 DESCRIPTION debris removal. this to include all exsisting plastic, sandbags, vegetation, and any other items needed. This to include only the removal and loading into the city owned truck. Disposal to be preformed by the rolling hills association. • installation of 10 mil. black plastic sheeting to cover slide mass. tensar woven blankets. tensar reccomended steel stakes to be installed to anchor plastic sheeting and woven blankets. installation of tensar woven blankets. installation to be preformed with steel stakes. to be installed using a trech for anchoring purposes. DUE DATE I 3/5/2007 P.O. NUMBER QTY RATE 1 1 Installation of above ground drainage devices 1 as specified in EC plan. AMOUNT 0.00 0.00 0.00 0.00 0.00 0.00 IYIdI VU V! U't..-1.I)./ JGJVII LPUN III • / 14-ti41-bUbj Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 Invoice DATE ! INVOICE # 1/16/2007 L 174 L BILL TO SHIP TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM. DESCRIPTION DUE DATE 3/5/2007 Y.O. NUMBER invoice is for remaining 50% of original contract amount. (this does not include the change order or any credit for returned materials) QTY RATE r AMOUNT 34,385.50 Please remit to above address. Total 34,385.50 11 • • 1 I4-b4U-bUb;3 p.3 Erosion Control Specialists P.O. Box 1626 Huntington Beach, Ca 92647 BILL TO Invoice DATE . INVOICE # 3/23/2007 10032 SHIP TO The City Of Rolling Hills No. 2 Portuguese Bend Rd. Rolling Hills, Ca 90274 ITEM 600012 90029 600012 90017 DUE DATE P.O. NUMBER _4/22/2007 DESCRIPTION QTY additional labor required to install T -Stakes. 36" steel stakes with with a 4" t -post delivered. additional labor required for debris removal. Credit for returned 18" steel pins minus a 25% re -stocking fee. Thank you for your business! 1 1 1 1 Total RATE , AMOUNT 3,360.00 3,360.00 1,120.00 3,202.00 1,120.00 -2,049.30 5,632.70 CONSULTANTS 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. 205tt' Street, Suite 105 Torrance, CA 90501 Phone (310) 320-5100 Fax (310) 320-2118 Project No. L -599B June 16, 2005 CONSULTANTS Certified MBE Geotechnical Engineering Geology Hydrogeology Earthquake Engineering Materials Testing & Inspection Forensic Seroirn 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 C TS, INC. Mic ael Principal Geot OF CO -7'-' Distribution: Addressee (6) L-5998 Final Report even H. Kolthoff, C.E.G. #1965 Senior Engineering Geologist Exp. 8/31/05 «,SS\oNAC STEVEN HARM KOLTHOFF NO.1965 CERTIFIED (1)� ENGINEERING ���t 9<<'„ GIST Q \\.. Op CA1-\F% 2291 W 205th Street, Suite 105 ♦ Torrance, California 90501-1459 ♦ (310) 320-5100 voice ♦ (310) 320-2118 fax Aliso Viejo, California ♦ (949) 609-1020 San Diego, California ♦ (858) 524-1500 www.GroupDelta.com 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 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 1I 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 GROUP DELTA GONSUTIPAN:TS Certified MBE Geotechnicat Engineering Geology Hydrogeology 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. 1 2291 W 205'l' Street, Suite 105 A Torrance, California 90501-1459 ® (310) 320-5100 voice A (310) 320-2118 fax Aliso Viejo, California A (949) 609-1020 San Diego, California ® (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-5998 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 -599B 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 1 &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, 200 5 - landslide occurred below the guesthouse. GROUP L -599B Final Report.doc DELTA 010/1511 1CA NTS 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 Phase I &II, Geological and Geotechnical 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. 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 DELTA GMSLECCAMS 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 -599B Final Report.doc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Phase 1 &II, 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 t 1 1 1 1 1 1 1 1 1 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 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 thelandslide 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 -599B Final Report.doc 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-59913 Final Report.doc Phase I &II, 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 Phase I &Il, 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 shearstrength 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 &II, 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 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 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 -599B Final Report.doc Phase I &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. GROUP L -599B Final Report.doc DELTA COlN!SUI TeMNI S Phase 1 &Il, 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. L-5998 Final Report.doc FIGURES' L -599B Final Report.doc VICINITY MAP Group Delta Consultants, Inc. Project Number: L-599 Project Name: Poppy Trail Landslide Date: 03/24/2005 Figure 1 =I EMI MIN NMI NMI 11= NM MI =II Ell AERIAL PHOTO OF POPPY TRAIL LANDLSIDE AREA Aerial Photo, Poppy Trail Landslide, April 2005 City of Rolling Hills, CA Ella MI INN I= I= MN NMI 11E11 Mill MINI INN IMO MO =I MO MO Ell GROUP r DELTA LANDSLIDE PLANE IDENTIFIED FROM DOWNHOLE (B-4) INSPECTION ma) ltamira - Sandstone unit Figure 3 EN MIN MN NMI NM INN MN I' 1.111 11111 LOCATION OF PROPERTIES RELATIVE TO POPPY TRAIL LANDSLIDE / \ t itiottl \ w Cwner: Alan S t Portion of Lot Rolling Hills t Poppy Troil r 0 IOU • I ,Rol I' 1 DELTA Figure 4 I= EN NEI NMI INN NM INN INN INN MN INN SCHEMATIC OF TEMPORARY POPPY TRAIL RE -ALIGNMENT 1 GROUP DELTA Top of Proposed/ — -cut-slope ... Toe_ _Poppy- :TemporarkPoppy tia;ia / X Poppy • Proposed -Pitt City.a/- t - 1� _ — — - -tea,• N. ``: L City la fir. City Let �`�" N— MM. OS Figure 5 NMI I= MN IMO MIN IMO IMO OM ION 1E1 MIMI NM OM INN OM � AREA GEOLOGY MAP OF POPPY TRAIL SLIDE Tmat� 2y_ t 25y ' Tmat t ' - .. Tma t \ ia; ' Tmv r3 is �Ass z ›, Tmv z<^ t yyIO. S .T t -/� ` t • s' s.! ots - •,� . o �/ , .l\V/�,`L/ Tma- T...• • •g `-\) !mat -.f s1 'tF Ova Goa Tmv Tma yi r.:50 t .o Qta f &,.... '\ Oise �. -45 I •-. 1 Tmat t ` x i t �(== . t - `C \a` ` -- rots \ t ` t1's , • Area Geology Map of Poppy Trail Slide Ref: 'Thomas W. Dibblee, Jr, 1999 LJ /Tb Gas tt i • Tmgi at e"/Qi�� Tm Tmad . ( LEGEND Tma-Alatmira Shale Tb-Basaltic Rock sc- Catalina Schicst Qls - Landslide GI (Not I' Ds Figure 6 + 11\ '\ \ II III \\\\\\ 11\�I11\ \\\ \\ ,111 \ \ l \ \ \C\ \ \ \ 1111 \ 1111\ \\\\\\\\\• 1 } \\ \ \ \ 1 } 1 1 } } \ \\ \ �►�� \ ow?fEr` sQtadekL�� ; = I } II I \ \ \`� \ portion tats- 1 I l I \ \ \ — 7-ract 1 1, \ 11 1\ \ �\' \ _ —#4-Poppy- ri — = • a N• CITY OF ROWNG HILLS AND ROWNG HILLS CO._ OBTAIN PERMISSION FROM PROPERTY OWNER FOR ALL OFFSITE WORK ON #1 AND #4 POPPY TRAIL Poppy Trail ".\ \ \ \\ \ \\ \ \\ • / LEGEND A A' 614 - Young Alluvium Qsw - Slope Wash QIs - Landslide Ws -Old Landslide Tma - Altamlra Shale Cs - Catalina Schist Geologlwl Canted Bedding Shear Cross Sections 1.�•••\_ `\\ \N` N. 111 \` @5' T�3 35 419 \\\ \\ •\ \ \ \\\\\ \ \ � Ni \\ \\ \\\\\\\\\ \ 1 \ \ .• \ \ \\\\\\I \I \ \• Lot 2; 4cgc%\3z0�71\ \\ 1 \ \ \ •\ \ \ 1111 • \• \t1• \ \ \\\\\• N \\\\\ \ \\ \\ • State & Dip of bed with depth from boring Strike F& Dip of Sdristostty Strike & Dip of landslide plane Direction of landslide movement I I I I \\\\ \ \\\ \\• AN SLID -4- Groundwater + Boring Locations ▪ Testpits ✓; Trenchs (P-8/Pacific Solis) Reference: Drawing prepared by, Bolton Engineering Corp, dated 5-24-05. City Lot - 1111 --"'��1 — ▪ _i-- — GROUP I ► 1 1 1 1 1 1 11 II ll 1 1 1 1 1 1 1 :1 11 11 \\‘ I t 1 1 I 1114\I\ mil 1 :i I I I\ ► 11 1 1 111111\ 1 11 1 1 1 .1 1 1 1 1 Owner. Alan Sheen Portion of Lot 90 Rolling Hills Trac #1 Poppy Trail I -I \\\ \\\\.‘\\\\\\\ \ ../// / \ \\\\- \ —. I \ \\\\\ \ i i `/ / I I j l 1\1 + N. c—� _ ``- — -"_. \\ \\\ _ 1\ \ ti. \\\ \ i _ — — -y- — \ \ — — ▪ _--------.m���\ \\\\\\\\ \ ------ -�__`��� -\\\\ \\ - --�— 1111 + ---� fi/ J /i/ / / — \ \�\\\\\\ • • 4♦\ \\ \\ 111 \ • *\\ -- ♦ \ \ • \1111 \ \\\\\\ + City Lot + DATE 6/14/05 DRAWN B1: T. Ybarra REVISION: APPROVED BC S. Kolthoff REVISION GROUP DELTA rs CONSULTANTS, INC 2291 W. 205th Street 105 DELTA TorranSiatece, CA. 90501 t Oh1L!110.1 c Geologic. Map PRCUECr NUMBER L -599B Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA SCALE 1"=80' SOME NUMBER 7 LEGEND Cs - Catalina Schist Qsw - Slope Wash Qls - Landslide Qols -Old Landslide Tma-Altamira Shale Elevation (feet) —x—x—x- 11LAt2 1000 970 A R 940 — 910 880 — 850 — 820 — 790 — 760 — 730 — 700 — 670 — 8 (I town Tension Crack Projected 7--x= Infered Escarpment cf Old Slide \.\ Qols Tma Qsw X_x_x x. 11 11.1.1. t0 Existing Topopgraphy (Qsw) Bentonite Bed _:a•�— pls(Tma) Bentonite Bed Geological Contact Bedding Shear Direction of landslide movement Groundwater Tma — — — ^�- 7'• / Cs rojected 185' South) SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' Estimated Original Slope @ 1.5:1 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 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 Rolling Hills - Rolling Hills, CA SCALE: As Shown FIGURE NUMBER: 8 Elevation (feet) LEGEND Cs - Catalina Schist Qsw - Slope Wash Qis - Landslide Qols -Old Landslide Tma - Altamira Shale 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) Infered Escarpment of Old Slide Project tb — \ Qols/Qsw \ \. ? •, Qols/Qsw \ �X x Tma'♦ .,.—._._ X�X Q.Is/QSw \X� Qols \_•—?—._. - Bentonite Bed • Tma Qls/Osw Qls • Cs --s SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' V ` Qols — 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 Kolthoff REVISION: GROUP DELTA CO';LL ,Y1S GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 CROSS SECTION B -B' PROJECT NUME R L -599B Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA SCALE As Shown FIGURE NUMBER: 9 C' 940 — • Elevation (feet) 910 — 880 — 850 — 820 — 790 — 760 — 730 — 700 — LEGEND Cs - Catalina Schist Qsw - Slope Wash Qls - Landslide Qols -Old Landslide Tma - Altamira Shale Tma Geological Contact Bedding Shear Direction of landslide movement Groundwater Cs SCALE (feet) Horizontial: 1" = 50' Veritcal: 1" = 50' Elevation (feet) GATE 06/08/05 +BY GROUI'I GROUP DELTA T Ybarra �' CONSULTANTS, INC. APPROVED BY: REVISED S Kolthoff (( (( 2291 W. 205th Street Suite 105 DELTA. Torrance, CA.90501 REVISED: CROSS SECTION C -C' Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA PROJECT L -599B SCALE As Shown FIGURE NUMBER: 10 0 0 ▪ 0 : s, r- , ►1\\\ 111\\ \\\ �\ \ \ \ \\\ \ 1\ \ \\ �\ + \\1\\ \\\\ \\ \ �\\\ \ \\ �` \ Ow�i e�Saradeki�� - \" 'Portion °frets -8 1 l } \ —Tract 19640 -� \ \ �- ti� CITY OF ROLLING HILLS AND ROLLING HILLS CO. OBTAIN PERMISSION FROM PROPERTY OWNER FOR ALL OFFSITE WORK ON #1 AND #4 POPPY TRAIL. 1 ‘\,N\ RR. DOW ANDSL \.\\ \�\\\\ \1 \\ \\ \\I Il+\ .Lot 2, T>;gc\\i� \• • \\� • REVISIOLt Reference: Drawing prepared by, Bolton Engineering Corp, dated 5-24-05. \ A' 6/14/05 DRAWN MI • T. Ybarra APPROVED BY! S. Koithoff City Lot GROUP DELTA CONSOI T4NTS Owner. Alan Sheen Portion of Lot 90 Rolling Hills Trac #1 Poppy Trail +' } + City Lot -- �\\\\\ V.\\474„ ► ` \\ \ --11-\\\\ \\\ NN \\\ \\0\ .\\ \\\\\`�\��� GROUP DELTA CONSULTANTS, INC 2291 W. 205th Street Suite 105 Torrance, CA. 90501 + •N e oo.00� Proposed Temporary Access Road Poppy Trail # 1 Landslide City of Rolling Hills - Rolling Hills, CA + + PROJECF NUMBER L -599B SCALE 1"=80' FIGURE NUMBER 11 TYPICAL SIDE HILL FILL/BUTTRESS SECTION General Fill Section Per design or 12' min. 25' max Max Spacing for backdrains 15' max \ \\ D Min 4" diam. solid outlet pipe spaced at max. 100' horizontal intervals no gravel backfill W 4" diameter outlet pipes at max. 100'horizontal intervals J L 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 compacted fill 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 °"°'E`T L -599B City of Rolling Hills - Rolling Hills, CA DAM 06/16/05 GROUP 5C.ALt °"W"W' T Ybarra REVISER N T S """°VED T Swanko ' 12 DELTA GROUP DELTA CONSULTANTS, INC. MN I MN = NM NM M— I N NM! Mill all M E N M INN GROUP DELTA CONSUIITANrTS'1 Certified MBE Geotechnical Engineering Geology Flydrogeology 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 205th Street, Suite 105 A Torrance, California 90501-1459 ♦ (310) 320-5100 voice ® (310) 320-2118 fax Aliso Viejo, California A (949) 609-1020 San Diego, California A (858) 524-1500 www.GroupDelta.com 1 1 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 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) ? / 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 H \ / x ' MOUI' 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. 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 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-1 SHEET NO. 1 of 2 SITE LOCATION Rolling Hills, CA DRILLING COMPANY Tri-Valley DRILLING EQUIPMENT Caldwell SAMPLING METHOD Kelly Bar DRILLING METHOD Bucket Auger BORING DIA. (In) 30 NOTES START 3/24/2005 TOTAL DEPTH (ft) 45 FINISH 3/24/2005 LOGGED BY S. Kolthoff GROUND ELEV (ft) CHECKED BY S. Kolthoff DEPTH/ELEV. GROUND WATER (ft) i /na a w 0 z J w SAMPLE TYPE SAMPLE NO. z OUP ZWO axm Wa 0a 0 w CC I- o Ov 2 re ca 0LU I -- % PASSING #200 z w a Y 0 0 a — 20 0 ED CD 0 0 O a a O a E 0 — 5 — 10 —15 — 25 — 30 1 I1 R-1 R-2 B3 R-4 R-5 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 0 =c� n. O DESCRIPTION AND CLASSIFICATION 8" of Asphalt. 16" of Fill AA AA AA AA LAA AA LI A .AA `AA ,AA LA —A AA . AA .AA AA AA AA `A A LAA AA �A A AA AA AA AA AA AA AA AA AA LAA AA . A A �A AA AA Vim\ `AA AAA - 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 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. 1GROUP •r DELTA koznintrffl 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 -4a 1 1 1 1 LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L-5996 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) 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 - —35 _ _ - —40 _ _ — 45 - - - —50 —55 • i-60 3- J 2_ i R-8 R-9 22 140 138 4.6 3.6 L-A—JL ` �—A-.. •-_,A-.A... L -AA +.....-k-A-... L. -A....)\ - L. -A -..-A..., A `A A AA L �J` ‘...A. -A- �A A `A A ...-/.\-JL - 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. GROUP; GROUP DELTA CONSULTANTS, INC. ukk�§a ;;( 2291 W. 205th Street, Suite 105 DELTAI Torrance, CA 90501 immummil 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 1 t 1 1 LOG OF TEST BORING J PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L-5998 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 Hi _ _ —20 - - , —25 - - - '-30 N NR-2 T H R N R-1 R-3 B-4 R-5 R-6 R-7 PUSH PUSH 2 z PUSH 1 84 83 97 98 77 83 33.0 34.8 24.9 26 31.6 30.8 PP PP 1.0 2.0 • • . • • •• • 1 -2" of Asphalt (ilriveway) / 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. 