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HomeMy WebLinkAboutPD 05-13; RANCHO SANTA FE RD SLOPE STABILIZATION; GEOTECHNICAL INVESTIGATION & FIELD REVIEW REPORT; 2006-04-17[I ( : ro5I . - .,. . . • I f .. -- - •.. .4. F 1 GEOTECHNICAL INVESTIGATION & FIELD REVIEW REPORT Th • . - -.. NCHO.SANTA FE ROAD PHASE.! F ROADWAY SLOPE STABILIZATION IJ Carlsbad, CalifOinia • .. F .. . - . ,. -. . . .. .. ,-, . .. •. -i .44 Prepared for - F IiJ Mr Skip Hammann City, of CarIsbad 5950 El Camino Real ) Carlsbad, CA'92009 4' • . . -. Prepared by • -F .. . ,. .• . . - Testing Engineers - US Labs 7895 Convoy Court, Suite 18 San Diego, California 92111 i-- •..• -. ... • r - F - •, •. . : CONTRACT NO 89583 April17,2006 " ••;•'-- .1 F • J . - . . .. - - ........... S - •• -• City of Carlsbad Contract No.: 89583 RSF Phase I Road Slide Repair •.. S Executive Summary On March 5, 2005 Testing Engineers- US Laboratories, Inc (TE-USL) was contacted by the City of Carlsbad to investigate slope movement along a portion of the old Rancho Santa Fe Road above and adjacent to two dwellings located off of AgUa Dulce Court.' The slope movement subsequently, developed into a full scale slide extending approximately 150 feet in length, 60 feet in width, and 40 feet in height, the inclination of the fill slope was on the order of 1.5:1 (horizontal to vertical). TE-USL was retained by the City of Carlsbad as the Geotechnical Engineer of record in connection with the investigation and remediation of the subject slope failure Various private and public parties were affected by the slope failure and were represented by independent geotechnical engineers In view of the eminent danger to public and private property, emergency grading was recommended by TE-USL as reflected in our letter dated March 15, 2005. Given the dynamic, albeit. slow nature, of the land slip, the limited site access, complex subsurface conditions, and other, unknowns, the findings, conclusions, and remedial recommendations evolved over an extended period of time. In any case, the final remedial design that 'is nearing completion under the geotechnical directive of TE-USL has been a collaborative effort involving numerous parties. Prior to the slide TE-USL had provided limited field investigation work including installation of several piezometers and attendant ground water level monitoring. This limited investigative work was predicated on several complaints of saturated ground along the toe of the old Rancho Santa Fe Road slope subsequent to construction of the new Rancho Santa Fe Road. ;In addition, the 2Q04 winter and 2005 spring had experienced record setting rainfall. Other significant factors contributing to the slide were determined and discovered as emergency-grading operations proceeded. It should be noted that a detailed project pictorial review with accompanying narrative is included, in Appendix H. In addition, various geotechnical and geological engineering reports relevant to the subject project are attached in Appendices K to N inclusive In general, the emergency grading operations unfolded in the following manner I) In order to protect the two toe-of-slope homes (Russ Kurtz, 7550 Agua 'Dulce Court and Lane Campbell-Kurtz, 7551 .Agua Dulce Court), emergency grading was commenced within the slide debris immediately adjacent to the' dwllings. The emergency grading continued and extended in an open cut manner in an effort to remove the slide debris, accessed from the top of the slide area along the old Rancho ., Santa Fe Road. • • , • . .' 2)' TE-USL gathered field and laboratory data in order to characterize in-situ conditions and analyze the pre-existing slope (i e back analysis) These in-situ conditions were subsequently modeled in connection with analyses of the back-slope for the proposed open-cut grading. Results of the analyses yielded a safety factor of less than I ' primarily due to 'the existence of a high ground water table. Nonetheless all affected parties agreed to proceed with the back-cut in an attempt to mitigate the slope failure in the most cost-effective manner • , • ' • • I • 'TESD • City of Carlsbad Contract No.: 89583 RSF Phase I Road Slide Repair - Shortly :after completing the 1:1 (horizontal to vertical) back-slope and adjacent haul road, the back-cut began to progressively fail as predicted. It should be noted that the back slope exposed a rock fill in connection with the old Rancho Santa Fe Road' ranging from roughly '4 to 6 feet below the surface and approximately 6 to 8 feet in thickness, also, groundwater was observed emanating from the rok fill Prior to completion of the back slope; Olivenhain Municipal Water District (OMWD) water mains within the old Rancho Santa Fe Road were shut off and drained. Concurrently ground water levels along the top, of slope and an inclinOmeter between the water mains and top of back cut were monitored (see Appendices D and E, respectively) In an effort to stabilize remaining slide deposits and progressive back slope failure, dewatering alternatives were considered including trenching and well points along the old Rancho Santa Fe Road, however, given the fine grained nature and very soft, saturated condition of the- materials, these. methods of dewatering were notsuccessful. In vie.v of the growing concern for the stability of the new Rancho Santa Fe road as a' result of progressive 'back slope failure, a shoring system was recommended. Installation of the shoring system was commenced concurrently with the investigation of ground water conditions underlying the new Rancho Santa Fe road median by means of special sonic drilling techniques (note in anticipation of rock fill).' Information relating to a large roadway oversized rock-fill prism was disclosed by Mr. John Tworoger including aerial photographs and attendant topography showing the excavation performed where the rock-fill was placed. ' Initial small diameter (4 'inch diameter)'dewatering wells were installed within the disclosed rock-fill prism to depths of up to 60 feet. These wells indicated ground water levels on the Order of 330 feet mean sea lçvel (MSL) shortly after installation (note: this level roughlycoincided with the old Rancho Santa Fe Road level). In any case small diameter special pumps were installed and dewatering operations were started. The initial shoring system extended within an unstable soil mass that began to move and resulted in severe deformation of the so1dier, beams. During this time the progressive failure migrated towards the toe of the new Rancho Santa Fe Road slope. A shallow excavation performed in the area of communication between the slide mass and the toe of Rancho Santa Fe Road resulted in a dramatic release of groundwater. This groundwater ,was subsequently directed down slope to suitable storm drain features The e'xavation also exposed an old abandoned (note: slurry plug) OMWD water main with ground water emanating out of the end of the slurry plug. At this time it became evident that a very large volume of trapped ground water (i.e., "bathtub condition") existed within the rock fill prism and the initial shoring installation could not cope with the current ground water conditióñs. Therefore, shoring equipment was utilized: to install large diameter dewatering wells (24 inch diameter bore, holes) within the new Rancho Santa Fe Road median extending into * the rock fill prism. The shoring system was concurrently redesigned. to resist larger TESD City of Carlsbad Contract No.: 89583 RSF Phase I Road Slide Repair - lateral pressures Large-scale dewatering operations were conducted from two large diameter, wells over a period of 26 days, resulting in over 500,000 gallons of ground, water removal and a stabilized ground water level of approximately 300 feet MSL. In addition, daily groundwater recharge volumes ranging from approximately 2,000 to 20,000 gallons were removed in order to maintain the 300400t MSL groundwater level I0 Installation of the redesigned shoring system began after successful dewaterinu -.-- -=-----0 - operations. installation of 6 inclinometers was performed around and beyond the anticipated slope stabilization project limits --The redesigned shoring system was installed adjacent to the new Rancho Santa Fe road (i.e.; wall number 1). In addition, two more shoring walls were installed , including a cantilevered soldier beam and steel plate lagging system adjacent to the two dwellings along the toe of the keyway and a soldier beam and tie-back shoring system adjacent to the northerly existing ascending slope and haul road 13) In order to provide appropriate subdrainage for the final buttress filIremedial slope, a subdrain system was installed, extending- at a minimum 0.5% gradient from the existing storm drain along Esfera Street up to the keyway bottom at an invert elevation of 280 feet MSL This subdrain system consisted of one 6-inch diameter solid PVC pipe and one 4-inch diameter perforated corrugated pipe and was . encapsulated in %-inch clean drain rock extending 6 inches below, and 12 inches above the pipes. Tie-ins off of the 6-inch diameter pipe were installed for property owners along Agua Dulce Court in order to provide a means to dispose of nuisance water. - Excavation of all of the slide debris was completed extending to a depth ranging from 280 to 300 feet MSL Horizontal drains were installed within the adjacent rock fill prism in order to lower the ground water level by gravity. Four horizontal wells were installed in order to provide communication between the.re-graded slope subdrain and the new Rancho Santa Fe Road rock fill prism. The invert elevation of these horizontal wells ranged from approximately 288 to 300 feet MSL In addition, a horizontal well installed at an -invert elevation of approximately 285 feet MSL was performed beyond the southern limits of the slope stabilization in order to provide a gravity-dewatering source for a property located at the end of DoradO Place. Regrading of the remedial slope remains to be performed in accordance with the approved project plans and specifications 4. .L City of Carlsbad- . 0 - Contract Nd: 89583.! RSF Phase I Road Slide RepàiF S *' . . In summary,, based on TE-USL's field exploration, laboratory testing, documentation review,' engineering evaluation and analyses, it is our opinion that the subject slope failure was the result of the saturation of a steep marginally stable fill slope, overlying a weak residual clay zone. The originating source Of the groundwater causing the saturation was beyond the sëope of this project; however, it appears that up-stream storm waters migrated into the 8466t thick rock-soil fill " grade hold-down" of the new. Rancho Santa Fe Road. This groundwater ;seeped into the down-stream rock-fill prism within the new Rãncho Santa Fe Road (see Figure Nos. :3 and 4). .This groundwater flow resulted in a 'very large volume of trapped subsurface water (i.e., "bithtub condition"), adjacent to the ubject fill slope materials and underlying clay, deposits. The old Rancho Santa Fe Road c6ntained 4 a soil-rock fill, which provided a means of 4. communication for the abOve mentioned groundwater to the slope failure zone. In addition, an abandoned OMWD waterline appeared to provide a more positive communica'tiohi. between the new Rancho Santa Fe Road rock-fill prism,.the old Rancho Santa Fe Road soil-, rock fill, and the slide mass - ., - . . ' - 4 . - •0 I - . -S * .,. '4 . 5•, .' .5 '5__ S , S 0 - 0 5, S • • S ,, 4 4 -.4 0 - ''• Iv •' -. TESD s 1 - - • ' - . S - - 5 '• - 1] 1828 City Of Carlsbad April 17, 2006 5950 El Camino Real Contract No.: 89583 Carlsbad, CA 92009 Attention: Mt. Skip Hamm atm Subject Geotechnical Investigation & Field Review Project: Rancho Santa Fe Road-Phase 1 Roadway Slope Stabilization Carlsbad, California Dear Mr. HànirnàPn: This report presents the results of Testing Engineers - US Laboratories, Inc (TE-USL) geotechnical investigation and field review for the roadway slope stabilization adjacent to the southern portion of the new Rancho Santa Fe Road Phase 1, within the City of Carlsbad, California It is our opinion that the proposed regraded slope will be safe and suitable for the intended use, provided recommendations contained in this report are completed in a satisfactory manner. As of this date, removal of the slide debris, keyway over-excavation, and installation Of subdrainage elements has been completed in general accordance with TE-USL's recommendations. Regrading of the slope including erosion control features and a pedestrian/bike path, resurfacing of Agua Dulce Court and landscaping remain to be completed in accordance with the approved project plans (see Appendix J). TE-USL appreciates the opportunity to provide these geotechnical engineering services on this project and look forward to completing our role as the Geotechnical Engineer of Record. Respectfully submitted, Testing Engineers - US Laboratories, Inc. r Ot Laith Narniq, Ph.D, PEg 5 No, 68481 0 Principal Engineer EV CML Distnbuti on: (4) Address e OF. Mfik0 (1) FHWA, Ken Kochevar - (I Testing Engineers San Diego, Inc. A Bureau Veritas Company 7895 Convoy Court, Suite 18 San Diego, CA 92111 cz, No. GE-2578 CE RGE Principal Geotechnical- n Main: (858) 715-5800 Fax: (858)715-58i0 www.us.bureauveriras.com City of Carlsbad Contract No.: 89583 • RSF Phase I Road Slide Repair / • :. TABLE OF CONTENTS Page EXECUTIVE SUMMARY INTRODUCTION ........................................................................................ ................. 1 SITE DESCRIPTION AND CONSTRUCTION HISTORY...................................... PROJECT DESCRIPTION ....... ............................. . ........................................................ 2 : • 3.1. EMERGENCY GRADING ................. .......................................................................... 2 3.2. SLOPE FAILURE CHARACTERIZATION & ANALYSES .............................................3 3.3. PERMANENT SLOPE STABILIZATION ALTERNATIVES .............................................. 3 3.4. PIEZOMETER INSTALLATION AND MONITORING....................................................5. 3.5. INCLINOMETER INSTALLATION AND MONITORING .................................................. 6' 3.6. OPEN-CUT REMEDIAL GRADING ........................... ...................... ............................ 6 3.7. GROUNDWATER EXPLORATION IN NEW RSF ROAD ...............................................6 3.8. REMEDIAL DEWATERING .......................................................................... ............... 7 .,.. 3.9. TEMPORARY SHORING ..........................................................................................7 3.10. MANOMETER SURVEYS ...........................................• .............................................8 LABORATORY TESTING.............................................'. •.........................................8 5 DISCUSSION AND RECOMMENDATIONS .......... .................................................... 9 5.1. . GENERAL ..............................................................................................................9 5.2. SLOPE STABILITY ANALYSES ..............................................................................10 5.3. TEMPORARY SHORING DESIGN ................................................... ............................ 12' 54 SUBDRAINAGE ............................................... ........................................................ 15 5.5. SLOPE STABILIZATION & GRADING ....................................................................16 5.6. EROSION CONTROL ............................. ................................... .............................. 17 6. LIMITATIONS' AND REMARKS ...........................................................................17 Illustrations • FIGURE'I — VICINTYMAP . • • .. FIGURE 2— REGIONAL TOPOGRAPHY . • FIGURE 3 AERIAL PHOTOGRAPH : • / ., . FIGURE 4—AERIAL TOPOGRAPHIC MAP, • . • "FIGURE 5— REGIONAL HAZARDS MAP .. . . . . .. • FIGURE 6—PLOT PLAN H TE-USL City of Carlsbad Contract Na.: 89583 RSF Phase I Road Slide Repair 1. INTRODUCTION On March 5, 2005 Testing Engineers- US Laboratories, Inc.'(TE-USL) was contacted by the City of Carlsbad to investigate slope movement along a portion of the old Rancho Santa Fe : Road above and adjacent to two dwellings located off of Agua Dulce Court. The slope movement subsequently developed into a full scale slide extending approximately 150 feet in length, 60 feet in width, and 40 feet in height, the inclination of the fill slope was on the order of 1.5:1 (horizontal to vertical). TE-USL was 'retained by the 'City of Carlsbad, as the Geotechnical Engineer of Record in connection' with the investigation and remediation of the subject slope failure. 'Various private and public parties were affected by the slope failure and were represented by independent geotechnical engineers. 'In view of the eminent danger to public and private property, emergency' grading was recommended by TE-USL as reflecte'd in our letter dated March 15, 2005. Given the dynamic, albeit slow nature, of the, land slip, the limited site access, complex subsurface conditions, and other unknowns, the findings, conclusions, and remedial recommendations evolved over an extended period of 'time. In any case, the final remedial'- design that is nearing completion under the geotechnical directive of TE-USL has been a collaborative effort involving numerous parties. , Prior to the slide, TE-USL had' provided limited 'field investigation work including installation . of several piezometers and attendant ground water level monitoring. This limited investigative work was predicated on several complaints of saturated ground along the toe of the old Rancho Santa ,Fe Road slope subsequent to construction of -the new , Rancho Santa Fe Road. In addition, the 2004 winter and 2005 spring had experienced record setting rainfall. Other 'significant factors contributing to the slide were determined and discovered as emergency-grading operatiOns proceeded. It should be noted that a detailed project pictorial review with accompanying narrative is included in Appendix H. It should be noted that given the nature of this project (i.e. emergency remedial slope grading), the remedial recommendations were developed in-grading and consequently thi'report is a timeline record of the investigative work and attendant remedial design that developed during the course of this project. ' 2. SITE DESCRIPTION AND CONSTRUCTION HISTORY' As previously discussed, the project site generally consists of a failed embankment along the old Rancho Santa Fe Road extending approximately 150 feet in length, 60 feet in width, and 40 feet in height; the inclination of the fill slope was on the order of 1.5:1 (horizontal to vertical). The site location a'long with surrounding streets and geographical features is presented on Figure No.], Site Location Map. In addition, the site and accompanying regional topographical setting are depicted on Figure No. 2, Topographic Map. TESD City of Carlsbad ContractNci.: 89583 RSF Phase I Road Slide Repair The old Rancho Santa Fe Road embankment was constructed in the early 1970's and was converted to a pedestrian/bike path subsequent to the completion of the new Rancho Santa Fe Road in 2005 The pre-failure surface elevations along the top of the roadway embankment ranged from about 330 to 335'feetMSL, while the elevation of the toeof the pre-failure slope was roughly 290 feet MSL. The subject slope was vegetated with ice plant and incorporated a concrete "V" gutter towards the lower reaches of the slop. In addition, the slope contained an Irrigation system 4 5. It understood tha( the old Rancho Santa Fe Road embankment was constructed in connection with,-the impacted residential subdivision in the 1970's. During construction of the realigned new Rancho Santa Fe Road, from 2003 to 2005, a deep excavation extending as low as 283.6 feet MSL was performed adjacent to the subject slide zone The deep excavation and subsequent rock-fill prism is estimated to be on the order of 200 by 500 feet in plan and up to 65 feet in depth belos.v the new Rancho Santa Fe Road. The deep excavation was apparently performed to minesoil for proximate grading operations' and 'facilitate disposal of over-sized rock and miscellaneous soils An aerial photograph (Figure No 3) and attendant aerial topographic map (Figure No 4) depict the limits of the deep roadway excavation in relation to the original slide zone. The deep excavation was backfilled with an over-sized rock-fill prism, vhich did not incorporate a functional subdrain system. It should be noted that an excerpt from a regional hazards map is presented on Figure N6.5 and . classifies the site as "Generally Susceptible" to landslides Detailed site information including approximate piezometer, de-watering well, and inclinometer locations, as well as approximate limits of pertinent project features and elevation data, is presented on Figure No 6, Plot Plan More detailed project information is provided in a reduced set of the approved project plans attached inAppendix J. 3. PROJECT DESCRIPTION S Subsequent to the slope failure the remediation involved numerous tasks. As previously discussed, given the complexities and emergency nature of this project, the remedial design evolved as in-grading investigative work and geotechnical engineering evaluation/analyses were performed. Included below are the various tasks involved with a brief description. 3.1. Emergency Grading. • • In view of the eminent danger to public and private property, TE-USL recommended that emergency-grading be performed to 1) protect homes, 2) protect utilities, 3) protect-the new Rancho Santa Fe Road, and 4) remediate the failed slope •-• O 2 • TESD a. . City of Carlsbad ' Contract No. 89583 RSF Phase I Road Slide Repair • •. A top-of-slope access haul road was cut across the sldpe to permit removal along the toe- of-slope. Due to limited, access and the mobilized slide rate of movement, the emergency slope grading involved repeated excavation, Up-slope temporary placement and removal. Removal of the toe-of-slide deposits continued' repeatedly until ishoring walls were installed and all slide materials were over-excavated. . A detailed timeline pictorial review and accompanying narrative of the emergency grading operations isprèsented in Appendix H. ,The most significant slide related damage, occurred to the Kurtz-Lane Campbell residence within the northeast pbrtion (see Appendix - - - • H, Photo No. 9). In general, the slide damage caved in a portion of the wall. 3.2. Slope Failure Characterization & Analyses As the emergency grading proceeded the limits of the slide were mapped and the nature of the slip zone was spatially located by meansof test pits. Based on the test pits and original, grading information it was evident that the slide' consisted 'of a steepened nar saturated fill slope overlying a weak saturated topsoil and , residual clay zone. . . . . . . . Subsequent to collection, of weld data, review-.of site documentation, and laboratory , " testing, it was possible to model the initialslide by means of back analysis. This apprOach S : permitted a relatively accurate assignment of subsurface material units and associated strength for in parameters use connection with other slope stability analyses. Other slope stability analyses included the& following scenarios '. Initial temporary back-cOt (1:1; horizontal to vertical), during open "cOt grading . operations -With a high groundvater le'el (i.e., 330 feet ± MSL); . ' . - • Initial temporary backcut (1:1; horizontal to vertical) during, open 'Cut. gradings' - operations without a groundwater table;. . • .. .. . . • • . • . Overall in-grading section including the new RanchO Santa Fe 'Road with a high.' groundwater level (i.e., 330 feet± MSL); . • . . Overall in-grading section including the new Rancho Santa Fe Road after emergency dwatering operations with a lowered, groundwater level (i.e., .300 feet • .: ±MSL); , • . • . • . . - .. . : • Overall in-grading section incorporating a ,bck-cut (1:1; horizontal to vertical) • . beyond the toe of" the new' Rancho Santa Fe Road slope ' with a lowered groundwater'level (i.e.; 300 feet ± MSL); , • The final stabilized slope section for the static and seismic conditions. • - • . - 3 ' ' . . • .TESD - • . :. 4 . . . I r - City of Carlsbad Contract No 89583 RSF Phase I Road Slide Repair A more detailed description of the various slope stability analyses performed along with the results nd discussion are presented in Section 5,2 and Appendix I 3 3 Permanent Slope Stabilization Alternatives Pursuant to the onset of the Old Rancho Santa Fe Road 'embankment failure, the City of Carlsbad considered numerous potential alternatives to stabilize the hillside and protect the public and private improvements The following is a summary of the alternatives considered with a brief discussion about each alternative Alternative No I The first alternative considered was to "do nothing", which would leave the two dwellings along the toe-of-embankment in eminent danger of destruction from the moving soil mass and result in a loss of the top-of-embankment utility lines including two large volume OMWD water lines In view of the extensive nature of the moving soil mass and the potential for progressive catastrophic failure of the embankment including the OMWD water main corridor, it was decided that a "do nothing' approach was not a prudent option Alternative No .2: The second alternative considered was to stabilize the moving mass with -.a` series of reinforced concrete panels pinned and loaded with tie-backs Given the excessive movements and progressive failure that were occurring within the embankment, the constructability was questionable at best and the likelihood of this methodology providing adequate stabilization was considered low. Alternative No 3 The third alternative considered was to install a permanent soldier pile and tie-back retaining wall within the Old Rancho Santa Fe Road across the affected portion of the embankment The wall considered was generally cast in drilled hole caissons at specified distances with lagging placed between the piles to retain the soil The piles themselves ranged from concrete fortified with reinforced steel cages to structural steel 'H' beams embedded in concrete The permanent design required epoxy coated steel for tie-backs, sulfate resistant concrete, and lagging by means of reinforced concrete panels Although' this alternative is considered technically sound, it would most likely be the most costly and more importantly was not an acceptable option for the Home Owners Association Alternative No. 4: The fourth alternative focused on removing the soil mass along the toe-of-embankment to protect the two affected dwellings This option ultimately consists of regrading the failed embankment including installation of a toe-of-slope buttress keyway, subdrainage elements, kind slope erosion protection measures. The buttress would extend below the, failure surface and utilize granular soils to permit regrading to match the pre-existin 4 TESD ft •• City of Carlsbad RSF Phase I Road Slide Repair Contract No.: 89583 inclination of 1.5:1. horizontal to vertical while maintaining 4a gross static and seismic factor of safety of at least 1.5 and 1.1 ,respèctively. After careful consideration of the above alternatives, the City of Carlsbad and TE-USL proceded with "Alternative No. 4" to protect the affected private and public improvements. As the removal of the failed soil materials proceeded and the site conditions were characterized, all reasonable efforts to implement this fix by means of open cut grading methods were exhausted Given the mobilized condition of the failure zone (i.e., reduced soil strength), the elevated ground water level within the adjacent deep rock fill in the new Rancho Santa Fe Road, and the limited lateral distance between the toe-of-the failed embankmenf and the toe-of-the new Rancho Santa Fe Road prism, it was necessary to, modify the chosen alternative. The-ground .vater level within the adjacent deep rock fill was lowered while a temporary shoring system was designed to protect the new Rancho Santa Fe road and permit installation of the planned regraded slope. In addition, several inclinometers were installed immediately beyond the upslope limits of the failed embankment perimeter, which were monitored for lateral movement while the temporary, shoring system was installed In any case, albeit the lowering of the ground water level improved the stability of the adjacent new Rancho Santa Fe Road slope, a temporary shoring system was still required to permit the completion of the regraded slope Finally it is important to note that permanent horizontal drains were installed at the bottom of the\back cut extending into the new Rancho Santa Fe Road rock fill and directed to the storm drain system along Esfera Street by means of a new storm drain utility line extension up to the affected properties. . 3.4. Piezometer Installation and Monitoring , As previously discused, 3 piezometers were installed, in the fall of 2004 by TE-USL along the top of the failed slope (see Figure 6, Plot Plan) The 2 piezometers adjacent to the new Rancho Sántà Fe road slope ranged from 5 to 10 feet in depth and prior to'the heavy rainfalls of 2004 indicated no groundwater levels (i.e., dry); while, immediately after the slope failure the levels rose to about 2 feet below the adjacent surface The piezometer adjacent to the old-Ran I cho Santa Fe road top-of-slope (i e, Piezometer I - TE-USL) was installed to a depth of about 40 feet and indicated levels, of roughly 30 feet prior to the 2004/2005 Winter and approximately 12 feet afterthe slope failure. Subsequent to the slide failué 4 piezometers were installed along the toe-of-the new RSF road slope by Kleinfeldér (see Figure 6, Plot Plan). In addition, numerous dewatering wells were installed within the median of the new Rancho Santa Fe road, these wells were also utilized to provide spot piezometric information during remedial work Detailed information of the spot groundwater levels was recorded during the project and is presented in Appendix D. 5, I • .. City of Carlsbad Contrcto.: 89583 RSF Phase I Road Slide Repair ' '.