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. �CRC)Ul'; 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 OF T ANE. AT THIS DATA LOCATION WITH TIRE PASSAONS AND MAY PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -2a i • > (( 2291 W. 205th Street, Suite 105 I7T3T TA' Torrance, CA 90501 �K�R6Y4�M i 1 1 1 LOG OF TEST BORING m rD g PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -5991L -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) 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 - I- _ i-55 5 , _ i-60 - ' H ' N N H N B-8 R-9 B-10 R-11 R-12 R-13 R-14 R-15 4 23 23 s• 22 soLS" 91 101 31.5 17.8 - 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 • • mira • • • : •• - • .' •. . • . .• • • • • . • Alta 39 feet. - 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. 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 -2b o 2291 W. 205th Street, Suite 105 DELTA Torrance, CA 90501 traa�YL w t 1 t 1 1 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) 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 —65 - —70 - - _ —75 —80 —85 _ —90 1- -95 i R-16 R-17 27 18 91 31.9 R \ \� • Silty CLAYSTONE, dense, grayish green, mildly weathered, iron stained along fractures & joints tight. p I \ 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. ;R ibi. ; „ GROUP DELTA CONSULTANTS, INC. y*! 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 PRESNTEDIDE.TA' CONDITIONS IE COUNTE EDTION OF THE ACTUAL FIGURE A -2c 1 t 1 0 1 1 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) 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 6 " of Colluvium. - 5 _ 10 - 15 20 25 30 N ' N NR-5 N = R-1 R-2 B-3 R-4 R-6 R-7 PUSH/ TAP PUSH/ TAP 2 2 5 3 131 125 122 6.4 3.8 6.1 �A-A-- ` :.i.: L..-&-A- ...../\--A-.. L -/\--A-. L -k -A- `�� `� ` L -A -A- ,AA �� �/`/A-- `� `J`A, `J� AA `� A `/`JL A A `�J` �-k. `A ,--A-A- ,--/\--A- ,-/\--A- ,--A-A... `�� J `` AA `A- ``.j`J�`, L-kL. AA Ah AA �� ` ` . A A _ Catalina Schist (CS) (weathered), green, schist very J 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 GROUP GROUP DELTA CONSULTANTS, INC. ' r 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 -3a 1 1 1 t 1 1 1 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) 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 6 140 130 1.0 8.4 A— L -A —A.. `/A A LA A `� A �-&-, AA �A .....A... -A-.. �� - No change. N 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 I� ►11 DIiL DELT,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 -3b ,� t 1 t 1 LOG OF TEST BORING PROJECT 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. 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 - —5 - - —10 - - —15 - —20 - - - —25 - • . )-30 - N N N T N T S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 PUSH PUSH 2 PusH 3 3 111 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 CLAY with gravel, some sand and silt CLAY soft, ve 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 Landslide (QIs/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 - • • • •• .' . ,- \ on too of weathered Sandstone SANDSTONE dense to moderate dense, green yellow, moist, few joints less fractured than above, fine grained ;GItOUI" ;GROUP DELTA CONSULTANTS, INC. I ! 2291 W. 205th Street, Suite 105 IDE Torrance, CA 90501 THIS SUMMARY APPLIES ONLY AT THE LOCATION OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS MAY LOCATIONS AND MAY CHANGE ATITHIS LOCATION FFER AT OTHER WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -4a T., LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L-5998 BORING B-4 SHEET NO. 2 of 2 SITE LOCATION Rolling Hills, CA DRILLING COMPANY Tri-Valley DRILLING EQUIPMENT Caldwell SAMPLING METHOD Kelly Bar START FINISH 4/19/2005 4/19/2005 DRILLING METHOD Bucket Auger BORING DIA. (in) 30 NOTES TOTAL DEPTH (ft) 51 LOGGED BY S. Kolthoff GROUND ELEV (ft) CHECKED BY S. Kolthoff DEPTH/ELEV. GROUND WATER (ft) Ina w 0- 0- 111 0 z 0 5 33 Sj SAMPLE TYPE SAMPLE NO. Z OUP g LL a— 1 -- woo W W m w 0 fY Ix- 0 I - % PASSING #200 z w a 1- W N 0 0 a. U n. O DESCRIPTION AND CLASSIFICATION —35 S-9 —40 S-10 —45 S-11 — 50 S-12 — 55 —60 19 10 10 10 136 105 155 101 3.3 20.6 5.4 21.7 . A A AA L —AA `AA L. -A —A `-AA AA AL L. AA AA AA `AA `A A AA AA `AA LAA `JLA AA - @ 31 ft.; Sandstone contains to rip up clasts into very weathered bedrock LCatalina Schis) talc esent - 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 6-4 @ 51 feet. No groundwater encountered. No caving. Slide plane @ 29.6 feet. C3R°U1) .,.� GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 nra.,TA' Torrance, CA 90501 tr..r. ntrti.ol 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 1 1 1 1 1 1 1 1 0 m 0 0 0 U -j t9 0. 0 a CD LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -5991L -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) T Ina SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (P) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - 5 10 i La nds l idelSlopewas h(QlslQsw) Slopewash Sandy CLAY to Clayey SAND soft, moist, brown, some gravel - Same as above - 15 H 20 - 25 - p I \ ' H- 4 S-1 S-2 S-3 sz S-4 S-5 S-6 1 2 3 61 73 75 86 36.1 28.5 35.0 52.8 : • .' • • .' , • • • •: • • • • • . • •' • • • ' • • 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 fractured diatomaceous bed N41 E, 39 S very - @ 24.3 -25.7 ft.; Slide plane zone, bentonite zone, highly sheared, with a clean contact with silty fine sandstone below Slideplane N50 ELMS ve y irregular _ 30 - H HS-8 S-7 8 8 90 109 109 59.0 12.8 14.5 �e 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. 'p• 2291 W. 205th Street, Suite 105 iDE1.,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 SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. FIGURE A -5a 1 1 1 1 1 t 1 1 LOG OF TEST BORING PROJECT NAME Po 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) s / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / FT) DRY DENSITY (P) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - _ -35 _ _ -40 _ - _ -45 - -50 - • -55 i i-60 5- i 110 15.7 DS �J� AA `� A L. -A -A L.AA L -A -A AA AA L -A -A-, �� L -A -A.. L_A-A- AA L__A n LJ A �n An �.--A-, L.-AJ- `JJL ,-.)\.. -A-, ,---A.--&- A -A -J` JL Bottom - Catalina Schist (CS) • - @ 32.2 ft.; Contact with catalina contact N 46 E, 25 S - No Change of Boring B-5 @ 50 feet. No groundwater encountered No caving `GROUP; GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 1DELTA' 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 i t LOG O F 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 Caldwell BORING DIA. (in) 30 TOTAL DEPTH (ft) 50 GROUND ELEV (ft) DEPTH/ELEV. GROUND WATER (ft) I / 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 ' 1 ft. of surface grass - • Sand (SP) loose, wet, coarse to fine grained, some clay and J _ silt. - 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 HI - R-1 2 79 36.1 Siltstone dense, humid reddish brown, some fractures & joints - Blocky joints siliceous shale continue N 32 E, 19 S —15 -Shale@ 15 ft. - - Hard zone dolostone @ 15.6 -17.4 ft. - Blocky Siltstone/Siliceous Shale _ N R-2 4 63.7 40.7 - —20 - 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. NR-3 7 68 34.0 - Thin bentonite zones with purplish ash beds ;GROUP THIS SUMMARY APPLIES ONLY AT THE LOCATION ':=,N• , GROUP DELTA CONSULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE LOCATIONS AND MAYCONS HANGEATY IFFER AT OTHER THIS LOCATION FIGURE A -6a 2291 W. 205th Street, Suite 105 WITH THE PASSAGE OF TIME. THE DATA Dri..TA TeA' Torrance, CA 90501 PRESENTED IS A SIMPLIFICATION OF THE ACTUAL CONDITIONS ENCOUNTERED. I ET. t 1 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) DEPTH/ELEV. GROUND WATER (ft) s / na SAMPLING METHOD Kelly Bar NOTES DEPTH (feet) ELEVATION (feet) SAMPLE TYPE SAMPLE NO. PENETRATION RESISTANCE (BLOWS / Fl) DRY DENSITY (pcf) MOISTURE (%) OTHER TESTS % PASSING #200 POCKET PEN (tsf) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION - — 35 —40 - —45 —50 - - —55 i • • i-60 i_ i 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 H Bottom of boring @ 50 ft. No groundwater encountered No caving GROUP , ,,., , , GROUP (� DI'T..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. MAY AT OTHER OCATIONSCEANDONDITIONS MAY OHANGE ATITHIS FFEROCA ION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A CONDITIONS E COUNTE EDTION OF THE ACTUAL FIGURE A -6b 1 LOG OF TEST BORING PROJECTNAME PROJECT Po Trail Landslide 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) 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 - - - —5 -' - - —10 - - - —15 _ —20 i - ,-25 I - . - i- _• , , — 30 i R-1 3 88 108 78 25.3 9.4 36.9 . K K .c ,c Surface grass loose, wet, coarse to fine grained, some clay and (CL) mixed with site derived materials, rodent J 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 zone, 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 FILL: Dark Clay \burrows - Altamira - Ash bed, siliceous cemented - Siliceous orange - Thin beds thick N25 - Hard - Siliceous - Bentonite 9 N - Bentonite - Thick - Thick - Ash bed, H GROUP; ! ,� GROUP DELTA CONSULTANTS, INC. 9 : 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. 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 t t 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 - i-60 , • 74 • PP 46.1 4.5 - 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. i ' 2291 W. 205th Street, Suite 105 iD)'LTA 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 -7b 1 1 1 1 1 LOG O F 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 1 of 3 DRILLING COMPANY DRILLING METHOD LOGGED BY CHECKED BY Tri-Valley Bucket Auger S. Kolthoff 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 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 (tst) GRAPHIC LOG DESCRIPTION AND CLASSIFICATION 2" of Asphalt //7 3" of Base J / FILL: Clayey Sand to Sandy Clay (SC/CL) dark gray to gray, moist, some fine gravel. - Altamira Shale (Tma) 5 10 - Very fractured with bentonite p I 1 R-1 3 76 39.7 Claystone very fractured, moist, light brown 15 N R-2 5 82 34.6 - Contact upper zone very fractured abundant powdery bentonite, below fractured zone, Shaley Clayey/Siltstone N 55 20 W,16N p R-3 2 75 30 - Sharp contact top bentonite bed 2" thick, fractured minor shearing, bottom siliceous shale 2" thick, very blocky joints - Rig sampler broke 25 - Abundant bentonite with ash beds - Bentonite well bedded partings along bedding, bedding 30 continuous, not broken N82 E, 21 N . C.�R0UP, THIS SUMMARY APPLIES ONLY AT THE LOCATION Ty, GROUP DELTA CONSULTANTS, INC. OF THIS BORING AND AT THE TIME OF DRILLING. SUBSURFACE CONDITIONS AT OTHER 2291 W. 205th Street, Suite 105 MAY CHANGE ATTIFFER LOCATIONS AND THIS LOCATION FIGURE WITH THE PASSAGE OF TIME. THE DATA A -8a PRESENTED IS A SIMPLIFICATION OF THE ACTUAL ,DES LTTAA Torrance, CA 90501 CONDITIONS ENCOUNTERED. LOG OF TEST BORING PROJECT NAME Poppy Trail Landslide PROJECT NUMBER L -599/L -599B BORING B-8 SHEET NO. 2 of 3 SITE LOCATION Rolling Hills, CA DRILLING COMPANY Tri-Valley DRILLING EQUIPMENT Caldwell SAMPLING METHOD Kelly Bar DRILLING METHOD Bucket Auger BORING DIA. (In) 30 NOTES START 5/9/2005 TOTAL DEPTH (ft) 70 FINISH 5/9/2005 LOGGED BY S. Kolthoff GROUND ELEV (ft) CHECKED BY S. Kolthoff DEPTH/ELEV. GROUND WATER (ft) /na 0 J a a 0 a 1) J m 2 0 O m 0 0 0 w z w w z 0 SAMPLE TYPE SAMPLE NO. z w co on w 0 CC co WI— 01 - % PASSING #200 U = ao 9 DESCRIPTION AND CLASSIFICATION — 35 —40 — 45 — 50 — 55 — 60 PP PP 4.5+ 3.5 - 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 - Siliceous zone, 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, 16 N Sand bed 1/2" thick N 75 W, 17 N Material hard & massive from 59 - 70 ft. some bentonite hip -up clasts Ica ' GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 DELTA! Torrance, CA 90501 rKr);6moni 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 1 1 1 0 v Co 0 CD 0 0 J U O a_ a I- a a O a Co CD z o m CD J C.) O 0 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) 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 65 70 - 75 80 85 90 95 • Bottom of boring B-8 @ 70 ft. No groundwater encountered No caving GROUP �, GROUP DELTA CONSULTANTS, INC. 2291 W. 205th Street, Suite 105 ,DE,. 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 APPENDIX B LABORATORY TESTING L-5998 Final Report.doc GROUP DELTA CONSULTANTS Certified MBE Geotechnicnl Engineering Geology xh,drogcolog✓ 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 205t" Street, Suite 105 ® 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 GDC ATTERBERG L-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/13/05 PLASTICITY INDEX 60 50 40 30 20 10 0 • CL -ML ML MLo rOL MH or OH 0 20 40 60 LIQUID LIMIT 80 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 100 (GROUP; DEL TA 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-599POPPY TRAIL.GPJ GDC VULOG.GDT 6/14/05 SHEAR STRESS (Ksf) 3 2 1 0 • • 0 1 2 3 NORMAL PRESSURE (Ksf) 4 )d MC% MC% c SYM BORING Depth(ft) DESCRIPTION Ib/ft^3 Before After KSF deq • 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 5 jGROUP1 IDELTA tatomotamokil DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE 6-2 4 3 GDC DIRECT SHEAR UP 1-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/14/05 SHEAR STRESS (Ksf) 2 1 0 1 • 0 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 DELTA DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -599/L -599B FIGURE B-3 4 3 GDC DIRECT SHEAR UP 1-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/13/05 SHEAR STRESS (Ksf) 2 1 0 • • 0 SYM BORING Depth(ft) • B-4 25.0 1 2 3 NORMAL PRESSURE (Ksf) 4 5 7d MC% MC% c DESCRIPTION Ib/ft^3 Before After KSF deg 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 DELTA! hremornriowt 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 6/14/0.5 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 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:'! it ;RD.ELTA: 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-599 POPPY TRAIL.GPJ GDC WLOG.GDT 6/14/05 DELTA SHEAR STRESS (Ksf) 2 1 0 • • 0 1 2 3 NORMAL PRESSURE (Ksf) 4 )'d MC % MC % c SYM BORING Depth(ft) DESCRIPTION Ib/ft^3 Before After KSF deq • 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 5 DIRECT SHEAR TEST GROUP DELTA CONSULTANTS, INC. Project: Poppy Trail Landslide Location: Rolling Hills, CA Number: L -5991L -599B FIGURE B- 6 APPENDIX C SLOPE STABILITYANALYSES L -599B Final Report.doc Materials Testing & Inspection Forensic Services GROUP APPENDIX C SLOPE STABILITY ANALYSES ack analysis was performed for cross section A -A' along the existing failure plane to DELTAdetermine 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 for the existing slope as well as the existing slope with proposed temporary access Geotechnical Engineering road. CONSULiTANaT�:g Certified MBE Geology Hydrogeology 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 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 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'. L -599B Final Report.doc MN 1 N NE 1 1 I N NM MO MN NIw s 1 I I-- 1 1050 1000 950 900 850 800 750 700 L599 Poppy Trail Back Analysis Weak Zone C:\SLOPE\L-599P-11AA-BK2.PLT Run By: YL 6/14/2005 10:24AM 1 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 1 115.0 115.0 450.0 25.0 0 2 2 120.0 120.0 700.0 35.0 0 r 3 3 115.0 115.0 240.0 12.5 0 0 ,' 2 �2 2 cr' 2 I i "2 2 1 I 1 I I I I I I I I I I 50 100 150 200 250 300 350 PCSTABL5M/si FSmin=1.00 Factor Of Safety Is Calculated By The Modified Bishop Method 400 450 500 550 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 I• 1 1 MN = N ME I I i M OM OM I M I — — = 1050 1000 L599 Poppy Trail Back Analysis Weak Zone C:\SLOPE\L-599P-11AA-BK2.PLT Run By: YL 6/14/2005 10:25AM I I i 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 1 115.0 115.0 450.0 25.0 0 2 2 120.0 120.0 700.0 35.0 0 -F 3 3 115.0 115.0 0.0 16.5 0 950 — 900 — 850 — 800 — 750 700 50 100 150 200 250 300 350 0 GROUP 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-bk2.0UT 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: 10:25AM 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 IIIIII MIN M INN MINI IIIIIII G M Ell 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 1050 1000 950 900 850 800 750 700 400 450 2 2 I 0 50 100 150 200 250 300 350 500 550 SE 11111 NM E 1111111 En — 1 UN — r N— o 111111 MO 111111 111111 — 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 1 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 240.0 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 I I I I I I 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 GROUP • 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 6/14/2005 10:28AM YL C:aa-ex2l.dat C:aa-ex21.0UT ENGLISH C:aa-ex21.PLT Run Date: Time of Run: Run By: Input Data Filename: Output Filename: Unit: Plotted Output Filename: 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 No. (ft) 1 .00 2 27.60 3 57.60 4 81.60 5 118.80 6 134.40 7 183.60 8 193.20 9 213.00 10 223.20 11 271.20 12 281.00 13 291.60 14 308.40 15 342.00 16 366.00 17 392.40 18 399.60 19 405.60 20 407.00 21 473.00 22 230.00 23 367.20 24 193.20 25 205.20 26 230.00 27 248.40 28 304.80 29 367.20 153.00 30 408.00 168.00 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total Saturated Cohesion Type Unit Wt. Unit Wt. Intercept No. (pcf) (pcf) (psf) 1 115.0 115.0 240.0 2 120.0 120.0 700.0 3 115.0 115.0 .0 Y -Left X -Right Y -Right Soil Type (ft) (ft) (ft) Below Bnd 75.00 27.60 60.00 2 60.00 57.60 38.00 2 38.00 81.60 48.00 2 48.00 118.80 81.00 2 81.00 134.40 81.00 2 81.00 183.60 111.00 2 111.00 193.20 111.00 2 111.00 213.00 130.00 3 130.00 223.20 141.00 3 141.00 271.20 165.00 3 165.00 281.00 165.00 3 165.00 291.60 165.00 1 165.00 308.40 168.00 1 168.00 342.00 174.00 1 174.00 366.00 185.00 1 185.00 392.40 194.00 1 194.00 399.60 196.00 1 196.00 405.60 210.00 4 210.00 407.00 218.00 4 218.00 473.00 225.00 4 225.00 524.40 255.00 2 130.00 281.00 165.00 1 153.00 399.60 196.00 4 111.00 205.20 111.00 2 111.00 230.00 130.00 2 130.00 248.40 135.00 2 135.00 304.80 144.00 2 144.00 367.20 153.00 2 408.00 168.00 2 473.00 225.00 2 Friction Angle (deg) 8.0 Pore Pressure Param. .00 35.0 .00 35.0 .00 4 120.0 120.0 700.0 16.0 .00 Janbus Empirical Coef is being used for the case of A Critical Failure Surface Searching Method, Using A Technique For Generating Sliding Block Surfaces, Has Specified. 500 Trial Surfaces Have Been Generated. Pressure Piez. Constant Surface (psf) No. .0 0 .0 0 .0 0 .0 0 c & phi both > 0 Random Been 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 *** 1 C:\slope\1-599p-1\aa-ex21.0UT Page 4 1 1 1 1 1 1 1 1 1 1 1 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 *** r am r um as on r mom r- as r— r r r r r am 1050 1000 950 900 850 800 750 700 50 100 150 200 250 300 350 400 450 500 0 L599 Poppy Trail Cross-section A -A' Potential Failure Surface 2 C:\SLOPE\L-599P-1\AA-EXI I.PLT Run By: YL 6/14/2005 10:29AM 550 — — — s MN— — M NS NS i MI all 1! N i MN 1050 1000 950 900 850 800 750 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 T I I 700 0 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 115.0 115.0 240.0 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 50 100 150 200 250 300 350 400 450 500 550 GROUP DELTA PCSTABL5M/si FSmin=1.22 afety Factors Are Calculated By The Modified Janbu Method for the case of c & phi both > 0 C:\slope\1-599p41\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-ex11.0UT 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 *** 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 0 50 100 150 200 250 300 350 400 450 500 I I I I I I I I I I I I I I I I I I 550 SIN N 11111 11111 G 11111 N Nall S N 8 MB NIB 11110 11111 NMI 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 1050 1000 950 900 850 800 750 700 0 Soil Soil Total Saturated Cohesion Friction Piez. Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface No. (pcf) (pcf) (psf) (deg) No. 1 1 110.0 120.0 450.0 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 5 110.0 120.0 240.0 8.0 0 2 I I I I I I 2 2 2 2 Load Value L 240 psf -4 2 5 50 100 150 200 250 300 350 PCSTABL5M/si FSmin=1.14 Safety Factors Are Calculated By The Modified Janbu Method for the case of c & phi both > 0 4 4 4 400 450 500 550 C:\slope\1-599p41\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.OUT ENGLISH 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 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 27 Total Boundary No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Boundaries Boundaries X -Left Y -Left X -Right Y -Right Soil Type (ft) (ft) (ft) (ft) Below Bnd .00 75.00 27.60 60.00 2 27.60 60.00 57.60 38.00 2 57.60 38.00 81.60 48.00 2 81.60 48.00 118.80 81.00 2 118.80 81.00 134.40 81.00 2 134.40 81.00 183.60 111.00 2 183.60 111.00 241.50 150.00 3 241.50 150.00 261.50 150.00 3 261.50 150.00 284.00 165.00 1 284.00 165.00 291.60 165.00 1 291.60 165.00 308.40 168.00 1 308.40 168.00 342.00 174.00 1 342.00 174.00 366.00 185.00 1 366.00 185.00 392.40 194.00 1 392.40 194.00 399.60 196.00 1 399.60 196.00 405.60 210.00 4 405.60 210.00 407.00 218.00 4 407.00 218.00 473.00 225.00 4 473.00 225.00 524.40 255.00 2 240.00 135.00 261.50 150.00 1 237.00 132.00 240.00 135.00 5 240.00 135.00 365.00 155.00 5 365.00 155.00 399.60 196.00 5 183.00 110.00 205.20 111.00 2 205.20 111.00 237.00 132.00 2 237.00 132.00 370.00 152.00 2 370.00 152.00 399.60 196.00 4 ISOTROPIC SOIL PARAMETERS 5 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant No. (pcf) (pcf) (psf) (deg) Param. (psf) 1 110.0 120.0 450.0 25.0 .00 .0 2' 110.0 120.0 700.0 35.0 .00 .0 3 110.0 120.0 300.0 30.0 .00 .0 4 110.0 120.0 700.0 16.0 .00 .0 5 110.0 120.0 240.0 8.0 .00 .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. 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 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 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 1.0 71.2 .0 .0 .0 .0 .0 .0 .0 2 1.4 383.5 .0 .0 .0 .0 .0 .0 .0 3 1.8 923.1 .0 .0 .0 .0 .0 .0 .0 4 1.9 1405.4 .0 .0 .0 .0 .0 .0 .0 5 2.0 1829.8 .0 .0 .0 .0 .0 .0 6 1.8 2078.6 .0 .0 .0 .0 .0 .0 .0 7 1.8 2456.8 .0 .0 .0 .0 .0 .0 .0 8 .9 1417.4 .0 .0 .0 .0 .0 .0 .0 9 .9 1562.9 .0 .0 .0 .0 .0 .0 .0 10 .5 857.7 .0 .0 .0 .0 .0 .0 .0 11 1.5 2655.4 .0 .0 .0 .0 .0 .0 .0 12 20.0 32551.1 .0 .0 .0 .0 .0 .0 4800.0 13 22.5 46364.9 .0 .0 .0 .0 .0 .0 .0 14 7.6 19821.6 .0 .0 .0 .0 .0 .0 .0 15 6.4 16268.0 .0 .0 .0 .0 .0 .0 .0 16 6.8 17391.0 .0 .0 .0 .0 .0 .0 .0 17 3.6 9273.9 .0 .0 .0 .0 .0 .0 .0 18 33.6 88917.3 .0 .0 .0 .0 .0 .0 .0 19 23.0 71464.4 .0 .0 .0 .0 .0 .0 .0 20 1.0 3521.8 .0 .0 .0 .0 .0 .0 .0 21 1.2 4262.5 .0 .0 .0 .0 .0 .0 .0 22 25.2 55391.1 .0 .0 .0 .0 .0 .0 .0 23 7.2 2992.0 .0 .0 .0 .0 .0 .0 .0 Failure Surface Specified By 13 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) C:\slope\1-599p-1\aa-tr22.OUT 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 1 C:\slope\1-599p-1\aa-tr22.0UT Page 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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-tr22.0UT 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 *** IIIII NM MN MO IMO INIII MIMI INN NM Ell 111111 MI EMI NMI MN ON 61111 NMI L 599 Poppy Trail Section B -B': EXISTING; SUR 1 C:ISLOPE\L-599P--1\BB-EXOI.PLT Run By: YL 6/14/2005 10:39AM 100 250 300 NM E NM 1 IN UM M — Ell NM NMI 11111 all Ell NI N 111111 IMO NM L 599 Poppy Trail Section B -B': EXISTING; SUR 1 C:\SLOPEIL-599P-1113B-EX01.PL2 - Run By: YL 6/14/2005 10:39AM 1050 1000 950 900 850 800 750 700 1 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 I I I I I I I I I I 0 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 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 I 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 Slice Width No. (ft) 1 .1 2 5.0 3 .0 4 5 6 7 8 9 10 11 12 13 14 15 16 4.6 1.4 3.6 5.0 5.0 46.5 18.0 21.0 15.0 10.5 22.5 47991.5 .0 .0 .0 .0 1.5 487.5 .0 .0 .0 .0 .0 Coordinate *** 1.155 Individual data on the Water Water Force Force Weight Top Bot (lbs) (lbs) (lbs) 1.1 .0 .0 1107.6 .0 .0 10.3 .0 .0 3389.7 .0 .0 1565.5 4502.4 7055.1 7860.6 92871.9 50850.0 70832.4 55297.3 42917.1 *** * * 16 slices Tie Tie Earthquake Force Force Force Surcharge Norm Tan Hor (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 6.0 1800.0 .0 .0 Failure Surface Specified By 10 Point X -Surf Y -Surf No. 1 2 3 4 5 6 7 8 9 10 (ft) (ft) 221.41 221.53 226.52 231.11 236.05 241.04 246.00 357.00 379.50 387.00 143.99 143.90 143.73 141.73 141.00 140.63 140.00 151.50 201.00 216.00 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 .0 .0 .0 .0 .0 .0 .0 .0 Points 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 C:\slope\1-599p-1\bb-ex01.0UT 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 *** on as — a as a as as as is no a as w Ns a as as are 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 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 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 0 I I I I 50 100 150 200 250 300 350 400 450 500 550 PCSTABL5M/si FSmin=2.42 Factors of Safety Calculated by Janbu Method 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 as ma as as me es N MS as as an am as nu um as i as um 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 1050 1000 950 900 850 800 750 700 T 1 I I I I I I I I I 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 4 120.0 120.0 300.0 30.0 0 Load Value LI 240 psf I I I I 50 100 150 200 250 300 350 DELTA 400 PCSTABL5M/si FSmin=2.21 Factor Of Safety Is Calculated By The Modified Bishop Method 450 500 550 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-tr0l.dat Output Filename: C:bb-tr0l.OUT Unit: ENGLISH Plotted Output Filename: C:bb-tr0l.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— M— --— w-- OM s S— NM I 1050 1000 950 900 850 800 750 700 L 599 Poppy Trail Section B -B': EXISTING; SUR 2 C:\SLOPE\L-599P-1113B-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 0 2 2 _ Load Value Ll 240 psf 50 100 150 200 250 300 350 400 450 500 550 PCSTABL5M/si FSmin=1.27 Factors of Safety Calculated by Janbu Method 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 w e N-- MB V MI an 1 NB— NM OM NM In 1 11111 L 599 Poppy Trail Section C -C'; EXISTING CASLOPEL-599P-1\CC-EX01.PLT Run By: YL 6/14/2005 11:05AM 980 940 900 860 820 780 740 700 0 40 80 120 160 200 240 280 GROUP PCSTABL5M/si FSmin=2.16 c Factors of Safety Calculated by Janbu Method 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 I I I I DELTA I I 320 360 400 440 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 I MN NM NM NM ON EN NIII I INN EN NE INN EN INN 980 940 900 860 820 780 740 700 L 599 Poppy Trail Section C -C': Temporary Road C:\SLOPEIL-599P-11CC-TROI.PLT Run By: YL 6/14/2005 11:05AM 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 1000.0 35.0 0 2 2 100.0 120.0 300.0 12.0 0 r 3 3 100.0 120.0 300.0 30.0 0 0 Load Value LI 240 psf I I I I I I I I LI 40 80 120 160 200 240 280 320 PCSTABL5M/s1 FSmin=2.33 Factors of Safety Calculated by Janbu Method 360 400 440 C:\slope\1-599p-1\cc-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: 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-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 • 1�,� • 4 • rosl ...`,tj � • A•i 1 Poppy Trail 09/19/05 I. s 1 Poppy Trail 09/19/05 14'. - .1kf a+ , • • •• Mat_ kill }4p:,?.. 4.4.k► lic • car • 4V' . 41.0ifr 141 14i": it d J��R w..4.. . _,4P'. ' ... ...... .... KJJ,•eiyr f toil +R� i. a ► i. r �. Y' A�7. • t i , i 1«Sw. 71,0 4,400. 407 rte, i� 1 Poppy Trail 09/19/05 FX • r 4 lit* • 5'rV r ,•� 1 Poppy Trail 09/19/05 r. • it f 4, >I� ` yS A;4, •• ~ 1 Poppy Trail 09/19/05 • 'et • _ f' • • r y • h• 1 or , ..lb., /c . • :. , t A. . • w49M rog 1 Poppy Trail 09/19/05 n. ; \ ,7 /. • • .40 Poppy Trail March 9, 2005 - • .fie 11 - - . r) .r dit.a ♦ 4- " 1 J'r - .' i .•ate y, •' ti: s- .4-0."! ltif4- Fr -71 Poppy Trail March 9, 2005 +, Ti • C • Poppy Trail March 9, 2005 Poppy Trail March 9, 2005 `•4 4 4 .. f '74,'S‘1,, • :. : :: 1 e :.f .S j yy L 4,t ! ( i �• 4. • • • e 1 i :s vi . o rt Poppy Trail March 9, 2005 1 ir . i \ . if " .r rt �i • t 'N N •• ii,t •:y#' l 1, 6 Y •etiiiiir; 0 • 4, _` P:If alitilr l A 10P: 6r-, f 1 I � -, dr, r00 rif + i 4 • .14 . •„ ; !. 1• � 1 •, • '`a J `. Yi a t� \ ':/ - ! .. �' •t .•� . M '� \ �r .1 4' a 4, 1 '4, • ♦ ,' Al "i =' .�k. APO r• `/ ''. l w'9') w' i.r mot` *A.‘ p • , . , 1 ' ‘.. t • N. ', 14 +` /' t •,), rbv _,„, ° J, '- , io 4 :14 .. ..‘ '',,,.. Ft A 4 1 %Ill kvg. V,, kG • 4' .. : • •O' t' /- . ,4 - ...„ ,_ Ar„ ...., ..kiv,,.. . •, ,. . ., . ,-„, ,, i., .,,, ,.,,., . 7i , ...). - 8.1,,44:,0 ,, -,. 1. t. 4,�... . - &I! Icy �' r tor • Poppy Trail March 9, 2005 ;..,;_ ; c:: :> : :::_i:85 5 % 4 ;. • • _L- "' „E•w + , • s - r _ • • %. Poppy Trail March 9, 2005 442 1.11-ebtifoi 1 4 I of w rt = -;:v4.""4 • lT,f • ,1 I. • ;. ♦ " • • 44/4 M± Poppy Trail March 9, 2005 • ttr a• • 1 $ • • • 1 1 • • • !:' • I• t • J. • -'{• • ••� • ice: 4. �.r • • 1..1. r-• • r."•.5. • • Poppy Trail March 9, 2005 i•.I _..{ a _ •'• 6.1t - S• A d 4010 • r Y rx ^ ly . • • r. Poppy Trail March 9, 2005 .4t. .,,#-A-„. A, i ;; y • ' �+�•„� i �, rr• • Poppy Trail March 9, 2005 `,A4;F1' L• 4774 Pr • * • • G" 1 d e re 1 A • Poppy Trail March 9, 2005 •1 • _ •..c'•. i.,. 