• ., S 3.5. : Inclinometer Installation and Monitoring , • During characterization of the slide and establishiiient of the limits, Kleinfelder Associates installed an inclinometer between the OMWD water mains and the initial back-cut In addition, 6 inclinometers were installed by TE-USL encompassing the top-of-slope li m its of the slide and beyond to the north and south. The locations of t116 inclinometers are presented on Figure 6, Plot Plan. The purpose of the inclinometers, was to record •a down-hole profile of any lateral • movements in the vicinity of the top-of-the failed slope adjacent to critical public and private properties; Düeto, the progressive failure of the back-slope initially cut adjacent to • the OMWD water mains th Kleinfelder inclinometer indicated lateral movements on the order of 4-inches total at the top, shortly, before it was lost down-slop. This inclinometer indicated a point of fixity (i.e., slip surface location) at approximately 25 to 30 feetbelow the old Rancho Santa Fe road surface. The remaining inclinometers installed after the project limits were better established indicated very little lateral movement. However, several of the TE-USL inclinometers were lost during the installation of the second temporary shoring wall no.1 (see Figure 6, Plot Plan). .. Detailed infori'nation regarding the inclinometers is presented in Appendix B and E; The remaining inclinometers Nos 1-3, 1-5, and 1-6 will be monitored subsequent to completion of the remedial work' to confirm satisfactory performance of the southern and northern limits beyond the project site • 3.6. Open-cut Rémediál Grading...... . As previously discussed, initial emergency grading activities included removal of slide'' deposits in an effort to complete the pernanent slope stabilization (i.e., Section 3.3, Alt'ernativë No.4). HOwever, due to the subsurface conditions combined with the lateral . constraints and adjacent groundwater source (i.e., saturated rock fill prism), the chosen remedial alternative could not be completed by means of open-cut grading.'. The difficulties associated with the attempted .open-cut grading method are depicted in Appendix 1, Project Pictorial Review. r •. •'.• . 3.7. Groundwater Exploration In New Rancho Santa Fe Road During the initial open-cut grading operations further characterization of the groundwater conditions below the new Rancho Santa Fe .ih the proximity of the slide was sought. Based on limited information, there was a possibility of encountering a high concentration • . of rock. Therefore, 3 groudwater exploraiioñ wells 'were performed using special sonic drilling equipment. 1' • - - A high. concentration of rock was encountered in all 3 locations. ;The groundwater S . exploratiOn locations were constructed to function aspiezometers and dewatering wells. A •' TESD • City of Carlsbad Contract No.: 89583 RSF Phase I Road Slide Repair pa 4-inch diameter casing was installed in the sonic borings.. Their locations are shown,on Figure 6, Plot Plan and the logs of the material units encountered are presented in Appendix B, Subsurface Logs. As previously mentioned; spot groundwater levels were recorded during the project and are presented in Appendix D 3.8. Remedial Dewatering Ultimately ground water was the instigating factor that resulted in the subject slope failure Various methods of dewatering were attempted in the course of this project including Trenching: unsuccessful due to sloughing; . Extraction from sonic wells limited success due to the large volume of groundwater, In-slope excavation: lithited to 320 feet MSL due to stabilityconcerns of the new RSF road; . . .. - . Large diameter dewaering wells: successful. Removal of the groundwater from the slide mass was not feasible given the on-going movement and fine grained nature of these soils. Once the source of the groundwater was identified and the subsurface materials characterized (i.e., rock with a high hydraulic conductivity) removal by means of large diameter well points -vyas completed. Large-scale dewatering operations wee conducted frdm two large diameter wells over a period of 26 days, resulting in over 500,000 gallons of groundwater removal and a stabilized-water level of approximately 300 feet MSL In addition, daily groundwater recharge^ volumes ranging from approximately 2,000 to. 20,000 gallons were removed in oder to maintain the 300-foot MSL groundwater level'. The final 'slope stabilization required the completion of 4 horizontal wells (2 300feet. . MSL and 2 @ 288 feet MSL) extending through the slide over-excavated keyway ,06t to the rock fill prism (i e, "15'athtub") within the new Rancho Santa Fe road The horizontal drains provide a permanent gravity subdrainage system for the rock fill prism. - In addition, the project incorporates subdrainage elements within theregradéd slope and extending out to the closest storm drain system along Esfera Street. Detailed information regarding these gravity-devatering elements is presented in Appendix J, Project Plans. 3.9. Temporary Shoring As previously. discussed, installation of a temporary shoring wall was attempted in in effort to protect the new Rancho Santa Fe road and facilitate remedial slope stabilization. Due, to the high groundwater table within the new Rancho Santa Fe road rock prism the.. construction of the first wall was abandoned (see Appendix H, Photo Nos 28, 29, and 30) - Subsequent to successful dewaterin,g operations within rthe new Rancho Santa Fe Road, a fortified shoring wall no.1 was constructed. In order to protect the toe-of-slope and top-of- 7 TESD City of Carlsbad Contract No 89583 RSF Phase I Road Slide Repair. slop' dwellings to the west. and north, respedtively, two other 'shoring walls were constructed. . . Detailed information concerning the shoring vall designs áe contained in Appendix J, Project Plans..During installation of the shoring valls tie-back load testing was performed and the results are presented in Appendix. G. It shóuld.be noted that where tiebacks did not attain the prescribed design loads the tie-back in question was locked-off at a reduced. load meeting the time-deformation criteria and additional tie-backs were retrofitted by means ofawaler-beam system between soldier piles'(see Appendix H, Photo No.:69). 3.10. Manometer Surveys Prior to mass excavation operations for the subject slope stabilization, 'manometer surveys were performed for the following residential properties 3339 bet Rio Court''. •: 3341 Del Rio Court . 0 .. . . 0•• 3343 De1'Rio Court . 0 7550 Agua Duke' Court . •r. •, 7551 Agua Dulce Court .• . '7552 Agua Dulce Court In addition, subsequent manometer surveys have been performed after slope stabilization excavation operations Based on review of the manometer data, no significant 'movement has occurred as a result of implementation of the slope stabilization recommendations. The accuracy of the elevation survey data is considered to be ±0.1 inches. : • ,: It should be noted that surface deviations were noted in the existing slabs on grade ranging from 1.2 to 3.0 inches and the cause for this is indeterminate at this time, investigation of . -' ',' the subsurface conditions related to this is beyond our current scope of services.' In any, case, it could be attributed to shrinking/swelling of surficial expansive soils within building pads, minor settlements of fill materials, and/or original construction 00 ,•,, •.4 .• . 0• •• * • .. Detailed graphical 'manometer elevation data perfdrme.d on .various ,ground' level residentiaF slabs on grade in connection with the above referenced project site are presented in Appendix F 4. LABORATORY TESTING. . S • . •. Laboratory tests were performed on selected samples obtained from the exploratory • • excavations to aid in the soil classification and to evaluate the engineering properties of the slope soils In addition, numerous-on-site and import soil samples were obtained for in-grading laboratory testing purposes The following tests were performed: . 0 •. . . 8 ," '0 • TESD *000 • . , - . . . . 0, 0 0 • • '• , • . 0 - 0 "• - - / City of Carlsbd ContractNo.:' 89583 :RSF Phase I Road Slide Repair ( Atterberg limits; Corrosivity, ) Direct Shear; • Expansion Index, Maximum Dry Density/Optimum Moisture Content Particle Size Analysis Testing was..performed in general accordance wiO applicable ASTM standards and California Test Methods The laboratory test results are presented in Appendix C Details of the laboratory testing program are also included in Appendix C + - * - '-•r * - 5 DISCUSSION AND RECOMMENDATIONS 4 4 • 1 • 5.1. General •• - Based on the results of the field exploration, laboratoy testing, engineering analyses, and geotechnical field review, it is TE-USL's opinion that the slide debris removal, keyway, excavation, and subdrainage features constructed to date (i.e."' horizontal, drains and subdrains from keyway to Esfera Street) have been performed in general accordance with our recommendations and the approved project plans The remaining slope stabilization including grading, subdrainage installation, erosion control elements, and landscaping shall be performed in accordance with recommendations herein and the approved project plans (see Appendix J) From TE-USL's field exploration, laboratory testing, documentation review, engineering evaluation and analyses; it is our opinion that the subject slope failure was the result of the saturation' of a marginally stable steepened fill slope overlying a weak residual clay zone. The source of the groundwater causing the saturation of the fill materials and underlying 61ay deposits was from the introduction of a large rock fill prism into the new Rancho Santa Fe Road Also, the old Rancho Santa Fe Road contained a soil rock fill immediately adjacent to the slope failure zone, an abandoned OMWD waterline appeared to provide a more positive communication between the new Rancho Santa Fe Road rock-fill prism, the old Rancho Santa Fe Road rock-fill, and the slide mass It should be noted that the record rainfalls of the 2004 winter and 2005 spring are considered to be the primary source of the groundwater contained within the new Rancho Santa Fe road rock-fill prism The fo116wing sections present our analyses, conclusions, ind recommerdations pertaining to the geotechnical engineering design for this project - • .: 1'- • • • • - • V - :.--- - -- :- - • * * - 9 TESD + - - -- - • - • - - -• , • City of Carlsbad Contract No.: 89583 RSF Phase I Road Slide Reair 5.2.' Slope Stability Analyses * As previously discussed, numerous slope stability analyses were performed in connection .with this projeCt.' The final results of these analyses are depicted in Appendix 'I of this . report (note: all section drawings are shown to scale). . ,. •. The analyses were performed for sCctións considered to be the most critical extending through: the slide zone from the Kutz.residence up to the old Rancho Santa Fe Road and 'the new Rancho Santa Fe Road (note: subsequent to progressiv.e back-cut failures). The analyses included separate calculations for static and Seismic' (note: for the "Proposed Final As-graded Condition" only) conditions. The analyses utilized Bishop's simplified, method of slices. The material strength parameters used in the analyses were based on classification and laboratory testing*of the material units obtained during field exploration (note: 'sample obtained from actual slip surface), as well as local engineering experience. The strength parameters utilized are presented in Appendix I for each scenario analyzed; ; - these parameters are considered to conservatively represent the strength values for the in- .Situ subsurface stratigraphy. . • . The factor-of-safety is the ratio of driving forces (i.e., gravity, seismic) to resisting forces (i.e., friction and apparent, cohesion) along an assumed failure surface. A factor-of safety of 1.0 represents equilibrium; a factor' a safety less than 1.0 indicates failure, while factors-of-safety. in 'excess of 1.1 and 1.5 are generally considered the acceptable minimums for seismic and static conditions, rèspectiely. A horizontal ground acceleration of 0.2 g was used forthé seismic condition. . Included below is a brief discussion of each of these analyses in chrQnologiCal order. 5.2.1. Initial Failure . . . • . ' • Shortly after the initi1 down-set occurred a scar,fáce of sevCral,feet was exposed along the 'top-of-the-old Rancho Santa Fe Road, slope. The ensuingslope failure-was' relatively slow in nature with the slide soil mass exposing on the order of 1 foot of scarp per day. An any case,, concurrently with emergency grading operations various • subsurface exploration programs were initiated in an effort'to characterize the spatial extent and nature of the slide. Based on the characterization developed including graphical mapping 'of the subsurface units, piezometric groundwater surface, and tension cracks, the minimum factor-Of- • safety was 0.96, which is indicative Of a failed condition. It should be noted that this 0 scenario was utilized as. a. "back-analysis" to refine the subsurface modeling for the' • O 0 remaining analyses performed. Detailed informatiOn for this scenario is presented on 0 0 Figure No., in Appendix I. . . ' . 0 • • • • 0 0 S 0• . ,. io - TESD • : ' 0 •, '.,: • 0 City of Carlsbad '...- Contract No.: 89583 RSF Phase .1 Road Slide Repair. * 5.2.2. Initial Back-cut with Groundwater S -.5 The initial proposed temporary back-cut (1:1 . horizontal to vertical), for en-cut grading operations was analyzed with a high groundwater level of about 330 feet MSL Based dn the characterization developed including graphical mapping of the subsurface units and piezometric groundwater sufface, the minimum factor-of-safety was 0.89, which indicated an anticipated failure for this condition Detailed information for this scenario is presented on Figure No 2 in Appendix I 5.2.3. Initial Back-cut without Groundwater The initial proposed temporary back-cut (1:1; horizontal to vertical) for open-cut grading operations was analyzed without a groundwater table. . Based on the characterization developed including graphical mapping of the subsurface units, the minimum facto-of-safety was L43, which indicated a non-failure condition. Detailed information for this scenario is-presented on Figure No.3 in Appendix 1. 5.2.4. Overall In-grading Section with a High Groundwater Table The overall in-grading sectionincludingthe new ,Rancho Santa Fe Road was-analyzed with a high groundwater level of about 330 feet MSL. Based on the characterization developed including graphical mapping of the subsurface * units, piezometric groundwater surface, and tension cracks, the minimum factor-of- safety was 0.97, which indicated an incipient failur& for this condition. ThFs was the impetus for the Iemergency dewatering operations as discussed in Section 3.8. Detailed information for this scenario is presented on Figure No 4 in Appendix I 5 2 5 Overall In-grading Section with a Lowered Groundwater Table The overall in-grading section including the new Rancho Santa Fe Road was analyzed with a lowered groundwater level of about 300 feet MSL . .. :. Based on the characterization developed including giaphical mappiig of the subsurface * units, piezometric groundwater surface, and tension cracks, the minimum factor-of- safety was 1..24, which indicated a temporarily safe condition Detailed information for this scenario is presented on Figure No 5 in Appendix I - - __5 .S • • r TESD * 5.* - •-'- S 5*, - - - - '• ,. City of Carlsbad - - Contract No.: 89583 RSF Phase I Road Slide Repair 5.2.6. Second Stage Open-cut Grading The overall proposed second stage open-cut grading section, Incorporating a back-cut (1 1, horizontal to vertical) beyond the toe of the new Rancho Santa Fe Road slope, was analyzed with a lowered groundwater level of about 300 feet MSL Based on the characterization developed including graphical mapping of the subsurface units, piezometric groundwater surface, and tension cracks, the minimum factor-of- safety .vas 1 01, which indicated an unsafe condition, therefore, shoring wall no I was ircstalled to permit completion of slide debris removal while protecting the new Rancho Santa Fe Road Detailed information for this scenario is presented on Figure No 6 in Appendix I -• -.. .i '. - 5 2 7 Proposed Final Stabilized Slope I The proposed final stabilized slope section, including the gravity horizontal subdrains and other gravity, subdrainage elements, was analyzed with a lowered groundwater level ranging from about 280 to 288 feet MSL Based on the characterization developed including graphical mapping of the subsurface' units, piezometric groundwater surface, and surficial stabilization/erosion control geogrid, the minimum, factor-of-safety for static and seismic conditions is 1 .66 and 1.16, which indicate the appropriate safety factors Detailed information for these • scenarios are presented on Figure Nds. 7 and 8 in Appendi I. - - -. • • - t_ . - . . . . •.' -- 4... . • .. • •• . -5.3.- Temporary Shoring-Design . • . - - . ,•, -• The actual shoring design was provided by Earfh Support Systems, Inc..a registeredcivil engineer in the State of California experienced in the design and construction of shoring under similar conditions The plans and design (see,Appendix J) were reviewed by TE- USL for conformance with the design intent and geotechnical recommendations as presented below 5.3.1. Lateral Pressures '4 For design of cantilevered shoring, atriangular distribution of lateral earth pressure was used It was assumed that the drained soils, with a level surface behind the cantilevered shoring, exerted an equivalent fluid pressure of 45 pcf (note shoring wall no 2) Tied- back shoring walls were"designed to resist a trapezoidal distribution of lateral earth pressure The recommended pressure distribution for shoring wall nos .-I and 3 is illustrated in the following diagram with maximum pressures equal to 75H and 55H, - • . respectively,-in psf, where His the height of the shored wall in feet:, . . . r& t 2 I i2 TESD -. • . . - -• •• . •• , . - ' , _, • • * '. _ - -- -. .• .•- , . *- • *•. .•,• - •,4•_• • •- . City of Carlsbad : Contract No.: 89583 RSF Phase I Road Slide Repair . p - N 0.2H - - - - - H = Height of Shored Wall - 0.6H - . . . (feet) •-. . . . .--. 02H - 75H (5511; wall No. 3) - . .'. Surcharge loads from traffic and adjacent delliñgs were conservatively accounted for by adding 400 and 200 psf to the lateral active earth pressures for shoring wall no. I and shoring wall nos. 2 and 3, respectively. . 5.3.2. Soldier Pile Design - . ,. •. . - . . The soldier piles were designed in-accordance with the. gèotechnical parameters presented in. the table below. Soldier piles were spáced.no-further.apart than 8 feet on center. S • . . 1 •, TOW 1 Geotechnical Design Parameters for Steel Soldier Piles The depth of embedment of an isolated soldier, pile into. formation materials can be calculated using ultimate lateral passive 500(ll/ 12002pcf resistance (EFP) . • • . Maximum ultimate lateral, passive resistance (EFP) 14,500 pcf Increase (multiplier) of the ultimate lateral passive resistance due to arching (This value is applicable for soldier piles that are spaced no - - - - 2.0 , closer than 3 diameters.) . • ,. • ••. .• • - - .• The above ultimate passive soil resistances should be reduced by a Factor of Safety to obtain the actual design values: •. - • . . it -'--• . ...-. • - . . . • - ES - 1 5 - City of Carlsbad Contract No.: 89583 RSF Phase I Road Slide Repair. . Continuous treated timber and steel plate lagging .was used between the soldier piles. The treated timber lagging may remain in place The concrete placed in the soldier pile excavations was a lean mix concrete. However, the concrete used in that portion ofthe soldier pile that was below the excavated level was structural (i.e., 2500 psi mm.) to adequately, transfer the imposed loads to, the surrounding materials • Drilling of the pile shafts was accomplished using heavy-duty exCavation.' equipment. Due to the loOse unstable subsurface condition's soldier piles were installed using cased hole methods. In addition, lean mix and structural concrete were placed using a .tremie: . . . 5.3.3. Tie-back Anchor Design .. • ' Tie-back friction anchors were used to resist lateral loads. For design purposes, it was asumed that the failure wedge adjacent to the shoring is defined by a plane drawn at 40 degrees from the vertical from the toe of the wall. The anchors extended at least 20 feet beyond the potential failure wedge, this provision was to provide global stability for the shored wall. ,The bonded length commenced at least 8 feet beyond the filure wedge. Pressure-grouted anchors were utilized and designed for an allowable bônd stress of p3,600, psf. Only the resistance developed beyond the failure wedge was used in resisting lateral loads.' Anchors vere spaced at ,least '6 feet on centers; therefore, no' reduction in the capacity of the anchors was considered due to group action. • . The tie-back anchor system is intended for temporary use and should 6e-de-tensioned Or abandoned in-place as the slope grading is completed. , .. 5.3.4.' Anchor Installation • S The anchors were installed at angles of 20 to 25 degrees below the horizontal. Difficult drilling conditiofls and/Or caving during installation of the anchors was anticipated," which prompted the use, of special high strength hollow threaded bars. This method also permitted high pressure grouting thru'the hollow stem and alleviated the problems with caving. .• ' . • - 5.3.5. Anchor Testing '• '. 0 All oft - he production anchors were tested to at least I 33% of the design load; the total deflection during the tests did not exceed 2 inches. The rate of creep under the 133% • test did not exceed .0.2 inches over a 10-minute period for the anchor to be approved for,' ;' . •' the design loading. 'Otherwise tie-backs were locked off 'at a reduced load and . supplementaltie-backs were installed utiliing a waler-beam system. • . . .•. . S •' TESD S • • i•• 05 0 , City of Carlsbad •• Contract No.:'89583 RSF Phase I Road Slide Rei,air - After a satisfactory test, each production anchor was locked-off at the design load. The locked-off load was verified by 'rechecking the load in the anchor. The load was reset until the anchor was locked-off within lO% of the design load. S S - - - .• S 'S 5.3.6. Monitoring -• - S -Monitoriñgconsisted of periodic surveying of selected locations at the tops and toes of : various soldier piles. The actual monitoring program was developed jointly with the design consultants and the contractor, when the, design of the sh'oring system was finalized. . - ' •• - S Deflections of sHoring wall no. I did not exceed oneLinch; therefore, the third row of tie .backs were not intalled. S 5.3.7. Cast-!In-Drilled-Hole Piles S S The total axial load on the shaft was determined by adding the compressive axial load frcm the tie-backs and the weight ofthe concrete CIDH pile (150 pounds per cubic' )foot). A shaft diameter aAd depth was selected that would provide a total allowable 1 capacity. in excess of the design axial load; An allowable skin friction of 500 pounds per square foot for the section of the pile belbw 290 feet MSL was permitted: The allowable downward values were increased by one-third for short duration live . - loads such as wind and seismic loads 5.4. Subdainage' .. . - -In order to provide the best subdrainage possible in connection with the installation of the new keyway, it was recommended that a n'ew subdrain system be'installed and connected S to the existing storm drain manhole located along Esfera Street: The subdrainage system included a 4 and 6-inch diameter PVC schedule 40 perforated pipe with a minimum of 6 inches of clean drain rock bedding and backfilled to at least 12-inches above the pipes The elevations of the subdrains were established at a depth of 280 feet MSL starting at- the ,. keyway and grading down at a minimum of 0.5% to the connection at Esfera Street. In S addition, gravity horizontal drains providing communication between the new• Rancho Santa Fe Road rock fill prism and the above subdrainage system has been completed in general conformance with the project plans (see Appendix J) Other subdrainage • components within the regraded slOpe remains to be completed in accordance ,with the - project plans (see below also). • -- - S - - •_i•S • - .- -• .. - ' I 15 S - - TESD I S • 5- S -- h' - - S 55 V.h ' City of Carlsbad , . V . Contract No.: 89583 RSF Plase I Road Slide Repair S 5 5 Slope Stabilization and Grading - V The proposed slope is' consideed to be grossly and surficially stable provided 'the' V following recommendations are incorporated into the design and construction of the slope: . The site should be cleared and grubbed of all vegetation Vegetation and organic V V material should be hauled off-site as son as possible in a legal manner. V V F 1 ' • Perform removals and benching into competent formational material under the observation of a TE—USL representative Install stabilizãtiongeogrid (i e , Tensar BX- 1200) over the entire keay surface at an elevation of 280 feet MSL followed by at V V least 2 feet of 3/4-inch clean crushed drain rock. . • V Ft F F F F F V V • Perimeter drains should be constructed within the stabilized slope keyway and slide V . over excavation.. Each drain should,, be constructed of perforated 4-inch diameter, V : 'schedule 40 pipe or equivalent, surrounded by 3 cubic feet per lineal foot of %-inch clean crushed drain rock and wrapped in geo-fabric such as Marifi 140N.F All drains V should oUtlet away from the'toe of slope and into a.collection area suitable and F F . protectedF•for this type of water. V V V - V, V F• V V' • 'F • Expansive soils should'not be placed,within 30F feet 'measured horizontally from 'the ' V slope fac'e and when ised should be moisture donditioned to 3 to 5 percent ove. F optimum and compacted to .at least 90 percent relative compaction (ASTM D 1557) when placed as fill. V • The maximum dimension of rock in connection with grading of shall be 12 inches below the toe-of-slope and 3-inches above. Top of slope drainage control should be designed by the project civil engineer in order • F V to assist in controlling surficial rdn-off of water. In addition, the project civil engineer should'design a mid-face concrete "V" gutter slope drainage feature to handle runoff,, from a 100 year storm rainfall e'vent. All drainage should.outlet away from the toe of slope and into a collection area suitable and protected for this type of water. V V V F •• The outer 'slope 'section shall incorporate 'surficial stabilization geogrid (i.e. Tensar F F BX-1 100) installed as shown on the project plans. 'In addition, the slope should be V • F V over built, back rolled every. 5'to 6 vertical feet of constructed slope, cut back to grade F and gridFrolled. S F - V • F V I F: V ' • • 16 TESD,F ) City of Carlsbad Contract No.: 89583 RSF Phase I Road Slide Repair . -Once grid rolled and as soonas reasonably possible, the face of the slope should be treated with Hydro seed and sobn after planted with draught resistant vegetation in accordance with the' landscape plans (see Appendix J). Other slope related stabilization and grading shall be performed in accordance with the project plans It shOuld be noted that all slopes.(natural, cut, till or otherwise) are subject to downhill * "creep" to some degree, as well as possible siirficial deterioration .due to normal weathering. This general' observation is made in order to emphasize' the importance of slope maintenance, and is not intended, to suggest. a particularly unusual or compelling 'adverse condition. _•i"• ••' 5.6. Erosion 'Control , Uninterrupted runoffovér the top and down exposed slopes shouldnot be allowed and can be controlled by installation and proper maintenance of top-of-slope berms, interthediate slope terrace drains, down-drains, etc Paved slope drains should be periodically cleared of'any significant runoff sediments, debris, vegetation, over-gown, etc. in order ,to maintain proper performance ' 6. LIMITATIONS AND REMARKS The recommendations and opinions expressed in this report are based on TE-USL's review Of background documents and on information obtained 'from field eplorations. It should bd noted that this study did not evaluate the possible Oresence of hazardous materials on any portion of the site. Site conditions, including ground-water level, can change with time as a result of natural processes or, the activities of man at the subject site or at nearby sites. Changes to the... 'applicable laws, regulations, codes, and standards of' practice may occur as a result of government action or the broaddning of knowledge. The findings of this report may, therefore, ,be invalidated over time, in part or in whole, by changes over which TE-USL has no control.,' TE-USL's recommendations for this site are,to a high degree, dependant-'upon appropriate' , quality control of subgrade preparation and fill placement. Accordingly, the recommendations' are made contingent upon the opportunity for TE-USL to observe grading operations and - • foundation excavations for the remaining regrâding: ' ' " • ' This document is intended to be used only in its entirety. No' portion 'of the docuhient, by itself, is designed to c6mpletely represent any aspect of the roject described herein. TE-USL should be contacted if the -reader requires additioral information or has, questions regarding the . cdnteni, interpretations presented, or completeness of this document. 17 TESD - 4 - City of Carlsbad Contract No 89583 RSF Phase I Road Slide Repair TE-USL has endeavored to perform our, evaluation usin%g the de of care, skill ordinarily exercised under similar circumstances by reputablegeotechnical professionals with experience in this area in similar soil conditions No other warranty, either expressed or implied, is made as to the conclusions and recommendations contained in this report Subsequent to satisfactory ompletioñ. of the s1ope regrading, it is recommended- that the remaining inclinometers (i e, 1-3, 1-5, and 1-6)-and large diameter construction wells within the median of the new Rancho Santa Fe Road are periodically monitored and measured over the next 12 months, to- confirm satisfactory performance of the rekraded and existing adjacent slopes - 4 - ---. 0•* - :. - - - 0 f - - : A - - - 18 TESD '- 4 4* .- '-.4 1 - * - - - * 1•4 4' - -- - - -...- - :' - - -- - *- - - * -- S - - -S.-- -: -- --S. <5 1 4 1 4 4 - -. I - - . - . - - :.' S. - ,5 S .4 4 b-- PP A 44 25 30 CRLSBI k. T! Y ti COST 31 tp L 4 A d e A > I 31 6 A cr I Ar SIT A / c Tc k N I ;iWE1!mC T: - . ---.-. '1 iIA SOACf Ills ;: /i.scidtr4. - -- - - h'LA : A1 17RON 8. Ez ., tA rRI 'A VENHAIR - • • J-4 4 i"=igoo kef.:Thornas Guide, San Diego County. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. LA COSTA CN!YI HS . 9 Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: Site Location Map Project: RSF Phase 1 Road Slide Repair Drwn: D.M.M. IContract No: 89583 Date: September 1, 2005 Figure No: i - VV i Ilk WYK, Y,.; ., •i 2;- p -14 T' Limitslot0eep Excavation Bact iLled wifl Rock P,rsm (Appr.o) i .. '4: \ ?r; Pb2Y iJij M.. M 7 dft ifts',of pig!I!i 4pfr'ox.) /, 4 - - 4 Wk 241 Lirrift 317.6 GPM ptfs 200 S CA Ref.: See Appendix A. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 7.15-5810 Title Aerial Topographic Map Project: RSF Phase 1 Road Slide Repair Drwn: D.M.M. Contract No: 89583 Date: Februthy, 2006 Figure: 4 SYMBOLS _L i... J_' URBANIZED AREA BOUNDARY RELATIVE LANDSLIDE SUSCEPTIBILITY AREAS 2 3-1 1 3-2 1 4.1 42 Lo1l Sucopwlo M8rgnIty S,pIbIe S4sceptiblo Mt Sucoptile IflCr44Ing Landslide ScopIlb4iIy LANDSLIDES - tafldSlida Ouqstionabo tafldSldo Rancho Santa Fe Quadrangle DMG Open -File Report 95-04 .ndslide Hazard Identification Map No.35 (Plate E) NOTE: This figure may Contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. I Testing Engineers - U.S. Labs, Inc. 4 7895 Convoy Court, Suite 18 San Diego, CA 92111 rnrimnnn _______ Tel: (858) 715-5800 Fax: (858) 715-5810 Title Regional Hazards Map Project: RSF Phase 1 Road Slide Repair Drwn: D.M.M. Contract No: 89583 Date: February, 2006 Figure: 5 .