1 • Poppy Trail March 9, 2005 50 5 5 may►=' -j 41 ArSty • fir•-• -.; Poppy Trail March 9, 2005 Poppy Trail March 9, 2005 Poppy Trail March 9, 2005 a 4 Poppy Trail March 9, 2005 tir r • v: : ter. �a ~t\ : \. - r:/\� �) -�� w/: Poppy Trail March 9, 2005 4. WI 4 !NO' a s �s � • .M a i :V.. . • e. • a ! D •i‘: • , i,' , •/ • t • Y I. • \s • 1 ; (1 .r. .1 • 4y CCU.. Poppy Trail March 9, 2005 d Poppy Trail March 9, 2005 Lai=;._,f_ i • H •mod 0 , b. • • - }.phi' 0. n'•• 1 • • .L 7!' t ri d. Poppy Trail March 9, 2005 • • • 6 • p, • r1 4 ••+ r J '. • Poppy Trail March 7, 2005 •. Y iCi:: . ..::.. is :: .� 164 Poppy Trail March 7, 2005 Poppy Trail March 7, 2005 1 • I•, Poppy. Trail March 7, 2005 • I / ''~`� set'. sfr /. 1r • -.a. ,4., VAN 04:, ge .41 e VP Ira • Poppy Trail March 7, 2005 • 4'"i,l. Jb 4._ 4/ --.‘ei)",›fr.c** ?{r• t. I4 4. • ►�; Ij I oar • $1 I et- , ri ; ..• *`'.� •• • r j:1/ I, . 't t .• { • • ., ' , if # idept4. ; 3 , .1 v L:» 4111 i •x • ; If, 1 4 3 _1 4• • rr " ' • r •I • - f Poppy Trail March 7, 2005 e ! • • A 1. mow.• 1 , • I" Ail �� �• Za p. 1��' �1S • V • ; 4.1. 4 A ,;• Nl Poppy Trail March 7, 2005 r • rb gftlell I•at e, a _ .: fit • • 416, a Mb r • . S i► , U Nit -e 111 *Pit **11‘,T • 44' Poppy Trail March 7, 2005 Poppy Trail March 7, 2005 LTon/ • Poppy Trail March 7, 2005 j if 7 PP /�. M' A �1 . •. ,,...AL.. f; top :.Ar : \x 4 it •.00 b. .r. -f- 4 4 .1 kv: A • • • a /0; r t • • • Poppy Trail March 7, 2005 11P. 4b Poppy Trail March 7, 2005 N' . (. A ' bor i • I Poppy Trail March 7, 2005 lk A r Poppy Trail March 7, 2005 h. 1 iN • .rte: _+ _ er g , - 1 41 44. aF_ • .' '•• I''M I... •. •� `'' '�1!ti'•y • • • Poppy Trail March 7, 2005 i 1 • • • Poppy Trail March 7, 2005 * T .� = • . .� • - • /• ' J Jf ;K ', • -4 ;S' - !' �&� ¥ . \2 • , w. w 4'‘. .1!S•.. &Ay • 4h 55 ` •a; / .. 4s / � ' /\ I '��,&�`� SS ; • Poppy Trail March 7, 2005 • Ail No, Poppy Trail March 7, 2005 • AAP NO 027 H 181 89 J co 1 SCHOOL DISTRICT BOUNDARY LEGEND CO►IWNITY COLLEGE 0 0 0 O' UwrKO SCHOOL X X X X HIGH SCHOOL 1 1 1 1 1 1 EN EIEM TMY SCHOOL 0 I 0 0 na 51 1-1 73-12-14 ti - 1 NO 024 H 185 . ^ , ' EXIST. ROAD� x/ OVERLAP PLASTIC QN1:1TWO TIMES ONFLAT LAP PLASTIC FIVE FEET ' CATCH BASIN �T�l�k���T��� ��l||UT|0N ���V�NT|[lN �|�N ������\�VV�T ���T��� ��/l�|�lN ���lNT�J�l\ .�/^/,�w/,vr`/�-/` POLLUTION //��/v PREVENTION //��/v PLAN \.�"v' / / �� ",�- , WEATHER /�-/` �-`��/.�'�//v CONTROL ���KJ��J�| KJ/�T��` \v,v,�-`�/ / ���-/v�-/`r`�- /v�//�-��. 1. In case of onnergono8 call Cro!9 NocAio 4 stand-by crew for emergency work shall be mmUdde at all Umwn during the rainy season (November 1 to April 15). Necessary nnotoho|o ahoU be ovoKob|o on -site and stockpiled at convenient locations to facilitate rapid construction of emergency devices when rain in imminent. Erosion control devices shown on this plan may be removed when approved by the grading operation has progressed to the point where they are no longer required. Graded areas adjacent to fill slopes located at the perimeter must drain o*oy from the top of slope the conclusion of each working day. All loose eoUo and debris that may craoby o potential hazard to property ohoU be stabilized or rornnvnd from the site on o daily boo|a. 5. All silt and debris shall be removed from all devices within 34 hours after each rainstorm and be disposed of properly. A guard whd| be posted on the site whenever the depth of water in any device exceeds two feet. The dovicoshd| be drained or pumped dry within 24 hours after each nu|nntornn' Pumping and draining of all bookna and drainage devices must comply with the oprophote 8MP for dwwotering operation. The placement of additional devices to reduce erosion damage and contain pollutants within the site is left to the discretion of the Field Engineer. Additional devices as needed oho(i be knohd|ed to retain sediments and other pollutants on site. 8` DooUUng basins may not be removed or made inoperable bnbvaan November 1 and April 15 of the following year without the approval of the Building Official. Sxorm Water Pollution and Erosion Control devices are to be n`odifiod, as needed, ua the project progresses, the design and placement of these devices is the responsibility of the field emginwer. F1ono representing changes must be submitted for approval if requested by the Building OfOo|oi Every mffnrd should be made to eliminate the discharges of nonatnrm water from the project sites at all unnas. Eroded sediments and other pollutants must be retained on -site and may not be transported from the site via sheet Oo*, o*oeo, area drohnm, natural drainage courses, or wind. Stockpile of earth and other construction -related nnotnrio|s must be protected from being transported from the site by the forces of wind and water. Fun|s, oUo, so|vonto, and other toxic rnotorio|o must be stored in accordance with their |(mUng and are not contaminate the soils and surface waters. All approved storage containers are to be protected from the weather. Spills must be daonod up (rnnnndiote\y and disposed of in o proper manner. Spills may not be washed into the drainage system. Excess or waste concrete may not be washed into the public *my or any other drainage system. Provision shall be made to retain concrete wastes on -site until they con be disposed of as solid Develop orm/contractors are responsible to inspect all Erosion Control Devices and BWP'n one |notoUmd and functioning properly if there is o 40% chance of 0.25 inches or greater of predicted prooip|taUon, and ofby ootuo| precipitation. A construction site inspection checklist and inspection log ohoU be maintained at the project site at all Unneo and ovoi\ob|o for review by the Building OMQdo| (copies of the aelf-kxopooUnn check list and inspection logs are ovoUob|o upon request). Trash and construction -related solid wastes must be deposited into o covered receptacle to prevent contamination of rainwater and dispersal by wind. Sediments and other rnotoria|o may not be tracked from the site by vohkda traffic. the construction entrance roadways must be stabilized so as to inhibit sedmenta from being deposited Into the public *my. Accidental dopoa|Uuno must be swept up |nnnnediotwiy and may not be *oahwd down by rain or other nnmono. 18. Any slopes with disturbed moUm or denuded of vegetation must be stabilized no as to inhibit erosion by wind and water. As the orch|teuh/anginear of record. \ have mdootod opprnpdoby BIVIP'o to effectively nninhnbe the negative impacts of this pt'o construction activities on storm water quoUty. The project owner and contractor are aware that the selected BMP's must be |natoUed, noonitored, and maintained to ensure their effectiveness. The BMP'w not oo|ontad for implementation are rndundoni or deemed not applicable to the proposed construction ocUWty. Civil Engineer/Architech Signature Owner: /�rl \~/vv| /��| . /-�|��| | Sheen ^ � | 4 (l/\ �-� y-� y--r | /-� �l /-� | | y-) i �� \ / | ��| �|��| | �� . �-�/ . .~ .~ ^ Hills |�y-�|||�l�� | y-������~/|(|| |�� . / �� �� � T 1 Poppy Traila`| ONS7RU KCTION ACCE ' The following notes mu��� the plan (or submitted as o separated document - ����on As the project owner or authorized agent of the owner, | have read and understand the requirements to control storm water pollution from wwdhnonhs, wrodon, construction nnotoro|s, and | certify that | will opnnp|y with these requiromwn(s. | or my representotivu, oontrctnr, developer, or engineer willmake that allBMP shown on this plan will be fully |mp\emontod, and all erosion "oontro( devices will be kept doon and functioning. Periodic inspection of the BWPo will be conducted and o current log. specifying the exact nature of the |nnpo�Uon and any remedial measures, will bo kept at the con��vUon site at all times and wit[ be ovoUob\e for review by the Building Official. ~/ "As the project owner or authorized agent ofthe owner, \certify that this document and all attachments were prepared under my dkwotkm or supervision in accordance with o system designed to oaouro that qualified personnel propedygottter and owduoto the information submitted. Based on my inquiry of the person or persons who monoge the system or those persons directly reopoa|b|e for gathering the |nformoUnn, to the best of my knowledge and belief, the information submitted is truo, occurote, and down reflect current cond|Uonn, or failing to properly and/or adequately knp|ernont the |nno| SWPPP may result in ,ovuoodon of grading and/or other ponn|to or other sanctions provided by |o*.^ Owner or Authorized Representative (Permitee) VjET\mEm`HER EROSION CONTROL PLAN APPROVED FOR DRAINAGI. o�FsTvow�sxzw BuiLDING AND pVeLvOvvoRKa ILOS AmGELssCOUNTY "=`'^`''E ^�' ��,,.�r/� r'-'V� �» � c m � � � * By . � 4-1 V) 'D (ODO [� �� �� �� ��� Date: Nov. 11, 2005 Scale: 1~ = 20' i - - L / � -~ .� � _ � � � � _ c� _ � - ~ ~ ~ � ~ , ,`a .GO ,PO.GL/ .v/c2scb 9/ • N/Z I. /6 ,G0z89 ,�0L Z/.v N/Ls .vs�-ice ,vaat?"' c : --. a00 0,4 'c6 y e 8 1 ZoT%3 .eeGL/NG N/,LbS 1 1 TACT /t4 ! /9049 2.3 2G 27 POP7'N IN0C0T f-1M • .Los Com,oi lea /a4/.57 / a/57 /22/57 e342C.E'G "¢ /7-� V � O MZo W N .VI4S00 �//3300 3eop2 'ry OP' F ANM 68#494DAW ANCHC r7s 7/9LOS VC/ROES, VG.EJ 5S COUNTY, CAL/f0.2///A. 14,'rom records ✓anuary /957 by G'har/es C. M,//er•, .E',5. /22. ' Civil .-nggirneer- aGos.9regeles,Ca lliorri/a ,67,51//s/0vs - fPA.BC.E.L . £',4re f3.9,eC,6'.-. - r 1 111 egg 0 0 0 L G A rn rn co z co rn IV \ \ ••, ( Qal — Young Alluvium Qls — Landslide Qols —Old Landslide 35 Cs — Catalina Schist"' ' tv iv 4 City LoT Geological Contact Bedding Shear Cross Sections EASEMENT LINE EASEMENT LINE Las N N\ \\ CO Strike 8c Dip of bed with depth from Strike & Dip of Schistosity Strike 8c Dip of landslide p ane Direction of landslide movement Groundwater Boring Locations Darec boring Soils) ttt N ineerinc Qor. SEMEIC‹." LINE CITY OF 'OLLING HILLS A\D ALL OFFSITE WOR< ON #1 A \4% N I° !4411111, 11) REVISION: DRAWN BY: APPROVED BY: OLL.ING HILLS CO. \D #4 POPPY TRAIL. PROPERT _IN DRAIN OUTLII--, EXIST. ROAD TEMPORARY FENC PICNIC AREA City Lot GRAVEL ROAD 740 735 —720 Kolthoff 910 Owner: Alan Sneen Portion of Lot 90 Rolling -ills Tract #1 Poppy Trail Cracks to Lancslice Ian PossiDle Slic Plan —830 —825 — 795 — —790 GROUP CONC. SWALE DRIVEWAY EXIST. GRAVEL ROA 7,30 PROPERTY LINE sE'Vtr\n- LINE GROLP DI- LTA CO\S,_,LTA\ TS, \ 2291 W. 205th Street Suite 105 Torrance, CA. 90501 805 EASEUE4ri LINE WATER VERIFY LOCAlION 83,5 84.88' NN NN j\!'r?o, o3oy Trail # 1 Lancslice City of Rollinc ills ing T.=..1.0:n6\1 PROJECT NUMBER: SCALE: FIGURE NUMBER: 00 SCALE : r" : 60' PORTUGoESE SEIJD RORD ESTABLISHED 6Y RECORD ANGLES ANL) O15TANCES FROM NE. COt2 LOT 50 OF ROLLING- Ht1Ls MBZoI l Ir- 25-35 849,4sy BOOM 818P5@E IN THE CiTY ;,OF OL L INC ML L $ COUNTY QF L•. ANGELES, STATE CAL/FORMA SOUTH BAi' EN ER/NQ CORP. -- FD. SPIVS 4 TIN , NO REF, ' ACCETIED A5 NW. .•.-' T6?MIN 5 OF 200 FT. RAl3 , 4, _CURVE OF PORT cse NOW ROAD (h PRIMATE sr> `r; eo FT. IPE) PER ROb.ta1.I,G HILLS) M.S. 20 Z9-35 4=5.215814.5" R=24b.O0' L 25.05' -,46-1°42.140"W o Bridle trail eo► 4rn nt of Hills Cornrnuni4y `"Associa4 Sk 50131, Ps 197 C.R. esmt .'For rood ana public utill'Fres of the. Rolling Nips Community Assoc/ pe.r O.R.5o448/ao the. Rolling cn pe.r NOTE: PORTtON5 0 SUBI ECT Td Ftrd 111o5A- Sly corner of O.R.5o448-Z9 anc +Fein+ o4- bes3inniny of O.R. 2.2'393-14 as established Track loo. 1,1040, K.B. 592/28 -St 1 I _ID SHEET 2 OF 2 SHEETS 10' wide earn+. for \Jrldle +rcidls and, p'.ibtic utlli'kies ♦o be reserved tR . ocutnents .o.semer,i o4 Cali{orni0. UJc }er- per @,k 51713, P3 114- 0.g. S'IY line D- 5557%.838 0R LOTS t RND 2 ARE HAZARD re ex sgr NTS°O obi r iGH E .. 3 Fa 2" I, P.,RCE 7141.: 6'deep per- Rs A 73-12- ki5 / H Nws.1�% 2" 1.9. t -o' be. Beet service ti a 2IF gp p.C1 '11x1 Itia o titep Per `-'1.,. es7s-lz 2 ° L 0 0 .GE\D /V/V /V /V /V A A' 0) 0) C0 2 co 0) \\ \‘k I ` \ \ \ , ,1 \ moo\ _- — \ \ _ \ 0 w'n r=-- a'rZI c i__., -, \ \ 1 \6\/*4\3%\ -\1- 2-\(\' ..: -- \' _ \ \ ems\ \ — `— ---.Fa-mot 19 0 26 \ \ \ I \ \ \ \ \ \ �\ \\ \ \\\ \ \ \ 1 \ \ \ \ \ \��� \ \ SO\. z\ \ \� ��\ �32.10 1 \ W \ \ Poppy Trail EXIST. ROAD EX. G8. \� \ Nam\ \' \M\\ NN PRO}'NRERTY CINE \\\ EXIST. PAVEMENT Po r il" N„,_;7"----- 2 EASEMENT LINE \ \\\ Al 0 \ \ \\ \ \\ i \ �\ \ \\ QaI — Young Alluvium Qsw — Slope Wash ©35' Qls — Landslide 12° Qols —Old Landslide 35 Tma — Altamira ShaiTo Cs — Catalina Schist Geological Contact Bedding Shear Cross Sections i eference: Strike & Strike & Strike & Direction Dip of Dip of -0 • 0018 \ \O\ \ \ \ \\\ 1\ \I \ Lot 2, ccAc\ AN1\ \\ 0 bed with depth from boring Schistosity Dip of landslide plane of landslide moveMent Groundwater Boring Locations Drawin ore o \ NNN N \ Cor DATE: REVISION: REVISION: otec CITY OF 03TAIN PE ALL OFFSI T OLLING HILLS AND W(H< 0\ #1 AN GUEST HOUSE slam son mmename /11Pr SEMEILINE 6/1 4/05 DRAWN BY: T. Y APPROVED BY: .OLLI\G HILLS CO. D #4 PODPY PROPERTY _IN DRAIN OUTL ROAD PICNIC AREA City Lot GRAVEL ROAD 740 —738 D arra Kolthoff co GROUP DELTA Owner: Alan Sheen 'ortion of Lot 90 olling -ills Tract #1 Poppy Trail .ossiDle Slic Ha!, ite CONC. SWALE DRIVEWAY EXIST. GRAVEL ROA TTT EASEVE147 LINE PROPERTY LINE SE'VrijIT LINE 825 City Lot \o,‘\ \\ \\ \\:(96s N.>4:\ :07.,\\\\\ \\\\\\\\\\\\\\N\\\ \\„N., EXIST. 6" A.C. WATER VERIFY CRO\,_, DELTA CO\SA__TA\TS, \ 2291 W. 205-H Street Suite 105 Torrcnce, CA. 90501 4.0 70 EXIST. PAVEMENT N Ian 200.00 N g°.\\\" \\\ \\ -oDpy Trcil City of Rollinc # 1 Lc ills ncslice ills, CA PROJECT NUMBER: SCALE: FIGURE NUMBER: I— IA k EXIST. TENNIS COURT PROVIDE SANDBAGS 2 HIGH �FCONNECT EXISTING TO NEW -ADS 8" CORRUGATED — DRAINLINE SMOOTH WALL_ _- �, INSIDE NDS N-12 PIPE 444 FENCEPOSTS TYP. -___.