-- -.-.--------- - 10 :1•T 40 feet (Approx.i Y 71 AGUA 0 Piezometers - *Kleinf6lder (Approx.) o I I RESIDENCE °Oc / 7 I De-Watering Wells - Small Diameter (Approx.) ering Wells Large Diameter (4prox..). ••. •, : I 109335'-' rAlnclinometers TE-USL(A$ox) Detention I basin (Approx.) A. 4 \\ TfPreexistmgSkjpe77 PJE ated/Rm;oved R, (Approx.) - - - - - - — - i Toe of Pre existing Slope - • • - _.- - •'-'\' • - • - 330 I ,---- Original Elevation Contours - ,. •" '"\?Pre-Existing 8evations (Approx.) 340 çO - • 'C ~AE~c.avated/Removed xcavated/Removed - " Above locations are 'approximate * ev 21 - •' •• / -Al N - - - I - - - - — - OS i FOR SCHEMATIC USE ONLY NOT A CONSTRUCTION DRAWING I I .----- - Limits of Old RSF I Road (Approx.) I - •• • • I %- : •• • Limits of RSF Phase 1 - • - • • - \. - - - - - Rock Fill Approx (see report) / Limits of initial ç Slope Failure (Approx) Limits \± of Old RSF road rock fill - (Ref be Engineering) Ref Grading Plais 0 Day Consultants • • .- .--. ••--• •- ---- --•.- .--- :- •- ---'.-- -•• • •.. - '•• .1) • • -.--. • •• -.•. - - 4 0 • • TeStingEñgineers- U;S.Labs, Inc. 7895 Convoy Court, Suite 18 San Diegd-cA 92111- jel: (858),715-5800. Fax:: (858),7,15-5810 • - Title • • - - • Plot Plan Project:' - RSF PFase.1 Road Slide Repair • aNirigby: D.M.M. Contract No: - -895831 Date: • Figure No: February, 2006 6 • :,, • APEEN1)I\ REFERENCES", • - - .• - -: ( S - : - - - 4 4 * City of Carlsbad .-. Contract No 89583 RSF Phase I Road Slide Repair, , - . - •- ..-. ;. 1. 4 4 • 4 SELECTED REFERENCES .. H •-- :-' . ---:'. •-'' ASTM, 2001, Soil and Rock: American Society for Testing and Materials: vol. 4.08 for q ASTM test methods D-420 to D-4914, and vol 4.09' for ASTM test methods D-4943 to highest n.imber - . . California Department of Conservation, Division of Mines and Geology, 1997, Guidelines for Evaluation and Mitigation of Seismic Hazards in California Special Publication 117. CDMG Open-File Report 95-04, Rancho Santa Fe Quadrangle, Landslide Hazard Identification Map No 35 (plate E) Cedegren, Hany R, 1989, Seepage, Drainage, and Flow Nets, Third Edition 4 -8 Day, Robert W, 2002, Geotechnical, Earthquake Engineering Handbook 44 - 44 Franklin, JA, and Dusseault, M B, 1989, Rock Engineering 41 11 Hausnann, Manfred R. 1990, Erigineering Principles of Ground Modification 4. Hunt, Roy E, 1986, Geotechrnca1 Engineering Analysis and Evaluation ' Koerner, Robert M, 1994, Designing with Geosynthetics, Third Edition Macnab, AlantP E , 2002, Earth R6tention Systems Handbook Peck, R B, Hanson, W E, and ThornburnT I-I, 1974, Foundation Eigineering, Second - Edition..,' - 4--. - -. - - - Rick Engineering Company,-Grading Plans for Carlsbad Tract No. 72-20, La Costa"Vale - Unit No 3, Sheet 3 of 19, latest revision June 28, 1976 4 Rocscince, Geomechanics Software Solutions, 2003, Slidec. 2D limit quilibrium slope stability for soil and rock slopes Schnabel, Harry Jr, 1982, Tiebacks in Foundation Engineering and Construction US. GS 7 5 minute Rancho Santa Fe quadrangle, latest revision, 1983 - 1- 1/ DescrIption Field test '. Dry' Absence of moisture, dusty, dry tothe touch Moist. Damp but no visible water . '•. . ' Saturated . Visible free water, usuallysoil is below water table Cementation - 'LOG SYMBOLS Water level Bulk/Bag sample -- (level after completion) Water level • Modfied California sampler. I - (level where first encountered) i (2-1/2 inch outside diameter) ' Abbreviations: California sampler SA (38% SAND analysis (percent ' ' ' - (3 inch ôutsidO diameter) passing #200 sieve)' WA (38%) One point grain size analysis 'Standard penetration ' (Percent passing #200 sieve) •, Split spoon sampler P1 - Plasticity index (2 inch outside diameter) ' . ' LL - Liquid limit ' fli NX size core barrel ' -. DS - Direct sheartest JJ ' (2-5/8 inch outside diameter) ' - R-value test. --• ' . ' coRR - Corrosivity test El - UBC expansion index [II] Shelby tube LC Laboratory compaction test • • -' GenèralNótes:- .. ' Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be gradual. No warranty is 'provided as to the continuity of soil conditions between individual sample loctions. 3 Logs represent general soil conditions observed at the point of exploration on the date indicated 4 In general unified soil classification designations presented on the logs were evaluated by visual methods only. Therefore, actual designations (based on laboratory tests) may vary. Consistency cnteria based on field tests Fine Grained Pocket(2) Granular ' : -, ' - Torvane penetrometer - Relative density SPT(1) . (# blows/fl) Relative density (%) Very Loose <4 0- 15 : Loose 4-10 15-35 Medium Dense 10-30 35-65 Dense 30-50 65-85' Very dense >50 ' 85-100 Consistency ' b OW. ft ) Undrained - shear strength (tsf) Unconfined cbmpressive strength Very soft '<2 ' <0.13 . <0.25 Soft 2-4 0.13-0.25 ' 0.25-0.5 Medium stiff 4 - 8 0.25-0.5 1.0 0.5 -1.0 Stiff 8 - 15 0.5:1.0 . 1.0 -2.0 • Very stiff 15 - 30. .1.0-2.0 2.0 -4.0 Hard >30 .. ' .. >2.0 >4.0 Elm Number of blows of 140 pounds hammer falling 30 irióhes to drive a 2 inch'C.D. (1 3/8 1.0.) split barrel samler (ASTM - 1386 standard penetration test) . Unconfined compressive strength iii Tons/ft2. Réàd fror+i. pocket penetrometer ' - ' Moisture conteit . • - . ' . - Eill .Consistency Relative Copáction(%) m Poorly'compacted ' <85% est. R.C. Moderately compacted 85 to 89% est. R.C..' Compact . . 90 to 95% est: R.C. Very Compact ' . >95% est: Rç. Description . •. - Field test : ,we'. akly . 'Crumbles or breaks with handling or slight finger pressure Moderately Crumbles or breaks with considerable finger pressure. Strongly Will not crumble or break with finger pressure SCHEMATIC OM V - NOT TO SCAI F -F'JflT A (MSTRI i('.TICThI nPAIA/Mr. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subseluent misinterpretation of the information result- rig from black and.wtiite reproductions of this figure. - ! Testing Engineers - U.S. Labs V47 7895 Convoy Court, Suite 18 San Diego, CA 92111 - •. ' ' Title: 'Log Legend .• ' Project: RSF Phase 1. Road Slide Repair ' .' .• - Drwn:' • . Contract No: - - • • DDM: ' • • 89583 pate-, . • . . February, 2006 •. Figure No: • . .- I Symbols Typical Major Divisions Graph Letter Descriptions ve 40 40 Well-Graded Gravel, Gravel SAND Clean GW mixtures, little of no 0111111- fines Gravel Gravels - db and Gravelly (Little or no fines) cOC;j0C)) Poorly-Graded Gravels, Gravel - SAND mixtures, little soils , GP 1P or no fines O4 - ' Coarse GM Silty Gravels, Gravel- SAND- Grained more than 50% Gravels with fines )1ThL.t3 Siltmixture Soils of coarse - fraction (Appreciable amount retained on No. - of fines) GC Clayey Gravels, Gravel - SAND - 4 sieve Clay mixtures SW Well-Graded SANDS, Gravelly, Clean SANDS SANDS, little or no fines More than 50& of material is Sand and (Little or no fines) Poorly - Graded SANDS, larger than No. Sandy - SP Gravelly SAND little or no 200 sieve size ' Soils - ' :'-:-':-: . ••:.• fines - . SM Silty SANDS, SAND-Silt More tha n 50/o S ands with mixtures of coarse : .. Fines fraction - SC Clayey SANDS, SAND - Clay passing on No.4 sieve (Appreciable amount of fines) - , mixtures - Inorganic Silts and very fine ML - SANDS, rock flour, Silty or Clayey fine SANDS or clayey Silts with slight Plasticity Inorganic Clays of low to Silts Liquid Limit CL medium Plasticity, Gravelly Fine and less than 50 Clays, Sandy Clays, Silty Clays, , grained Clays Lean Clays - soils Organic = OL Silts and organic Silty . Clays of low Plasticity Inorganic Silts, micaceous or than 50% MH diatomaceous fine SAND or M of material is ore . Silty Soils smaller than J No. sieve size Silts CH Inorganic Clays of high n , Greater than 50 Clays Plasticity , OH Organic Clays of medium to High Plasticity organic Silts - . Highly organic soils T Peat, Humus, swamp soils with ,,,, %I,, L21 High organic contents _. I Soil Classification Chart NOTE: Dual Symbols are used to indicate borderline soil classifications. , 0 SCHEMATIC ONLY - NOT TO SCALE - NOT A CONSTRUCTION DRAWING NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure, Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: Soil Classification Chart Project: RSF Phase 1 Road Slide Repair Drwn: 0MM Contract No: 89583 Date: February, 2006 Figure No: 2 I I I Dewatering Well North Date Drilled: May, 2005 1 Drilling Equipment: Link Belt Crane Mount Drill Driving Weight: jSu1aceElevation (feet): 355 Co (0 j Material Description Moisture Content (% Dry Weight) — 0 CO 0 0 o - O_----- - ------ W C1,11 RSF Phase I Road Median 0 00 °- 10 20 30 40 50 Fill: Clayey Sand W/ Gravel SC M Gray i oist Comp. 25 -I 1 .J - I ......... H • ---------± j... I... . 10 Clayey Gravel I GC Gray 1 21 Clayey Sand SC Brown 25 • . Grayt "I 15 II I Clayey Gravel GC i Gray 1 14 20I I Clayey Sand sc 1 Brown Gray,' 21 ----------- Well Graded Gravel WI Sand GW Gray 1 Sat 9 t I I I ,' 25 I Jj•_jj•_ ..J...i_i_L . ____________ I I Continued on Figure No. 4 d oil Testing Engineers-U S.Labs RSF Phase 1 Road Slide 7895 Convoy Court, Suite 18 San Diego, CA 92111 Iww.- Tel: (858) 715-5800 Fax: (858) 715-5810 Contract No.: 89583 Figure No.: 3 a I I Dewatering Well North (con't) Date Drilled: May, 2005 Drilling Equipment: Link Belt Crane Mount Drill Driving Weight: 1 Surface Elevation (feet): 355 ) _t jO U E - . U_0 Material Description Moisture Content (% Dry Weight) .. . . . :...". - . 0 0 Q4t 10 20 30 40 50 - - I GW Fill Gray Well-Graded Gravel WI Sand Sat. Comp. ..-. I .1 30 . .1.. .... I . Well-Graded Gravel GW 4 35 I..- H' I 40 I T1rT I Well Graded Gravel WI Sand GWI 21 45 i. II 50 Continued on Figure No. 5 Testing Eng ineers-U.S. Labs RSF Phase 1 Road Slide 7895 Convoy QOU F13 Suite 18 III.1 San Diego, CA 92111 Contract No.: 89583 Figure No.: 4 Tel: (858) 715-5800 Fax: (858) 715-5810 I Dewatering Well North (con't) Date Drilled: May, 2005 1 Drilling Equipment: Link Belt Crane Mount Drill Driving Weight: - Surface Elevation (feet): .355 e Q E- C.) CO Material Description Moisture Content (% Dry Weight) G) C) CO ° ° ° 04 01 10 20 30 40 50 Fill: GW Gray Sat. ComP.[ I - Well-Graded Gravel w/Sand IT 1IrrJ, iiirnmimrnmmi 55 60-I ------------- Santiago Formation: Gray - ---- -- Fine silty sandstone with interbedded SM/ML White,! Very Very 65 clayey siltstone Org. Moist Stiff Tan Olive 85 End @ 86.5 feet Groundwater encountered below 23 feet 90 Testing Engineers-U.S.Labs RSF Phase 1 Road Slide 7895 Convoy Court, Suite 18 San Diego, CA 92111 II;I1LHI .iwi Tel:. (858) 715-5800 Fax: (858) 715-5810 I Contract No.: 89583 I Figure No.: 5 Dewatering Well South Date Drilled: May, 2005 Drilling Equipment: Link Belt Crane Mount Drill Driving Weight: Surface Elevation (feet): 351 I I I(D E •l U- Lc& Material Description Moisture Content (% Dry Weight) C.) 2 . RSF Phase I Road Median D 0 2 0 10 20 30 40 50 ClayeyI I Fill: 1 14 T Sand w/ Gravel Sc Gray Moist Compj I 1 ii 5 10 Well-Graded Gravel WI Sand GWGray - and Clayey Sand W/ Gravel to to sc Brown Gray 15 20 25 Continued on Figure No. 7 I IX1'X4\ Testing Engineers-U.S. Labs RSF Phase 1 Road Slide 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-581.0 Contract No.: 89583 Figure No.: 6 Poorly Graded Gravel, GP Red - Brown 6 Clayey Gravel, GC I Red Brown i 9 50 55 Dewatering Well South (con't) Date Drilled: May, 2005 Drilling Equipment: Link Belt Crane Mount Drill Driving Weight: -- . Surface Elevation (feet): 351 0 061 IL . c a Material Description Moisture Content (% Dry Weight) 0 0 CO 2 o...-.--.-.--......-... 0 o ID 0 0 °- 10 20 30 40 51 Fill Well-Graded Gravel w/ Sand and Clayey Sand w/Gravel GWto SC Gray to Sat. Brown Comp: .. I! I.- i • ..' I !. j . t .Ll Nil. Silty Gravel GM Lt. - I Green Continued on Figure No. 8 - fi ll - 45 Testing Engineers-U.S. Labs I RSF Phase I Road Slide 7895 Convoy Court, Suite 18 San Diego, CA 92111 I _lI11_ Tel: (858) 715-5800 Fax: (858) 715-5810 Contract No.: 89583 I Figure No.: 7 I I I Dewatering Well South (con't) Date Drilled: May, 2005 Drilling Equipment: Link Belt Crane Mount Drill Driving Weight: . Surface Elevation (feet): 351 -. CL 0 E LL Material Description i Moisture Content (% Dry Weight) co Q co 0 --.--.--.---- 0 c c 0 2 ° 0. qt 10 20 30 40 50 I I Santiago Formation: Gray . ... .....li._..:T•:r...Tj:...._[_' I. .. 7 1 ...... Fine silty sandstone with interbedded SM/ML White Very Very 65 - clayey siltsone Org. Moist Stiff Tan - - - - - - - - - - Olive I I I ......i_i... tF....i .......i_j. ... I. .1 70- 7 5 I It II 80 1: Ii i ll Iii 1i I , End at81feet I I Groundwater encountered below 19 feet I I 85 II Testing Engineers-U.S. Labs RSF Phase I Road Slide 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Contract No.: 89583 Figure No.: 8 Inclinometer Boring No.1 Date Drilled: June 2, 2005 Drilling Equiprnent: 12" Remote Access Drill Rig I Driving Weight: j Surface Elevation (feet): 333 -................. ii2 ' co; Material Description Moisture Content (% Dry Weight) —I a' 0 2 _..._.. ........... ........ C.•) 0 0 0 10 20 30 40 50 ! Fill: Red I Clayey Sand W/ gravel with SC rown Moist Compl I 22 intermittent sandy clay zones to Yellow I Gray I 5 11 Alluvium: CL IDark Very Soft 50 Sandy Clay Brown Moist to Sat.t 15 . Santiago Formation: j Olive Clayeysandstone with interbedded Gray Stiff 44 IVIL s:ltstone/claystone Moist to Red 20 Brown I I 25 Continued on Figure No. 10 JV\ Testing Engineers-U.S.Labs J) 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 RSF Phase I Road Slide Contract No.: 89583 I Figure No.: 9 Inclinometer Boring No.1 (con't) Date Drilled: June 2, 2005 Drilling Equipment: 12" Remote Access Drill Rig Driving Weight: . . Surface Elevation (feet): 333 _I fi) CL 0 EL () (I) ca ' c [ Material Description Moisture Content (% Dry Weight) 0 . - ----------------. .•• -•--.- 0 ° ° c Ia a 0 a.10 20 30 40 5( Santiago Formation: Olive Very Stiff 38 clayey sandstone with interbedded ML Gray Moist I J H. .?!.' . I H siltstone/claystone to Red i' 1H ;. I BrowiI . II. :1:_i 35 I Santiago Peak Volcanics: Intrusive volcanic rock, highly fractured (random) 40H End at 40 feet Inclinometer installed, see Appendix E 45H 50 31 Mottled Very Very Red Moist Dense Brown to Sat. 18 51 H H H ( Testing Engineers-U.S.Labs RSF Phase I Road Slide I I , qe~ P` _ SanDiegoCA92111 7895 Convoy Court, Suite 18 Tel: (858) 715-5800 Fax: (858) 715-5810 Contract No.: 89583 Figure No.: 10 I I I Inclinometer Boring No.2 Date Drilled: June 2, 2005 . Drilling Equipment: 12" Link Belt Crane Mount Drill Driving Weight: Surface Elevation (feet): 336 --.—..- - ................... - a Q. O' E"-I Material Description Content (% Dry Weight) 7 -.Moisture CIO IsI 0 10 20 30 40 50 Clayey Sand WI gravel with SC Red Brown Moist Comp intermittent I sandy clay zones Yellow .4 -f . . 1• Gray . .- ._ S -. III Hill 10 ........ 1 151 35 1 1 20 L,,,,. Moist i to Sat Santiago Formation: SC . OliVe e Stiff . •',., .:. II Clayey sandstone with interbedded siltstonelclaystone GrayML Moist .0e1t0 a ;• Brown' Sat 25 Continued on Figure No. 12 () Testing Engineers .IJS.Labs 7895 Convoy Court, Sufte 18 RSF Phase 1 Road Slide San Diego, CA 92111 imenlaM Tel: (858) 715-5800 Fax: (858) 715-5810 Contract No.: 89583 Figure No.: 11 Inclinometer Boring No.2 (con't) Date Drilled: June 2, 2005 I Drilling Equipment: 12" Link Belt Crane Mount Drill Driving Weight: Surface Elevation (feet): 336 ;ri . -. c 2. Material Description Moisture Content (% Dry Weight) .2 —.-- ° °- 10 20 30 40 50 Olive Santiago Formation: Clayey sandstone with interbedded SC- Gray stiff 52 I siltstoneiclaystone toIVIL Red I Brown 30 1 35 68 ii Ii I: 1 65 II oH End @ 50 feet Inclinometer installed, see Appendix E Testing Engineers-U.S. Labs RSF Phase 1 Road Slide 7895 Convoy Court, Suite 18 . I San Diego, CA92111 ..- Tel: (858) 715-5800 Fax: (858) 7155810 I Contract No.: 89583 I Figure No.: 12 40 45 50 Inclinometer Boring No3 Date Drilled: June 2, 2005 I Drilling Equipment: 12" Remote Access Drill Rig Driving Weight: Surface Elevation (feet): 332 06 0 1 Material Description Moisture Content (% Dry Weight) CO 1 0 C4 D 0- 0 °- 10 20 30 40 50 - Fill:Red Clayey Sand W/ gravel with sc to I Moist Comp. intermittent sandy clay zones Yellow Gray 5 15! Alluvium: CL Dark Very 52 Sandy Clay Brown Moist Soft 63 20 Santiago Formation: Olive Clayey sandstone with interbedded SC 'Gray Vety Stiff siltstone/claystone ML :to Red Moist iBrown 25' I Continued on Figure No. 14 Testing Engineers-U.SLabs JJ 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 RSF Phase I Road Slide Contract No.: 89583 1 Figure No.: 13 Inclinometer Boring No.3 (con't) Date Drilled: June 2, 2005 Drilling Equipment: 12" Remote Access Drill Rig Driving Weight: Surface Elevation (feet): 332 E LL I >, 1. Material Description Moisture Content (% Dry Weight) Flo 0 2 0 10 20 30 40 5( Santiago Formation: Clayey sandstone with interbedded ML siltstone/claystone Olive Very Gray Moist to Red Stiff 31 - I I I I' ••i Brown 35 f Santiago Peak Volcanics: I i Intrusive volcanic rock, highly fractured (random) 40H End at40feet Inclinometer installed, see Appendix E 451 50! Mottledj Very Very I Red Moist DenseI I - -- ---------- Brown ito Sat. 91 (1 I I 11 Testing Engineers-U.S.Labs RSF Phase I Road Slide J) 7895 Convoy Court, Suite 18 _ San Diego, CA 92111 _____________ I Tel: (858) 715-5800 Fax: (858) 715-5810 Contract No.: 89583 I Figure No.: 14 Inclinometer 'Drilling No4 Date Drilled: June 2, 2005 ' Drilling EqUipment: 12" Link Belt Crane Mount Drill Driving Weight: Surface Elevation (feet): 334 UL I Cal _L2 H1 IC01 CL Material Description U) Moisture Content (% Dry Weight) CD 0 2 . G) 0 co o 0 o 0 0 0 10 20 30 40 50 I Red i Fill: i toayeyandWI gravel with sc Brown Moist Comp. -. intermittent sandy clay zones Yellow 31 : 0 - Gray :' 10 Alluvium: CL Dark Very Soft Sandy Clay ' Brown Moist - -- II I ' 0 I 15 ' ' -- ' 0 Santiago Formation: SC- Olive Very Stiff 40 Clayey sandstone with interbedded ML Gray Moist siltstonelclaystone ' to Red Brown H • '. H 20 I I I I II' I 'I I II jI 25 Continued on Figure No. 16 Testing Engineers-U.S. Labs RSF Phase 1 Road Slide 7895 Convoy Court, Suite 18 San Diego, CA 92111 ________ Tel: (858)715-5800 Fax: (858) 715-5810 Contract No.: 89583 Figure No.: 15 Inclinometer Boring No.4 (con't) Date Drilled: June 2, 2005 Drilling Equipment: 12" Link Belt Crane Mount Drill Driving Weight: - ] Surface Elevation (feet): 334 G) Q.O >s G) EL1 co Material Description 0 Moisture Content (% Dry Weight) MA E co 0 2 3. ° ° ° 101 M D10 10 20 30 40 5( - I Santiago Formation: Olive H. In Clayey sandstone with interbedded Gray Mot Stiff siltstone/claystone ML to Red Brown H i ll 30 35 40: 45 50j End @ 50 feet Inclinometer installed, see Appendix E 68 64 ill I I 1 I 1 0 ,,..; ; Testing Engineers-U.S.Labs RSF Phase 1 Road Slide 1005 LUiiVUy LUUIt, Suite 10 San Diego, CA 92111 gmenzm u.gmLi1] Tel: (858) 715-5800 Fax: (858) 715-5810 I Contract No.: 89583 Figure No.: 16 1~ I I Inclinometer Boring No.5 Date Drilled: June 2, 2005 Drilling Equipment: 12" Remote Access Drill Rig Driving Weight: J Surface Elevation (feet): 331 CU co a Material Description Moisture Content (% Dry Weight) CL co 0 01 FO ° . . °- 10 20 30 40 50 .ed Clayey Sand WI gravel with SC ......................... Brown Moist CompJ intermittent sandy clay zones Yellow .--- -j Gray ... 5 I L 1. 10 - .1 - - - - •1 - - Alluvium: CL Dark Very Soft 1 - I Sandy Clay Brown I Moist tl Ii .............. .•. 'I ''I Santiago Formation: . Sc -y5tjff Clayey sandstone with interbedded ML 'Gray Moist 56 i i' 0 siltstonelclaystone :to Red . : Brown I I I I, 20 1 'III 25 Continued on Figure No. 18 Testing Engineers-U S.Labs RSF Phase 1 Road Slide 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Contract No.: 89583 f Figure No.: 17 I I Inclinometer Boring No.5 (con't) Date Drilled: June 2, 2005 Drilling Equipment: 12" Remote Access Drill Rig Driving Weight: i .Surface Eevation (feet): 331 a, U_0 E U- Ic . Material Description co Moisture Content Dry Weight) 10 20 30 40 50 1 Clayey sandstone with interbedded Gray Stiff - siltstone/claystone ML e Brown . . I i -J... H .........L 30 if 'H H 30 I .. -I. I ..i..ji.. 35 -- if i 72 oH 40 ' End at 40 feet Inclinometer installed see Appendix E I I I I 45l I 'I tIll I ii l 50 Testing Engineers-U.S. Labs RSF Phase 1 Roadway Slide 7895 Convoy Court, Suite 18 Agua Dulce. CT San Diego, CA 92111 Contract No.: 89583 J Figure No.: 18 ..i Tel: (858) 715-5800 Fax: (858) 715-5810 Inclinometer Boring No.6 Date Drilled: June 2, 2005 Drilling Equipment: 12" Remote Access Drill Rig Driving Weight: Surface Elevation (feet): 313 I co Material Description Moisture Content (% Dry Weight) CL r- co 0 ° ° o o 10 20 . 30 40 5( TI Fill: I i - Clayey Sand WI gravel with SC Red Moist Comp I intermittent sandy clay zones Brown 47 I ........ 0: - I to I I ... II fl'ellow Gray I II I it 5 - ..............•1 I H11 15l 20H Alluvium: CL Dark Very Soft Sandy Clay . Brown Moist 25 Continued on Figure No. 20 I I lilt II II (\ TestrngEngineers-U.S.Labs I RSF Phase 1 Road Slide \ f 9 .onvoy Loun, Sune lo San Diego, CA 92111 gUESIOM Tel: (858) 715-5800 Fax: (858) 715-5810 Contract No.: 89583 I Figure No.: 19 Inclinometer Boring No.6 (con't) Date Drilled: June 2, 2005 1 Drilling Equipment: 12" Remote Access Drill Rig Driving Weight - - - I Surface Elevation (feet) 313 - LO E LL lg co Material Description Moisture Content (% Dry Weight) . Mn g ---- - o j 0 10 20 30 40 5( Alluvium: CL Dark Very Soft 52 f IjJ IJIIII jJfHIJ Sandy Clay Brown Moist - - !--- ..t. i! 40. End at 40 fed! Inhinometer installed, see Appendix E 45 50 Olive sc- iGray Very Stiff 62 H W ML M !to Red Brown 40 ---.-,-- H I II flJflTT1 . T" Santiago Formation: Clayey sandstone with interbedded siltstone/claystone 35 Testing Engineers-U.S.Labs RSF Phase 1 Road Slide I San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Contract No.: 89583 Figure No.: 20 APPENDIX C , LABORATORY TESTING City of Carlsbad Contract No.: 89583 RSF Phase I Road Slide Repair S • W, 'LABORATORY TESTING ' f - • y -- :,;- •' ... . - Laboratory Testing Program Laboratory tests were performed on representative soil samples to determine theirrelative engineering properties Tests were performed in accordance with test methods of the American Society. for Testing Materials (ASTM) or other accepted standards The following presents a brief description of the various test methods used AtterbergLimits The Atterberg Limits were determined in accordance with ASTM Test Method 13423 for engineering classification of the fine-grained materials Classification Soils were classified visually according to the Unified Soil Classification System (USCS) Visual classifications were supplemented by laboratory testing of selected samples in accordance with ASTM D-2487 The soil classifications are shown on the Exploration Logs, Appendix B Corrosivity- Soluble sulfate, chloride, resistively and pH ftesis were performed in accordance with . California Test Methods 643, 417 and 422 to assess the degree of corrosivity of the subgrade. soils with regard to concrete and normal grade steel Direct Shear In order to determine the fill soil bearing capacity, a direct shear test was performed on a soil sample remolded to 90 percent relative compaction in accordance to ASTM D 3080 The test results are summarized in the followiiig tables. ''S. • - Expansion Index `Expansion 1ndex tests'were peiformed on represeitàtive samples of various.on-ite and- import. L -- soils. Samples were remolded and surcharged to 144 pounds per square foot in accordance with the Uniform Biilding Code Standard No. 18-2. The test results are summarized in the following - - - S , , , • - - ' ..- •-• tables. -. - - ,Maxi'mum Dry DeniIy/Optimu'm Moisture Content ' • . -' - -. The laboratory maximum dry'den''ity and optimum moisture content of selected samples was determined in accordance with ASTM D-1 557 laboratory test -standard. - The test results are '- provided in the following tables Particle-Size Distribution Tests An evaluation of the grain-size distribution of selected soil samples were performed in general accordance with the latest version of ASTM D422 (including -200 wash). Thesetest results were utilized in evaluating the soil classifications in accordance with the Unified Soil Classification System. i-i ®. i1 @ i-i i-i '-i @• i-i © Sample 8 Mt 11 5ft 13ft 18ft 25ft 33ft 38ft - 40ft Particle Size Percent Percent Percent Percent Percent Percent Percent Percent 01st. -- Finer Finer 'Finer Finer Finer . Finer Finer Finer 2" 100 100 100 100 100 100 100 100 1.5" 100 100 100 100 . 100 100 .100 100 1" 100. 100 100 100 100 100 100 100 314" 100 100 .100 100 160 100 100 ioo 1/2" 100 .100 •. 10.0 100 100 100 100 100 3/8" 100 100 100 100 . 100 100 100 100 #4 79 97 99 100 100 100 .100 96 #10 74 95 99 100 100 100 100 92 #20 . 64 91 96 99 99 100 99 86 #40 56k 86 94 98 98 99 98 81 #60 47 82 91 97 95 98 91 76 #100 35. 68 84 90. 64 73 32 61 #200 22 42 49 44 38 31 .18 51 Ciassificatiwit Sc SC-CL CL SC Sc Sc Sc ML E: This figure may contain areas of color. TE-U.S. Labs cannot be onsibte for any subsequent misinterpretation of the information result- Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 Sari Diego, CA 92111 Title: Particle Size Distribution Tests Project: RSF Phase 1 Road Slide Repair Drwn: Contract No: NJT 89583 Date: February, 2006 Figure No: . 1 . . -i -, .1, 1-2 t 1-2 1-2 @ 1-2 t 1-2 Sample 5ft 15ft 25ft 35ft Soft. Particle Size Percent Percent Percent Percent Percent Distribution Finer Finer Finer :Finer Finer 221 .100 100 100 100 100 1.5" 100 100 100 100 100 1" .109 100 100 100 100 .100 100 100 100 100 1I2" 100 100 100 100 100 3/8" 100 97 100 100 100 #4 97 94 96 100 100 #10 95 90 95 99 98 #20 93. 86 . 94 97 97 #40 90 83 94 94 95 #60 86 76 92 89 91 #100 67 54 79 79 81 #200 , 45 35 52 68 . 65 CIassifietion SC SC CL CH CL. I3 © 14 @ : 3 @ Srnp!e 17ft 25ft 40ft PrticIe Size Percent Percent Percent Percent Percent Distribution Finer Finer - Finer . Finer Finer - 211, .100 100 100 100 100 1.5' 100 Ioo 100 .100 100 k 1" 100 100 100 . 100 100 314" 100 100 100 .100 100 112" 100 100 100 100 100 3/8" . 100 100 100 100 100 #4 100 95 ibO 68 100 #10 1(0 94 99 . 64 99. #20 100 92 98 62 98 #40. 99 91 . 97 61 97 #60 98 89 96 60 97 #100 ' 89 83 87 57 96 #200 48 52 63 31 91 Classification SC.' ML, CH S CHj TE: This figure may contain areas of color. TE-U.S. Labs cannot be nsible for any subsequent misinterpretation of the information result-rom black and white reproductions of this figure. TestinEngineers -US Labs 7895 Convoy Court, Suite 18 San Diego CA 92111 Title: Particle Size Distribution Tests Project. RSF Phase 1 Road Slide Repair Drwn: Contract No: NJT 89583 Date: Figure No: February, 2006 2 / • -4@ .i-@ I-4 @ I-4@ Sample 5ft 15ft 25ft 35ft 45ft 55ft Particle Size Percent Percent Percent Percent Percent Percent Distribution Finer Finer Finer Finer Finer - Finer - 2" 100 100 100 100 100 100 1.5" 100 100 100 100 100 100 1" 100 100 100 100 100 100 3/4" 91 100 ioo lop ioo 100 1/2" 89 100 100 100 100 100 3/8" 85 100, 100 100 100 100 #4 81 100 98, 98 100 ' 84 #10 76 99 97 98 99 . 81 #20 71 98 95 97 98 76 #40 66 98 - 92 96 96 70 #60 61 96 88 94 93 64 #100 47 62 61 88 81 56 9200 32 1 40 39 1 81 /. 64 - 47 Classification SC I SC SC' CL ML ' SC 15c -5 @ I..5 Sample 5ft 15ft 25ft. 3ft - Particle Size Percent Percent Percent Percent Distribution Finer Finer Finer - Finer 2" '• 100 100 100 100 1.5" 100 100 100 100 1" 100 100 100 100' 3/4" 100 100 100 100 1/2" 100' 100 100 " 100 3/8" 100 100 100 100 #4 99 98 100 100 #10 98 98 100 99 #20 97 98 99 97 #40 96 97 98 96 #60 93 96 98 95 #100 83- 86 95 88 #200 - 44 '55 49 72 Classification SC , ML SC-CL ML 71 .E: This figure may contain areas of color. TE-U.S. Labs cannot be onsible for any subsequent misinterpretation of the information, result- ing from black and while repioduclions of this figure. Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Particle Size Distribution Tests Project: RSF Phase 1 Road Slide Repair Drwn: ' Contract No: NJT 89583 Date: February, 2006 Figure No: ' 3 1$ I-S I-S I-S c I-S (g Sample - 18ft 25ft 27ft 32ft 40ft Particle Size Percent Percent Percent Percent Percent Distribution Finer Finer Finer Finer Finer 2" 100 100 100 100 100 1.6" 100 100 100 100 100 1" 100 100 100 100 100 3/4" 100 100 100 100 98 1/2" 100 100 100 100 96 3/8" 100 100 100 100 95 #4 100 99 99 99 88 #10 99 98 98 98 77 #20 98 96 97 96 67 #40 90 94 95 92 61 #60 94 92 93 86 57 #100 25 79 76 76 50 #200 - 47 - 52 51 62 40 Classification Sc CL -CL CL - Sc WN c DWNc OWN © OWN OWN @ DWN c OWN ® OWN @ OWN Sample 2ft eft life 13ft 17ft 20ft 23ft 33ft 40ft Particle Size Percent Percent Percent Percent Percent Percent Percent Percent Percent Distribution Finer Finer Finer Finer Finer Finer Finer Finer Finer 2" 100 100 100 100 100 100 100 100 100 1.5" 65 100 100 100 100 100 100 100 100 1" 65 100 95 100 91 100 80 91 87 3/4" 65 91 79 99 69 82 60 82 83 1/2" 63 75 66 87 55 73 4.2 71 70 3/8" 59 71 60 80 47 66 37 64 61 #4 55 59 49 69 38 52 26 50 49 #10 49 49 41 57 31 44 20 38 37 #20 44 41 35 48 26 37 16 28 29 #40 40 36 31 4.2 23 32 13 19 26 #60 37 32 29 36 20 29 12 13 24 #100 33 29 26 31 17 25 10 8 22 #200 26 25 - 21 25 14 21 9 4 21 Classification SC SC GC SC GC Sc GW-GC11 1 GW 4WE: This figure may contain areas of color. It-U.S. Labs cannot be onsibte for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. F Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 I San Diego, CA 92111 11 t1e. Particle Size Distribution Tests Project: RSF Phase 1 Road Slide Repair lirwn: IContract No: I NJT 89583 liDate: February, 2006 IFigure No: 4 DWS @ DWS @ DWS © Sample 42ft Sift 57ft_ Particle Size Percent Percent Percent Distribution Finer Finer Finer 6" 100 100 100 5" 100 80 88 4 100 80 88 3" 100 65 77 25" 100 5. 73 2" 100 46 69 15" 96 39 67 11.0 82 31 57 3/4" 74 29 52 1/2" 64 25 46 3/8" 58 22 42 #4 47 18 34 #10 37 14 26 #20. 31 11 20. #40. 27 9 16 #60 24 8 14 #100 22 7 11 #200 19 6 9 Classification GM GP GC OjE . : This figure may'contain areas of color. TE-U.S. Labs cannot be onsible for any subsequent misinlerprelahon of the information result- Testrng Engineers-U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA92111. Title: Particle Size Distribution Tests Project: RSF Phase 1 Road Slide Repair Drwn: - - Contract No: NJT 89583 Date: February, 2Q06 Figure No: 5 "'U Will Uldblt and VVIIIIC iep,ouuu,,ons 01 Illll IJ9Uil. - - -- 100 90 80 70 >< 60 a) 50 C-) (0 40 30 20 p.10 n 0 10 20 30 40 50 60 70 80 90 100 Liquid limit 0 I-1©13' t-1@40 01-2 @25 I-235 l-2@50 - -3 @ 17 E: This figure may contain areas of color. TE-U.S. Labs cannot be onsibte for any subsequent misinterpretation of the information result- ing from black and while reproductions of this figure. Testing Engineers -US Labs 7895 Convoy Court, Suite 18 San Diego CA 92111 Title: Atterberg Limits Test Data Project: RF Phase 1 Road Slide Repair Drwri: . JContract NO'- 89583 Date: February, 2006 Figure No: 6 100 90, 80 70 > 60 a) C .50 U M 40 30 20 I:10 0 10 20 30 40 50 60 70 80 90 100 Liquid limit - Ol-3@40 1Jt-4@5 l-5 @ 25 * . . l-627' ) 4J-6@40' E: This figure may contain areas of color. TE-U.S. Labs cannot be onsible for any subsequent misinterpretation of the information re5u11- ing from black and white reproductions of this figure. - -- -. * Testing Engineers U.S. Labs, 7895 Convoy Court Suite 18 -- . San Diego, CA92111 Title: Atterberg Limits Test Data Project: RSF Phase I Road Slide Repair Drwn: Contract No: - NJT 89583' Date: February, 2006 Figure No: . 