--880- _---875---- ------870— STABILIZE PIPE BY SCURELY FASTENING TO FENCEPOSTS 25' O.C. (TYP.) —,CONNECT PIPE SECTIONS 3:TO OUTLET STRUCTURE SEE DETAIL HEREON EX S1� ROA CONNECTION TO EXISTING PIPE jr • • 'USE ADS ANGLED DRAINAGE '5l,• •\ \ .,`;Il. -'�0 ��— 'FITTING' ♦• \ ' fka\ • --9 OS —Q •• • �\ \ \ — �0�� ♦ ♦ \ \ \ °h ♦ ♦ \ \ \ t -� ♦ •\ \ \ \ hh. �89s♦ \\ \\ \ \ \ 'I -.... \ \ \ \ \ \ \\ \ \ \ OBTAIN FITTINGS TO CONNECT EXISTING SMOOTH WALL 8" PIPE TO ADS N-12 PIPE WITH COMBINATION OF FITTINGS NECESSARY. USE PIPE JOINT CONNECTION AT EACH FITTING WITH 2 FENCEPOSTS PER FITTING. FENCEPOSTS STRADDLE BOTH SIDES OF DRAINLINE (TYP.) --\ •\ \ •\ _ \\ •\ \•♦ • • • • • • ♦ ♦♦• ♦ •♦ ♦♦ ♦• ♦ ♦ ♦• ♦ ♦♦ \ ♦•\ \ ♦ ♦ \ PROVIDE SANDBAGS 2 HIGH • ♦ ,50 FEET OF ADS N-12 PIPE AVAILABLE ON SITE • ♦ • OK TO USE USE 45° FITTING AS SHOWN HEREON These fabricated fittings are also avalabla "plain and" as shown, "belUspigot and" and "belUbell end". N-12 Fabricated 11.25° Bends sal 0491AN 4' 0691AN 6' 0891AN 8' 1091AN 1291AN 1591AN 1891AN 2491AN 3091AN 3681AN 4291AN 4891AN 6091AN 10' 12' 15' 18' 24' 30' 36' 42' 48' 60' N-12 Fabricated 22.5° Beads 0492AN a 0692AN 6' 0892AN 8" 1092AN 10' 1292AN - 12' 1592AN 15" 1892AN 18' 2492AN 24' 3092AN 30' 3692AN 36' 4292AN 42' 4892AN 48' 6092AN 60' N-12 Fabricated 30° Bends Esti bean 0495AN 4" 0695AN 6' 0895AN 8" 1295AN 12' 1595AN 15' 1895AN 2496AN 3095AN 3696AN \ ♦• ♦ \ ♦♦ ♦ •♦ \\ • ♦ \ •♦♦♦♦•♦\�8 \♦ \ ♦• ♦ 'PROVIDE SAN I BAGS _2 HIGH i DRAIN OUT PROVIDE SANDBAGS \ 2 HIGH RAI/VAG.. 8" SPLIT CONNECTOR WITH SPLIT UP EXISTING HOUSE OWNER: ALAN SHEEN PORTION OF LOT 80 ROLLING HILLS TRACT #1 POPPY TRAIL SS AN 'TYRO R"k CTRI r 1- 0.38" WIDE HEAVY DUTY PLASTIC LOCKING SLIP TIES I I PULLED TIGHT 4/JOINT WEATHER RESISTANT SIMILIAR TO SUPERGRIP CABLE TIES USE MIN. OF 8 TIES TO TIE PIPE TO POST 2-5' FENCEPOSTS DRIVEN A MIN. OF 2' INTO GROUND BOTH SIDES OF ADS PIPE AT EACH PIPE JOINT PIPE JOINT CONNECTION DETAIL NOT TO SCALE CONC. S NITC- NOT IN THIS CONTRACT 18" 18" ADS PIPE —? 8� MOUND DIRT OVER PIPE MATCH EXISTING GRADE 1 #4 @ 24" EA.WAY MATCH EXISTING GRADE 12" x 8" MIN. ROCK OR 4"x6"x12" CONCRETE BLOCK BURIED 6" IN SLAB. ONE ROCK PER 18 SQ. IN. MAX. 2" LIP M/'v 24" CUTOFF DEEPEN \:s AS REQUIRED TO PROTECT SLOPES OUTLET STRUCTURE NOT TO SCALE �I�Ihr4il'1lli��! GENERAL NOTES 1. All grading and construction shall conform to Appendix Chapter 33 and Chapter 71 (Latest Edition) of the Los Angeles County Building Code unless specifically noted on these plans (7013.1). 2. Any modifications of or changes to approved grading plans must be approved by the Building Official (7006.4). 3. No grading shall be started without first notifying the Building Official. A Pre -grading meeting at the site is required before the start of the grading with the following people present: Owner, grading contractor, design civil engineer, soils engineer, geologist, County grading inspector(s) or their representatives, and when required the archeologist or other jurisdictional agencies. Perrnitee or his agent are responsible for arranging Pre -grade meeting and must notify the Building Official at least two business days prior to proposed pre -grading meeting. 4. Approval of these plans reflect solely the review of plans in accordance with the Los Angeles County Building Code and does not reflect any position by the County of Los Angeles of the Department of Public Works regarding the status of any title issues relating to the land on which the improvements may be constructed. Any disputes relating to title are solely a private matter not involving the County of Los Angeles or the Department of Public Works. • 5. All grading and construction activities shall comply with Los Angeles County Code, Title 12, Section 12.12.030 that controls and restricts noise from the use of construction and grading equipment from the hours of 8:00 PM to 6:30 AM, and on Sundays and Holidays. (More restrictive construction activity times may govern, as required by the Deparment of Regional Planning and should be shown on the grading plans when applicable.) 6. California Public Resources Code (Section 5097.98) and Health and Safety Code (Section 7050.5) address the discovery and disposition of human remains. In the event of discovery or recognition of any human remains in any location other than a dedicated cemetery, the law requires that grading immediately stops and no further excavation or disturbance of the site, or any nearby area where human remains may be located, until the following measures have been taken: a. The County Coroner has been informed and has determined that no investigation of the cause of death is required, and b. If the remains are of Native American origin, the descendants from the deceased Native American have made a recommendation for the means of treating or disposing of, with appropriate dignity, the human remains and any associated grave goods. 7. The location and protection of all utilities is the responsibility of the permitee. 8. All export of material from the site must go to a permitted site approved by the Building Official or a legal dump site. Receipts for acceptance of excess material by a dump site are required and must be provided to the Building Official upon request. 9. A copy of the grading permit and approved grading plans must be in the possession of a responsible person and available at the site at all times. 10. Site boundaries, easements, drainage devices, restricted use areas shall be located per construction staking by Field Engineer or licensed surveyor. Prior to grading, as requested by the Building Official , all property lines, easements, and restricted use areas shall be staked. 11. No grading or construction shall occur within the protected zone of any oak tree as required per Title Chapter 22.56 of the Los Angeles County Zoning Code. The protected zone shall mean that area within the dripline of an oak tree extending there from a point at least five feet outside the dripline, or 15 feet from the trunk(s) of a tree, whichever is greater. 12. The standard retaining wall details shown on the grading plans are for references only. Standard retaining walls are not checked under, permitted or inspected per the Grading Permit. A separate retaining wall permit is required for all standard retaining walls. 13. A preventative program to protect the slopes from potential damage from burrowing rodents is required per Section 3307.6 of the Los Angeles County Building Code. Owner is to inspect slopes periodically for evidence of burrowing rodents and at first evidence of their existence shall employ an exteminator for their removal. 14. If grading authorized by this plan is to extend through the rainy season, November 1 through April 15 of the following year, separate updated plans for erosion control must be sumitted prior to October per Seciton 3319.3 of the Los Angeles Building Code. 15. Transfer of Responsibility: If the civil engineer, the soils engineer, or the engineering geologist of record is changed during grading, the work shall be stopped until the replacement has agreed in writing to accept their responsibility within the area of technical competence for approval upon completion of the work. It shall be the duty of the permittee to notify the building official in writing of such change prior to the recommencement of such grading. INSPECTION NOTES 16. The permittee or his agent shall notify the Building Official at least one working day in advance of required inspetions at following stages of the work. (Section 3317 of the Building Code.) (a) Initial When the site has been cleared of vegetation and unapproved fill has been scarified, benched or otherwise prepared for fill. Fill shall not be placed prior to this inspection. Note: Prior to any construction activities, including grading, all storm water pollution prevention measures, including erosion control devices which contain sediments, must be installed. (b) Rough When approximate final elevations have been established; drainage terraces, swales and berms installed at the top of the slope; and the statements required in this Section have been received. (c) Final When grading has been completed; all drainge devices installed; slope planting established, irrigation systems installed and the As -Built plans, required statements, and reports have been submitted and approved. 17. In addition to the inspection required of the Building Official for regular grading, reports and statements shall be submitted to the Building Official in accordance with Sections 3317 and 3318 of the Los Angeles County Building Code. 18. All graded sites must have drainage swales, berms and other drainage devices prior to rough grading approval per Section 3317.6 of the Los Angeles County Building Code. 19. The grading contractor shall submit the statement to the grading inspector as required by Section 3318.1 of the Los Angeles Building Code at the completion of rough grading. 20. Final grading must be approved before occupancy of buildings will be allowed per Section 3318 of the Los Angeles County Building Code. DRAINAGE NOTES 21. Roof drainage must be diverted from graded slopes. (Section 7018.6 of the Building Code.) 22. Provisions shall be made for contributory drainage at all times. 23. All construction and grading within a storm drain easement are to be done per Private Drain PD No. or miscellaneous Transfer Drain MTD No. 25. All storm drain work is to be done under continuous inspection by the Field Engineer. Weekly status reports shall be submitted by the Field Engineer to the local Building and Safety District Office. AGENCY NOTES 25. An encroachment permit from (Los Angeles County Department of Public Works)(CALTRANS)(City of ) is required for all work within or affecting road right of way. All work within right of way shall conform to (Los Angeles County Department of Public Works)(CALTRANS)(City of ) encroachment permit. 26. An encroachment permit/connection permit is required from the Los Angeles County Flood Control District for all work within the Los Angeles County Flood Control District Right of Way. All work shall conform to Permit. 27. Permission to operate in Fire Zone 4 must be obtained from the Fire Prevention Bureau or the local Fire Station prior to commencing work. 28. All work within the streambed and areas outlined on grading plans shall conform to: * Army Corp. 404 Permit Number * California Fish and Game Permit Number GENERAL GEOTECHNICAL NOTES 29. All work must be in compliance with the recommendations included in the geotechnical consultant's report(s) and the approved grading plans and specifications. 30. Grading operations must be conducted under periodic inspections by the geotechnical consultants with monthly inspection reports to be submitted to the Geology and Soils Section. 31. The soil engineer shall provide sufficient inspections during the preparation of the natural ground and the placement and compaction of the fill to be satisfied that the work is being performed in accordance with the plan and applicable Code requirements. 32. Rough Grading must be approved by a final engineering geology and soils engineering report. An As -Built Geologic Map must be included in the final geology report. Provide a final report statement that verifies work was done in accordance with report recommendations and code provisions (Section 3318.1 of the Los Angeles County Building Code). The final report(s) must be submitted to the Geotechnical and Materials Engineering Division for review and approval. 33. Foundation, wall and pool excavations must be inspected and approved by the consulting geologist and soils engineer, prior to the placing of steel or concrete. 34. Building pads located in cut/fill transition areas shall be over -excavated a minimum of three (3) feet below the proposed bottom of footing. FILL NOTES 35. All fill shall be compacted to the following minimum relative compation criteria; a. 90 percent of maximum dry density within 40 feet below finish grade. b. 93 percent of maximum dry density deeper than 40 feet below finish grade, unless a lower relative compaction (not less than 90 percent of maximum dry density) is justified by the geotechnical engineer. The relative compaction shall be determined by A.S.T.M. soil compaction test D1557-91, Method "D", where applicable: Where not applicable, a test acceptable to the Building Official shall be used. (Section 3313.4 of the Building Code.) 36. Field density shall be determined by a method acceptable to the Building Official. (Section 3313.4 of the Los Angeles County Building Code.) However, not less that 10% of the required density test, uniformly distributed, shall be obtained by the Sand Cone Method. 37. Sufficient tests of the fill soils shall be made to determine the relative compaction of the fill in accordance with the following minimum guidelines: a. One test for each two feet vertical lift. b. One test for each 1,000 cubic yards of material placed. c. One test at the location of the final fill slope for each building site (lot) in each four -foot vertical lift or portion thereof. d. One test in the vicinity of each building pad for each four -foot vertical lift or portion thereof. 38. Sufficient tests of fill soils shall be made to verify that the soil properties comply with the design requirements, as determined by the Geotechnical Engineer including soil types, shear strengths parameters and corresponding unit weights in accordance with the following guidelines. a. Prior and subsequent to placement of the fill, shear tests shall be taken on each type of soil or soil mixture to be used for all fill slopes steeper that three (3) horizontal to one vertical. b. Shear tests results for the proposed fill material must meet or exceed the design values used in the geotechnical report to determine slope stability requirements. Otherwise, the slope must be re-evaluated using the actual shear test value of the fill material that is in place. c. Fill soils shall be free of deleterious materials. 39. Fill shall not be placed until) stripping of vegetation, removal of unsuitable soils, and installation of subdrain (if any) have been inspected and approved by the Geotechnical Engineer. The Building Official may require a "Standard Test Method for moisture, ash, organic matter, peat or other organic soils" ASTM D-2974-87 on any suspect material. Detrimental amounts of organic material shall not be permitted in fills. Soil containing small amounts of roots may be allowed provided that the roots are in a quantity and distributed in a manner that will not be detrimental to the future use of the site and the use of such material is approved by the soils engineer. 40. Rock or similar material greater that 12 inches in diameter shall not be placed in the fill unless recommendations for such placement have been submitted by the Soil Engineer and approved in advance by the Building Official. Location, extent, and elevation of rock disposal areas must be shown on an "As -Built" grading plan. 41. Continuous inspection by the Soil Engineer, or a responsible representative, shall be provided during all fill placement and compaction operations where fills have a depth greater than 30 feet or slope surface steeper than 2:1. (Section 3313.7 of the Los Angeles County Building Code). 