7 5000 4000 Li C/) C- U) 3000 Cl) U) Cl) I- (U - 2000 C,) P ., 1000 \ 1(2373) (1693) _---T 2 (14654 (1257) -14 (1076) Residual - Curve 1 2 3 4 5 Normal Stress (kSF) Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 itizzlim, an) San Diego, CA 92111- Title: Direct Shear Project: RSF Phase 1 Road Slide Repair Orwn: NJT Contract No: 89583 •' Date: February, 2006 Figure No: 8 LOCATJON:To of Slope, 28'E of SE Corner 'CLASSIFICATION: CL COHESION: C=870ps1'(Peak) FRICTIONANGLE: 21° (Peak) HESION: C = 850 psf (Residual) RICTION ANGLE: 140 (Residual) I - bOIMJ 400) IL U) 1 Cl) 3000 Ci) -C , Cl) 2000 • 1000 LOCATION Toe of Slope 7551 Agua Dulce CLASSIFICATION: CL ëOHESiON:C 500 psf (Peak) FRICTION ANGLE: 37° (Peak) OHESION:.0 = 400 psf (Residual) 171WRiCTION ANGLE: 29° (Residual) Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: ' Direct Shear Project: RSF Phase .1 Road Slide Repair Drwn: NJT Contract No: 89583' Date. February, 2006 Figure No: , Sample Date Location 1 Description No. Sampled 1. 6/23/05 Import: Elevation ,310 of Brown Clayey Sand Proposed _Slope_rill. 2 6/23/05 Import: Elevation 310 of Brown Clayey Sand Proposed _Slope _Fill 3 7/6/05 Import: Stockpile From FCI Brown Silty Sand w/ Phase2 Gravel 4 7/18/05 Import: Errecos Export Site Brown Silty Sand 5 7/26/05 • ' On-site: Stockpile Brown Clayey Sand w/ Grave! 6 8/17/05 • On-site: Stockpile Brown Silty Sand wl Gravel 7 9/20/05 Import: Superior Ready Mix .4 Clayey. Sand w/ Gravel 8 9/21/05 , Import:'Source Unknown Rock Base Import: Bay Collection Homes, 9 10/2/05 Marsh Wren St:& Cinnamon Brown Clayey Sand Teal St. 10 10/13/05 Import: Erreca's Stockpile, Clayey Sand w/ Silt Levante St. & Centella 11 10/28/05. Import: 2646 Ocean St. Fine Silty Sand Stockpile 12 11/17/05 Import: Brookfield Homes Silty Sand.w/ Gravel 13 1/11/06 Import: Location Urknown Sandy Gravel Sample Max Dry Optimum Classification (USCS) Density Moisture 0 • - • (cf) •. % 1 * SC • 116. 14.0 2 • Sc ' 119.5' 12.0 City of Carlsbad ' '. Contract No.; 89583 RSF Phase 1 Road Slide Repair IN-GRADING LABORATORY TEST DATA Submitted herewith are the results of laboratory testing performed on on-site and import material •' samples proposed in connection with remedial grading operations. - The, sample locations and their respective classifications are presented below: Maximum density and optimum rnoi§ture.values determined in accordance with the ASTM D- 1557-91, laboratory test standard for subsequent compaction monitoring purposes were as follows: . 3 SM 132.0(1) 8.5(1) SM 136.0 7.0 5 SC 133.5 8.5 6 SM 135.0(1) 7.0(1) 7 GC 134.5 8.0 8 Rock Base 142.0 6.5 9 . SC 125.5 11.0 10 SC 124.0 11.5 11 .. SM 123.0 9.5 12 SM 143.0 6.0(1) Sieve Size Sample No.1 Sample No.2 Sample No.3 Sample No.5 Percent Passing Percent Passing Percent Passing Percent Passing 2in. -. . - 100 98 1.5 in. - - 96 98 Un. - . -- 94 96 114 in. - 100 -93 95 Y2 in. - 99. 91 91 3/8 in. - ., 98 90 89 100 96 . 87 85 #10 96 93 72 75 #20 95 - .90 51. 53 #40 . 93 87 39 -. 39 - #60 90 . -. 84 32 29 #100 69 69 . . 27 23 . #200 .45.9 49.4 21.8. 17.0 2 - City of Carlsbad RSF Phase 1 Road Slide Repair Contact No 89583 (1) Rock Correction Used . . An evaluation of the grain-size distribution of selected soil samples was p e r f o r m e d i n g e n e r a l ' accordance with the latest version of ASTM D422 These test results were u t i l i z e d i n e v a l u a t i n g the soil classifications in accordance with the Umfied Soil Classification S y s t e m T h e r e s u l t s a r e presented below Sieve Size Sample No.10 Sample No.11 Sample No.12 Sample No.13 _ 'Passing Passing' .. Passing . Passing Percent, Percent Percent , 'Percent 3m. .- . - 98 , . 99 2.5 in. - . - 98 92 2in. -. 96 88 1.5 in., . - - ' 90 78 un. . - 100 82 ' 68 100 ' 99 , 75 . ' 62 1/2 1n. , 98 ' 98 68 56 3/8 in. 97 . 98 . 64 53 #4 95 ' 98 54 ' '46 #10 - . 96 . 46 . ' 37 #20 89 36 26. 64 28 ' 19 #60 - 34 23 . . 15 #100 . - . 19 .. 18 ' 12 35.2 . 12.5 ,. 14.5 9.4 City of Carlsbad RSF Phase] Road Slide Repair Sieve Size Sample No.6 Sample No.7 Sample No.8 Percent Percent Percent Percent Passing Passing, Passing Passing 2in. .' 100 1.5 in. 98 un 97 - - %in. - . 96 98 100 100 1/2 in.. 93 75 91 98 3/8 in. 91 65 78 98 #4 83 ' ,53 67 97 #10 68 • ' 48 50 ' 96 #20 5.1 ' 45. . 35' . • 92 #40 39 '42 24 85 #60 32 40 . :17 70 #100 26 . 32 , . .12 ' 42 #200 20.7 - .22 9.4 23.7 No.9 Contract No'.: 89583 Sample Sample [Expansion Potential No.J_Index' Expansion (1) 1 73 • Medium 2 82 Medium - 4 0 • Very Low 5 1 Very Low 10 74 ' Medium 12 • 2 Very Low' Expansion Index test results performed in accordance with UBC Standard 18-2 are presented below: • , • . . , • - . Based on table 18-1-B: 1997 UBC. page 2-49 . • 3 City of Carlsbad Contract No.: .89583 RSF Phase 1 Road Slide Repair . . . . . . Direct shear tests were performed on remolded samples (90% relative co m p a c t i o n ; A S T M D1557) in general accordance with the 'latestversion of ASTM D3080 to evaluate t h e s h e a r strength characteristics of selected materials for use in connection with reme d i a l g r a d i n g . T h e results are presented below: . '• . Sample Friction Angle (degrees).' Cohdsion 3 ;; '.44 0' 4 . 30 0 5 34 950 41''. 2150 10, .3.3 . 800 11 .' 33 . 0 12 36 . 100 Chemical Testiig consisting of PH ,resisivity, 'chloride, and "sulfate testing w a s p e r f o r m e d ' according to California Test Methods 643, 422, and 417. The test results are presente d b e l o w : '1 sample Minimum Chloride Sulfates No: Resistivity pH (ppm) (ppm) (ohm Cm) . . 268 5;31 - 980 341 .6.88 - 682 ' 456 • I _________ --.•\ tJ'.- ;rc :: MW-N • Monitoring Well - North IJU \\,t ...,• k J .. I • ..... ,. jL Summary worksheet of '\ N water level measurements -••. ... 4 shown by elevation from 'r, J. Elevations- of water leves , are measured in feet above sea level via elevation shot (Melchior Land Surveying) on the top of each well point ie 353.28 one hundredth feet\ of 8 foot one tent . . of a foot Top Well El =35328 4 I a' (00 _ _ i . Bottom Well El = 266.8 Date H20 El 5505 330.58 tM 5805 330.58 5905 330.53 51105 330.37 -j 5 1205 329.89 . 51405 329.37 5 1605 328.73 51705 .327.98 521 05 319.77 52205 315.09 52305 •310.86 52405 308.67 52605 304.98 5 27 05 304.42 5 28 05 303.90 Date H20 El 62005 297.78 62105 297.42 62205 297.22 -62305 297.08 62405 297.18 62705 297.28 62805 297.28 62905 296.92 7505 296.71 7605 296.28 7705 296.73 7 11 05 297.13 71205 297.24 101005 294.00 11405 294.28 11705 295.48 11805 296.12 11905 294.21. 111005 296.77 Date H20 El Date H20 El U. 122705 295.95 1 3 06 295.43 1906 296.24 2206 295.18 2306 295.38 2606 295.28 2706 8700 am 295.53 27 06 3:30 pm 295.88 5 1805 326.92 2 7 06 4:00pm 295.83 51905 326.21 2706 4:30 pm 295.79 52005 323.90 2706 5:00 pm 295.73 2 8 06 7:00 am 294.70 2806 9:00 am 294.61 280611:00am 294.42 28061:0Opm 294.17 52505 307.55 21406 291.68 21506 291.48 22306 290.72 Engineers - U.S. Labs O Testing 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 rnrr2sfl-, Title: Well Point Measurements Project. Rancho Santa Fe - Road Slide Drwn: D Metzger Contract No: February 15, 2006 jFigure No: 89583 Date: 122305 294.68 1 53105 304.08 6 1 05 302.63 6605 300.64 6705 300.69 6805 300.73 6 11 05 299.16 6 1305 299.38 61405 299.61 61605 299.00 61705 298.48 111105 297.06 111405 296.02 111505 297.56 111705 296.21 II 21 05 297.46 112305 295.55 112805. 297.76 12505 297.24 122105 295.00 5505 51105 51405 51605 52005 52305 52805 53105 6805 61705 62305 7605 101005 11705 12505 122105 1306 2206 2606 2706 2806 2806 21406 21506 7AM 1PM Testing Engineers U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tél: (858) 715-5800 Fax: (858) 715-5810 Title: Ground Water Timeline Graph roject. Rancho Santa Fe - Road Slide Drwn: D Metzger Contract No: : 89583 Date: February 21, 2006 Figure No: 1A Bottom Well El = 268.8 Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title: - Well Point Measurements Project: Rancho Santa Fe - Road Slide Drwn D Metzger Contract No: 89583 Date: February 15, 2006 Figure No: 2 1 E MW-S Monitoring Well - South Summary worksheet of water level measurements shown by elevation from May '05 to February '06 Elevations of water levels are measured in feet above sea level via elevation shot (Melchior Land Surveying) on the top of each well point. ie: 353.28 \>".one hundredth feet \ of a foot one tenth - ofafoot Top Well El =349.80 -: N\ - , 4.47 PA A. ci (O1 F4c - I ' - •t - C - , C C C fl 40 -v-.- i'' •. •ta •.1 . ... j .J': • A :4 a J Date H20 El 5505 330.60 5805 330.60 5905 330.55 51105 330.39 5 1205 329.90 51405 329.38 51605 328.76 5 1705 328.00 51805 326.92 51905 325.13 52005 323.90 52105 319.78 52205 315.11 52305 310.94 52405 308.68 5 25 05 307.57 52605 305.00 52705. 304.43 52805 301.90- 531 05 - 304:08 61 05 302.43 6605 299.62 6705 300.01 6805 300.32 69057:00am 300.56 6905 I2:00 pm 292.50 69054:00pm 293.89 61005 - 297.21 61105 295.78 Date H20 El 61305 297.80 61405 298.65 61605 . 294.36 61705 292.40 62005 295.86 62105 294.94 62205 292.66 62305 291.72, 62405 293.15 62705 294.53 62805 293.10 7805 292.16 7905 293.00 7 11 05 294.55 71205 295.30 71305 295.25 71805 295.94 71905 296.02 7 20 05 294.98 7 26 05 296.04 72805 295.87 81O5 295.75 8805 295.31 81505 295.05 82205 294.32 9605 294.95 91205 295.60 92205 295.35 10305 295.85 Date H20 El 101005 295.67 11405 29720 11 705 297.82 11805 297.50 11905- 295.38 111005 297.14 111105 297.31 111405 297.90 111505 297.88 111705 297.35 11 2105 297.73 112305 297.28 112805 298.12 12505 297.44 122105 294.67 122405 295.85 122705 296.00 1306 296.22 Date H20 El 1906 296.44 2306 295.27 2606 295.49 2 7 06 8:00 am 295.65 27063:30pm 294.30 2706 4:00pm 293.66 27064:30pin 293.16 2 7 06 5:00 pm 292.70 28067:00am 288.35 2806 9:00 am 288.34 280611:00ani 288.33 2806I:OOpin 288.30 2906 288.18 21006 288.17 21306 28815 '21406 288.13 21506 288.12 2 23 06 287.89 Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18. San Diegô CA 92111 Tel (858) 7.15-5800 Fax:.(858),715-5810 Title: - Ground Water Timeline Graph Project:. Rancho. Santa Fe Road Slide Drwn: D Metzger Contract No: 89583, Date February 21 2006 Figure No'2A Date H20 El .Date H20 El 1 Date H20 El on Well El = 324.00 Testing Engineers - U.S. Labs 9 7895 Convoy Court, Suite 18 San Diego, CA 92111 rnlawrm Tel: (858) fl5-5800 Fax: (858) 715-5810 Title: . . Well Point Measurements Project:. Rancho Santa Fe - Road Slide Drwn: D Metzger Contract No: . 89583 Date: February 15, 2006 Figure No: DW-I De-Watering Well #1 r y worksheet of el measurements y elevation from May '05 to February '06 Elevations of water levels are measured in feet above sea level via elevation shot (Melchior Land Surveying) on the top of each well point. ie: 353.28 \ •"- one hundredth feet •\ of foot one tenth of a foot Top Well El 352.05 -- ii I . • .4 LL 3M V EL 34( EL 33( EL 32( - V V EL3IC EL 30C EL 29C EL 28C . Testing Engineers "- U.S. Labs 7895 Convoy Court, Suite 18 - - V San Diego, CA 92111 Tel: (858) 715-5800 Fax-.,(858) 715-5810 Title: Ground Water Timeline Graph Project. Rancho Santa Fe - Road Slide V V Drwn: D Metzger Contract No: V 89583 Date: February 21, 2006 Figure No.. . - .V- ; -,.-,---V Date H20 El -, 52005 325.80 52105 319.71 52205 315.05 52305 310.94 52405 308.67 5 25 05 307.52 52605 304.93 5 27 05 304.45 52805 303.89 531 05 304.03 6105 303.00 6205 Dry Date H20 El Date H20 El Date H20 El om Well El = 303.( Testing Engineers - U.S. Labs - 7895 Convoy Court, Suite 18 ' San Diego, CA 92111 fllfl'I'Ifl Tel: (858) 715-5800 Fax: (858) 715-5810 Title: - - Well Point Measurements Project: ' Rancho Santa Fe - Road Slide Drwn DI Metzger , Contract No: 89583 Date: February 15, 2006 Figure No . 4 -I- TP Iwo DW-2 ISA \ ' A. De-Watering Well #2 ________________ •.,•.'tT) .- - P I • ' - Summary worksheet of Y water level measurements - • ,;r'\ ' - shown by elevation from ''# •- -- - ---.--.--- May 05toFebruary 06. \\ ,i. Elevations of water levels - 'l are measured in feet above sea level via elevation shot (Melchior Land Surveying) on the top of each well point. . RI4NCHO SA FE R ie: 353.28 -.• • 1 one hundredth feet of a foot . . - gv one tenth ofa foot Top Well 1556I I p - Top of well El 355 61 EL 350 EL 350 EL 340 EL 340 EL 330 EL 330 - 0L329 EL 329 - - - - - 01.328 -81.328 - - EL 327. EL3 EL326 EL 326 EL 323 EL 322 22 EL 320 EL 3.20 EL 3:9 EL EL 3116 EL 315 EL 314 EL 313 EL 312 EL 311 EL 310 EL 307 EL 304 EL 303 Diy - 303 Bottom EL 302 EL 300 EL p 1L 300 - EL 290 EL 290 EL 280 EL 280 I I I 51605 52005 52105 5 22 05 5 23 05 52405 52505 52605 52705 52805 53105 6105 6205 Testing Engineers - U.S. Labs ) 7895 Convoy Court Suite 18 San Diego, CA 92111 I Tel: (858) 715-5800 Fax: (858) 715-5810 Title: Ground Water Timeline Graph 'roject: - Rancho Santa Fe -Road Slide - Drwn: - D Metzger Contract No: 89583 Date: February 21, 2006 Figure No: 4A De-Watering Well #3 v. 41- --'-' . Summary worksheet of water level measurements 71 shoin by elevation from \ - May '05 to February '06 Elevations of water levels are measured in feet above sea level via elevation shot Land each well i;nt R14/CHO SAt E R ie:353.28 tt :i*V t - \ : hundredth feet foot one tenth Ikof a foot Top Well E1=35L17 Date H20 El Date H20 El U ________ I -I. E U - 0 E S __________ ______ 0 U- Bottom We'll El = 291.00 Date 1120 El 6105 303.27 6205 302.17 6605 299.59 6705 299.97 6805 300.32 6905- 296.07 83105 293.87 9 1 05 293.77 9605 294.77 91205 295.42 92205 295J2 10305 295.62 101005 295.46 11405 296.97 11705 297.64 11805 297.29 11 905 297.16 111005 296.93 111105 297.08 111405 297.68 11.1505 297.69 111705 297.16 11 21 05 297.53 11 23.05 296.06 112805 297.93 12505 297.33 122105 297.62 122405 295.67 .122705 295.77 Date H20 E1, 1606 295.99 2206 . 294.94 2306 295.05 2606 295.29 2 7 06 8:00 am 295.46 2706 3:30 pm 294.18 2706 4:00 pm 293.53 2 7 06 4:30 pm 293.04 2706 5:00 pm 292.55 2806- 291.00 2806 Dry , Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 _______ San Diego, CA 92111 ....,... Tél: (858) 715-5800 Fax: (858) 71575810 Title: Well Point Measurements - Project: Rancho Santa Fe - Road Slide Drwn D Metzger Contract No: 89583 Date: Figure No- . February 15, 2006 5 Top of well El 351. 17 EL 350 EL 350 EL 340 EL 340 EL 330 EL 330 EL 320 EL 320 EL3I0 EL3I0 EL 290 EL 300 ET EL 294 EL 192 D 291 Bottom EL 300 EL 290 , EL 280 I I I I I I I I I I I I I I EL 280 6105 6705 6905 8105 9105 9605 91205 92205 10105 101005 11405 111105 111705 112805 122105 122706 1606 2206 2606 2706 2.806 Testing Engineers - U.S. Labs 7895 Convoy Court Suite 18 San Diego CA 92111 MaTorm Tel: (858) 715-5800 Fax: (858) 715-5810 Title: Ground Water Timeline Graph Project: Rancho Santa Fe - Road Slide Drwn: • D Metzger Contract No: 89583 Date. February 21, 2006 Figure No. Al 1114 KA (Kleinfelder Associates) L i RA 11) (Deep) - Summary worksheet of - water level measurements shown by elevation from May '05 to February '06 Elevations of water levels are measured measured in feet above - •. -: . - - sea level via elevation shot i.,, './,,, (Melchior Land Surveying) •' . . .5 - - 5 .... .4 . on the top of each well point SA TZ ie: 353.28 one hundredth of a foot feet \ one tenth of a foot Top Well? ___ _______ Bottom Well El =300.92 - 5 Date HO El 5 805 . 330.52 51205 329.86 51605 328.72 51705 327.96 - 51805 326.89 52205 316.44 _52305 316.01 52405 315.15 -_ 52605 313.87 6105 312.40 6205 312.40 6605. 311.62 6705 311.48 6905 311.27 61305 .310.98 61405 Date H20 El 61705 310.74 62005 310.50 62105 310.48 62205 310.47 62405 310.37 62705 310.27 62805 310.24 62905 310.27 7505 310.17 7605 310.16 7705 310.12 7805 310.12 7905 310.14 7 310.14 71305 312.57 71805 311.18 71905 311.11 72005 311.01 72605 310.41 72805. 310.28 8105 310.10 8805 310.85 81505 310.37 82205 309.78 101005 308.49 11 307.61 111505 307.62 111705 307.41 122105 . 306.95 February 15, 2006 Date HiOE1 Date H20 El 122705 306.70 22306 305.45 51105 330.47 2206'•- 306.24 2306 306.24 51405 329.33 2606 306.14 27068:00arn 306.14 27063:30pm 306.16 27064:oopm 306.16 51905 325.18 27064:3Opm 306.16 52005 323.80 27065:00pm 306.16 52105 319.74 2806 306.18 2906 306.18 210067:0am 306.05 2100610:00am 305.96 52505 314.36 210061:00pm 305.93 210063:00pm 305.93 52705 313.65 21306 305.86 52805 313.27 21406 ' 305.87 53105 312.53 21506 305.90 , Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 ______ 6805 311.35 San Diego, CA 921,11 Tel:(858)715-5800Fax:(858)715-5810 Title: Well Point Measurements 61005 311.20 Project. 6 311.12 Rancho Santa Fe - Road Slide Drwn Contract No: D Metzger 89583 310.94 Date: • Contract No : 61605 310.83 6 Top of well Fl 338.92 EL 350 EL 350 EL 346 EL 340 EL 330 EL,330 319 3 21 326 325 324 323 322 321 EL 320 EL 9 EL 320 EL3 (3 EL 314 15~ EL 312 EL 3 11 EL .90 300.92 Bottom EL 300 - EL300 EL 290 EL 290 EL 280 i I I I I I I I I I I I I EL 280 5805 5 1405 51705 51905 52205 5 26 05 5 31 05 6105 6805 61305 62905 7705 72805 8805 82205 101005 11 17 06 12 27 06 2606 2706 2806 21306 21406 21506 Testing Engineers - U.S. Labs 7895 Convoy Court Suite 18 San Diego, CA'92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title: Ground Water Timéline Graph Project: Rancho Santa Fe - Road Slide Drwn: D Metzger Contract No:, - 89583 Date: February 21, 2006 Figure No. 6A -I KA-1 \r.b.(1A\ KA (Kleinfelder Associates) O \ W1,JC\ IS (Shallow) 411 Summary worksheet of \ - water level measurements shown by elevation from ' Ma' '05 to February' 06 Elevations of watr levels \-:. are measured in feet above sea level via.elevation shot (Melchior Land Surveying) on the top of each well point.. OF feet \ one ndredth - of a foot one tenth of a foot 0 \. . ' .. •. - Top Well El =339.00 Date H20 El Date H20 El 111705 317.36 1221 05 316.89 122705 316.83 2206 316.45 . 2306 316.00 0 2406 Dry Bottom Well El =316.00 Date H20 El 5505 330.60 5605 330.60 5805 330.55 51105 330.48 51205 329.87 51405 329.34 51605 328.73 51705 327.97 51805 326.89 51905 326.18 52005- 323.90 - 5 21 05 323.30 52205 323.21 - 52305 323.16 52405 323.14 52505 323.05 52605 323.05 - 52705 322.91 5 28 05 322.82 Date H20 El 61405 321.27 61605 321.15 61705 321.05 62005 320.86 62105 320.79 62205 320.74 62405 320.62. 62705 320.45 62805 320.39 62905 320.30 7505 .320.06 7605 320.01 7705 319.96 07805 319.92 7905 319.87 7 11 05 319.79 71305 319.82 71805 319.70 7.1905 .319.67 - Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title: Well Point Measurements Project. Rancho Santa Fe - Road Slide Drwn D Metzger Contract No: 89583 Date: - February 15, 2006 Figure No: - . 7 53105 322:54 6 1 05 322.46 6205 322.40 6605 321.99 6705 321.89 - 6805 321.79 6905 - 321.68 6 1005 321.61 61105 321.49 6 1305 321.36 72005 319.65 72605 319.48 72805 319.43 8 1 05 319.30 8805 319.12 81505 - 318.93 82205 318.75 101005-s 317.97 11 . 317.46 111505 317.42 Top of well El 33900 EL 350 EL 350 EL 340 EL 340 EL 330 329 L 317 15 EL 3;3 HI EL EL 321 EL NO EL 320 EL 319 7. EL 3 17 EL 316 Dry 316Bottom - - EL 315 - - - --- - - S EL 314 - • - EL313 EL 317 EL3II EL3I0 EL3I0 EL 300 EL 300 EL 290 EL 290 EL 280 I I I I I I I I I I I I I I I I I I EL 280 5505 5 1405 51705 51905 52005 5105 6605 6H05 6 20 O 6 29 05 7705 71805 72805 8105 81505 101005 11 1105 11105 111705 1221 05 122705 2206 2406 Testing Engineers - U.S. Labs 7895 Convoy Court,, Suite 18 - San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 7157581-0 Title: Ground Water Timeline Graph. Project: Ranch I o Santa Fe - Road Slide Drwn: D Metzger Contract No: 89583 Date. February 21, 2006 • Figure No: 7A KA (Kleinfekler Associates) Summary worksheet of water level measurements t I • shown by elevation from -- May'05 to February '06 t - - __•\ ' Elevations of water levels - .7 are measured in feet above sea level via elevation shot (Meichior Land Surveying) on the of each well point. TT R one hundredth RA ie: 353.28 feet of a foot one tenth ( k' of a foot Top Well El =337.80 Date H20 El q 11 Bottom Well El =298.80 0111 Date H20 El 5505 328.10 5605 328.10 5805 328.00 51105 327.53 5 1205 326.94 5 1405 326.58 51605 326.25 51705 325.68 51805 324.89 5 1905 324.22 52005 322.90 5 21 05 320.40 52205 317.12 52305 . 315.10 52405 313.39 52505 312.28 52605 311.15 52705 310.77 52805 310.19 53105 309.20 61 05 309.05 6205 308.90 Date H20 El 6 1405 306.94 61605 307.07 61705 306.88 62005 306.76 621 05 306.70 6 306.65 62405 306.52 62705 306.53 7505 306.55 7605 306.55 72005 306.65 72605 305.63 72805 305.49 8 1 05 ,305.27 81505 305.74 82205 305.02 101005. .304.13 11 303.86 111505 303.86 111705 303.87 122105 303.60 122705 303.54 Date H20 El 2706 5:00pm 303.34 2806 303.34 2906 8:00 am '303.34 290611:00ani 303.32 210068:OOam 303.26 2 3:3O pm 303.18 2l006:00pm 303.18 2 4:30 Pm 303.18 21306 303.19 21406 303.22 21506 303.18 22306 304.07 Testing Engineers - U.S. Labs . 7895 Convoy Court, Suite 18 San Diego, CA 92111 6605 307.74 6705 307.98 ' 6805 307.80 6905 307.58 61005 307.48 61105 307.44 6 13 05 307.22 2206 303.32. 2306 303.32 2606 303.33 27068:Ooam 303.33 27 06 3:30 pm 303.34 27064:00pm 303.33 27 06 4:30 pm 303.33 - Tel:(858)715-5800 Fax:(858)715-5810 Title: Well Point Measurements Project: Rancho Santa Fe - Road Slide Drwn:' . D Metzger Contract No: 89583 Date. February 15, 2006 Figure No: 8 KA (Kiemfelder Associates) 04 Summary worksheet of t -' -. - - water level measurements shown by elevation from May '05 toFebruary '06 \ —': o \\ \ Elevations of water levels \ ,. \, ' are measured in feet above . ,\ - Sea level via elevation shot M'elchior Land on the top of each well point. Ik (ing) one hundredth of a, foot feet \ one tenth of a foot Top WellE Ji Date H20 El Date 1120 El Date H20 El Date H20 El = 5805 - 330.50 5 11 05 330.50' - 5 1205 329.88 51405 329.35 51605 328.73 5 1705 327.98 51805 326.89 51905 326.18 52005 323.70 521 05 320.28 52205 317.27 52305 315.26 52405 314.67 52505 Dry Bottom Well El 314.37 CEMIMMI Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title: -. - Well Point Measurements Project: . Rancho Santa Fe -Road Slide Drwn: - Contract No: DMetzger , 89583 Date: - Figure No: - February 15:2006 9 ..:. EL 350 EL 340 EL 330 EL 320 EL 3 IC EL 300 EL 290 EL 280 EL 329 EL 328 7 EL 32 EL 376 EL 3?3 EL 319 EL 316 EL 314 314.37 _31437 Bottom EL 313 0L312 - EL 31! EL 309 EL 308 0L307 EL 306 - 0L305 0L304 . EL 303 EL 302 EL 30! 5805 5 11 05 51205 51405 51605 5 17 05 .51805 51905 52005 52105 52205 52305 52405 52505 Testing Engineers -, U.S. Labs 7895 Convoy Court, Suite 48 San Diego, CA 92111 .i Tel: (858) 715-5800 Fax: (858) 715-5810 Title: . Ground WatérTimeline Graph Project: Rancho Santa Fe - Road Slide Drwn: • D Metzger Contract No: 89583 Date. February 21, 2006 Figure No. 9A APPENIMXE ' •, • • INCLINOMETER MONITORING -- .•J •, • • 71, t• 89583 1 B-Axis II -o 5 10 15 20 0) 0) C 25 Q. 0) 0 30 p 35 40 45 50 -1.00 -0.50 0.00 0.50 1.00 -1.00- -0.50 0.00 0.50- 1.00 Cumulative Displacement (in) from 6/10/2005 Cumulative Displacement (in) from 6/10/2005 Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 ! LinO TE: This figure may contain areas of color. TE-U.S. Labs cannot be ponsible for any subsequent misinterpretationof the information result- from black and white reproductions of this figure: San Diego, CA 92111 Title: I-I Inclinometer Mesurements Project: RSF Phase I Road Slide Repair Drwn: • D.M.M. Contract No: 89583 Date February, 2006 Figure No 1 89583 2, A-Axis - 89583 2, B-Axis : U 5 10 15 20 CD a) 25 CL 30 ".35 40 45 50 -1.00 -0.50 0.00 0.50 1.00' .. 1.00 -0.50 , 0.00 0.50 , 1.00 Cumulative Displacement (in) from 6/10/2005 Cumulative Displacement (in) from 6/10/2005 NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent, misinterpretation' of the information result-" ing from black and white reproductions of this fioure. Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA92111 Title: ' 1-2 Inclinometer Mesuremeflts 'roject: , RSFPhase1 Road Slide Repair Drwn D.M.M. Contract No ' ' . 89583. Date: • February, 2006 , Figure No: . . ' 2 89583 3, A-Axis 0 89583 3, B-Axis :::: : 10 10 ------ ----- 15 15 ---- ------ 20 20---- —---H----- 25 25 CL CL 30 ------—------ 30-----— I 35—---—------ 35------- 40 40 - -- _:_ - - - S/20 1 05 - - 6/21/2005 6121/2005 -0- 612312005 6129/20b5 - --o 6 629/2d05 23/2005 8)24/2005 ° 824/2f05 50 - - - - 50 - - - - -1.00 -0.50 0.00 0.50 .1.00 - - -1.00 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 6/10/2005 Cumulative Displacement (in) from 6/10/2005 NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. ! Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 -- Title: - 1-3 Inclinometer Mesurements Project: • RSF Phase I Road Slide Repair - - Drwn: • D.M.M. Contract No: 89583 Date: February, 2006 Figure No: 'V•VV,V • 'V.. 'V ft_V V IS 4V - • 71 • /'4. V5 4 ' V.. VI ,.,• V c •5 - .:_• - . - , 5 - V4 .4 •• 4 .-- --'F .- .?•1 -lO 4 '4•'•• 15 -. V V,. - •• V' V 'V 4 :' . ,- • 20 -------- VV44 20 • V V S , ,, V. 5' t — • V_SI V " - ' , I V . ',, • -a). V - S '. .,I , 0) 45 2 -'.-'- —i------ ', 25 I 4' ,-• V • V .1 "'. 13 30 -' 'V 4 4 V ' ' • V, 7, , r - P',' IF 4 / • 40 ' 1 40 45 611,6/20o5 ) 45 V ,iV 6/21/2005 . . 4. .4 -— 62312d05 629/205 I -- 8/24/2005 50 V V 1 : :V $!VV•• 'V I- . 4V V 5 V i4VV__. •VS '.4. •- -t V V 5 544 - ' V 3,4 - V4 .1 V IVI VV VS V V.V - 4 - '..• ' : '' IL :,-. •4 V V 4 •. V V•_ V - .?, V.,/:VV 'V.. t -. V . - - 4 895834 A Axis i 895834 B Axis f -100 -0.50'. 0.00,0.50-..1.0O ..: ,: :-i.00' -0.50 -00 0.50'V 1.00 , Cumulative Displacement (in) from 6/10/20051 V Cumulative Displacement (in) from 6/10/2005 * -. 4. V .4 .. , _ . .......1 V V,V - I I ,-. •". .;j.V.4 .4 . V. V • ,f. V V 'V V ' ' V V. •,.•, 74 4 '4 •_ V'V .4 4 or 7 V S V , • :.-- 4:., V V VIZ., V V . V V • V VS ,, 'V V V •' . •• V. , 4-'. . - V V V l I VI'.4. V-St - V • V V V - V ',VV 'V ' . I ,,,,• -s NOTE: Thisfigure may contain areas of color. TE-U.S. Labs cannot be V , . respons!ble for any subsequent misinterpretation of the information result- ' V ing from black and white reproductions of this fioure. ' , V •4_ V (' Tasting Engineers - U.S.' LaLst - ,7895 Convoy Court Suite 18- '_ S San Diego, CA 92111 - V V V . 4- V 'V V VV•4 Title: ' •VV4 " V, - . - . V V I-4IncIinàmeter Mesuremêñts VVVVV'4 •.L VV •V 'V V ,•_ V 5 , Project: . •äSF Phase,1 Road Slide Repair. - Drwn: •, .. •. -. • . Contract No: --j - -. DMM '89583 Date Februá'ry 2006 Figure No "V-V. •' V ....- V• V .. V V VVV• V 'V ' - 'VVV • 44V •VVVS -2 •V ' V c A_AYiQ 895835. s-Axis 0 I, 5 10 15 20 a) a) 25 30 35 40 45 50 -1.00 -0.50 0.00 0.50 1.00 -1.00 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 6/10/2005 Cumulative Displacement (in) from 6/10/2005 NOTE: This figure may conain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ig from black and white reproductions of this figure. ! Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: 1-5 Inclinometer Mesurements Project: : RSF Phase 1 Road Slide Repair Drwn: D.M.M. Contract No: 89583 Date: February, 2006 Figure No: 89583 6, A-Axis 895836, B-Axis U 5 10 15 20 a) a) CL CD 30 35 40 45 50 -1.00 -0.50 0.00 0.50 1.00 -1.00 -0.50 0.00 0.50 1.00 Cumulative Displacement (in) from 6/10/2005 Cumulative Displacement (in) from 6/10/2005 NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. Testing Engineers - U.S. Labs 7895 Convoy Court; Suite 18 San Diego, CA92111 Title: 1-6 Inclinometer Mesure rnents Project RSF Phase 1 Road Slid e Repair Drwn: D.M.M. - Contract N o: : 89583. Date: February, 2006 Figure No: 6 C 9 Ii 1 A-Axis Ii I, B-Axis -1.00 -0.50 0.00 0.50 1.00 1.50 2.00 2.50 3.00 -4 -2 0 Cumulative Displacement (in) from 4/4/2005 Cumulative Displacement (in) from 4/4/2005 4 1 $ 2 4 1 ½ $1 ½ - I - -$ -. - S C. - 4 5 I - - u VA 1 826 • City of Carlsbad .. November 16, 2005 5950 El Cami'no Real . Contract No. 89583 Carlsbad, CA 92009 AttentiOñ Skip Subject: Manometer 'Sur'ey ' S Various Residential dwellings S.,. Project: Rancho Santa Fe Road Phase 1 .. Slope Stabilization Dear Mr. Hammann: As requested, submitted herewith are the' graphical manometer elevation 'data iYerforniêdon various ground level rèsldentiàl slabs on grade in connection with the above referenced project site. . . . . . Prior to mass excavation Operations for the subject slope stabilization, manometer 'surveys' were . performed.for the following residential properties: . .' 3339 Del Rio Court .3341 Del Rio Coiirt 3343 Del Rio Court 7550 Agua DulCe COurt '. 7551 Agua Dulce Court 7552 AguaDulce Court . " In additiOh, subsequent n'iàfloniefer surveys haie been perforthed during slope stabilization, excavation operations. The'manómeter data is presented in Appendix. A. Based on review of the manometer' data, no significant mOvement has Occurred as a reult o implementation Of the slope stabilization recommendations. The accuracy of the elevation survey data is considered to be 10.1 - inches. It should be noted thatsurface deviations were noted in the existing slabs on grade ranging from' 1.2 to 3.0 inches and . the cause for this is indeterminate at this time; investigation of the subsurface:'cOnditioris related to this is beyond our current scope of services. In any case, it. could be attributed to shrinking/swelling of surficial expansive soils within building pads, mindr settlements of fill materials, and/Or Original construction. . . Testing Engineers - U.S. LaboratoEies . . . S 7895 Convoy Court, Suite 18. 41146 Elm Street, Suite A ' 820 Research Drive, Suite 2 2001 East First Street San Diego, California 92111 Murrieta, California 92562 Palm Springs, California 92262 Santa Ana, California 92705 (858) 715-5800 • Fax: (858) 715-5810 (951)-677-0366 • Fax: (951) 677-5761 (760) 325-8378 • Fax: (760) 325-7480 (714) 568-7300 • Fax: (714) 664-0252 Offices Nationwide Rancho Santa Fe Road Phase I Contract No. 89583 Slope Stabilization H Testing Engineers - U. S. Labs, Inc. appreciates the opportunity to provide this geotechnical engineering review service. In the event that you should have any questions or comments, please contact the undersigned at 858.715.5800. Sincerely, Testing Engineers-U.S. Labs Van W. Olin, GE 2578 . S Principal Geotecimical Engineer Distribution: (I) Addressee T:\Gcotechnical Fiics\Projccts\Currënt Projecls\89583 Caribad Aguã Dulce Court\89583 Manometer Survey.doc S S S Op '4' F 41 4. • '.'. , - - i3 11' o• -09 -1.2 -05 • , * - - -06 (4.'-1.3- -: .0.9. . - "1 34 . .. - ' -12' - . • F . '• - —"-I ,g.? . -0.4 - . 'F ' .;.. - 1 -,_• -08 0.8; • ::'r:, --I . OD o• 00 02 I . - , . -: -0.3' . . • -O.3 -. -03•.-0.3 4 00 0.0+0.1 Y +0.2-I1 , k . - , j - F 4 ., H - ..•. . I • ', F, ,• '4 - V. - ,• V ,V• - F -. -.- - -. - . - 4 F1 4 . . .- • - •, - •- - . .- - ': '4 .4 -• . . _, * , 1 •- . . Approx.scale: 1'• = 10' .4 --• - . p..-' •i -4- -".•'- -.-- ---4 - -. LEGEND •-' . -. Survey Date: 7/22/2005, 4 J 18' Maximum floor differential' ® ® APProx.loction of Low point Testing Engineer - U.S. Labs 7895 Convoy Court,- Suite 18 c San Diego, CA 921 11 .• MORE ON - Tel: (858)7.15-5800 Fax: (858) 715-5810 Title:', - - - IMariometer Survey - Project: - ( RSF. Phase 1 - Road Slide . '- .