42. Continuous inspection by the Soil Engineer, or a responsible representative, shall be provided during all subdrain installation. (3313.2 of the Los Angeles County Building Code.) 43. All subdrain outlets are to be surveyed for line and elevation. Subdrain information must be shown on an "As -Built" grading plan. 44. Fill slopes in excess of 2:1 steepness ratio are to constructed by the placement of soil at sufficient distance beyond the proposed finish slope to allow compaction equipment to be operated at the outer limits of the final slope surface. The excess fill is to be removed prior to completion of rough grading. Other construction procedures may be used when it is demonstrated to the satisfaction of the Building Official that the angle of slope, construction method and other factors will have equivalent effect. (Section 3313.4 of the Los Angeles County Building Code.) PLANTING AND IRRIGATION NOTES 45. All cut slopes over five (5) feet and fill slopes over three (3) feet shall be planted with an approved ground cover and provided with an irrigation system as soon as practical after rough grading. (Sections 3316.3 & 3316.4 of the Los Angeles County Building Code.) 46. Prior to final grading approval all required slope planting must be well established. (Section 3316.7 of the Los Angeles County Building Code.) 47. This project requires a landscape plan per Chapter 71 of the Los Angeles County Building Code. Prior to rough grade approval Landscape Plans must be submitted and approved by the Departments of Public Works, Land Development Division. (900 S. Fremont Ave., Alhambra - 3rd Floor, CA 91803 (626) 458-4921) ATTACHMENT A NOTES 1. Every effort should be made to eliminate the discharge of non-stormwater from the project site at all times. 2. Eroded sediments and other pollutants must be retained on -site and may not be transported from the site via sheet flow, swales, area drains, natural drainage courses of wind. 3. Stockpiles of earth and other construction related materials must be protected from being transported from the site by the forces of wind or water. 4. Fuels, oils, solvents, and other toxic materials must be stored in accordance with their listing and are not to contaminate the soil and surface waters. All approved storage containers are to be protected from the weather. Spills must be cleaned up immediately and disposed of in a proper manner. Spills may not be washed into the drainage system. 5. Excess or waste concrete may not be washed into the public way or any other drainage system. Provisions shall be made to retain concrete wastes on -site until they can be disposed of as solid waste. 6. Trash and construction related solid wastes must be deposited into a covered receptacle to prevent contamination of rainwater and dispersal by wind. 7. Sediments and other materials may not be tracked from the site by vehicle traffic. The construction entrance roadways must be stabilized so as to inhibit sediments from being deposited into the public way. Accidental depositions must be swept up imrnediately and may not be washed down by rain or other means. 8. Any slopes with disturbed soils or denuded of vegetation must be stabilized so as to inhibit erosion by wind and water. ATTACHMENT B NOTES The following BMPs as outlined in, but not limited to, the Best Management Practice Handbook, California Stormwater Quality Tash Force, Sacramento, California 1993, or the latest revised edition, may apply during the construction of this project (additional measures may be required if deemed appropriate by County Inspectors): CA001 - DEWATERING OPERATIONS CA002 - PAVING OPERATIONS CA003 - STRUCTURE CONSTRUCTION AND PAINTING CA010 - MATERIAL DELIVERY AND STORAGE CA011 - MATERIAL USE CA012 - SPILL PREVENTION AND CONTROL CA020 - SOLID WASTE MANAGEMENT CA021 - HAZARDOUS WASTE MANAGEMENT CA022 - CONTAMINATED WASTE MANAGEMENT CA023 - CONCRETE WASTE MANAGEMENT CA030 - VEHICLE AND EQUIPMENT MANAGEMENT CA031 - VEHICLE AND EQUIPMENT FUELING CA032 - VEHICLE AND EQUIPMENT MAINTENANCE CA040 - EMPLOYEE/SUBCONTRACTOR TRAINING ESCO1 - SCHEDULING ESCO2 -PRESERVATION OF EXISTING VEGETATION ESC10 - SEEDING AND PLANTING ESC11 - MULCHING ESC11 - MULCHING ESC20 - GEOTEXTILES AND MATS, ESC21 - DUST CONTROLS ESC22 - TEMPORARY STREAM CROSSING ESC23 - CONSTRUCTION ROAD STABILIZATION ESC30 - EARTH DIKE ESC31 - TEMPORARY DRAINS AND SWALES ESC32 - SLOPE DRAIN ESC40 - OUTLET PROTECTION ESC41 - CHECK DAMS ESC42 - SLOPE ROUGHENING/TERRACING ESC50 - SILT FENCE ESC51 - STRAW BALE BARRIERS ESC52 - SAND BAG BARRIER ESC53 - BRUSH OR ROCK FILTER ESC54 - STORMDRAIN INLET PROTECTION ESC55 - SEDIMENT TRAP ESC56 - SEDIMENT BASIN SUSMP NOTES (1) Determine and provide the pre and post development pervious and impervious areas created by the proposed development. The following project information and grading notes as applicable must be on all grading plans. PROJECT INFORMATION: (Required on Title Sheet of all Grading Plans) (General Information) • Grading Plan Check No. GR • Grading Permit No. • Earthwork Volumes • Total Disturbed Area • Pre -Development Impervious area • Post Development Impervious area • Waste Discharge Identification Number (WDID #) (Property Information) • Property Address Poppy Trail • Tract/Parcel Map No. 32071 • Property Owner City of Rolling Hills * • Assessors ID Number ANP 7567 001 901 GR Cut (cy), Fill (cy) Over Excavation/Alluvial Removal and Compaction xxx (cy)* Export 0 (cy), Export Location 0.22 (Acres)* 0.0 (Acres) 0.0 (Acres) unknown * Lot Parcel No. (Zoning and Regional Planning Information) • Property Zoning: • Intended Land Use: City Lot • • Certificate of Compliance: CC No. unknown • Plot Plan Number: PP No. N/A • Conditional Use Permit: CUP No. N/A Exp. Date: N/A • Oak Tree Permit Number: OTP No. N/A Exp. Date: N/A • Community Standards District: • California Coastal Commission Area: Yes, X No Approved Volume N/A (cy) • Coastal Development Permit CDP N/A Expiration Date: N/A * (If Exist*) Note: Items marked * are required on all grading plans. INDEX OF SHEETS (1) GENERAL NOTES (2) TEMPORARY ACCESS OVER SLIDE AREA PLAN (3) SECTION VIEWS (4) DETAILS * POST DEVELOPMENT Impervious Ar'a 0.00 Acres, Pervious Area 0.22 Acres, PRE DEVELOPMENT Impervious Area 0.00 Acres, Pervious Area 0.22 Acres, Percent Impervious Percent Pervious Percent Impervious Percent Pervious 0 100 0 % 100 (2) Any modifications to the approved SUSMP plan must be resubmitted to the permitting District Office of Building and Safety Division for approval. (3) A copy of the approved SUSMP plan must be in the possession of a responsible person and available at the site at all times. (4) All structural BMP's shall be accessible for inspection and maintenance. (5) Prior to commencement to any work within the road right-of-way and/or connection to County maintained storm drain, an encroachment permit from Construction Division, Permit Section, is required. (626) 458-3129. (6) Prior to commencement of any work and/or discharge of drainage to a water course, a permit from both the California Department of Fish and Game and U.S. Army Corps of Engineers may be required. (7) STATEMENT OF UNDERSTANDING As the owner of the project, I have reviewed the Development Planning for Storm Water Management -A manual for the Standard Stormwater Mitigation Plan (SUSMP), and have proposed the implementation of the permanent Best Management Practices (BMP's) applicable to minimize the negative impacts of the projects storm water runoff. The selected BMP's will be installed per the approved plans and as recommended by the manufacturer as applicable. Owner Engineers Notes Date (a) All work and material required by these plans shall be in accordance with the "Standard Specifications for Public Works Construction," Latest Edition, including Amendments and Supplements thereto as promulgated by A.G.C. and A.P.W.A. Los Angeles County Ordinance No. 2225, Chapter 70 (Excavation and Grading) and/or Local Ordinances as applicable. (b) Applicable Geologic and or soils reports which have been reviewed and approved by the building official including all supplements, addenda, and Ammendments thereto are included by reference. Copies of these reports are on file in the offices of Bolton Engineering Corporation. All recommendations contained therein must be followed. (c) Contractors bidding the job are expected to prepare their own estimates and will immediately notify the Civil Engineer and the Building Official upon discovering any errors, omissions, or differences that affect the cost of the work. (d) The contractor is required to familiarize himself with the plans, the soils and or geologic reports, and the site prior to commencing work. (e) Proposed starting date Proposed completion date June 01, 2005 July 01, 2005 (f) Estimated quantity of cut 1240 cu. yds. Estimated quantity of fill 5185 cu. yds. (For plan check and permit fees only, not for bid or payment. See note c) (g) The existence and location of any underground utility pipes, conduits, or structures shown on these plans are obtained by a search of the available records. The contractor is required to investigate the utility lines, (including house laterals) for both horizontal and vertical alignment. Contractor is required to take due precautionary measures to protect the utility lines shown or not shown on these drawings. The contractor is responsible for any damages to utility lines or liability from hitting utility Tines during the course of construction. (h) The owners of polelines, pipelines, and other substructures in the area covered by these plans shall be notified by the contractor at least (2) working days prior to commencing work. (i) Grading shall not vary more that 0.02 feet under areas to be paved for walks, driveways, curb and gutter and building or structure slab. (j) Final grading must be approved before occupancy of buildings will be allowed. (Section 7021 of the Building Code.) Additional Notes (1) The consulting engineering geologist must make in -grading inspections. Monthly in -grading inspection reports must be submitted directly to the Geology and Soils Sections by the consultant. (2) Rough grading must be approved by a final engineering geology report. An as -built geologic map must be included in the final geology report. The final report must be submitted to the Geology and Soils Section prior to the rough grading approval and prior to issuance of building permits. The final engineering geology report must include a statement in accordance with Sections 111 and 7021.3 of the Los Angeles County Building Code. (3) Foundation, wall and pool excavations must be inspected and approved by the consulting engineering geologist, prior to the placing of steel and concrete. CONSTR(JCTION NOTES 0 0 0 0 INSTALL 12" ADS N-12 PLASTIC PIPE PER MANUFACTURE RECOMENDATIONS. SLOPE= 5% MIN. MIN. DEPTH OF COVERAGE IS 3.0'. INSTALL 12" CLEANOUT WITH 12" PLUG. INSTALL CLEANOUT 12" ABOVE GRADE OUT OF TRAVELED WAY. INSTALL CONCRETE CURB OPENING CATCH BASIN PER STANDARD 300-2 W=7', V=5'-0", CURB FACE HT. = 9" INSTALL OUTLET STRUCTURE PER DETAIL HEREON. NEW WATER LINE AND FIRE HYDRANT. COORDINATE WITH PETER AKHOTNIKOFF (310)541-2438, FOR CALIFORNIA WATER SERVICE. INSTALL "K-RAIL" SIMILAR TO CALTRANS A50 PRECAST CONCRETE BARRICADE PER CALTRANS STANDARD INSTALL SLOUGH WALL PER DETAIL ON SHEET 4. INSTALL A.C. PAVEMENT PER TYPICAL SECTION HEREON. INSTALL CALTRANS GUARDRAIL 0 Contacts / Consultants CLIENT Group Delta Consultants 2291 w. 205T11 5t., #I05 Torrance, CA 90501 Phone: 310.320.5 100 Fax: 310.320.2116 CONSULTANTS SOILS ENGINEERING / GEOLOGY Group Delta Consultants 2291 w. 205T11 St., #I05 Torrance, CA 90501 Michael D. Reader GE, VP Phone: 310.320.5100 ex.222 Cell: 310.629.7514 Steve Kolthoff Phone: 310.320.5100 ex.224 CIVIL/ STRUCTURAL ENGINEERING and SURVEYING BOLTON ENGINEERING CORPORATION Contact: Ross Bolton, PE 707 Silver Spur Road #201 Rolling Fills Estates, CA 90274 P: 310.544.6010 F: 310.544.0456 CONTRACTOR SANTA MONICA BAY PALOS BLVD, r o CREST RD. 9th ST. PACIFIC OCEAN SEPULVEDA TERMINAL ISLAND SAN PEDRO BAY LOS ANGELES HARBOR Vicinity Map NOT TO SCALE /,/111/r/// II / Ill� r / � L \� \ • . do \ , / I I i � III _--�__0Ane6'4rarl_Shefi'\\II I \4 ---Poiztf orraf Lot ��i - -_-=linifs`T��racitl 't I I �‘ \\\\III\, Illli II I / 7 7 i Owner_ _ar ak' Portiorr-of Lot Tract 1-9-Q41 #4 Poppy W I1 I ,/ i 1 7 1/ it / /III :7 /;-- Ill // /`,' r(i(/ (r �4/ III i',I \\r._/ / 1/II/� ''� \ - I / / /ll // > 11�/ /..-- / // /(„„) / /I/�11�//I l I i lI//,I/1111 l�l111/Ill///i1I llll/I/I/ I111 / /1111 1 /l11 //IW I II 1 /I /•;//11 1 1 11 '',.// :/ 11 11 1 1 I I jz*i /I I11111 / ,.// /� 1 I l /////OP'///1II 7- / / I I _H9-71:: 1 ____Ctr ______..1 ;r__7_:::::*l_ i r_i_07 Iti ____0// 1 / Site Plan \ THOMAS. BROS. GUIDE PAGES 793, 794, 823 AND 824 Lot 73 Rol in g Hills -Trgc .,� F „„---...-/- if-- -7,-.:---7„, ..„---:-..._::----- ------__-1;-----1-7------ //// / 7777 /// / // / // // i ///////// /////i ,� // //// //1/b/ ////// f l/ //�/// �11 1 /l/ illy 11I 1,,,.•11 1\ v \ I i �111 III II 1 1 I I II, 11 111\I, 1 1 1 I I 1I1\ \I 1 I -s�,' r j�/*�* �// st , / r'/7 /® , I ��-1////� //* /r II 1 Portion of Lot 191 LACA Map 51 t - E AREA 202.E Revisions By LLI Lil 0 .®J TEMPORARY ACCESS OVER Scale: as noted Job No. 5019 Sheet SCALE: I "=80' Of 4 Sheets IIi1 rl i i :J.1_Id 1 [ JI — 790 LJMrr 18" 18" 18"� MOUND DIRT OVER PIPE MATCH EXISTING GRADE J #4 @ 24" EA. WAY EXIST. ROAD EXIST, PAVEMENT O � \ \ \ S03 55' ®\ 232,10 City 1_61- ROAD EASEMEIS EASEMENT LINE IMIT OF-Z- • EASEMENT LINE 1'-0" 12" x 8" MIN. ROCK OR 4"x6"x12" CONCRETE BLOCK BURIED 6" it,* IN SLAB. ONE ROCK PER 18 �›\ SQ. IN. MAX. 9, A. MATCH EXISTING GRADE 8" HIGH AC CURB CALTRANS GUARDRAIL 2x12 REDWOOD HEADER STEEL STAKE ©2' O.C. OUTLET STRUCTURE NOT TO SCALE (E)GRADE 2" LIP 24" CUTOFF DEEPEN AS REQUIRED TO PROTECT SLOPES LAGGING N _ 2x12 REDWOOD HEADER STEEL STAKE ©2' O.C. —\ 4.0% 3" AC OVER 3" BASE WITH 18" SUBGRADE COMPACT TO 90% 12" STEEL WIDE FLANGE TYPICAL SECTION TEMPORARY POPPY TRAIL ROAD SCALE 1" = 5'-0" CONSTRUCT CONC. DOWN DRAIN �- 30" WIDE, 12" DEEP 'W/- j14 CONT. i N07'49'55" INSTALL ENERGY DISSIPATOR PER DETAIL HEREON --PROPERTY' LINE \ \ \ \ \ N ,gspy 1-1--CONNECT Pi E\ �91 TO'SWALE 0 � \ CONNECT EXISTING- 905 -SWALE TO CONC. •�. DOWITDRAI �- 'WATER EXPAN JOIN 1 IL EXIST. D INSTALL 8"--N SDR35 PIPE \ • • OPERTY LINE EQSEMENT�INE \B CITY OF ROLLING HILLS A\D 03TA1\ PEVISSION FON P ALL OFFSITE WCH< ON #1 AN GUEST HOUSE. i • ANDSLT EASEMENT 735.0 PROPER LIN\ BEGIN TA: 2+40 \\ INSTALL ENERG-Y- STA: 2+40 E EXPANSION JOI1J P1 766. Il� PROPERTY LINE is 'OLLI\G HILLS CO. �OPE�TY OWNEFOR D #4 POPPY TAIL. INCMP SIN / DETERMINSPECTE CONDITIOEN / OF DRAIN, REPAIR 9R / -R!`LACE AS .N SSARY. 12'CMP DRAIN OUTL PLACE SANDBAG BERM/BARRIER 3 HIGH. If —735 -� 730 725 —720 — Lb 1 GUARDRAIL TEMPORARY CHAIN LINK FENCE PICNIC AREA City Lot GRAVEL ROAD K RAIL Owner: Alan Sheen Portion of Lot 90 Rolling Hills Trac #1 Poppy Trail VAUc RPM JOIN p,SPN 820 —815 ----810 - ---805 — —795 — —790 CONC. SWALE O. 828.0 D.LI'SQ, —OL9 —G98-- DRIVEWAY \I ASPH PLACE SANDBAG dERM/BARRIER 3 HIGH. a+ aaaaaaaaaaaaaaa aaraaaaaaaraaa EXIST, GRAVEL RO 11 1 BEGIN PROPERTY LINE STA: 0+25 EAST LINE EASEMENT LINE --830 825 — 820 — 815 —810 805 — - EXIST. 6' A.C. WATER VERIFY LOCATION s \ \ \ '6\ \ \ \ \ \cwm \ \ \ \ \ \ \ \ \ \ ! \ \ \ APPROX. DIRT QUANTIES 1240 CUT 5185 FILL 3945 NET IMPORT RIDING RING CONSTRUCTION NOTES 01 INSTALL 12" ADS N-12 PLASTIC PIPE PER MANUFACTURE RECOMENDATIONS. SLOPE= 5% MIN. MIN. DEPTH OF COVERAGE IS 3.0'. 0 INSTALL 12" CLEANOUT WITH 12" PLUG. INSTALL CLEANOUT 12" ABOVE GRADE OUT OF TRAVELED WAY. O INSTALL CONCRETE CURB OPENING CATCH BASIN PER STANDARD 300-2 W=7', V=5'-0", CURB FACE HT. = 9" ® INSTALL OUTLET STRUCTURE PER DETAIL HEREON. 05 NEW WATER LINE AND FIRE HYDRANT. COORDINATE WITH PETER AKHOTNIKOFF (310)541-2438, FOR CALIFORNIA WATER SERVICE. U INSTALL "K—RAIL" SIMILAR TO CALTRANS A50 PRECAST CONCRETE BARRICADE PER CALTRANS STANDARD . O INSTALL SLOUGH WALL PER DETAIL ON SHEET 4. . ® INSTALL A.C. PAVEMENT PER TYPICAL SECTION HEREON. 09 INSTALL CALTRANS GUARDRAIL 4'00'00"E 84.88' RIDING RING EXIST. PAVEMENT Revisions Q) 0 V) (1) 0 0 a E Date: May 24, 2005 Scale: 1 in. = 30 ft. Drawn: RSG Job No. 5019 Sheet Of 4 Sheets 870.00 860.00 850.00 840.00 DATUM ELEV 830.00 GROUP SECTION SECTION 1+00 I I k 870.00 860.00 850.00 840.00 DATUM ELEV 830.00 GROUP SECTION SECTION 1+50 875.00 865.00 855.00 845.00 DATUM ELEV 835. 00 CROUP SECTION SECTION 3+00 875.00 865.00 855.00 845.00 DATUM ELEV 835.00 GROUP SECTITMN SECTION 2+50 875.00 865.00 855.00 845.00 DATUM ELEV 835.00 GROUP SECTIIIH SECTIIMI 2+00 f PROPERTY LAID, \y I cEwRnDE - ------ -- e• HIGH AC CURB �-__--- CALTRANS Oi1ARDRAIL-\ - K4AD_-- \ \ ...- 4 tX Y - / 2x12 REDVIBD STEEL STAKE HEADER - 12' OE, SUBGRADE COMPACT M 90X 3 00- - 20.00 PROPERTY LINE-\ 'c AC CURB K-RAIL-\ CALTRAMS GUARDRAIL fAX _ 2x12 REDWOOD STEEL (TAKE HEADER-- 12' 3' AC OVER 3' BASE VI-H SUBGRADE CpPACT TO 18' J 90X -2 = 50 - 20.00 PROPERTY LIFE ACr HIGH CURB OADE K-RAIL CALTRAMS GUARDRAIL _ - -.rx 2x12 REDWOOD STEEL ITAKE re aC. /. 3' AC OVER 3' BASE VI SUBGRADE CCHPACT TO -I 18'J 90X / / / 00 - 20.00 PROPERTY LIRE / K-RAIL 8' HIGH AC CURB CESGRAAL�E 4X� r r� CALTRA9S GUARDRAIL - - 2x12 L ITAKE STEEL IEADER- TAKE t2' at. / / - `rTT�� 3' AC OVER 3' BASE VI-H SUBGRADE COPACT TO 18' J 90X 7 / / / 1 +50 -20.00 f PROPERTY LDE-\ / / / E)GRADE_\ K-RAIL-\ 8' HIGH AC CURB \---- -� CALTRAMS GUARDRAIL-----______i- saxOt-RED+IODDA STEEL !TAKE 22' D.C. 3AC OVER 3' EASE VI SUBCTADE COMPACT TO 90X 1--roo- - 40.00 865.00 855.00 845.00 DATUM ELEV 835.00 GROUP SECTION SECTION 0+50 -20.00 / PROPERTY LIFE K-RAID AC CURB \ 2RE11V1MID STL ITAKE STEE FEADER�- t2' aC LOX ' (E)GRADE-" / ..// 3' AC OVER 3' BASE VI'H SUBGRADE COPACT TO 18' --I 90X / 0-i= 50- - 20.00 850.00 840.00 830.00 820.00 810.00 DATUM ELEV 800.00 GROUP REV-1 SECTOND 4+50 1 835.00 I 825.00 815.00 805.00 -/. DATUM ELEV 795.00 GROUP REV-1 SECTION 5+00 -20.00 13 AC OVER 3' BASE VITH SUBGRADE COMPACT TD 9C( PRETERIT LIFE PROPERTY /AC CURB CALTRAMS GUARDRAIL- �� 4.0% /�' STEEL I TAKE 22' aC. ✓� AC OVER 3' BASE WITH 118' SUBGRADE COMPACT TO 90Y, iP STIED_ VIDE FLANGE % - "k--- / cE>GRAnE --...N., / 7- i 4-+-50- . -40.00 870.00 850.00 840.00 830.00 820.00 810.00 DATUM ELEV 800.00 CROUP REV-1 SECTION 4+00 -40.00 870.00 860.00 850.00 840.00 DATUM F/•�'V 830.00 CROUP REV-1 SECTION 3+50 -20.00 PROPERTY LIFE-- \ ili a• HHI+xH = - _ LAGGING a 2x12 RE �' STEEL 'TAKE /OffiD HEADER @2 aC C �� FA N i 4AXr AC OVER BASE SUBGRADE�CIPTACTVTO 90Y. 12' STEEL VIDE FLANGE) /I r / / 3-+.5 0- -20.00 if 795.00 785.00 775.00 DATUM ELEV 786.00 GROUP REV-1 SECTION 7+00 815.00 805.00 795.00 785.00 775.00 DATUM ELEV 785.00 GROUP REV-1 SECTION 6+50 820.00 810.00 800.00 790.00 780.00 DATUM ELEV 770.00 CROUP REV-1 SECTION 6+00 AC CURB CALTRAMS 2x121iFL�QR1n GUARDRAIL -.\1 HFAIIFR- 4.0% STEEL : TAKE re at. \ ` ` r AC OVER 3' BASE VITA 18' -/ �X � -SUBGRADE CO PACT -TO DO% 7--+00 - 40.00 -20.00 /, r-H1GH AC CURB CALYX414S-GIAiR TAKE 12, i Z 4.0X STEEL C 3' AC OVER 3' BASE VI SUBGRADE COMPACT TO , ODGRADE --\ 7 6+50- - 40.00 J r 7- ACCORI PR<PERTY LINE-\ CALTRAMS GUARDRAIL - 242 REDWOOD STEEL HEA TAKE 12' 0.C. \ 4.0% - /\[/ 3'ACDVETt3' BASE VI :ram •t ACT ' 18' .X / . / (E)GRADE ----_,_/ -_----- --_____ / - / / / / 6 --00 -40.00 825.00 815.00 805.00 DATUM ELEV 795.00 GROUP REV-1 SECTION 5+50 -20.00 PROPERTY LINE-\y AI rCURB4� I CAL ' ' 2x12 RE, S t91ARDRAIL I� 1 +D iEADEit� 4.0X '�- STEEL r 3' AC OVER 3' BASE VITA SUBGRADE COMPACT TG ?OX 18' - / (E)GRADE-� , i 5--50- -20.00 Revisions rn, a o ■ 00I,o Qs 7+ N IN 9) 0 O'In • � v Tn 10 a^ 0) U o M` v X d) O NO• . LL e c CA o r ` 4+ MRi V) 0 co m 0 W tp e« W7CO to C W r zoA c.) v-ila C m0 - 0IU - WO n. Date: May 24, 2005 Scale: 1 in. = 10 ft. Drawn: RSG Job No. 5019 1 Revisions By O 0 Cr) T 0 0 L N w fY Varies - 6' Max Finish Surface 2x12 RW 0 0 N • c ' j j 24" Detail 1 - Elevation 8x8P.T. DFL#1 Lagging W 12 x 26 3" CLR. 3" CLR. SCALE: 1/2" = 1' - 0" Detail 2 - Plan 8'-0" z z TIMBER LAGGING WOOD SHIMS, 1x MAX W 12 x 26 CIDH PILE BELOW SCALE: 1" = 1' - 0" TRIM TIMBER LAGGING WOOD SHIMS, 1x MAX W 12 x 26 Detail 3 - Skew Lagging SCALE: 1" = 1' - 0" GENERAL NOTES 1. All work shall be in accordance with the 2001 edition of the California Building Code, or the most recent edition of the Uniform Building Code including all local ordinances and requirements. The contract structural drawings represent the finished structure. They do not indicate the method of construction. 2. It shall be the responsibility of the contractor to provide for the proper design and installation of all required shoring, bracing, and formwork. The methods, techniques, sequence, procedures, supervision, and installation of all shoring and bracing shall be per the most recent OSHA standards. All shoring, bracing, and formwork shall remain in place until all work has been suitably completed. 3. Bolton Engineering Corporation (BEC) is the engineer of record. All dimensions, elevations, and existing improvements shall be verified and discrepancies reported to BEC's offices at 310-544-6010. 4. The information shown on the site plan does not represent a survey by Bolton Engineering Corp and has been compiled from sources of varying reliability. The contractor is cautioned that only excavation, demolition, potholing, or selective construction inspection will reveal the exact locations, elevations, and extents of existing improvements shown. 5. Dimensions shall take precedence over scales on drawings. Notes and details on drawings shall take precedence over general notes and typical details. Where no construction details are noted, details shall be the same as for any other similar work. 6. It shall be the responsibility of the contractor to provide supervision of the construction work to ensure that it is built in_conformance with the approved plans and specifications. 7. The approved plans and specifications, including revisions, shall be kept on the construction site at all times. 8. Construction materials shall be spread out if placed on framed floors or roofs. In no event shall loads exceed the design loadings for the supporting members. 9. No changes inthe plans shall be made and no extra work performed unless so approved by the architect, civil/structural engineer, soils/geological engineer, county/city inspector and building official. 10. It is the intent of the drawings and specifications to require the completion of the work in a thorough and workmanlike manner in every respect. 11. The contractor shall promptly remove from the building, lot, sidewalks, and streets all rubbish and debris as it accumulates, due to the work done under contract. All combustible debris shall be removed from the building on a daily basis. 12. The contractor shall obtain or otherwise furnish permits, licenses, fees, materials, labor, tools, supplies, equipment, transportation, superintendence, temporary construction of every nature, insurance, taxes and all other services and facilities necessary to complete this project. 13. The contractor shall at all times maintain full and unlimited worker's compensation insurance in accordance with the labor code in the state of California, and shall carry public contingent liability of insurance, in an amount satisfactory to and in companies selected with the consent of the owner. 14. Excavations shall be per the requirements of the State Construction Safety Orders as enforced by the State Division of Industrial Safety. 15. Submit copies of permits, licenses, certifications, inspection reports, releases, jurisdictional settlements, notices, receipts for fee payments, judgments and similar documents, correspondence for the owner's records. is the inten ded minimum quality of 16. Every item mentioned in the specificationsq ty material that will be demanded. Should the contractor wish to suggest any substitute considered equal in value and efficiency with the one specified, it shall be stated what the item suggested is and the difference in cost, if any. TIMBER LAG NOTES 1. Timber lagging shall be pressure treated Douglas Fir Larch#1 or approved equal. Minimum material properties are as follows: Fb - 1000 psi Fv - 70 psi Elastic Modulus - 1,600 ksi Values shown are final material values after effects of perforation during the pressure treating process are taken into consideration. At contractor's option, alternative lagging design based on manufacturer's material values may be considered. 2. Sawn lumber shall have a maximum of 19% moisture content. 3. All timber lagging shall not be notched or dapped in any manner unless detailed. 4. All bolt heads and nuts bearing on wood shall have washers. Holes in wood for bolts shall be drilled 1/16" larger than nominal bolt size. 5. Bolts shall have a drive fit with heads and nuts bearing on plate. Washers shall be in accordance with the following schedule (this schedule also applies to lag screw heads): Bolt Diameter 1/2" Dia 5/8" Dia '/." Dia 7/8" Dia 1" Dia Washer 21/4" Square x'/+" 2 %Z' Square x %:' 23/4" Square x 5/16" 3 /" Square x 5/16" 4" Square x 3/8" 6. Properly sized nut and washer shall be tightened on each anchor bolt per UBC Section 1806.6. 7. Connector bolt holes shall not be more than 1/16" oversized. Holdown connector bolt shall not be more than 1/16" oversized at the connection of the holdown to the post. Holdown connectors shall be re -tightened just prior to covering wall framing. 8. Lag screws shall be installed in pre drilled holes. The holes are to be of the same diameter as the shank for the shank portion and 75% of the shank diameter for the threaded portion. Lag screws are to be inserted with the turn of a wrench. Driving, as with a hammer, is not permitted. Soap or other lubricant shall be used on the lag screw or in the lead holes to facilitate insertion and prevent damage to the lag screw. FOUNDATION 1. The foundation design is based on the recommendations stated in: Title: Design Parameters, Temporary Debris Wall for Temporary Re -Alignment of Poppy Trail through the Poppy Trail Landslide, Rolling Hills, Califomia Job No: L-599B By: Group Delta Consultants Date: May 16, 2005 2. Unless otherwise indicated, foundation work shall be performed in accordance with this report. The report is part of these documents and should be kept on the job site at all times. 3. Foundation excavations shall be examined and certified by the soils engineer or his representative prior to the placement of any reinforcing steel or concrete. 4. Unexpected soil conditions: foundation design is based upon soil conditions shown by test borings in the above referenced report. Any subsurface conditions not in accordance with the above referenced geotechnical report shall be reported to the soils engineer immediately for resolution prior to continuing any work. 5. Compaction: Material for filling and backfilling shall consist of the excavated material and/or imported borrow and shall be free of organic matter, trash, lumber or other debris. Compact in accordance with above referenced report. Earth shall be compacted under all slabs and around all footings. 6. Form footings as necessary. Bottom of footing shall be stepped if necessary to provide level bearing. Foundation excavations shall be cleaned of any loosened soils and standing water before placing steel or concrete. 7. The above referenced letter includes recommendations for construction staging, temporary excavations, and caving and groundwater remediation. These recommendations are incorporated in their entirety by reference herein. STRUCTURAL STEEL NOTES: 1. All structural steel shall conform to A.S.T.M. A36, 36 ksi yield stress, and shall be erected in accordance with A.I.S.C. specfications for buildings. 2. All structural steel shall be fabricated in a shop approved by the local building department. 3. Structural shop drawings shall be submitted to the engineer of record for approval prior to fabrication. 4. Structural steel shall have a shop -applied coat of red -oxide primer and two coats of paint specifically intended for preventing corrosion. Color to be black or dark brown. 5. After erection, all field connections and all abraded places on the shop paint shall be touched -up with the same type of paint as the shop coat. 6. Field and welding shall be done by a duty certfied welder using low -hydrogen rods. Continous inspection by a registered inspector is required. 7. Bolts shall be of A307 quality with washers, unless noted otherwise. High strength A325 bolts shall have special inspection. CONCRETE NOTES 1. All phases of work pertaining to the construction shall conform to the building code requirements for reinforced concrete (ACI 318, latest approved edition) with modification as noted on the drawings. 2. All concrete has been designed for 2,500 psi minimum compressive strength at 28 days. Specific minimums are as follows: Concrete Strengths Pc Slabs on Grade Footings Concrete Beams None None None Caissons 2,500 psi 3. Continuous inspection by a city approved deputy inspector shall be required for pouring concrete exceeding 2,500 psi. 4. Not used 5. All structural concrete shall be made from aggregates based on weight classification as shown below: Normal Weight: ASTM C33 with proven shrinkage characteristics of less than 0.05% 6. Concrete mix designs shall be prepared by an independent laboratory and reviewed by the engineer. 