• . - 3339 Del Rio Ct. Drwn..,, - • -. - D.M.M: Contract No: :. 89583 ,1,, . - Date: November 1, 2065 - Figure No:- - II - I 0.0 0.01 0.0 •-oA I • -0.2. 0.0 EOO] .40.1 -0.3..3 +o.1.OJ base I ApproxsLa le: 1 10 . Abby Golden '. 3339 Del Rio CL LEGEND Survey Date: 10/20/2005 1.8 Maximum floor differential Approx. location of High/Low point Testing Engwieers -.us. Labs' 7895 Convoy Court, Suite 18 San Diego, CA 92.111 - Tel: (858)715-5800 Fax: (858) 715-5810 Title: . . . Manometer Survey Project: RSF Phase 1 - Road Slide •. 3339 Del Rio Court Drwn: .- D.M.M. Contract No: • - 89583 Date October 31 2005 Figure No 2 S • . -- * ' S -. -. . : •-• . .. - - 55 . . . ' ... I .5•4 . .. . -* S ' , •- , ' • ' : - Slope Side l 4. S_.I •,T . - • .5 0.1' . . -O.1, - , . , - '• .. - : • +0.3' . • . - - . I '4 ,-. - I -04 _'••4 • - 11 .1'I - - - +0.50 +03' -04 rA () +0.7' +o.i• r-t-;----i - -O 2' . ::' 0.00 -0 3- ', +0.1'.'-0.7o 'S - +03 E2- .. 0.1 .S*-• ,• - _1 Jordan& Junko Schucket - S '. Approx.sca!e:1'=1o' • 3341 Dei Rio Ct ' - * ' .- -. -• -: . i - '.. - - . . S LEGEND1:; • . .. • . - S • ; , '5 7- - Survey Date: 7/16/2005 •'• '' . -, I1.3" Maximum floor differential A'pprox.location of High/Low point - • 51 < - '.'• . (' Testing Engineers - U S Labs 7895 Convoy Court, Suite 18 -c San Diego, CA 92111 ' Tel: (858)715-5800 Fax: (858)715-5810. Title: '. -•--'-' . . . - Manometer Survey - - Ail Project: RSF Phase 1 - Road Slide- 3341 Del Rio Ct.' Drwn: .-" ' S - 5, . Contract No: 89583 Date November 1, 2005 Figure No Si S P '4'• S - S. S - S - 5, - , - -- S - - 1• • 5, . •, - . 1. • - • . - .5 • • S ' - S • , •,•, S , - .. S - ' - - . 'S - 1 - - - - '- • - ---'-I -- -• --. .-- 1. A -- -4 Slope Side +05' • +O.3• --- •• Ir4i 05 -0.4- +0.5- +03. I:f] (1E?) It I--I--:---'•I +0.6 +0.3• • 70 +02 ,,.EIIIII ha - - -• I Approx., scale 1= 10 - Jordan & Junkó Schücket - 3341 Del Rio Ct LEGEND p Siirvey Date: 10/21/2005 1.21 Maximum floor differential Approx location of High/Low point .1esting Engineers U.S. Labs 7895 Convoy Court,-Suite 18 - San Diego, CA92111.' Tel: (858)71575800 Fax: (858) 715-5810 : Title:! .• - Manometer Survey - - Project: - - RSF-Phase 1 - Road Slide - 3341 Del-Rio Co. . Drwn-... -- - • Contract No: • '•--.-- - - 89583 ,. Date October 31 2005 Figure No 4- S - -: ' .•S ' • - - I • - - - . • - - 4- ..-• -'ii' a. .,l• - ;.:.. i - • a U 41 .3343 Del Rio Ct 0 5 10 LEGEND Survey Date: 7/16/2005 Maximum floor differential Approx.location of High/Low point - Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18. San Diego, CA92111. ' .Tel: (858)715-5800 Fax: (858)715-5810 ,,;, Title: Manometer Survey . Project: RSF Phase 1 - Road Slide 3343 Del Rio Ct. Drwn: Contract No- D. M. M. 89583 Date: November 1, 2005 Figure No. - . . .. . .. . . S -0.5. -ofr LEGEND Survey Date: 10/19/2005 1.5 Maximum floor differential Approx. location of High/Low point N 0 5 10 r. Approx. scale: 1, = 1C ! Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 .". Tel: (858)715-5800 Fax: (858) 715-5810 Title: . Manometer Survey Project: RSF Phase 1 - Road Slide 3343 Del Rio Court Orwn: Contract No: D.M.M. 89583 Date: October 31, 2005 Figure No: 6 S '• .. ,.S,- . • .- I - • 4 ¼ - .5 . S. i I - Sicipe Side - -0.8' [ -06 -03 07• • :i •0.5S ¼ 5. ::' il.02 0 0 0.00 -li- - . S ' . -0.2' - -•: - - - a, +02 -01 -02' 00\00 / o Min - L -. ..... . S . . • . S •. • . - ' -s • ' - S S -. -. I I Russ Kurtz S . 7550AguaDu1ceCt - . . . . * . '-- 0 15 - 10 * Approx,scale: 1= 10' -, S • - , •'•S .LEGEND ' Survey Date: 7/16/2005 - Maximum floor differential S ® Approx Iocati:n of High/Low point 55 '; Testing Engineers - U.S.Labs - 7895 Convoy Court, Suite 18 San Diego, CA 92111 - • S Tel: (858)715-5800 Fax: (858) 715-5810 - Title: - - S - 5 5 -- 5 S Manometer. Survey - -• Project: - ' RSF Phase 1-- Road Slide 5 •, . 7550 Agua Dulce Ct. - Drwn: . - - Contract No: D.M.M. . . 89583 Date: Otobe31,2005 Figure No: - S -J -. . . .5 - 5 •,•' - —; -5--- --- --- -: 4•- a -,_•- .,•-• S 4 - . I - - - 5*- -. - * S - 5 5 . - - (. , S . ,•S - . 1 • -.5 - .E - - . - I. I * Slope Side — .09 r.... ' I 1 -05 03 -04 1',• -02 00 -0.4. - -0.2 0.0 .0.2 -01 1 - F 0 0.01 . •- 00' 0.0 . 05 — U LEGEND •.. Survey Date 10/20/2005 1.3 Mximum floor diffeentjal Approx location of High/Low point ./ . . ! Testing Engineers - US. Lá&S 7895 Convoy Court, Suite 18 ______ • San Diego, CA 92111 Tel: (858)715-5800 Fax: (858) 715-5810 Title: - - 'Manometer Survey Project: •RSF Phase 1 - RoadSlide 7550AguaDulcèCt Drwn: D.M:M. Contract No. .... 89583 • Date October 31 2005 Figure No 8 - -, ..- - .• : -. .:.- .-- :_ . .11 1 . p • - I I.,. .. . .. V5V Slope Side V +0.4 - 0.0 V V - V V V V 00 +01 0.0e +031 00 1 1• 0.06 03t 0.0 +03 +03 PI ..0 VV V VVVV. V V• .00 *V 4 .2 I V IV • V - _V• V V V VV V V V V V V -02 V f 4V V :V,ST.S.VVTV VV VV.JVJV1VV_V V. ç V V ______ ' V 05 10 V V Approx.sale: 1 10' Lane Campbell Kurtz. C1 - V V V V.'. V V 1, V.LIEGEND V ( V V V V V Survey Date 7/16/2005 1 50 1 Maximum floor differential () () Appox location of High/Low point . Testing Enineers - U.S. Labs . 7895 Convoy Court, Suite 18 V San Diego, CA 92111 - ' -. Tel: (858)715-5800 Fax: (858) 715-5810 Title: V Manometer Survey Project: V RSF Phase 1 - Road Slide V - 7551 Agua Dulce CtV.. V Drwn: Contract No: -. D.M.M. V V V 89583- Date: October 31 2005 Figure No H - Slope Side .-__.._.-_......._..t:i:-------------"--" 0.5 - * .. :.:- . 11+03 02 Oft 0.0 ---------------- oi ,•0i 03 0.0.+0.2. - - • -01 0 +01• +0.2 - -62 +0•1 : .0 70.51 ,mO.3 10 - Approx scale 1 = 10 Lane Campbell Kurtz' I • .- "' Agu.Du1ce Ct - - - _0_••_ '- LEGEND .0 Survey Date: 10/19/2005 1 1.301 Maxiinum floor differential. . ® ® Approx. locatinóf Hih/Low point • . •. 00 • - 0' g6Testin Engineers -'U.S. Labs 7895 Convoy Court, Suite 18 San Diego; CA92111 - Tel: (858)715-5800 Fax: (858).715-5810 Title: • • 0 0, - . - Manometer Survey Project: - RSF Phase 1 - Road Slide -. 7551 Aqua Dule Ct Drwn: • -. • D.M.M.' Contract No: - - .1 ' 89583. Date October 31 2005 1.101,, Figure No .- - 0 • ,o • •' .-• - -. ---•- •-• I I' --I - 4, p — .00 -0.1 . . .-13 . +0.1 .0.0 .-1 .6 .0.0 .-1.7 0.5. .-0.3 . . -20 • . . ( .-0.9 .0.2 .0.0 ''•:• -:- 4; ,i6I -• •.. . I L. ., •-2.2 - - / ___________ • . .-2.2 - .-2.3 . * - - . 4-- ' r 0 5 10 - . Approx. scale: -1 10' Alex & Valerie Rubins 7552AguaDu1ceCt LEGEND ® Approx.location of High/Low point'0 0 * p ....• ;- 0 Testing Engineers- U.S. Labs 7895 Convoy Court, Suite 18 San Diego CA 92111 Tel: (858)715-5800 Fax: (858) 715-5810 Title: * - Manometer Suey -. Survey Date: 7/16/2005 ______________________________ Project: ç RSF Phase 1 - Road Slide I •" I Maximum floor differential 7552 Agua Dulce Ct. Drwri: . . 0 - • - - D.M.M. Contract No: -, 89583 Date November 10, 2005 Figure No 0 5. 10 Approxscale: 1' = 10 LEGEND Survey Date: 10/19/2005 3.0" Maximum floor differential Approxiocation of High/Low point ! Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 _I San Diego, CA 92111 WL- Tel: (858)715-5800 Fax: (858) 715-5810 Title: Manometer Survey . Project: RSF Phase 1 - Road Slide 7,552 Aqua Dulce Ct Drwn: D.M.M. Contract No: 89583 Date: October 31, 2005 Figure No: 12 1 1$ . -- 44: 4 - .-.-... . •i7 tr 4 k4 ' • f k -- F! ,.- -: Legend 3341 Del Rio Court --1.00--- ;ContoUrs represent relative elevation in inches Survey Date: 4/6/05. I .1.20"J Maximum floor differential ( Q Approx location of High/Low point - - - Approx. scale: 1 =10 12245 WorldTrde Drive - ' Hillside Patio Homes i lerraPacific Diego CA92128 Manometer Survey File No 24019 85 Figure 1 - . 8-521-1190 June 2905 I - I \\ • • : H ....L. c>_c nH - - -'• - - - - > € V - •- it ' t '- -i--:. --- -- - ' Legend 3343 3343 Del Rio Court --1.50--- Contours represent relative elevatioh in inches -. -: : Survey Date: 4/5/05 ' Mximumfloordiffererjtial kO Approx. location of High/Low point 0 5 10 : Approx. scale: 1" 10 • 12245 World Trade Drive j TerraPacif,c Diego CA92128 . Manometer Survey Hillside Patio Homes File No 24019 858-521-1190 Figure 1 - • - June 2005 - S - 4 S -- '-.-•; - 47 j 00 !L'iáJIr°_— f' 5 4 4 4.? • 4.( - ' .5 5'- Legend 7550 Agua Dulce —1.50---- Contours represent relative elevation in inches : Survey Date: 4/19/05 1 i .50"j Maximum floor differéntial- : (J Approx. location of High/Low point • - Approx. scale: 1 = 10' lerraPacific 1224Suil.5 World Trade Drive - . Kurtz Residence D3egOCA92128 858-521-1190 Manometer Survey File No 25051 Figure-1 June 2005 S O : \ ------ j____---. '72 00" - - . f -.. 0.75 Ilk- Af - r 't ' :944 • - ' Legend 7551 Agua Dulce . ---2.00---- Contours represent relative elevation in inches Survey Date: 4/19/05 . • I 2.15'1 Maximum floor differential () Approx. location of High/Low point Approx. scale: V = 10 12245 World Trade Drive - ' Kurtz Residence. T*r9cfIc OD9OCA92128 . Manometer Sutvey File No. 25051 Figure 1 858-521-1190 . June 2005 .. L... 1 T I From SB To SB ArgIo TB 'I Load Load LnBthigth 1681 1881 TBr1t 1981 àfl Lgth TB#1 dog 6klpskips ft 1 i j W 2 2 25 5 171 228 26 34 69 3 3 25 5 171 228 26 3' 69 4 4 25 5 171 228 26 34 60 - 5 7 25 5 171 228 26 34 60 8 21 25 7 241 321 26 44 70 22 25 25 5 171 228 28 34 60 26 26 25 5 171 228 28 34 60 27 27 25 5 171 228 26 34 60 28 28 25 5 171 228 ?6 34 60 29 29 25 4 130 173 26 24 50 3030 TIEBACK STRESSING DATA SHEET' TIEBACK STRESSING DATA SHEET SHEET TIEBACK STRESSING DATA • -, lroject Name: Tieback Desigation: Project Number 8 J Contractor Installed 160 Bar Length (ft) ector Installed Unbonded Length (ft) MW ssor InstalledBond Length (ft) t Serial Number Grout Mix Ratio 5 to 1 ge Number Approx Elevation Tieback Pocket Ajprox Bottom Depth Elevation Calibration Equation 300 Ton Jack Inclination Lift# 1 "14.8 x Load, (kips) = Gauge Pressure (psi) IBO Bar Type IJ Design Load (k) 171K Cy Offifi, acMi~w Test Type(200% Verif, Performan?e) - . .. Serial Number 300/8/i . -, .- -. -. . . - Lock'off-load(k) Loading Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge - ' Time ..:.. (%) - . .(k) . (psi) Rèading.(in) Reading (in) (creep) . --- Comrnents... - - ------------------------------ 636, . - 0.. -- . - - - . -128 - 1894 - 0.429. -: - 0 .429 - - 0 . - 171, 2531., 0.676 06761. 0.-. -••.-- 3167:- ; 0.9692.E. -0.969 257 3804 -1-.44o 1.44'0 0 274 4055 2424 2434 0010 245 247 WEEP - - •OWN A"09 - - 3100. '. 2.434. - - 3.088 0.654 2:50-3:002 ... - . 299 4425 203 3000 3088 3093 0005 320 330 342 5062 - - 171 2531 2982 2982 0 -- -- :. :-- - •-' - . .• - -. - Locked off at load 171 k=2531 p%si - ., - .% .- --. - . • . ... - - -- -- -. - .-- - . . . - - . - --,-- . -: - - .---- . -- - . - • - -- - .- -- --.- .-, '-;.- •, . .. - - - ...- - •_-)_ -- --:...............- -.................• ..-, ...-.-..- ....:.... TIEBACK STRESSING DATA SHEET I - TIEBACK STRESSING DATA SHEET.. - - : - - Project Name:,,_ Tieback Designation Project Number Contractor Installed IBO Bar Length (ft)Ob Inspector Installed Unbonded Length (ft) essor Installed Bond Length (ft) : ,- te, ' ' - - Ram Serial Number. ______________________ Grout Mix Ratio 5 to 1 Gauge Number Approx Elevation Tieback PockeV Approx Bottom Depth Elevation Calibration Equation 300 Ton Jack Inclination 148 x Load (kips) = Gauge Pressure (psi) Lift# IBO Bar Type 1 Design Load (k) 171K "'A "NIA —YIN )@4 Verif. Performance) - - . Serial Number 300/8/1 '.' - - - -::. Lockoff load (k) - - - - - - - 171 K - - Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time ' (%)'. - (k) (psi) - Reading (in). Reading (in) -- (creep)- -- - - - Comments - - - -; - - - 0 0 0 Located at corner before 215 43 636 0 092 .0 .091 -0.001 angle to SB 8 Not well MR 86 1273 0242 0240 -0002 supported for load MOM .11.- 128:. '0.436 -, '- 0.003 - - OWN, 171 2531 0.685 207-217I 0665 0020 $2,j 205 3034 4, L°o 227 171 - 1894 ----0.439: 3360 2531 - - Y. - - - - - - .- -- -- - - -' - - - - - - - - - - - - - - Locked off at load: - - - - - - -: - - - - -- - -- -- - - 171.k = 253 Vpsi' - - - - - - ............................ - -----a '-° :. - - ---i- .-- -- - - :-; -'-4 -; -'-- - - - --- - - -- S Testing Engineers - U S Labs TIEBACK STRESSING DATA SHEET S .. . Project Narqe: Dgnation:Project ______________________Tieback Number wpm ______________________Contractor Installed IBO Bar Length (ft) pe 'tor _____________________ Installed Unbonded Length 'essor Installed Bond Length (ft) Date Ram Serial Number Grout Mix Ratio''5 to 1 Gauge Number:_________________________________ . . Approx Elevation Tieback Pocket. . . MINN. 10 Approx Bottom Depth Elevation Calibration Equation 300 Ton Jack Inclination Lift# 1 S - - S 14 8 x Load (laps) = Gauge Pressure (psi) IBO Bar Type ) Design Load (k) 241K yp Serial.Nümber.300/8/1- . .. . S.. ., Lockoff. load (k) .. . '241K .. S I Loading Movement Load Load Gauge Start End Held Hold j Increment Increment Pressure Gauge Gauge Displacement lime I (%) (k) (psi) Reading (in) Reading (in) (creep) * Comments S IWO NO - 60 " - 888 '- 0 0116 0' 0116 S 0 0, S ' 121 1791 0331 0330 -0001 181 2679-:0619 0619 -0001 241'3567 0921 0920 0001 289 4277 1 217 1 211 -0006 321 4751 5 ....• lagging/weld plate shifts at corn 241 3567 1 654 1 654 0 241 laps S -.-''' .S 5-• ,'0 .- .5 .. S - --S 5 -. - - ..- .- . .4 S., Locked off at load S 241 k3567si. , 4 ... . 5•• .5 . - --S ,.... . . . - , . S -:.- - - --. . ..,• . - SsS. 50,. • - - - .• .............. , 5 5 ,,, 5, 5 5'._. .. .': S5,S - -• - ' 5 •,SS - 555 ... S ' ' , 5- 5 _ , . S 155 4.5 5. S -. - - 5s - -. 5 -'- -- '- * Testing Fngineers -' U S Labs L - ' .. .'- S ' , - -. '5_to ' -, - 'SO S ... , - . -, ,'' ----------------- . 5 OS - EDAV DECClM flATA CU •• oject.Nme: Tieback Designation: Project Number Contractor Installed IBO Ba? Length (ft) pctor • Installed Unbonded Length (ft): •: __________ sor. lntaIIed Bond Length (ft) - Date Ram Serial Number Grout Mix Ratio 5 to 1 Gauge Number Approx Elevation Tieback Pocket Approx Bottom Depth Elevation P Of Calibration Equation 300 Ton Jack Inclination Lift# 1 -14.8 x Load (kips) = Gauge Pre'ssure (psi) IBO Bar Type Design Load (k) estType 241K • • Serial Number 300/811 • Lockoff lóad'(k) • 241 K Loading _• •. • • • Movement • • - Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge.,'Displacement Time (%) (k) (psi) Reading (in) Reading (in) 0 (creep) 0 Comments 1-11, It MY 0 60 121 888 1791 0I'laffiffill-11 " , 0085 0328 0084 0.327 001 -0001 k 181 241 2679 3567 0.633 1032 0.631 1.031 0002 0001 289 4277 1 336 1 333 -0003 321 296 4751 3567 1 638 1.635 - 0 beam pulled back dunng load 1250 1 00 241 3567 17: 1 543'11.543 0 241 kips Locked off at load -•• • -.• 241 •k 3567 psi • • ,- - ---:' • • .• 0 • . -: ;0 •• 00 •• - • •• •• 0 0 •' - • .................... •• 0 • . : 0 .0 •• .•-•-'. 0 0 0 ••0 •• 0- 0 0 o . •• .10 -• 00, 0 0 • 00 0 • :. r IRA flATA -- Project, Name: Tieback Desination: Project Number ___ Cntractor AIR,lntaHed IBO Bar Length (ft) 4spect0r ___________________________________________ Installed Unbonded Length (ft) 11 ssor MWEVICKERRYA I'M- 44 Installed Bond Length (ft) Date Ram Serial Number 5 to 1 Gauge Number Grout Mix Ratio NOR Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation 300 Ton Jack Inclination Lift #, 8 x Load (kips) = Gauge Prssure (psi) \14 lBd Bar Type ½ Design Load (k) 241K ffin Serial Number 300/8/1 .. :. Lockoff load (k)1 : 241K Loading Movement . Load Load Gauge Start End Held Displacement Hold Increment lnc'ement Pressure Gauge Gauge ,Time • : (k) .. ... (psi) -i.: Reading (in) Readin (in) (èreep) - —Comments'. - 0 0 0 i 60 888 0121 0121 0 121 1791' ., 0.415 . 0.412,: . -0.003 '•. 5' ' 181 2679 0685 0682 0003 241 3567 1190 1189 -0001 289 321 4277 4751 1;517 1 741 d 508 1 730 -0009 -0011 1125 11 35 .- 241 3567 1.654 1 654 0 - -• 241 kips • .SS. .••. . .. - . 5 .. . -•, -S . ...-• S ' ,• - S ...,• 1!.,' .. . •. .4 • -. .5..' . .5. . .- 4 ½ .•,, ,' '.: -. ,.: -- •- -. -, , . - -. . S . 5..'--.- _J_ , - • • .5 - ., '-•- 5_• •'i -. :-: . 4- •.4•.. ' . -. • . S •. 5, - V.' - - . . . - . - 5. . 5,55 • Si •• . - •' -. . . , 5' .- - ... . . 5-•- .:.4.S,5 ' •--' Hr- '' .5 . - .............................. -, ,•.. . •. . -.,. . . - ':ç. - ...:. -'' . . . 4 6 - -'-. '•___i S V - . . , , . 5 .. .. Locked off at load: ..........' 6 241 k=3567 psi.', 4 4- - ........- • I 'S -'- - - -. _ .I:IIIJ I I.T] A- TIEBACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadshde Tieback Designation TB. -i 2 Project Number: .9583.. .. . Contractor Zamborelli Enterprises, Inc Installed 180 Bar Length (ft) 70.0 spector 0 Metzger Installed Unbonded Length (ft) 26 0 ssor Ron S Installed Bond Length (ft) '44.6 ate Ram Serial Number: ... . 300/8/6 .': . Grout Mix Ratio 5 to 1 Gauge Number: . '. 30O/8/6/A __________ Approx Elevation Tieback Pocket 3J9 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination ~5 degr. Lift# 1 14.722 x Load (kips) = Guage Pressure (psi) 180 Bar Type 103(180) Design Load (k): . 241K Refer to RAM Calibration Curve Test Type(200% Verif., Performance): Pert órrnance Serial Number 300/8/6 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Increment Increment Pressure Guage Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL 0 0 0 0 0 25 60 883 0 0 0 50 121 1781 0.318 0.315 —.c03 75 181 2665 0719 0.71 —.007 .41 .......0.993 ...100 .120 289 4255 - - - Ne.4eeftee+f-tEtInnIy (10). 133 321 4726 - - - 100 241 .3548 3548 . O7 O7 40 . ...4..............ps Locked off at load: ............ . = Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: . Rancho Santa Fe.Róadslidè . .. . Tieback Designation: . TB-I 3 Project Number: .• . .89583 Contractor Zamborelli Enterprises, Inc Installed 180 Bar Length (ft) ..-70.0 Inspector: .• . . .D. Metzgér; ., . Installed Unbonded Length (ft): . .26.0 ressor: . .: ':. •. RonS. .. Installed Bond Length (ft): '.44.0 ate Ram Serial Number: :. ' 300/8/6. 1. . . '. .. Grout Mix Ratio 5 to 1 Gauge Number: ':: r .: 300/8/6/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination .. 25 degr. Lift# 1 14.722 x Load (kips) = Guage Pressure (psi) 180 Bar Type . 103(180) - Design Load (k): 241K Refer to RAM Calibration Curve Test Type(200% Verif, Performance) Performance Serial Number 300/8/6 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Increment Increment Pressure Guage Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments 0 0 0 0 o 5 60 -883 0 0 0 1781 0192 0490 —002 75 181 2665 045o 003 100 241 3548 0416 —.003 Refusal @ MO kips 120 289 4255 - - - 0 ........................ 0.1 ii: 0.1123 II:.......1 0 10.....133 50..........121 .........o...............................3548 ..............32.......4726 .... Locked off at load: .......... .c,7V1....k k.= psi Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: . . . . . Tieback Designation: 313.14 Project Number 89583 Contractor Zamborelli Enterprises, Inc Installed IBO Bar Length (ft) 70 0 pector AeR'P Dp1t4.e Installed tiribonded Length (ft) 26 0 essor Ron '$. Installed Bond Length (ft):44 0 Date Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number: . .3OO/8/6/A:. Approx Elevation Tieback Pocket Approx Bottom Depth Elevation . Calibration Equation: 300 Ton Jack . Inclination .. 25 degr Lift# 1 14.722 x Load (kips) = Guage Pressure (psi) 180 Bar Type 103(180) Design Load (k): 241K Refer to RAM Calibration Curve .. •. Test Type(200% Verif., Performance): Performance Serial Number 300/8/6 Lockoff load (k) 241 K Loading Movement Load Load Gauge Start End Held Increment Increment Pressure Guage Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL . 0 0 0 0 25 60 883 0 0 0 50 121 1781 0.17Q 0 75, 181 2665 o2 100 241 3548 Q3 120 289 4255 43 -0t 18 Q 320 ....321 (How 10 min). ..........)P 21 ...........3•8 o.3p off. ....•..• ......133 ...........4726 .......... ...........Locked Locked off at load: ...........-w....k = ., Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadslide Tieback Designation TB- S Project Number 89583 Contractor Zamborelli Enterprises, Inc Installed IBO Bar Length (ft) 70 0 pector D Metzger Installed Unbonded Length (ft) 26 0 ssor Eddie V Installed Bond Length (ft) 44 0 Date 7/15/05 Ram Serial Number. . . . . 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number: Approx Elevation Tieback Pocket ...i 9.00 Approx Bottom Depth Elevation . 1 289.00 Calibration Equation: 300 Ton Jack Inclination . 25 degr. Lift # 1 14.722 x Load (kips) = Gauge Pressure (psi) IBO Bar Type 103(IBO) Design Load (k): 241K Refer to RAM Calibration Curve 11 32004 Test Type(200% Verif, Performance) Performan Serial Number 300/8/6 Lockoff load (k) 241K Loading Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments - . - 0 0 .0 883 0.124 0.121 -0.003 50 121 2076 0.448 0.441 -0.007 . 181 2664 0.816 0.809 .007 0 241 3548 1.211 1.204 -0.007 10) 120 289 4254 1.416 1.406 .010 5:45 - 5:55 133 321 4725 - - - Several attempts to bring .100 241 3548 1.325 1.325 0 load to 4725 psi twisted beas 241 kips dispite anti-twist steel 25 ...............60 straps welded between beams. Held at 120% design load for 1.0 minutes and locked in at 100% design load ................. ..... I .................................................... ........................................................................... Locked off at load: 241 k=3548 psi S Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name Saita Rancho Fe Roadslide - Tieback Designation TB-i 6 Project Number 89583 Contractor Zamborefli Enterprises, Inc Installed IBO Bar Length (ft) 70.0 bVetzgerl.Installed Unbonded Length (ft) 26 0 ,ector. ssor Eddie V Installed Bond Length (ft) 44 0 Date: '. ': ' .. 7I15/o5: •. "; Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number: Approx Elevation Tieback Pocket ,31,9;0Q Approx Bottom Depth Elevation . .89.00 Calibration Equation: 300 Ton Jack Inclination : 25 degr. Lift# 1 14.722 x Load (kips) = Gauge Pressure (psi) IBO Bar Type 103(lBO) Design Load (k): 241K Refer to RAM Calibration Curve 11 32004. Test Type(200% Verif Performance) Performan Serial Number 300/8/6 Lockoff load (k) 241K Loading Movement Load Load Gauge Start End Held Hold Increment increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL — . — 0 0 0 . :25 60 883 0.060 0.060 0 ' so . 121 2076 0.290 0.279 -0.011 . 75 181 2664 0.578 0.56 9 -0.009 '.1.00. 241 3548 0.897 0.884 -0.013 V _,120 289 4254 0.957 0.943 -0.014 V (1.0). 321 4725 1236 1.154 70.082 5:15 — 5:25 100' ' 241 354 8 1.113 1.113 0 241 kips IV1iIIIII.V 133'........ I11I11fIVII1ii11IIII 'I. jiiI V1I11IV .V .1. VIIII1IIII.II.1ze;V . Locked off at load: 241 k=3548 psi V Testing Engineers — U. S. Labs TIEBACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadslide Tieback Designation TB-i 7 Project Number 895834 Contractor Zamborelh Enterprises, Inc Installed IBO Bar Length (ft) .70;0 D Metzger Installed Unbonded Length (ft) 26 0 Iector ssor Eddie V Installed Bond Length (ft) 44 0 Date 7/15/05 Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number: Approx Elevation Tieback Pocket . 31-9,90 Approx Bottom Depth Elevation '289.00 Calibration Equation:' 300 Ton Jack Inclination . _25 degr. Lift # 1 14.722 x Load (kips) = Gauge Pressure (psi) IBO Bar Type 1 03(IBO) Design Load (k): 241 K Refer to RAM Calibration Curve 11 3 2004 Test Type(200% Venf, Performance) Performan Serial Number 300/8/6 Lockoff load (k) 241K Loading . Movement Load Load Gauge Start End Held Hold . Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 60 883 0.052 0.043 . -0.009 50 121 2076 0.342 0.335 -0.007 75 181 2664 0.634 0.628 -0.006 100. 241 3548 0.899 0.875 -0.024 120. 289 4254 1.218 1.179 -0.039 (10) . 13 321 4725 1.650 1.628 -0.022 4:45-4:55 ..................... .111111 .100 .......................... ................................. 241 3548 .11111111 Ill lll.11.11llllll ................................. 1.547 1.547 11111111111 1.1.................. .. 0 . Ill 111111.111 II II .1.. 1 111111.1 1111111111 11111111111111111111,1:11111111111111111111111111II 241 kips Locked off at load: 241 k=3548 psi fl Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadslide Tieback Designation TB-i 8 Project Number: , ;.,:1. 89583." .. . ." •, ': : Contractor Zamborelli Enterprises, Inc Installed 180 Bar Length (ft) 70 0 pector D Metzger Installed Unbonded Length (ft) 26 0 ssor . . , .. ": ... ' Eddi V. ., ,.. " .. Installed Bond Length (ft): . .''' .44.0 ate 7 /1 5/05 Ram Serial Number .",:' i 300/8/6 ., ', " . . .. Grout Mix Ratio 5 to 1 Gauge Number: Approx Elevation Tieback Pocket .31 9.00 Approx Bottom Depth Elevation .. .289.00 Calibration Equation: 300 Ton Jack Inclination . .-29 degr. Lift# 1 14.722 x Load (kips) = Gauge Pressure (psi) IBO Bar Type 103(IBO) Design Load (k): 241K Refer to RAM Calibration Curve . 11 32004, Test'Type(200% Verif., Performance): Performan. Serial Number 300/8/6 Lockoff load (k) . 241K Loading ' Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time. (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL'. - - 0 0 0 25 60 883 0.062 , 0.06 -0.002 50 121 2076 0.316 0.312 -0.004 '75 . '. 181 2664 0.545 . 0.542 -0.003 100' , 241 3548 0.722 0.721 -0.001 .120 289 4254 1.164 1.116 -0.048 '133 ' ' 321 4725 1.658 1.614 -0.044 4:20-4:30 Laggingbegins 100 ' 241 3548 1.472 1.472 0 to compress and bow out 241 kips Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadslide Tieback Designation 7.1 9 Project Number 89583 Contractor Zamborelli Enterprises, Inc Installed IBO Bar Length (ft) 700 spector D Metzger Installed Unbonded Length (ft) 2.6 ,0 ssor Eddie V Installed Bond Length (ft) 440 ate: : 7t15/05 Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number: . .300/8/6/A.: Approx Elevation Tieback Pocket Approx Bottom Depth Elevation : 289.00 Calibration Equation: 300 Ton Jack Inclination 25 degr. Lift # 1 14.722 x Load (kips) = Gauge Pressure (psi) IBO Bar Type iO3(lBb) Design Load (k): 241K Refer to RAM Calibration Curve 11 32004 Test Type(200% Verif., Performance): PeifOnriah Serial Number 300/8/6 Lockoff load (k) 241K Loading Movement Load Load Gauge Start End Held Hold lncrment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments - - 0 0. 0 as. 60 883 0.065 0.065 0 . 50 121 2076 0.292 0.290 -0.002 75. 181 2664 0.496 0.493 .003 106, 241 3548 0.900 0.891 -0.009 'izo; 289 4254 1.193 1.183 -0.010 133 321 4725 1.738 1.660 -0.078 3:45 - 3:55 100 ••. 241 3548 1.591 1.591 0 241 kips ............................. ................................. ................................. .............................................................. ............................. .................. I .............. .......................... . ..... ....... I .................................... I ..................... ............................. ................................. ................................. ............................................. .................... ............. I ............... ................................. ................................. .......... I ......................... : .......... I .................. ............................. ................................. ................................. .................................................................. ............................. I ................................. I ................................. I .................................................................. Testing Engineers - U. S. Labs ( TIEBACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadslide Tieback Designation TB-20 Project Number 89583 Contractor Zamborefli Enterprises, Inc Installed IBO Bar Length (ft) 70.0 nspector D Metzger Installed Unbonded Length (ft) Z80.0 essor Eddie V Installed Bond Length (ft) 44 0 ate 7/15/05 Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number:300/8/6/A Approx Elevation Tieback Pocket . .31900 Approx Bottom Depth Elevation 289:00 Calibration Equation: 300 Ton Jack Inclination LJft# 1 14.722 x Load (kips) = Gauge Pressure (psi) IBO Bar Type Design Load (k): 241K Refer to RAM Calibration Curve 11 3.2004 Test Type(200% Verif, Performance) Performan Serial Number 300/8/6 Lockoff load (k) 241K Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments - - 0 0 0 25 .• 60 883 0.059 0.059 0 2076 0.118 0.118 0 2664 0.177 0.177 0 1O0 1.:.. 241 3548 0.341 0.341 0 .120 289 4254 0.544 0.542 -0.002 133 321 4725 0.715 0.695 -0.020 12:15-12:25 . ,iiiiii.iiiii.iri . 100 .. 241 .......IiI 3548 0.583 .IIII1IIIIIIIIIIIIIIII 0.583 0 241 kips ...121 75 .....1 (. Locked off at load: ..... 241 k=3548 psi 7 Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name:Rancho Santa Fe Roadslide Tieback Designation TB-2 1 Project Number 89583 Contractor Zamborefli Enterprises, Inc Installed 180 Bar Length (ft) 70 0 Inspector D Metzger Installed Unbonded Length (ft):6,0 Eddie V Installed Bond Length (ft) 44 0 I essor ate: .: .' 7/.1 5/05 Ram Serial Number: '.. ... .: -300/8/6 :. :. . .... Grout Mix Ratio 5 to 1 Gauge Number:300/8/6/A : Approx Elevation Tieback Pocket 3.19.00 Approx Bottom Depth Elevation 28900 Calibration Equation: 300 Ton Jack Inclination .25 degr Lift# 1 14.722 x Load (kips) = Gauge Pressure (psi) 180 Bar Type 103(IBO) Design Load (k): 241K Refer to RAM Calibration Curve 11 3 2004 Test Type(200% Vent, Performance) Performan Serial Number 300/8/6 Lockoff load (k) 241K Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments . . :.AL:. S - - 0 0 0 43 633 0.034 0.034 0 50.. 86 1259 0.159 0.159 0 I 75 128 1884 0.327 0.327 0 100: . 171 2517 0.542 0.540 -0.002 120. 205 3018 0.741 0.735 -0.006 (10 ) .. 133. 227 3342 0.886 0.876 -0.010 11:05 - 11:15 .5 iOO.. 171 1111.111 2517 ................................ 0.854 xxx xxi: 0.854 xi:i.ixiixxii.i. 0 xx xxxxxxxxxx.xxxxxx xi ix xx ix. 171 kips 1 . Locked off at load: S . .. 171 k=2517 psi Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: ,; ' " ,.RanchoSahtä,Fe Road slide " .'. .. Tieback Designation: ..TB22 Project Number:89583 Contractor Zamborelli Enterprises, Inc Installed 180 Bar Length (ft) 60 0 nspector D Metzger Installed Unbonded Length (ft) Z6.0 ssor Eddie V Installed Bond Length (ft) 34 0 ate Ram Serial Number , , .. . . :. . .300/8/6' . ' ', ' : . . Grout Mix Ratio 5 to 1 , Gauge Number Approx Elevation Tieback Pocket . . . .3,19.00 Approx Bottom Depth Elevation ' 295.00 Calibration Equation: 300 Ton Jack Inclination ' 2.5 dègr Lift# 1 14.722 x Load (kips) = Gauge Pressure (psi) IBO Bar Type .73(180) Design Load (k): 171K Refer to RAM Calibration Curve , 11 32004 Test Type(200% Verif., Performance): Performan Serial Number 300/8/6 Lockoff load (k) 171 K Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments -AL - - 0 0 0 25 43 633 0.024 0.024 0 SO.' ' 86 1259 ' 0.155 0.155 0 0.318 0.318 0 100' . '75 . .......28 171 2517 0.482 0.482 0 120 205 3018 0.644 0.644 ' 0 '(10 ). ' . '133 227 3342 0.752 0.740 -0.012 10:35 - 10:45 100 ' 171 2517 0.727 .riir: 0.727 I..I:iiii 0 171 kips ...1884 Locked off at load: 171 k=2517 psi Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: : . RahoSrita FeRoadsllde. ... . .. Tieback Designation: TB23 Project Number 89583 Contractor Zamborelli Enterprises, Inc Installed IBO Bar Length (ft) :W0 Inspector D Metzger Installed Unbonded Length (ft) '26.0 essor Eddie V Installed Bond Length (ft):34.0 ate: . •.: :.. •.. . . .7/1.4/05 •. . . . '. . __________ Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number: . : ,.. 