7. Admixtures shall comply with ASTM C494 and be of a type that increases the workability of the concrete, but shall not be considered to reduce the specified minimum cement content (calcium chloride shall not be used). Any water reducing agents added shall be used to reduce water/cement ratio. 8. Clear coverage over reinforcing bars, anchor bolts and all other concrete inserts, unless noted otherwise, shall be as follows: Concrete against earth 3" Clear Slab on grade construction Centered in slab Formed concrete 2" Clear 9. Provide sleeves for plumbing and electrical openings in concrete before placing. Do not cut any reinforcing which may conflict. Coring in concrete is not permitted, except where shown. Notify BEC in advance of conditions not shown on the structural drawings. 10. Dry pack under base plates, sill plates and where otherwise noted on drawings shall consist of 1 part Portland cement and 2.5 parts fine aggregate conforming to ASTM C33, with enough water to form a ball when squeezed by hand. The space between two surfaces requiring dry pack shall be packed with the dry pack material, by tamping or ramming with a bar or rod, until the voids are completely filled. 11. Non shrink grout shall be a ready to use metallic aggregate project requiring only the addition of water at the job site, and shall have the following attributes: 1. Be capable of producing a flowable grouting material having no drying shrinkage or settlement at any time. 2.The compressive strength of the grout shall be not less than 5,000 psi at seven days, and 7,500 psi at 28 days. 3.Grout shall be Embeco 636 produced by Master Builders (Available from Compton Sales Office: 310-886-1000), or other listed makes approved by the building official. 12. For slabs on grade, locate the unindicated construction joints in a manner to divide the slab into areas not in excess of 600 square feet, with one dimension bing not greater than 1.2 times the other. Place perpenidcual the the main frame reinforcement, and continue reinforcement across joint. Provide isolation joints in slabs on grade and vertical surfaces. Q v co 0 Ia oti 0 c •m • 7 d 0. (1) co co c w U (n 0 rn 0 w 0 4 1 0 x w co N O w to N � X0 c - o o .c cc a 0 in • O -lam O • LO < 0 O 0 N 0" CI U ® s- 1- N O 0 N {- co • MOMS CO 1) U Date: May 24, 2005 Scale: 1 in. = 20 ft. Drawn: DJB Checked: DJB Job No. 5019 Sheet Of 4 Sheets J Ii LE ± l LL- Il I" L� I �S. ©649'Jz5 O CONSTRUCTION NOTES OBTAIN PERMISSION FROM THE OWNER OF #4 POPPY TRAIL .... , „ TO PERFORM WORK ON THIS PROPERTY. EASEMENT LINE ALL WORK SHALL BE IN CONFORMANCE WITH "GREENBOOK" STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION. INSTALL SDR 35, SCHEDULE 40 OR ADS N-12 PLASTIC PIPE PER MANUFACTURER'S RECOMMENDATIONS. SLOPE = 2% MIN. USE MANUFACTURERS RECOMMENDED JOINTS. CONSTRUCT CONRETE SWALE PER DETAIL HEREON. PLACE BAGS OF CONC. 2 HIGH W/#4 REBAR INTO SWALE CONCRETE FOR SPLASH WALL. INSTALL NDS 18" X 18" CATCH BASIN PER DETAIL HEREON. INSTALL CURB OPENING CATCH BASIN PER APWA STANDARD 300-2. W = 7', v = 5'-0", H = 9" INSTALL ENERGY DISSIPATOR PER DETAIL HEREON. INSTALL DEBRIS WALL PER DETAILS ON SHEET 3. INSTALL CHAIN LINK FENCE PER CAL -TRANS A 85 HEREON AS MODIFIED. 0 • N Q, 0 0 • rjr 1 Lot 2;' // INSTALL NDS 18"X18" CATCH BASIN o, GUEST HOUSE O DRAIN OUTLE MH`•. cn ro i Uwner: Alen sheen portion of Lot 90 �ollinc Hills Trac #1 Poppy Trail OBTAIN PERMISSION FROM g2 E OWNER OF #1' POPPY TRAIL • ................ ......... TO PERFORM WORK ON THIS PROPERTY. ..... ...•91p ...........TH......... .......................... sl i' 900......_ S .. ............. .895 ..................... CONC. SWALE ................ . ................ .......... ....... ................. ........................... ... ... .... .. ........ ........... ........ .. ... ......... ............ ........ ......... ice'► ............ ........ •. . 74p ..:. • 735 :..:..:......... • 725 ........ .720..... m z (1) o• D,1.1'SQ. . 068... . .......... ..... . .. .... .. ... .... ... ............................. ::••• .. ... . . .. .... ......................... .................. .... .. .. . .... s L.9 ........ ... ... ... .... ......... DRIVEWAY 1VLACC SCAN' ASPH aEsZf'l/ fit3...C 3 {1i� • ... ........................ • ••• .. ..... ... ....................... ... .. Dirt Quantity Cut: 2200 Cubic. Ft. Fill: 3800 Cubic Ft. 7 D m m C ''Cf),> _ •�S. • By. 0 ai 707 0 rn Cn 0 e c 0 0 (f) o d- o 0 -0 0 c a� E m • i cn 0) •= 0 0_ .E Tt� LL c a 0 O 0 47, Date: Aug. 16, 2005 Scale: 1" = 20 Drawn: DMM NNW Checked: RNB Job No. 5019 Sheet 1 j Ill PIP I,tl c 1- 1 - 1 • • LJ - 1 Of 3 Sheets± By .. . . :.: 0 :pp.y'..1-..r..a.i.11.....:::.•• '.......•.:. •• • ::OBTAIN"PE•RMISSION FROM'THE...:. ........................ • • • ••••••••...... 'OWNER OF #4 P.OPPY'TRAIL TO • .. .. .:EASEMENT •LINE "' "' :......::...:...:....:::....:::..:..:....:..::•..•.•..:":•:...:•:PERFORM.•WQRK ON THIS PROPERTY.,• . ... . .. • ...... ......"••••• .. ........................ •: ...... LLJ• Ea... :.... •...: N..•I:C�Q�NGi • its ' • w° ...... .............. .... : . : go" y Trail :6' A, VER ON �S. EXIST,-� ROAD/ / // 8' TYP. • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25' OVERLAP PLASTIC ON 1:1 THREE TIMES ON FLAT TWO TIMES. 0 0 0 0 0 0 0 0 0 T 0 0 9 PLA\ 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 U 0 0 VIEW DETAIL 1 4' FENCE POST DRIVEN 12" INT❑ GROUND �f- 6- SAND BAGS SECTI i •+ G\DING 111.1. '� �►M ►T OF N.I.C. #0 rrr�- •OVER WIT'H'PLASTIC AND PLACE SANTBAGS'•PER .::DETAIL.1 THIS SHEE 1/2' PLASTIC ROPE NEW OR EXIST. SLOPE 6 MIL BLACK PLASTIC SAND BAGS VIEW Lot 2; Tre,c 91 945 — PROPERTY LINE • 111 --- . Kt N.I.C.- NOT IN CONTRACT • ........... 785— "1r main ' MH DRAIN IUTL 0 -D :925 . • Owner: Alan Sheen Portion of Lot 90 Rollinc -ills Trcc #1 Poppy Trail :.: • 915 ...:.905 " •:.1 •' COVER••WI•TH.2-:LAYERS••••:•............ •.'... '.'.'.'. OF:.MIL'PLASTIC:,.PLACE.,....• •• ••SAND'BAGS'AT 1O.-Q O.C.. s. y INTERVALS. • I' : rrMP0RARY ' 0' . FENCE•.N.I.C. • ZOO 1• ;. . 068• . ...... . •••••••••••••• ..... ............ ..... ......... ... ...... . .............. ... ... . .... ........ ••••••••• . ...... ....... ............ ............ .. ; .......... ; ......... ............. ..... .... .. ........... ........ ...... ......... ... .. ........ ......... .... ••• ..... ............. ............... ..... .. ; ... :••••• ..... .. .. EXIST. • ELEP AND. ` PROPERTY LINE ct 38..80' .. .. EASEMENT ,.LINE • 815•.'.•.............................. .... •. \810. .... ' i '::...D I SC HAR •E • . •'-....::: Si , • soy ' 800 ..... „ 5 ..J x 7 �!M . are i:i� ROAD•" 9 795 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)\WET WEATHER EROSION CONTROL (WWECP) GENERAL NOTES: 1. In case of emergency, call C Ft,41 G EAL I, at (31 O) 317 - 15 21 Please fill in name and number 2. A stand-by crew for emergency work shall be available at all times during the rainy season (November 1 to April 15). Necessary materials shall be available on -site and stockpiled at convenient locations to facilitate rapid construction of emergency devices when rain is imminent. 3. Erosion control devices shown on this plan may be removed when approved by the Building Official if the grading operation has progressed to the point where they are no longer required. 4. Graded areas adjacent to fill slopes located at the site perimeter must drain away from the top of slope at the conclusion of each working day. All loose soils and debris that may create a potential hazard to off -site property shall be stabilized or removed from the site on a daily basis. 5. All silt and debris shall be removed from all devices within 24 hours after each rainstorm and be disposed of properly. 6. A guard shall be posted on the site whenever the depth of water in any device exceeds two feet. The device shall be drained or pumped dry within 24 hours after each rainstorm. Pumping and draining of all basins and drainage devices must comply must comply with the appropriate BMP for dewatering operations. 7. The placement of additional devices to reduce erosion damage and contain pollutants within the site is left to the discretion of the Field Engineer. Additional devices as needed shall be installed to retain sediments and other pollutants on site. 8. Desilting basins may not be removed or made inoperable between November 1 and April 15 of the following year without the approval of the Building Official. 9. Storm Water Pollution and Erosion Control devices are to be modified, as needed, as the project progresses, the design and placement of these devices is the responsibility of the field engineer. Plans representing changes must be submitted for approval if requested by the Building Official. 10. Every effort should be made 10 eliminate the discharge of nonstorm water from the project sites at all times. 11. Eroded sediments and other pollutants must be retained on -site and may not be transported from the site via sheet flow, swales, area drains, natural drainage courses, or wind. 12. Stockpiles of earth and other construction -related materials must be protected from being transported from the site by the forces of wind or water. 13. Fuels, oils, solvents, and other toxic materials must be stored in accordance with their listing and are not to contaminate the soils and surface waters. All approved storage containers are to be protected from the weather. Spills must be cleaned up immediately and disposed of in a proper manner. Spills may not be washed into the drainage system. GAS..' 'G( 14. Excess or waste concrete may not be washed into the public way or any other drainage system. Provisions shall be made to retain concrete wastes on -site until they can be disposed of as solid waste. 15. Developers/contractors are responsible to inspect all Erosion Control Devices and BMP's are installed and functioning properly if there is a 40% chance of 0.25 inches or greater of predicted precipitation, and after actual precipitation. A construction site inspection checklist and inspection log shall be maintained at the project site at all times and available for review by the Building Official (copies of the self -inspection check list and inspection logs are available upon request). 16. Trash and construction -related solid wastes must be deposited into a covered receptacle to prevent contamination of rainwater and dispersal by wind. 17. Sediments and other materials may not be tracked from the site by vehicle traffic. The construction entrance roadways must be stabilized so as to inhibit sediments from being deposited into the public way. Accidental depositions must be swept up immediately and may not be washed down by rain or other means. 18. Any slopes with disturbed soils or denuded of vegetation must be stabilized so as to inhibit erosion by wind and water. 19. As the architect/engineer of record, I have selected appropriate BMPs to effectively minimize the negative impacts of this project's construction activities on storm water quality. The project owner and contractor are aware that the selected BMPs must be installed, monitored, and maintained to ensure their effectiveness. The BMPs not selected for implementation are redundant or deemed not applicable to the proposed construction activity." Civil Engineers/Architects Signature Date 20. The following notes must be on the plan (or submitted as a separate document - prior to plan approval). As the project owner or authorized agent of the owner, I have read and understand the requirements to control storm water pollution from sediments, erosion, and construction materials, and I certify that I will comply with these requirements. I, or my representative, contractor, developer, or Engineer will make certain that all BMP shown on this plan will be fully implemented, and all erosion control devices will be kept clean and functioning. Periodic inspections of the BMPs will be conducted and a current log, specifying the exact nature of the inspection and any remedial measures, will be kept at the construction site at all times and will be available for the review by the Building Official. As the project owner or authorized agent of the owner, "I certify that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that submitting false and/or inaccurate information, failing to update the Local SWPPP tp reflect current conditions, or failing to properly and/or adequately implement the Local SWPPP may result in revocation of grad'Injg and/or other permits or other sanctions provided by law." O 0 L O L 0 0 0 O 1 O CO 707 Silver Spur Road Phone (310) 544-6010 4/4'e N (l: :-r mome s a) V 0 0_ Cl_1 i Date: Sept. 29, 2005 Scale: 1" = 20' Drawn: RSG Checked: RNB Job No. 5019 Sheet ill_ l_-11,LLll NOT TO SCALE , -11 1111- I i,i IP ,, L- I I I 1 - -, I Lill Owner`or Authorized Representative (Permitee) Date Of Sheets 1 lI 433 / I 0 0 > 0 0 n LEG TV/V TV TV A A' I r \ -\32.10 \ 1 \ �� \ I ' \ r0\ \\ 1 ' \ ' \ _ \tt, .,\ 0w'ner---1 -0"ac i. `\\�o 4i-o f �o :�s- a 1-�.. I or = an: t 19a2M \ �� .„� _ ..` ROPERTY tM6� � :\ \ \ \ \ \ \ \ \ _ \_ \ \ \ 6,, �� EASEMENT LINE "+— `` `` �•� `' 3-', \ O :I- 0) Z 4 c i I \/ A7,4 \ \ \ Assi \ \ \ \ \ \ ` \ \ \ \ \ \ \ \ \ \ \\\ \ \ \ \ \ \ N \\ \ \t190 N \\let NS5 \ \ cv Poppy Trail EXIST. ROAD 'gs\ °1\� ( PAVEMENT 4\N Qa1 — Young Alluvium Qols —Old Landslide 35 Cs — Catalina Schist"' ' Geological Contact Bedding Shear Cross Sections • NNN EASEMENT LINE • NN N N',>:s16"<"°N N)et, 6N \ \ N \ \ \\ \ v), \ i \ ,s& 1 \ \ \ \ \ \ \ ' 1 1 NI 117)?, Lot 2, v\c‘ \3\2\0\V\ Strike ac Dip of bed with depth from Strike ac Dip of Schistosity Strike ac Dip of landslide plane Direction of landslide movement Groundwater Boring Locations Dared boring Enc NNN N CITY OF 'OLLING HILLS AND ALL OFFSIT_ WICH< 0\ #1 A GUEST HOUSE ineerinc REVISION: REVISION: dated 5-24-05. DRAWN BY: APPROVED BY: PROPERTY OLLING HILLS CO. D #4 POPPY 1-AIL. DRAIN OUTL- 740 735 arra <olthoff PICNIC AREA City Lot GROUP DELTA Vzz DRIVEWAY PROPERTY LINE SaE5T LINE EXIST. GRAVEL ROA GRO,P D CO\S,LTA EASEMEI(T LINE 835 —815 NN NA: \ \ \ \ \\\ \\\ +\\ N \\ \NN\ -LTA \TS, \ 2291 W. 205th Street Suite 105 Torrance, CA. 90501 City Lot XaSfaakstalPESOF EXIST. PAVEMENT Poppy Trail # 1 Lancslice City of olling ills — I°:20Ni4-0. 00 PROJECT NUMBER: SCALE: FIGURE NUMBER: 111