3001.8/6/A Approx Elevation Tieback Pocket . . . 318.00 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination . •5. degr Lift# 1 14.722 x Load (kips) = Gauge Pressure (psi) 180 Bar Type 73(100) Design Load (k): 171K Refer to RAM Calibration Curve 11'3 2004 Test Type(200% Verif Performance) Performan Serial Number 300/8/6 Lockoff load (k) 171K Loading Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments - - 0 0 0 : 43 633 0.025 0.025 0 50. 86 1259 0.151 0.151 0 75.. 1884 0.341 0.341 0 100. 171 2517 0.599 0.592 70.007 ......25 120. .............128 205 3018 0.841 0.832 -0.009 (10 133 13S 227 3342 0.928 0.921 -0.007 9:45 - 9:55 100. ....................71 iii 2517 ii ii 0.872 II:I.IIrIrIIII 0.872 .iii:ii 0 171 kips Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: ..: Rancho.Sarita Fe Roadslide ., Tieback Designation: .TB-24 Project Number 89583 Contractor Zamborelli Enterprises, Inc Installed 180 Bar Length (ft) 60 0 Inspector D Metzger Installed Unbonded Length (ft) .:'26.0 essor Eddie V Installed Bond Length (ft) 54.0 ate: . •. . .:... •. 7/14/O5 Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number Approx Elevation Tieback Pocket ;. 3.18.00 Approx Bottom Depth Elevation 1294.00 Calibration Equation: 300 Ton Jack Inclination 25 degr. LJft# 1 14.722 x Load (kips) = Gauge Pressure (psi) IBO Bar Type .. . 73(IB0) Design Load (k): 171K Refer to RAM Calibration Curve 11 32004 Test Type(200% Verif, Performance) Performan Serial Number 300/8/6 Lockoff load (k) 1 71 K Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments 0 0 0 25 ...........3 633 0.014 0.014 0 So 86 1259 0.119 0.119 0 . 75 128 1884 0.286 0.280 -0.006 100 171 2517 0.456 0.452 -0.004 ..120 205 3018 0.645 0.642 -0.003 (.10) . 133 227 3342 0.780 0.775 -0.001 8:50-9:00 10Ô .. ............ ..1 lii............... 1 2517 iiii.ii. 0.745 I.iiie.:I..... 0.745 0.000 11 kips Locked off at load: 171 k=2517 psi • Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: f.., .. .. Tieback Designation: f. TB25 Project Number 89583 Contractor Zamborlli Enterprisi~ies, Inc Installed 180 Bar Length (ft) 60 0 spector D Metzger Installed Unbonded Length (ft) 26 0 essor Ron S Installed Bond Length (ft) 84".0 Date Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number: Approx Elevation Tieback Pocket -1 Approx Bottom Depth Elevation 294.00 Calibration Equation: 300 Ton Jack Inclination . 25 dégr. Lift# 1 14.722 x Load (kips) = Guage Pressure (psi) IBO BarTypé 73(I80) Design Load (k): 171K Refer to RAM Calibfation Curve 11 3 2004 Test Type(200% Venf, Performance) 200% Verif Serial Number 300/8/6 Lockoff load (k) 1 71 K Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Guage Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments 0 0 0 0 0 25 43 633 0.004 0.004 0 50 86 1259 0.109 0.109 0 75 128 1884 0.251 0.251 0 100.. 171 2517 0.493 0.493 0 . : ..125. . 214 3150 0.590 0.590 0 1:50 257 3783 0.829 0.826 -0.003 holding steady 175.. 299 4401 0.957 0.956 -0.001 .200 '. 342 5035 1.688 1.684 -0.004 held 10 minutes .............. ...:..,.9Q..1.................................. .........171 5....... 1.539 .53.9 .......7....'P Locked off at load: 171k 2517 psi • . Testing Engineers - U. S. Labs TiEBACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadslide Tieback Designation 313-26 Project Number 89583 Contractor Zamborell, Enterprises Inc InstaVed IBO Bar Length (ft) 60.0 spector 0 Metzger Installed Urbonded Length (ft) 26 0 essor Eddie V Installed Bond Length (ft) 34 0 ate 7/14/05 Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number 300/8/6/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation . 294.00 Calibration Equation: 300 Ton Jack Inclination . 25 der. Lift# 1 14.722 x Load (kips) = Gauge Pressure (psi) IBO Bar Type . 73(IBQ) Design Load (k): 171K Refer to RAM Calibration Curve 11 32004 Test Type(200% Venf, Performance) Performan Serial Number 300/8/6 Lockoff load (k) 1 71K Loading 'Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments ..........:AL; - - 0 0 0. 2 43' 633 0.068 0.068 0 0.175 0.175 0 . 128 0.308 0.308 0 17 ....1259 2517 0.49 0.490 0 120 2.05 3018 0.657 0.654 -0.003 (10) 133 227 3342 0.789 0.788 -0001 820 830 0.748 0.748 0.000 171 kips p .50............86 .100 .............17......2517 ...........1884 ........... Locked off at load: 171 k=2517 psi ... Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe..Roadslide: Tieback Designation: .. T&-27 Project Number 89583 Contractor Zamborelli Enterprises, Inc Installed IBO Bar Length (ft) 60 0 spector 0 Metzger Installed Unbonded Length (ft) 26 0 essor on S Installed Bond Length (ft) 34 0 Date Ram Serial Number. 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number: Approx Elevation Tieback Pocket 321.00 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 25:degr. tift# 1 14.722 x Load (kips) = Guage Pressure (psi) IBO Bar Type 73(180) Design Load (k): 171K Refer to RAM Calibration Curve Test Type(200% Verif Performance) Performance Serial Number 300/8/6 Lockoff load (k) 171K Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Guage Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments 0 0. ' 0 0 0 .25 43 633 0 0 0 - .. 50' . 86 1259 0.031 0.031 0 75 ' 128 1884 0.100 0.100 0 100 171 2517 0.225 0.225 0 (10.) .120 ' 205 3018 0.484 0.48 0.004 Held 10 mm. .480 @7 mm. 133. . 227 3342 0.681 0.666 0.015 Held 10 mm. .666 @ 9 mm. (10) I 1,00 171 2517 0.681 0.667 0.005 Locked off .667 @ 10 mm. 171 kips Locked off at load: k= 2517 psi • Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadshde Tieback Designation TB-28 Project Number 89583 Contractor Zamborelli Enterprises Inc Installed IBO Bar Length (It) z.60 .,O Inspector ' D Metzger Installed Unbonded Length (It) 26 0 essor Ron S - Installed Bond Length (ft):34 0 te ' 6/29/05 Ram Serial Number 300/8/6 Grout Mix Ratio 5 to 1 Gauge Number 300/8/6/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation 297 Calibration Equation: 300 Ton Jack Inclination 25degr. Lift# 1 14.722 x Load (kips) = Guage Pressure (psi) IBO Bar Type 73080) Design Load (k): 171K Refer to RAM Calibration Curve Test Type(200% Verif Performance) Performance Serial Number 300/8/6 Lockoff load (k) 171K Loading Movement Load Load Gauge Start End Held Increment Increment Pressure Guage Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL 0 0 0 25 43 633 0 50.,; 86 1259 0.118 held stable 128 1884 0.429 - 0 10 2517 0.740 reset @0.25 + .740 eaji apd 205 3018 0.990 (10)' ...133 '. 227 3342 Beam collapsing @ approx. :1. ioo: 171 2517 . 190 kips. Call to Will @ ESS Will states back off to design . load and lock off 171 kips ......... .. Locked off at load: k= 2517 psi Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: ,;, Rhcho:artPe IOd&idè ,: .,: '' Tieback Designation: Project Number:89583 Contractor Zamborelli Enterprises, Inc Installed IBO Bar Length (ft) 50 0 pector D Metzger Installed tJnbonded Length (ft) 26 0 essor on S Installed Bond Length (ft) 240 !ate: 71305 m Serial Number 300/8/6 '. Grout Mix Ratio S to 1 Gauge Number: .,,,: . ,.. J'8I/A Approx Elevation Tieback Pocket 322.00 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination . 25,degr. Lift# 1 14.722 x Load (kips) = Guage Pressure (psi) IBO Bar Type - . , 73(IBO) Design Load (k): 130K Refer to RAM Calibration Curve Test Type(200% Verif, Performance) Perforrnan Lockoff load (k) 130K Load Load Gauge Start End Held Increment Increment Pressure Guage Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments - - 0 0 0 - - 32.5 471 . 0.01 0.01 0 - '.50 ' 65 ' 957 0.034 0.034 0 97.5 1428 0.087 0.087 0 100 130 1914 0.144 0.144 0 - - - -% , -..1~0 ............2297 0.204 0.204 0 (10) , '130 -. 173 2547 0.240 0.234 0.006 ............156 130 1914 0.218 0.218 0 • -' ' Locked off at load: • ,: 130k=l9l4psi 19 Testing Engineers - U. S. Labs Tieback Stressing Data for Phase 1, Lift2 • —.....--T et T2 / i HOW M. I ,, I ii t (FM 0.0. - X Qoita, OF 8C-2750 :\ '---eI. POE DIOUDIT fl_-271.a, (FOR Eflo'2OW - ELEVA1ON VIEW LOOKING SOUTHEAST T.B. Neintno Loc*.ott Toot linbonded Bonded'Total From To Angle Load bed Length Length Length $D So 18 #2 lB 62 15 62 TB #2 re 02 TB #2 TB 02 dog kips kips ft - fl 1 / L.1 -Ti 1 - 2 2 - 3 3 4 4 , 20 5 176 235 16 34 50 .5 7 20 5 176 235 16 34 50 8 21 20 8 248 330 lB 45 63 22 25 . 20 5 176- 235 - lB 34 - #0 2 26 20 5 176 235 IS 34 50 27 27 t 20 5 176 235 16 34 0 28 28L 2929 30 30 TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborefli Enterprises, Inc. Installed IBO Bar Length (ft): Inspector. D Metzger Installed Unbonded Length (ft): essor: 8'4f / l a Rarn Installed Bond Length(ft):te: Serial Number: 300/8/1 Grout Mix Ratio 5 to 1 auge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type ie (,oi) Design Load (k): 1-74 Refer to RAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) comment's AL - - 0 ,0 0 25 . 30.2 100 120 ll o ••••••••••••••••••••••••••••••••50 (10) ............................................ 133 ........................ 75 JV ,?4'L3 o' 760 ? 745 A-95 .. oi ( ' - .............'0 .04 ........f!.. - . Locked off at load: ..................S ......... .................................100 ..................................................... ...................................... ..............................................i.6 ..................................................p1............................................................ I -I ...... .......................... . L ................................ ...................................................................... ........... . ................... • Testing Engineers - U. S. Labs . . Qj TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadsilde Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): Spector: D Metzger Installed Unbonded Length (ft) eSsor: /& Installed Bond Length (ft): Date: : 0 S Fei Ram Serial Number. 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx. Elevation Tieback Pocket 342. Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift#. . •0 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type ..yae Design Load (k): Refer to RAM Calibration Curve 9 172004 , Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 . . Lockoff load (k) /72 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement 0 Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 0 25 3l St ....................... 50 ........ 100 ....................... 75 17C 120 .3I3 SS, (10) 133 5o 100 17L ..............-..3 . ..SI tO .........- .............. Locked off at load: ....... /JA ..... -... 174. k=osL ...... ,.. . . Testing Engineers - U S Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): Inspector 0 Metzger Installed Unbonded Length (ft): essor Installed Bond Length (ft): 1? te: 7 -J Ram Serial Number: 300/8/1' Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type lOb (,oI Design Load (k): ______ Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ........50 ............ 100 ..........iz a1L3 ..S3o ........... .. / Rgff ............................ . .0 100 /7L 7 7 p .cb 'i % .es .................. ........... ...................25 Locked off at load: .....?..f.................................................. /7( k=iO.~psi .....°Z .....e ........... ..'................ ................................ Iv, 'I ........120 .................................. -/%2- .................................... ....................................0 .............. . . . . . . . . . . . . . . . . . . Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 170 pector.. 0 Metzger Installed Uribonded Length (ft): it ssor. 4C4,, S. Installed Bond Length (ft): ate: Ram Serial Number: 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket €3ô7 Approx Bottom Depth Elevation 07991.1 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 2 14.8 x Load (kips) = Gauge Pressure (psi) ISO Bar Type (,'o. Design Load (k): 174 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) -74 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 yy 0 50 ./.f .............l0O 41 009 120 ..71 .70 —oi £4) ....................................L2'............... . ............................................ .0 (10 )..cJ ......../'C ..14 ................................ 25 Locked off at load: .0 ..............rt . ......................k=. ..............o ................... psi Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadsllde Tieback Designation: OMP Project Number: 89583 ntractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 43 pector: 4ast D Metzger Installed tJnbonded Length (ft):essor: 8rcy R e: jqu Installed Bond Length (ft): 7-1-7-05 Ram Serial Number: 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 310 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # . 2 14.8 x Load (kips) = Gauge Pressure (psi) ISO Bar Type Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) - (psi) - Reading (in) Reading (in) (creep) Comments AL 0 0 0 ..........6. I.?3% .....3tI .....................25 ......:..z . ......................50 .........75..............................3 ..............-c.i...........:.:.d'F .............. ... — S. 100 ..........o4 —.....................—......................— ...... ................. .... ... .:.............:........:::::::•:•:•::•::•::::::::::::•: ::;:::i:::::: :::::::::::::::: :::: .:•:;•::::::••:i•::::: Locked off at load: . .....................20 ...-27?.....'IV. .........i .° .........33 () ................P.S............. . . /!-' ........ ..................4..'...P$ ................ . . . . . . Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Ranchó Santa Fe Roadsilde Tieback Designation: Project Number: 89583 Contractor: V Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 43 Inspector: D Metzger Installed Unbonded Length (ft): IF ressor: Ro*. iQ. Installed Bond Length (ft): VS te: 7Io5 m Serial Number: IrGauge 300/8/1 Grout Mix Ratio 5 to 1 Number: 300/8/1/A Approx Elevation Tieback Pocket .307 Approx Bottom Depth Elevation -24 Calibration Equation: . 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type Design Load (k): V - Refer to RAM Calibration Curve 9 17 2004 Test Type(200% Verif., Performance): Serial Number 300/8/1 Lockoff load (k) CgA Loading Movement Load Load Gauge Start / End Held V Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 V V 25 o'5 lo '300 ql 0 f VV..VVVVVV..V.VVVVVV.V..VVVVVVVVV VVV.V.VVVV.VVVVVVV.VVVVVVV..V.V....VVV.° a79 ±. .V.VVVV VVVVVVVVVVV V• (10) ............... 133 330 ...................... V.VV..V....V.VV VVVVV.VVv..VVV...V.VV.V?Vq ..... ...................... V JVVVVVVVVVV V.VV)VV VVVVVV V•V•VVV•VVV•V VVVVV•• ....................................75 100 .2 ?, .2 IYz t/4' ...........VV,V..VV:V Locked off at load: I V 'J k=(.7Q psi ..............................IVVVVVVVitVVVVVVVVVVVVVVVVVVVVVVVVVVVVV VVVVVVVVVVVVV•VVV VV V. VV V...... ......................... . . . . . . . . . . . . . . . . . . . V V f ........................... . . . . . . . . . . . . . . . . V , - V VVV.VVV1VV...V.VV.V.V.VVVVVVVVV..VVV.VVV.VV.V.VV .................. . . . . . . . . . . ................... . . . . . . . . . I?7 L ., Testing Engineers.- U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: S 89583 - Contractor: Zamborefli Enterprises, Inc. Installed 180 Bar Length (ft): spector D Metzger Installed Unbonded Length (ft): ssor Installed Bond Length (ft): ate: 2-)-oS ,C Ram Serial Number: 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation c27 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (96) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 'H 0 ...... 75 .....- t/ ................................. 100 ......... ......50 ..........................:.• -3t-e ........ ........J..! 41 ..............-......... ............- .................... .....................- .......................100 ......s........ ........... .... Locked off at load: (1° .....................'I'!.V ............ . . . . . . . . . . .......................... '14 ........... ........................... ........... . . ........................... .....................................................4.i....ry .5 .....k=J psi ............................. ......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .•S 5-. .5 5 Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. installed IBO Bar Length (ft): 43 pector: 0 Metzger Installed Unbondeci Length (ft):essor Br4i A tRam Installed Bond Length (ft):te: Serial Number 300/8/1 Grout Mix Ratio 5 to 1 auge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type . 76s' Design Load (k): . Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Serial Number 300/8/1 Lockoff load (k) 29t Loading . Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 ..........?7 Iq 10 .........................................4 '' 133 133 330 ) )j / - 17 / e- 5) ......................12O - . - - ....................... ... 1.0.0 1••I ..................................................................... ......................59.............................................................................. o ................................ ii I.I:IIIIIIjIrIrI /.c'jg......................o .......................................P4- IIIII.I11IIIIIf.III' .1111111111.1111 ..................................IIIIIIIII:I.II:III.I:1:II:IIIIIII:IIrI Locked off at load: ............. 111111 -........................ ,,?ç/k=3Opsi Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): Inspector D Metzger Installed Unbonded Length (ft): ssor. Installed Bond Length (ft): e: Ram Serial Number: . 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 310 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type jjo (ie) Design Load (k): - ,217 Refer to RAM Calibration Curve 9 17 2004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 . Lockoff load (k) . Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (96) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 '0 0 25 qT 75 i'C .5I SI7 ., 100 pcefr 120 J 3 .....................!........... /.Oft - oøj -r 7 ' -' :.'°::J .......••' AN . ............ .ogj............. ..............................1 ...... p .............. ......................... . . . : . ......................................................... Locked off at load: ..............50 ...................;,24I ....... '2..................O!S .. :. 79 .9 ,2VV k =37Opsi ......................00 I V115 1 0-7V .............. - . Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadslide Tieback Designation Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 6.3 pector D Meüger Installed Unbonded Length (ft): ssor: Installed Bond Length (ft): ate: Ram Serial Number: 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket IYN Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type $Ba (/o.3') Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 4 ........... Z2 O3. .......................25 50 ...........................................4o 1'35 to I 'Tog .......................75 100 ......................................... (10) 133 3o / 3(7 ....................................................................................................... 1 ( /e 1...................... . 120.....................2,19 ........... ..................................... /....L/.)................L....I 111111...........;........jr..i..:...jj. .I...I.I...:I .ie:i..ii.e............................................................... . 10................................................................................................................................................................ . . . . . . . Locked off at load: .....jiijiiii k =3?Opsi Testing Engineers - U. S. Labs ('J TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: 113 Project Number: 89583 Contractor: Zamborefli Enterprises, Inc. Installed IBO Bar Length (ft): 191 ector D Metzger Installed Unbonded Length (ft): ssor: Installed Bond Length (ft):e: 7I,-.% 7v.j Serial tRa, Number: 300/8/1 Grout Mix Ratio 5 to 1 auge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type Jo (io Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) . Loading Movement - Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 - 25 O3O a 91P 01 CO I 75 733 10 100 ,3t1O L 120 / / ff 1 /2 0 4 . (P .) ...........133 ............... ......0 ? ........: ................. -................ . .c3................ n ............................................. Locked off at load: .......................co.......................... ,............................... ................................. ..................... . .........'4.................... p4'S k ='J.7Opsi .......................................q/D .............................................- ..............................................11.1.........:III.I:TI.I.II.ri 111.1 11111.1.1111.1.. ............ - .............................................................f:, (c2I -a5) ............fr ............,_5.1. Testing Engineers - U. S. Labs AK TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): Inspector 0 Metzger Installed Unbonded Length (ft): ssor: Brody Installed Bond Length (ft): ate: Ram Serial Number 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/ /A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr; Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type ..8c Design Load (k): . Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Perforrnanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments ....................... AL - - 0 0 0 .................50 100 . - 7L eri 120 ift/'o ff 0 4- 7 . ..0 ..33 OUD ....... -.... .( ...... ....0 .. 9.9? .............1..fric.... .....(.o...Y.)................ .73 ... Locked off at load:, - ......4?4/ ...............49...........-M........... 21' k=37Opsi '.11'siII.IcII.1iIII1 I.IiiiIo....III .I.II11IiII ............. ......25.................-..!.I......... ............."................. iii.ii.iii..ii.......111111...... .................... .............0 ............./.7'..................c./csc .............k........." IiIIiII.......I;II.II1IiI1.II.11II..I ..................... . . . . . . . . . ............ ..1I . . . Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 91 pector: 0 Metzger Installed Unbonded Length (ft): j ssor: J Installed Bond Length (ft): 3/5 ate: —1 —CS Ram Serial Number 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 1.20 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 1 2 14.8 x Load (kips) = Gauge Pressure(psi) IBO Bar Type Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Perf&mance): Performanc Serial Number 306/8/1 Lockoff load (k) Loading Movement A Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading. (in) Reading (in) (creep) Comments AL - - 0 0 0 . 25 o. 50 ,1I /35 0 ..................100 .. . 10 ) C '...... .... .IIIII1I.I1 ..............20 III1iII1II1I..II1III.1I ...... ~299 ........31w 1I.IIII.I.11IfIIII1 I.1.IIIIII.IIIIII IlililIlil 111111.1 II.IfIIIII1IIIII1 ii.1IIII.IIIII1lli 111.1.111 I.IIII11..1IIIIIII....... .............. Locked off at load: .............. ........M/................o ........ ........................75 ..................100 ......33 ...... ...................................... ................................................. . . . . . . . . . . . . . . . . ...V.............................. .......0.................."7 ( • '. Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed 180 Bar Length (ft): .3 I 0 Metzger Installed Unbonded Length (ft):ssor ~p ector Roi S. Installed Bond Length (ft):ae: Ram Serial Number: 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation c7 .219 Calibration Equation: 300 Ton Jack Inclination - 20 degr. tJft# 2 14.8 x Load (kips) = Gauge Pressure (psi) 180 Bar Type Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 . Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment 'Pressure Gauge Gauge Displacement Time (%) - (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ..... 50 ............O'4/ _3$ ,753 54 .'4/ .................... ....................7Z . .......................................2 . ..(10 ............. ..............................25 3 3..........3.3 ........................... ........................................ J ........ ........................................,3.'° rrrr:ieirr ......................................... erre rerierri ......... rrrf '.ririr:....... .......................... re: re::........er: .......I................I .........0 .J.... Locked off at load trrerrrereir:rrrrrir:rririrer:r:er.......ciii.......:rrx ......100 k= psi .C...+ i:/. .......................................... ...... j$7 ........ .....................................3................. ......................s......................................... .............. ..................Iz& &K ..................... 'ia- &I.) 1:3\ / /etJ ............................................... cli: ieee errer .o/2 .eerieeerrir.eieeri reeeeeererere:ii.ir.rr .ere.eeeerei.ri.ee;i.i:ie -. .. ocl .1 Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborefli Enterprises, Inc. Installed IBO Bar Length (ft): ector. D Metzger Installed Unbonded Length (ft):ssor: Brody Installed Bond Length (ft):e: . t -jo-j .jJ Serial Number: 300/8/1 Grout Mix Ratio 5 to 1 auge Number: 300/8/1/A Approx Elevation Tieback Pocket Abp Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type . J Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): 11-ockoff Performanc Serial Number 300/8/1 load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 0 ..- 120 9V )..( C2 +q~~ 31 " o ;. ................. .......j2................3'.' ............. .......... .................25 .............5 75 /','O /,7PO V ................... 100 .. ............ 4Ioo k.1 (7? Sf —i ..o................ Locked off at load: ......................./..?..............2.7 7 ...........5 ..-.'°o............ ......................9 ............... 'Vsoo ......................... ..........k••=L................. .................... o Testing Engineers - U. S. Labs 0N TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 63 ector D Metzger Installed Unbonded Length (ft): ssor. Brody Installed Bond Length (ft):e: tRa, 7-10-oS Serial Number 300/8/1 Grout Mix Ratio 5 to 1 ge Number: 300/8/1/A Approx Elevation Tieback Pocket 3o Approx Bottom Depth Elevation ISM Calibration Equation:' 300 Ton Jack Inclination 20 degr. Lift # 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type Jo (103) Design Load (k): aVg Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 . Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 .0 ....7?3'6 75 175J 417 .........I.7" ...7'7 ...:1 to .......... . .. ., ...100 .................3O ..........0 .9................3 ....25............................0q -I- ('IRlf) .............so I .. / - Locked off at load: .............100 ................I..............L7 ....................*..7....... -.'° ......... ... .................... • Testing Engineers - U. S. Labs ) TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): Inspector. D Metzger . Installed Unbonded Length (ft): ssor: Brody Installed Bond Length (ft): te: -/°- 060 &IeJ. Ram Serial Number 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket ..30 Approx Bottom Depth Elevation .799 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 2 14.8 x Load (kips) = Gauge Pressure (psi) lBO Bar Type Design Load (k): .242 Refer to RAM Calibration Curve 9 17 2004 Test Type(200% Venf., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments .AL - 0 0 0 '3170 -7S4 ............................................75 ....................................................Y......................... ...................... 100 / sg7 14F7 p I ....................................................................................................................................... ........................25 ........................75 .......................100 I•0 ..............133 ................................................................................... . .................................................................................................... ....'1..Y............:..°°. ...................................................... ................................................:..P°4............ Locked off at load: 4k=.3L7si rl Testing Engineers - U. S. Labs (\t\ TIEBACK STRESSING DATA SHEET 11 Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft) pector D Metzger Installed Unbonded Length (ft): /8 essor: Brody Installed Bond Length (ft): VS Date: r' -/O-oS (Jeci. Ram Serial Number. 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# - 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type Design Load (k): VVY Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Perforrnanc Serial Number 300/8/1 Lockoff load (k) Loading Movement - Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge . Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 -099 -.099 0 75 275.3 ç177 ..........3L° .....................00 (10) 133 330 ..........:P................. 1.090 )-Ol .=.co .ii 100 - 1S7 J.057 C -./5 (34 jl ........59 111 111 1 1 .1.11111111 .-6 111 111f.111;f111.ff.......ffff.ffff.fff.11111.ffff1.ffffffffff.f.1ffff.ff1.°ffffff 0.. 11 1111 1.... . ..........41...............'°?.............K............................................................ Locked off at load: .....................120 . . ............................ k =3L7opsi Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 0 Metzger Installed Unbonded Length (ft): ,ector ssor Brody Installed Bond Length (ft): cJf Date: Ram Serial Number 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket .2/40 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type —Taa 01) Design Load (k): #71 Refer to RAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): Performanc Serial Number 300/8/1 Lo.ckoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 44? 50 0 75 ..ag4 .213G 0 100 #7/ 0o3 1?0 (10) 133 341L3 ...i007 100 17L ..~97 0 3 (3) tiiiii.iiIifi. ................................ 3qg Locked off at load: J7 k=aspsi Testing Engineers -'U. S. Labs A1 IN TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadsilde Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. 7 Installed IBO Bar Length (ft): ector: D.Metzger Installed Unbonded Length (ft): ssor Brody Installed Bond Length (ft): Date: Ram Serial Number 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket -aOl Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type Design Load (k): /•7 ft Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Loôkoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time - (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 50 ........ 75 .......................120 1 .& . . (10) 133 -.f5 '73a - V) ........... 100 ..............:.°............................ Ij.ij1jI1j iiiiii.iiii: 0 ............. jI....jj.ijj.Iiiiij.jifIjii p.II11I.1i1iiI1Ii1 .......................25 .........................100 .... 00 Locked off at load: IIII.II..I.I.III............. ............ ...................... . . . . . . . . . . ................ Testing Engineers — U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 5o pector 0 Metzger Installed Unbonded Length (ft): IL essor: Brody . Installed Bond Length (ft): 79 Date: Ram Serial Number. 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 30 Approx Bottom Depth Elevation 91 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type (Io,) Design Load (k): /71 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) • Loading Movement Load Load Gauge Start End Held Hold Increment lncrment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 99 o2 50 gg /302 .........7 100 120 3S23 (10) 133 - ..................................................................... f 4 Y/LJ .....................................T ..........5?o ............. ......... Locked off at load: ...........75 ....................19.0............/7.........aL5 ./3......./93'1 ........................................./7 .. ..................... .. Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadsilde Tieback Designation: Project Number 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ector: D Metzger Installed Unbonded Length (ft): ssor. enjy.P. Installed Bond Length (ft): J)1 Date: Ram Serial Number 300/8/1. Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation %210- Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) 180 Bar Type Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): 200% Verif Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 .O33 .o33 0 75 100 c?taS 0 . ..................0 . .................125 .................150 ........V 7•5 ....Jo ...............3)1 1 ........9P ........93 Locked off at load: ..................00 .....50 .................1 ................200 .................I'18 7 ....31f ....136 ..............0 .° ........... ..'.°7 )7 k=24A5psi S Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed 180 Bar Length (ft): ector. D Metzger Installed Unbonded Length (ft): ssor Brody Installed Bond Length (ft): 3V Date: Ioe. Ram Serial Number: 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 307 Approx Bottom Depth Elevation 9Z Calibration Equation; 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type Design Load (k): J74 Refer to RAM Calibration Curve . 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) /74 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 50 0 120 2gI 3933 sf ..... (10) 133 - o/ ..............1.11 1I............................. III.If:.::1:iIi.::I. .......... 1I.IIIiI1IIiI1I.iI ................................................................... 1:1 :. ::irr:. 11:1:1 1I1II i :.::::: ::.IIII 0 Locked off at load: ..................I1 ...75 .................00................... . ................3 ...................................... .... . .• . . Testing Engineers - U. S. Labs (A TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): D Metzger Installed Unbonded Length (ft): /1 ,ector: ssor: Brody Installed Bond Length (ft): Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 5 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. lift # 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type ,. (503 Design Load (k): I7 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start. - End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0' 0 25 N s7 50 /342: ..;M 75 3715 100 /71 47I o 120 (10) 133 34/ /9 7 7'/ iiiii.iiiiiiiiiiiI_ii, ZA I1I_1IIIif1 ............................... I1II.I. .11 .11111 1111111 ,iiIIIi.iIii Locked off at load: ........................... ............4•k=L.S..................... • Testing Engineers - U. S. Labs LB. 14mran4, Lock-off Tt Unbondoti Boded Total From To Angto Load Load Lengm Length Length SB SB 0801 TBn1 1841 1641 lgttt ;B #1 dog 4. kips ks. ft . 1 It 31 32 - - - - - 3340 41 - - - 42 13 48 ; 20 4 - 28 171 ® ::)40 52 53 30 4 126 171 21 33 46 54 '54 : 20 :: 5 : 50 : 200 14 28 52 :: (5) El 20 5 148 197 28 50 62. 20 a 17.-'64 - 43 63 63 20 4 123 164 50 23 0 64 65. 20 2 56 . 33 t6 20 36 66 66 20 2 50 0000/ 79 16 14 20 30 - .,rt • • - , * Tieback Stressing Stressing Data for Phase 2, Lift 1 TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: ''" Project Number 89583 Soldier Beam Number (s) ED /1, Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ____ oector: D Metzger Installed Linbonded Length (ft): 21 ssor 3. Installed Bond Length (ft): 915 Date: IP.- 5 oS Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 0?93 Approx Bottom Depth Elevation 277 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type J3r(io3)- ir Design Load (k): A2 it Refer to.RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) IT Loading Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 911 a .......i7 .....to 75 . 100 lv,,' L'S 0O3 I /oU 125 1737 ..go3 C,e 133 /70 JL/ J7 oi (/4I) (-i9 st 0 * , ***'*" .........................100 P ........... 7ss_ios) .........................59 .......... ff at load: .................1!"? .............................Locked .......................................12.9....ifr...................................... . S Testing Engineers - U. S. Labs MACK STRESSING DATA SHEET Project Name Rancho Santa Fe Roadslide - Tieback Designation Project Number: 89583 Soldier Beam Number si) tiic %c'1.5 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ector: 0 Metzger Installed Unbonded Length (ft): ssor: Installed Bond Length (ft): Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. • Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type . Design Load (k): . Refer to RAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): 200% Verif Serial Number 300/8/1 Lockoff load (k) Loading Movement - Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 •• 0 0 25 97.9' 0 to ............................................................................................... 75 LO. D CJ.J!4/ jc ............................50 100 591 2 f3 ....... ........ . po 125 150 ,) n';.1 200 ...............................................is .. 100 ....................................................................................................................................... .............. ................................ .......... ......... ..... ................................. ................................. ....................... ............................ I "d off at cke load: .......... ................................................................................................... ............. . ................................ .. ..... ' ................................ ............................... ............. . :.. kx s................................ Testing Engineers - U. S.. Labs IEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: W1110 05-3148575W Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): Sp ector D Metzger Installed Unbonded Length (ft): .2/ ssor: Installed Bond Length (ft): .25 ate: Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type . . I8oTo3)7? Design Load. (k): Refer to RAM Calibration Curve 9 17 2004 Test Type(200% Venf., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure - Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 3., 4'7'j ..00 10 ..........- ..'/f ... .p ova .....................25 .....°.7 ...... ....................................I7 .................... ...... ........................5 .....................................1.2!.S ...........so.................4/7 .......................... .(i:.:.1.............,....... .........................'00 .../2........-.7 ..................1. ....ii.................-.- .......0 Locked off at load: ......... .9 ....................... ......................k=J?,r PS......... .................................01S I Testing Engineers — U. S. Labs IERACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier BeamNumber (S ui 4 x Contractor: Zamborelli Enterprises, Inc. Installed 180 Bar Length (ft): " D Metzger Installed Unbonded Length (ft): ,ector ssor 8J Installed Bond Length (ft): Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination • 20 degr. Lift# 1 14.8 x Load (kips) Gauge Pressure (psi) IBO Bar Type . Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) /2? Loading . Movement Load Load Gauge Start End Held Hold Increment Increment Pressure - Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0'-. 0 0 25 17.7 /79 .031 -0/) 50 '/7 - Oct 75 /V2l - e3 125' 3Lg JJó3 .IO2 49 0-'**I...iiiii..iI I.•fIII.iII I•i"1IIIIi.'I.•I,.................... '::.....•i :::::.:i:........'1111 .............00 ..................... ...................19 Locked off at load: ................................... Testing Engineers - U. S. Labs * IEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number (s C4)1)35 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): D Metzger Installed Unbonded Length (ft): ssor: .bay. .S Installed Bond Length (ft): 019 1 ector e: 10-$05 Serial Number: 300/8/1 Grout Mix Ratio 4to 1 Ram auge Number: 300/8/1/A Approx Elevation Tieback Pocket p91. Approx Bottom Depth Elevation 07 6" Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift #. 1 14.8 x Load (kips) = Gauge Pressure (psi) 180 Bar Type . - Design-Load (k): /50 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) icc Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 / 25 31 54I 0 . . 50 7 ..o'/ 75 /II o4 ........I ........................... 100 /60 42o720 ...................0 ..J ..................... ................................................... 5 ...+.................................................... . . . . . . . . . . . . . . . I!.............9° ......................... .gciCYc. Locked off at load: .......... . . . . . . '5 - .............................. . . . . . . . . . . . . . . . . . . . ....................... ............................................k=jqo 0c5 Testing Engineers - U. S. Labs EBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadsli...., Tieback Designation: Project Number: 89583 Soldier Beam Numb'ér (ss).J1 wit Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): çg ector D Metzger Installed Unbonded Length (ft): .75 ssor Installed Bond Length (ft): 311 Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 79Y Approx Bottom Depth Elevation 7L, Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type . J° O3). 79' Design Load (k): /P3 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) /23 Loading Movement - Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ........ ........50 ±.." ./ !!..J2s .1 ........... . ........ 1?5 ...........S ......................... .. 00/ ...'..5 ......- ..4. .... ............ 00 ........,.o '/............ ....................... ............................................. /.21 .......s...............c't ............................................... ................ia.i Locked off at load: .. .....................75.........S .......................... . ............................................1 .......................................A!.......................dT.......... ! .42 .....I....................Jr .......................-.......................... . . . . . . . . . . . . .1 ..:.IS.PS.................. Testing Engineers - U. S. Labs IIEBACK STRESSING DATA SHEET Project Name: Rachô Santa Fe Roadslide Tieback Designation: EM INW-RWIR FPO Project Number: 89583 Soldier Beam Number (st) cJ,?1 7/ Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): So 0 Metzger Installed Unbonded Length (ft): ,ector. ssor lvc X. Installed Bond Length (ft): 1711 Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket Approx Bottom Depth Elevation .271 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type rag ______ Design Load (k): J33 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): 200% Verif Serial Number 300/8/1 Lockoff load (k) 90 Loading Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 414 Cvi eij .011 50 $1 1347 . 75 Th. 2.2V ..........................100 j 7or 150 .274/ 'loss 175 JO 4'78' . ..........................200 ..........JU ..........................?.5....................................................................................................................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............................................................................................................1..'............................................ ....................................................................................................................................................................................... II1II.IcI fjA::..jIj.I:jIj ................................. iIiIii. ..iii, .b2I7 kfr r..). / . - ............................... .........35k ......A&Ifl ..1)........IB..!..L&c,J....... t,........... ,.............................. ..... ............................................................................................................................................................................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Locked off at load: J..................................................,2ps. Testing Engineers - U. S. Labs EBACK STRESSING DATA SHEET Project Name: Rancho SantaFe Roadslide Tieback Designation: (gl) U,: 7t Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ector 0 Metzger Installed Unbonded Length (ft): .25 ssor: 3. Installed Bond Length (ft): Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A - -10 Approx Elevation Tieback Pocket 361 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type J~qb 79 Design Load (k): 173 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 50 U 3fl .3fl io 75 JJ7 43 100 70t I4 125 3)7 3X91 . * 3V J 0.3k / o.y oo3 (1 / ...........................133 ............. to 11 . 1x11111 IIII • .............................25 ......a.V.3......................- ............................ IIIIIIIIIII 11111111111111111 ................................. ............... mo............................. ............. ..................................................... .................................................................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ................................................... . . . . . . . . . . . . . . . . at load: .................................................................. ................................................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Lockedo. 1Z.t k = I 5psi Testing Engineers - U. S. Labs 1iEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number (sI W 1 x 71 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 59 pector: 0 Metzger Installed Unbonded Length (ft): .75 essor: i.Zrc. S Installed Bond Length (ft): IN Date: jo- ?-c.S' Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A kkm Approx Elevation Tieback Pocket pop Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type _Too el0j)- 79 Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 .. OP ... .......... -i.4. ......... ......75 -: 100 i.iW' .27o? 77sf '7 t,c4-J I fr9 7" ...............125 ........I ............... ..................25 .....so................. 7 .... 0 ................... 100 /3 .,70t . 1111111111111. III..IIIIIII.I1I.IIIIIIII, IIII.II.I1IIIIIII.III1IIII1II II11II1IIIIf1.IIIIIII1III1I.1I1IIIIIIIIIII11I1IIIIIIIIIII.III1II:.IIIz1IrzrI::I1:IIII: ....43 ...................33 9(..................................r'...... Locked off at load: ......................1III.I ............................7Jc o _5.O JQao ................... . . . . . . . . . . I -.4 -c . ....................... h... g : iI.F •k 4. .... / .............../.3'.../c#.. ....................c, 4... ...... ........................Jo.. .........................../ 4 ...E ... .... ............................. ............. , . ............. . ..............-c .... -- • '- ..................... J . &.( I)pig , 4............v'. .t & IL*.Vl vJ,e- 7L A 4 ...t- .............4.'. J.cA.i .... ¼.J......9................ .... ..............ih. Testing Engineers - U. S. Labs iEBACK STRESSING DATA SHEET Project Name: Rancho.Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number ('5?) uaZ Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ector D Metzger Installed tiribonded Length (ft): I essor Installed Bond Length (ft): a, Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation .794 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type - Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 . Lockoff load (k) /5 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - 0 0 0 Xd colt Dos o 75 1.10 5 75 . i.......... ..... ..-........ ............................... 100 ISo .11 f7::' .-.00 7V. --0017 76, !.... .......zS i.. .iifi.iiiii..i.ii..•ii mi 133 /99 -?45 I -rn /77( ......................... .- '7 ........... - :............::. o.................. ...........................25 ....ii .....................................//.R I..1I .III1.III1IIfI. I.IIiI1.III.IIIIIII.I1f. .... 1 ..........11....................is.................... Locked off at-load: ....... ..........................................L.•1W ............................... =or.......................... Testing Engineers - U. S. Labs IEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): pector: D Metzger Installed Unbonded Length (ft): ZZ essor: Y. Installed Bond Length (ft): 1700 Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket .3/0 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination . 20 degr. Lift# S 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type I Sip (JoI..7 Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): 200% Verif Serial Number 300/8/1 Lockoff load (k) /1? Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - .- 0 0 0 25 31 7W JOYS ~ j ., ..............50 75 11/ -3$ 100 al i —0— 125 /IS 0273k jfl'f / —.004/ 4 ..I7(. 9ca c.k.4 & dwis 0 . , 200 .......................00 .29 - ...L I ...................S .............150 .............175 .J /aikrJ a ................S ..........iV..'.197 Locked off at load: .................. ..........................Lk..4c.s' )9' ka?1Opsi ..............7 . • - ( Testing Engineers — U. S. Labs IgEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number () LS Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 150 ector. D Metzger Installed Unbonded Length (ft): 024 essor: jjL ..5 Installed Bond Length (ft): 01 r Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 4to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket JiO Approx Bottom Depth Elevation 0173 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift #. 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type . Design Load (k): /4/F Refer toRAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time NO (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 .71 ...0 100 77 ............................ . . . . . . . . .7e5 —.0cZ -t.l . 125 5 VV• ... V•VVV•V .....t..7 ....4o'(............::°.° ...................... ...........................50 ............. ................................ ......1.6.V.3 ......P1 .Jo73 ..........273 zrilzlil..II ......................33 .....................00 IiII.. IIIIII:I.I:.I:I..II IiIIIIIII.IIIIiIi.1.IIIi .......7'! IIff..1IIII1III.III.I.I1I 1I..II1IIIII.1I1IIII.IIIII11 .111 1111111.11.11.1..... ..L.scø................................ Locked off at load: ....................................... . . . I 7 1 ? 0 .................-....................-.................................... . . . . . . .................................. . . Testing Engineers - U. S. Labs EBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number (L2) U1WSo Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 41,3 0 Metzger. Installed Unbonded Length (It): u?O ,ecton ssor: S. Installed Bond Length (It): 23 Date: 10-3e5 Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket dot Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 1 14.8 x Load (kips) Gauge Pressure (psi) IBO Bar Type Design Load (k): 1,23 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 .31 .969 ..25 50 6.2 .cy ... 0 * 75 9.3 LI/3I( OOj! o7.i..Ii4..073 S ,,, ..— c ' 1..k01.kJ ................ 133 ..................' ................................ .................. 100 ,iiiIiIiiiii_I ._r....I...I..f_.......I.rI.I.......f.I.._.II.....r.I...f.. 1IIIIIII1IIIf 1111111 IIII1IIIII1I1IIIIIIf1 1IIIIIIIIIfIIIIII1II1III IIII111IIIIII1 11111 .....................at Locked off load.. .IIIII.1IIf.IIIII.1.III II.IIi4i s.IIi Ii.:1... IIIIIII.I llillilllllllifi.1 III III ilfiiiilliililil )4c,s....'. ........................1 1.?.5.............ISV .............. vcq..'.sfu....... .... .......... .....5'............... Testing Engineers - U. S. Labs EBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: WWWWly Project Number: 89583 Soldier Beam Number (3) &.JIyo Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ector: 0 Metzger Installed linbonded Length (ft): .20 essor: J>*v& ..5 Installed Bond Length (ft): .23 Date: Ram Serial Number. 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 1-309 Approx Bottom Depth Elevation .293 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 1 14.8 x Load (kips) Gauge Pressure (psi) IBO Bar Type - j9 (io- Design Load (k): 123 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) 10 - Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 50 9/1 .017 .øy7 ..op 93 I37j. ...lol ....00 21? .........................25 'Do i:i'DW II..ILIII ..........................133 "V '/a7 ............................00 . ii 111111: .11111 ii ii :.: I IIII 11111: II I: III: 1111: IIIIIII •IIIII III 111111 IIIIIIIIII• J ...I ....................1.?.5..../. •..r..X*. .3......... . off ............................ ..7.Q.............................dk ................................................7.4 ..........................ed ................ • Testing Engineers - U. S. Labs IEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number (4) bJi'1.i30 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): D Metzger Installed Unbonded Length (ft): ,ector ssor Installed Bond Length (ft): Date: Ram Serial Number: 300/8/1 . Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type o Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure .. Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 /5 - - 50 VJ7 - - 75 /'/ 3I o 125 717? 109$ OV'j ,ov -oi ..................................................................... ' 15 ........................o..v.a,........-..°o4...........n Øiiiiiiiiiiiiiiifiiii jr. xi iiixr:. ............................o.o....................5 Locked off at load: .....................100 ........ .............................................. ..................0....... ............. ., Testing Engineers - U. S. Labs 11EBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number ()Wph 30 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): F ector D Metzger Installed Unbonded Length (ft): 14 essor: Jr. Installed Bond Length (ft): .20 Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A ILMM Approx Elevation Tieback Pocket Approx Bottom Depth Elevation 0274 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) 180 Bar Type ' Jo (ioIy. Design Load (k): . 39 Refer to RAM Calibration Curve 9 172004 Tet Type(200% Venf., Performance): . Perfonnanc Serial Number 300/8/1 . Lockoff load (k) Loading Movement Load Load Gauge Start End (Held Hold Increment Increment Pressure Gauge Gauge Displacement . Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ... 50 4J7 - 190 .. 5 17.3 .....'SI .75 .... 125 7q 0 qq .................-.................................... . 071/ .iiiiiiiiiiii.iiiI.iiii.iiiiiiiiiiiriii.r I1I.JI.II.II.IIII ................- ....0 II.I.I1III.IIfIIIIII1 II1IIIIf11IffI1III.II1 .IILIIII.III.IIIIIIIII1III11IIIII1IIII iIi.IIII 11111111.1 .....0 Locked off at load: ...........................s................jS .........133 ................ ..........S 00......................!c3...........................0 I11III1II.IIII1I.f.fI.........I1.fI11I.II1III.IIIII ........................................... ........°................ .. ............... s7...k....f73 psi • Testing'Engineers - U. S. Labs IEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadsllde Tieback Designation: ___________ Project Number: 89583 Soldier Beam Number () (,-)/4IJC3o Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ector D Metzger Installed Unbonded Length (ft): esson .5. Installed Bond Length (ft): Date: Jo- S1-05 Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A J Approx Elevation Tieback Pocket Jed Approx Bottom Depth Elevation e293 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 1 14.8 x Load (kips) Gauge Pressure (psi) IBO Bar Type X80 (i) - S Design Load (k): $9 Refer to RAM Clibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) $9 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) . Comments AL - - 0 0 0 25 /3 50 937 ,,0a5 e .• 75 VV o? 125 :74/ ............$ 1C95 .. (133 7, Ito Ob CT" —' iL2 ..............00 ....................00 . ........... . .69 .................0 Loc at .............................................................kedo.oad: ....I.............................. ..............................................!......rs.............................. ....................... . .. Testing Engineers - U. S. Labs \ m _L.. _1_ C.. .. T%...- C._ rnl .. iieoacx iressiiig i..'ai.a 101 riiase L, t.ut. L 7 0 - t7 SPACES ö8013&-0------- 330 60, 03 EXISTING GRADE O.OQ 4 a 12 OF 12 TIU8ER \- 4 row. LAGCU4G(1P1CALU.N000) \ OX, 777,3M.00.z: 314.00 LOW. .---- •r-- .312.00 T.O 31 .W. T.O.W. JOIN XIS ADC A10.00" AWE AT T B0W99O0 :=O~ W*7:-~' 115 yF 8000 B. .W.'275 .. • 0 .. IT IF IT TI IF 11 IIJIF- TI II 0 -- ...................- ........-- Anglo Load Land Length Length Length 1692 1892 T8112 TO '12 1892 1892 1892 dog ki lOps ft H It 31 32 . - • - - - 33 40 . . • - 41 42 47 -cff Lf1.2 49. 50 51 20 4 lie 52 54 53 54 29 20 4 5 119 157 165 220 15 (is) 20 co 35 96D 58 158 20 6 196 211 77 30 53 159 59 20 1 (9220 16 30 46 62 67 63.93 • • . • 0 64 55 . - • • 6666 - - • • • 9 lIE. .K STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: ift.i Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ector D Metzger Installed Unbonded Length (ft): VL ssor: Jrc. A Installed Bond Length (ft): .3! : I Ram au 11-30 -OS Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 ge Number: 300/8/1/A Approx Elevation Tieback Pocket 775 Approx Bottom Depth Elevation 41 Calibration Equation: 300 Ton Jack Inclination 20 degr. LJft# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type . -T&_/03 - 71 Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increnient Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ......p ............... 50 OD - 125 I7 0 (i.) 133 /57 0t31 100 .......................213...o.f Ill o .....c............ . ................. . I. l:l. ................................ lIlI.11 11111 III 11111111 1 II. 111.111Il1.11.1111111.111111.11111.111.11111111111 1I.1I11II..1.11.111111111.1. i•i iiiii . 11.11111.1.11111111.IIrIII .......... 111111 111111111 IllIfill. III1l1II1I11l11Il 11•.II1I. 1 •••••.....•••••• ffff ............7i4 Locked off at load: .................1.20...................1.12 ......................-7 ...........................k=Jrs.............. ... ., ., Testing Engineers - U. S. Labs 111 .K STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ector: D Metzger Installed Unbonded Length (ft): ssor: J,(. Ie Installed Bond Length (ft): :Serial Number 300/8/1 Grout Mix Ratio 4to 1 ge Number: 300/8/1/A Approx Elevation Tieback Pocket fl Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type - 260 103- Design Load (k): // Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Perforrnanc Serial Number 300/8/1 . Lockoff load (k) Pe Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0. 0 0 25 429 a 0 50 973 91t ,l7 P ....... ....... ........................'.? ................'97 m......................................................................'.1'...........................-p-!......................7? ..............too..........................................1Y"I i.v ...............................................................................(9 ..........................100 IIIIIIIII1.i.iIIIIIIIIII.IIIr ......................................7.....................................i. ...................................LW •••••••I••.•r••I•I•i• 1I.I.III1I1II1I.II1IIIII..III1IIIIIII1IIIIIIIIII1XIII ..c.. ...............'vc 1.11111.111111 ............0 IIIIIII.IIII1IIIIII.III. .. ........................................................ ................................................................................ .II.I1II1I1I..IIIIIII1I.IIIII1I1IIIIIII1I1IIII.1II1II.III 713. IIIII1IIIIIII1 Testing Engineers — U. S. Labs flL .CK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number 56-53 Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): pector D Metzger Installed Unl?onded Length (ft):essor 14. IRa Installed Bond Length (ft):e: m Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 auge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) lB0 Bar Type .230 Design Load (k): /IF Refer to RAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) /It Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 a, 9.2? 0 50 373 -. - .00 75 100 17'/6 . ii - 04. ........133 .. .. ........ ......................Lit "-'.................. 7 ................................ .................3' ............_.3...... ..............çy Locked off at load: ..............25 ...?.7 ....'1!'..........L.° ........./ ........L.!! ........................j.J........................... ...................... I.................................I..?........................................ ........................ L.3............ '043 1/? k=/7V.psi • Testing Engineers - U. S. Labs slE. •.K STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 1514 D Metzger Installed Unbonded Length (ft): y%l Iector: ssor: A Installed Bond Length (ft): 40 Date: Ram Serial Number. 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 degr. • . Lift # 2 14.8,x Load (kips) = Gauge Pressure (psi) IBO Bar Type . .J2Jb /oJ-791 Design Load (k): 1" Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 ____________________ Lockoff load (k) 117 . . Loading Movement Load "• Load Gauge Start End Held Displacement Hold Increment Increment Pressure Gauge Gauge Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ..............25 ...........................................5' 50 97,3 094' - Oct 75 ft 170 .I?7 .ODJ 00 ................................................./I 125 ........................3 ............3! ......................................................... .'................ ................................................i1 ........................33 ...........31 .........................LOC4 ........... 100 112 17'/( 1.037 1O37 .• ................................ :iii...ii:izi .....iiri.xiiii i.rr1izi.:.ii. S .0 I• 0 /r ' I • Locked off at load: /12 k=P7psi S Testing Engineers - U. S. Labs A LK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadstide Tieback Designation: 101, _______ Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): D Metzger Installed Unbonded Length (ft): .35 I ector ssor: 1/ Installed Bond Length (ft): /9 Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number 300/8/1/A Approx Elevation Tieback Pocket 494 Approx Bottom Depth Elevation 26 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type .J /0 -7 Design Load (k): 11.5 Refer to RAM Calibration Curve 9 1.72004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Its Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ..........................50 Th ,.as ci 100 74/5 ..................1;4 ........./2................................................................................................... o 125 .... 133 0 .iiiiiiiilliiiiiiii ..........................25 100 WQ INJO .............................................................................................................................. 0" Locked off at load: ILS k=avVpsi .-, Testing Engineers - U. S. Labs ilE. .K STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): D Metzger Installed Unbonded Length (ft): ill/ ,ector ssor 1/. Installed Bond Length (ft): JO Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation 0 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type 4DO to.j - 7y Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Peiformance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 . ............. 75 50 bJ1 317 00 fYI so, — 125 m2'1.r Tha') ..... 7 ................................................ .................... ...............°° ...............190 . : :: :: :: : :: : :: : :::::........... ................................ ...~..Ao :: ................... ..sq.......... :: :::: : : :::: :::: : ::: :::: ::::: ::: : ::: : : :: : :: ::::. ::: :: : ; : :: : : :: :: : ; : :: : : :: :1::::::; : :::::: : ::: :: :: : :::: :: : :: :: : ::::: ......I....................7 Locked off at load: ................33 .............ayw..1................... ......:..'..°.............................. /9(. k=opsi Testing Engineers - U. S. Labs OE. K STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number JSt Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ci ector: D Metzger Installed Uribonded Length (ft): ssor: i/. Installed Bond Length (ft): Date: 1J,29 05 Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 29/ Approx Bottom Depth Elevation ?1 17 Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift # 2 14.8 x Load (kips) Gauge Pressure (psi) IBO Bar Type J5 Design Load (k): /9f Refer to RAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 99 723 .°/ 50 0 a .....................t. -°R ..... /.!!R........... .......L -..J ............'3.20 ...............00 .1..i ......... ........ .-.................................... ...............125 .100 S ,o77 ........... . . . . ........... ............. . . ..........1$.............. Locked off at load: ................................. ...............1•=ops........................... ............... . .b.P..6. ..................... Testing Engineers - U. S. Labs liE. .K STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number 37 Contractor: Zamborelli Enterprises, Inc. Installed 180 Bar Length (ft): ector D Metzger Installed Unbonded Length (ft): 37 essor: //. Installed Bond Length (ft): JO Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Approx Elevation Tieback Pocket 9j Approx Bottom Depth Elevation 9iI Calibration Equation: 300 Ton Jack Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type - Z° /03 7 Design Load (k): J9 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 Lockoff load (k) /74 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 50 -S7 1,17 447 ........ 100 /9( 125 'n 133 ;041 Qo 005 93$ • qaf 9 93 c? 95' , i:ii:i.i::iiii: 11. :.i:iii: .........................V'.............. 7 i: ...ii.irx: ::::.r::r::::: ........ .0 ............... i:::........ Locked off at load: ..........................120..............4.'.................. /94 k=9copsi Testing Engineers - U. S. Labs ilL K STRESSING PATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number JO-it Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 44 ector: 0 Metzger Installed Unbonded Length (ft): 34' essor. 14 Installed Bond Length (ft): 822 Date: //-27--0S Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number 300/8/1/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation c2 7. Calibration Equation: 300 Ton Jack Inclination 20 dgr. Uft# .2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type 7o /03-79 Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Performanc Serial Number 300/8/1 . Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ................................ . ............. 9?. ............ ............ . 50 U /4150 )9O ......726 ................57'9 ............:1.2.5 j . .....7 ... .. ...............................'1.................. 100 %0/0 .0 iiiiII:iiiii:iiIi 1111111 ii: ri rrrrrrrrrrrrrrrrrrr:rrri........i. ...........:i.°.................... ................ ...'1.IV Locked off at load: .......OiL /14 k =290Ppsi .................0 ( .....o..................T"........................... ..........v...V/.... Testing Engineers - U. S. Labs ilL Z STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 . SoIdir Beam Nunber:Sy Contractor: Zamborelli Enterprises, Inc. Installed 180 Bar Length (ft): 1.7 pector. 0 Metzger ' Installed Unbonded Length (ft): ssor: 02ye, Al,Installed Bond Length (ft): ate: Ram Serial Number: 30618/4 '' Grout Mix Ratio 4 to 1 Gauge Number: 300/8fr/A Approx Elevation Tieback Pocket Approx Bottom Depth Elevation e277 Calibration Equation: 300 Ton Jack'\ Inclination 20 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type : J J03-79 Design Load (k): ;•/5 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Peflormanc Serial Number 300/8/1 Lockoff load (k) US Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - 0 0 0 .............25 .............................. .. .............575 iy 0 ... 125 01 (io)rr 4n 133 .................,JS ..9(,4 - CS O1 77 100 1.0 ..................... .............?............ ....S :..°°,.............. ..................6!7 ...............19............... I IeI•.IIIIIIIII.I.I.IIIIIIIIII. .IIrIIIIIIIIIIII.IIIIIIIII ........ I•.IIIIIf III. 11111. Locked off at load: ......................L..................0 ........ /L.S k=a4VZpsi Testing Engineers - U. S. Labs Tieback Stressing Data for Phase 2 Waler Tiebacks 1'-9" (1W.) - h 320.00' TYPICAL) LAGGING (TYPICAL, U.N.O.) ViT!0'WALER ELEV. EXISTING GRADE TOW -OW .315.00 14.O0 T.O.W. [f o35.50' :_._ ----- ---- )2.00 ' WAIER (SEE-1/ES7 W. - -- FOR DETAIL,rP.) T.O.W. \305 ) mm Tow. . 00 7~':: :; - ___ TOW 30P0. : .. 300 QQ R1LE -- -- - 30 RELEVj7 \ ---.---=-29 ...--. U.0•w. \ 4 7-0 28700 \64 BENCH 3 280.00' EV.P ....... 300.00, 061- ® ® \® I WALERELEV. SLOPE W.=275 !Dl .® If Ir_iir I1 1J ® - ® [WA LER ELEV. = 296.50' J&1,_ Tci'i4r..x L;P4 5! 1 58 551D$7 f go '59 .2 .2 /3o I - 97. / (5? (13 917 4I6 .2 0 ADDI11ONAC11EBACK ON-WALER47 260.00' SEE SCHEDULE FOR ADDITIONAL TIEBACKS ON SHEET ES7). TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: flAa.,e2r Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): d ector: D Metzger Installed Unbonded Length (ft): essor S. Installed Bond Length (ft): I3r Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket .3o4 Approx Bottom Depth Elevation 29/ Calibration Equation: 300 Ton Jack Inclination 25 degr. Lift # 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type - Z8oOoI - 77 Design Load (k): S_F Refer to RAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): Perf Serial Number 300/8/1 S Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ...........................I° ....sr ....... 125 133 77 /073 /à ôii oil ,o g .. oil ..............0 ........... .......................100 .... ......... Locked off at load: .......................59 ......................5.... ......................... ........................................••r=.................................. ...25................29................... ......................... . T3V psi . S. Testing Engineers - U. S. Labs Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): .53 pector D Metzger Installed Unbonded Length (ft): lrc. 5 25essor: Installed Bond Length (ft): 409 te: 7Ram /046106 Serial Number: 300/8/1 Grout Mix Ratio 4to 1 auge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket 30,3- Approx Bottom Depth Elevation 293 Calibration Equation: 300 Ton Jack Inclination 25 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type Design Load (k): .00 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Pert Serial Number 300/8/1 Lockoff load (k) go Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 .................... ......50 75 I 100 2Vf 125 34 .q . 133 i° 4! _AP;r) .....-YO .,g.aL. I .464 ...0 ...... 11 IIIII.IIIIII...IIIIII.I1i.IIII 1111111111....II Locked off at load: G k = /lZ/psi ., . Testing Engineers - U. S. Labs r1EBACI( STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number COntractor: Zamborelli Enterprises, Inc. Installed lB0 Bar Length (ft): ector D Metzger Installed Unbonded Length (ft): 25 essor: 4DIS. Installed Bond Length (ft): Date: Ram Serial Number. 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket 303 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 25 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type . .3eOo . 7 • . Design Load (k): 10 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Perf Serial Number 300/8/1 Lockoff load (k) So - Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - //f1 0 0 0 ................S 100 go ..2(L .l 0 ly .414 . Sue .VPV ................25 .............25 ................So...................'1?...............77 lot .......c.....................'17............o ll ...../o ..... ............133...................'.9.. .......... ....... .7!......... ............C.'.5) I.II1IIIIIIIII.1ZIf...... ..... Locked off at load: ...................... IIfiIIiI.I.rIi1iI.iII111I:.IiIIIiIiII1IrI:I.III.....IIIIIXI11IiIII.IIiiiii.IIIIIIiIII io........................ k=!I. psi • Testing Engineers - U. S. Labs rIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 53 ector: D Metzger Installed Unbonded Length (ft): 025 essor: .Dav S Installed Bond Length (ft): Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket JO J? Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 25 degr. Lift # 1 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type - .Z%(/o3)_7? Design Load (k): BID Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Per-f Serial Number 300/8/1 Lockoff load (k) to Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) . (creep) Comments - AL - - 0 0 0 25 90 50 40 $9. 75 0..: 100 /l4 2V5 JOT 25 ................................ 1fI1IIiI1II.II. II ...33 ...............!. .1111.1.........11.1111.11.11. ../00 II.I.II1I.IIXII1IIIII ................/'. IiIIIiIiIiiI1I.IIIIIIII ......- ...........-'/.7.........s...-........................... .4 I ililiii11iIIIIIIIII III...... ........ ................................ ............... L cked off at load: .:I:111111.iI:xIII..iIIiiii.I...........11111.....11.1.1111111.. IIIII.II.IIIIfIII.IIIIIII......... Testing Engineers - U. S. Labs MACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: 11 Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 43 D Metzger Installed Unbonded Length (ft): 1pector ressor: %. Installed Bond Length (ft): Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket c33 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 25 degr. Lift # 1 14.8 x Load (kips) = Gauge Pressure (psi) 180 Bar Type Design Load (k): Yb Refer to RAM Calibration Curve 9 172004 Test Iype(200% Verif, Performance): Pert Serial Number 300/8/1 Lockoff load (k) 70 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 50 59.2 ..oa 0 75 flf o5I .oI 100 go ............. .........................25 iIIrIIIIIIIiIIiII.II IIII.IIIr1IIIIII1IIrIII.II1 ......................................".o Ii1I1IIi1I1iiliiIIII1I ...... ....................LoL............./5.............'79 ..................I......................"S.?........................... ...........óø................. Locked off at load: .............. go .k=pW................... . . Testing Engineers - U. S. Labs )1EBACK STRESSING DATA SHEET -. Project Name: Rancho Santa Fe Roadslide Tieback Designation: __________ Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): 2. d pector: D Metzger Installed Unbonded Length (ft): .20 ressor: H. Installed Bond Length (ft): .. Date: Ram Serial Number. 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevatiori Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination ,90 2degr. Lift # 2 14.8 x Load (kips) = Gauge Pressure (psi) lBO Bar Type - Jo ./3-7 Design Load (k): 1/P Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Perf Serial Number 300/8/1 Lockoff load (k) /it Loading Movement Load Load Gauge Start End 'Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 001 i 41w .0 °' ... — •Z .. ...................................25............29 ....oc...............0 -.3!1 ..................................so................................ .21 4 ..........................00 iiIiIiifir IIIIIIiIiIiliI ......I'!................I74I.Vii IIIIIiIIIII1III'IIiIIIIIIIifI 1IIIII1IIIIIIiIIIII , 1111111111111 1IIiIIIIIII1IIf ........ ............. .............. Locked off at load: ...................................IV..I ...................'.s ..............................°°............................................V.............................. ....-.°/............... //R k=/73'psi r Testing Engineers - U. S. Labs )1EBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): pector: . D Metzger - Installed Unbonded Length (ft): ressor A Installed Bond Length(ft): 4I Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket .295 Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20.Kdegr. LJft# '2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type - Design Load (k): J'o Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Perf Serial Number 300/8/1 Lockoff load (k) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 V7/ ' P .....L.S 100 13° / 100 lao ,-0 j3S 31:33 &aF rJc..Jy .................................. ..................................... ........... ......44 ..50 Locked off at load: ntnute.............. 10 ............................91..................S................... ............... ................ ., / Testing Engineers - U. S. Labs / fIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): ector D Metzger Installed Unbonded Length (ft):cab essor: Installed Bond Length (ft): Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 25 degr. Lift # 1 14.8 x Load (kips) = Gauge Pressure (psi) 180 Bar Type JSo (o -72 Design Load (k): 5? Refer to RAM Calibration Curve 9 172004. Test Type(200% Venf., Performance): Perf Serial Number 300/8/1 Lockoff load (k) 52 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 ...........................................25 ...................75 ...........50 ...........5? 35t3 .............. (ioa,l 133 ..............I.. 77 /I4 77 ...31 .016 .... .......................................100 ..............................................333 ...ti.......•." ............. ...................................o 1111111111111 .........,42.?............o5..................p................ ....................................................................... I11IIfIIII .............................................. ..................III III ...................12.5 ............................................Cho ........................to73 ......................................................................... Locked off at load: ............................................................................................................................................................................................................................ SIPS................................ ........................................................................................................................................................................................................................................................ Testing Engineers - U. S. Labs 1EBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed IBO Bar Length (ft): pector: D Metzger Installed Unbonded Length (ft): 2° ressor: Atv#_. I. Installed Bond Length (ft): 39 Date: Je2• —Q5 Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket 25 Approx Bottom Depth Elevation .277 Calibration Equation: 300 Ton Jack Inclination 20_2-degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) lBO Bar Type . 3e /03- Design Load (k): 77 Refer to RAM Calibration Curve 9 172004 Test Type(200% Venf., Performance): Perf Serial Number 300/8/1 Lockoff load (k) 97 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 J56 0 46 0 ............... ............ 125 /21 /71/ ........... ...."/35................n..- -4"! 10 minutes 133 /30 / 9if .qsaf ( ............................. /S? .................................59 .................................00 ....................... .....25 .11 11111. i11IIIi1I.iI1II1f ....................7 ..........97 .1.1 111.1 r::. ..........1° .............'/.,L. ............................ III.IIII1If.I1III1IIII.I.IfI ....................... .IIIIII 0 .1.1111 .11 III. 111111 11 .................... I......... .............. ...................................cO .............................................73 Locked off at load: ..................................Y1..k=/4(5 .................... Testing Engineers - U. S. Labs TIEBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborefli Enterprises, Inc. Installed IBO Bar Length (ft): pector 0 Metzger Installed Unbonded Length (ft): ressor: Installed Bond Length (ft): Date: Ram Serial Number 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket Approx Bottom Depth Elevation .79/ Calibration Equation: 300 Ton Jack Inclination 25 degr. Lift# 1 14.8 x Load (kips) = Gauge Pressure (psi) 180 Bar Type . JabCP3) 79 Design Load (k): Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Perf Serial Number 300/8/1 . Lockoff load (jç) Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 0 0 75 if'f 5I oil biZ o 100 139 /31 125 7Of 22If .23o 04 133 11 I14o - 01$ 9 1111 ii ri.:. rr.rrrirrrrrrrrrr.rrrrrriirrr. 25 ...............o .rrrrr.rirrr.rrirrrxrirriirirrrr.irr.rrrr.r.iirrrrr:r .............. rrrrrr.rrrrr:r......:i .................. ..............so Locked off at load: $ k=7psi - Testing Engineers - U. S. Labs 1EBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadshde Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed 180 Bar Length (ft): 541 ector: 0 Metzger Installed Unbonded Length (ft): 0,0 ressor //. Installed Bond Length (ft): 31 Date: Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket e2 9 Approx Bottom Depth Elevation 77 Calibration Equation: 300 Ton Jack Inclination c2O .è5 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) 180 Bar Type . XgL 1-7 Design Load (k): 97 Refer to RAM Calibration Curve' 9 172004 Test Type(200% Verif., Performance): Perf Serial Number 300/8/1 . Lockoff load (k) 97 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 . ............41 P 125 /7W .... 10 minutes ............25 133 ..'0 c,f , .............50 ................100 100 ....................'.oL.. .............7S .......00.f /9?$ 717 3)7 iixix:.eiiri ........•..o............ ..... ii ii.iiiii ....... ii i..... ........,,ç................... . ................... Locked off at load: . /3Ps ............................................... Testing Engineers - U. S. Labs 1EBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 . Soldier Beam Number Contractor: Zamborelli Enterprises, Inc.' Installed IBO Bar Length (ft): '/5 pector: 0 Metzger Installed Unbonded Length (ft): 40 essor. .qt.c ,4# Installed Bond Length (ft): 25 Date: /2 - Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination 20 2 degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) IBO Bar Type - Xec iø. 79 Design Load (k): $7 Refer to RAM Calibration Curve 9 172004 Test Type(2000A Verif., Performance): Perf Serial Number 300/8/1 Lockoff load (k) $7 Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 .................. ........................190 . ......tIl ....OL ..... 1,77 ...................25 .......qq.......................................50 .............................................2 ....................................................... ..................................43 1•......................................................................................................00......- ...................................................71............l ........................................................- ........................................S 1.111111 ..................................................................... ............... 00 '0............................................ ............................................................................................. ................................................................. 7 I .s................ IIIII.IIII Locked off at load: ................................................................................................ ................................................................................................................=............Si ................................ Testing-Engineers - U. S. Labs ;1EBACK STRESSING DATA SHEET Project Name: Rancho Santa Fe Roadslide Tieback Designation: Project Number: 89583 Soldier Beam Number Contractor: Zamborelli Enterprises, Inc. Installed 180 Bar Length (ft): pecton D Metzger Installed Unbonded Length (ft): essor /1. Installed Bond Length (ft): AS Date: - Ram Serial Number: 300/8/1 Grout Mix Ratio 4 to 1 Gauge Number: 300/8/1/A Phase 2 Approx Elevation Tieback Pocket Approx Bottom Depth Elevation Calibration Equation: 300 Ton Jack Inclination .2degr. Lift# 2 14.8 x Load (kips) = Gauge Pressure (psi) 180 Bar Type . Zoo Design Load (k): .57 Refer to RAM Calibration Curve 9 172004 Test Type(200% Verif., Performance): Perf Serial Number 300/8/1 Lockoff load (k) S, Loading Movement Load Load Gauge Start End Held Hold Increment Increment Pressure Gauge Gauge Displacement Time (%) (k) (psi) Reading (in) Reading (in) (creep) Comments AL - - 0 0 0 25 AV e7 0 50 0 It41/4/ ..ecy 75 93. 914 -.01-0OLo 100 57 1°2 0 125 71 10$J ./,, 0 0 minutes 133 ,. .................... 90 ....... i..iiiiiIii f.II.I1II III::.::IIi:.:.II. ......................... ................................. ...2414/..............................1................... Locked off at load: ................ ......................7 Testing Engineers - U. S. Labs S. •. • ,1 .. - -j--, - Photo No. 1: Photo No. 2: . Start of slope failure looking south . Placement of Visqueen cover in an attempt to slow (March II, 2005). ,• . slope movement during inclement weather conditions '(March, 2005). : AR 14 . ___ j% W-4 t J1jr!I WE Ll g • Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: RSF Phase I Roadway Slide Drwn: D.M.M. Contract No: 89583 Date: Figure: -. February, 2006 1 II Si L6 r Photo No. 5: Photo No. 6: Multiple Scarp faces showing progressive failure Sliding Mass progresses downward endangering two and residual state of stress within the sliding zones dwellings (March 16, 2005). (March 16, 2005). - 1 77 S ,1 '(' ki M 41i Photo No. 7: Photo No. 8: Main Scarp exposes communication utilities Emergency grading activities start to protect toe-of- - (March, 2005). slope dwellings (March, 2005). Testing Engineers - U.S. Labs, Inc. 0 1 7895 Convoy Court, Suite 18 San Diego, CA 92111 . Tel: (858) 715-5800 Fax: (858) 715-5810 Title Práject Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. Contract No: 89583 Date: Figure: February, 2006 2 Photo No. 9: Photo No. 10: Emergency grading along toe-of-slope Close up of toe-of-slope zone exposed failure zone to prevent loss of two dwellings during slope failure characterization (March, 2005). (March, 2005). Photo No. 11: Bulk sample taken from slip zone (i.e., Photo No. 10); striations evident along slip surface with underlying slickened surfaces demonstrating sympathetic movement (i.e., failure zone; March, 2005). I.. 4 .... *. A Photo No. 12: Slope failure characterization continues as the slip zone is spacially mapped (Note GW seepage; March, 2005). Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 _______ Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. Contract No: 89583 Date: Figure: February, 2006 3 --I --. 1'- Photo No. 13: Photo No. 14: Upper backcut inclined at 1H:IV; Close up showing ground water seepage old RSF road rock fill exposed roughly eminating from the old RSF road rock fill 3 to 8 feet below old road surface (i.e., Photo No: 13; April, 2005). (April, '2005). : ----------------- "2 Mi I li Photo No. 15: Photo No. 16: Remedial grading by means of open cut methods Toe-of-new RSF road slope; piezometers (March 2005). . - shown in yellow (4 total) installed by Kleinfelder Associates (April, 2005). - Testing Engineers U.S. Labs, Inc. .7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: . RSF Phase 1 Roadway Slide Drwn: - D.M.M. Contract No: 89583 Date: - ,February, 2006 Figure: - 4 .1: I .-, - - - - \% .25flT , . .. - .. ••• (.. .Y.I. Photo No. 17: Progressive failure begins to envelope the OMWD water mains located adjacent to the upper backcut (April, 2005). Photo No. 18: Inclinometer installed by Kleinfelder between the initial upper backcut and OMWD water mains around the last reading (May, 2005). Photo No. 19: Progressive failure within the upper backcut continuing to migrate past the OMWD water mains and towards the new RSF road toe-of-slope (May, 2005). Photo No. 20: Soldier beam suspended in cased hole during concrete placement (May, 2005). -ç Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. Contract No: 89583 Date: Figure: February, 2006 5 Photo No. 21: Photo No. 22: Initial shoring system installation between the initial Progressive failure of backcut migrating towards the upper backcut and the OMWD water mains toe-of-new RSF road slope (May, 2005). . (May, 2005). F L Photo No. 23: Tension crack zone develops within the new RSF road fill slope (May, 2005). Photo No. 24: Surface communication of progressive backcut failure and toe-of-new RSF road slope; GWT within adjacent rock fill prism released with excavator and directed downslope (May 20, 2005). Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. Contract No: 89583 Date: Figure: February, 2006 . 67 - I - • p•. g .: . •.M . '•.1:t JL-... Photo No. 25: Same as Photo No. 24 from a view looking down slope (May 20, 2005). Photo No. 26: As gravity dewatering efforts are extended vertically an abandoned OMWD water main is exposed with. GW communication to the rock fill prism (May, 2005). • ___ __ _____ ; Nk - - - - - - Photo No. 27 . Photo No. 28 Close-up of Photo.No. 26 showing end of slurry filled Initial shoring system installation efforts; moving mass OMWD water main and source of significant GW of active slide causes severe deformations and failure communication to the adjacent rock fill prism of soldier beams (May, 2005). - (May, 2005). Testing Engineers - U.S. Labs, Inc. J - 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. • Contract No: 89583 Date: Figure: February, 2006 7 t • Z. &RJ I --- 1. :. - --. Photo No. 29: Close-up of Photo No. 28 (May, 2005). Photo No. 30: Initial shoring system installation abandoned and efforts shift to installing large diameter dewatering wells within the rock fill prism in the new RSF road median (May, 2005). L E _1 -1 -L -I ~ Mt% .I. ~' !! . Photo No. 31: Photo No. 32: Emergency grading required adjacent to Campbell Large diameter (24-inch) cased-hole drilling Fesidence on an on-going basis operations within road median rock fill prism (May, 2005). ' (May, 2005). Testin g Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 WRMU~Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. Contract No: 89583 Date: - • Figure: February, 2006 8 I 1. Testing Engineers -U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 ROMMIUMM Tel:; (858) 715-580O, Fax: (858)715-5810 Title - Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide. Drwn: . D.M.M. Contract No: 89583W Date: - " - Figure: ' -February, 2006 . 9 ..• Ik V. A. 41 A Ar Photo No. 33: . . Photo No. 34:. 'Saturated rock fihl;2 large diameter borings extended Extracted rock fragments troken down from drilling to a depth of over 80 feet (May, 2005). (May, 2005). 41 Photo No. 35: Photo No. 36: . Welding of damaged casing from drilling within rock fill PVC casing (18 inch diameter) slots cut on-site; (May, 2005). . installed within north and south large diameter . - dewatering boreholes (May, 2005). • S • 1 d • • • -'i'l _____ ::- -: '- r-'. i:..•, i V- • .-.•,•. ..t,.,•• V . * • S 1 J4 St. fl_wAL4\ V Photo No. 37: V . a Photo No. 38: S.. • V Re-designed shoring wall No. 1 begins completion Deformed soldier beams cut down as excavation after dewatering rock fill prism down to El. 295 feet. proceeds V . MSL ±; note initial deformed soldier beams in V (June, 2005). foreground - -- - : V V •V V V• (June, 2005). .5 . . .-. ' - • Mr . -5- It . . V V5, V- V Photo No. 39: • -. . • 5 Phot6 No.40: 5 - High load capacity 113 bar (4 inch diameter) tie-back V High capacity IBO bar load testing and lock-off to rod with over-sized rock bit . design loads (June, 2005). VS . - (June, 2005). V V • - - -: . - 5_•I Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 -, V - San Diego, CA 92111 - Tel: (858) 715-5800. Fax: (858) 715-5810 V Title Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: , D.M.M. - Contract No: 89583- Date:' -. Figure.. , February, 2006 • . 10 V.- - - •V ., •.• V •S• - .,- V • . - 5- - ... - S . S • p Photo No. 41: Photo No. 42: First row of tie-backs in shoring wall No. 1 nears Soldier beam reinforcement by means of welding to completion; tie-backs extend into rock fill prism fortify for high load tie-backs (June, 2005). (June, 2005). Photo No. 43: Excavation for second row of tie-backs (July, 2005). Photo No. 44: Dark brown layer is the original top soil horizon that immediately overlies the failure zone below the first row of tie-backs (July, 2005). Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. Contract No: 89583 Date: February, 2006 Figure: 11 P Photo No. 45: 'Close-up of Photo no. 44 (July, 2005). . Photo No. 47: Same as Photo No. 46 (July, 2005). 'V - 'i'Fi - •- V - ' L Photo No. 46: Close-up showing dark brown to overlying failure zone . (July, 2005). Photo No. 48: Same as Photo No. 46 (July,.2005). Testing Engineers - U.S. Labs, Inc: 7895 Convoy Court, Suite 18 _. 0 ______ San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: . D.M.M. Contract No: 89583 Date: February, 2006 Figure: 12 - - - t - - - - , ,'•.e, _,• II ____ Ij r:y IVY I:;E2 Photo No. 49: 'Photo No. 50:, Sh6ring Wall No.1 excavation bottom reached at' Inclinometer casing (blue) approximately 300 feet MSL , exposed in Shoring Wall No.1 excavation (July, 2005). ' . (July, 2005). 17 Hill 47 it :1 - Photo No. 51: Photo No. 52: - - Initial deformed soldier piles exposed to the base Close-up of Photo No. 51 - of the design excavation bottom - - (July, 2005). (July, 2005). -- - ' - -4' - Testing Engiheers - U.S. Labs, Inc.- 7.895 Convoy Court, Suite 18 _,,, - San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title - - Project Pictorial Time-Line Project: -RSFPhase I RoadwaySlide - -' Drwn D.M.M. Contract No: - 89583 - Date: - - - February, 2006 - Figure: - - .13 I i 4 ..s - - .. 1_'• . I Photo No. 53:. Photo No. 54: . Close-up of Photo No. 52 showing excessive . Southern limits of slide failure removal exposing a torsional deformations causing shear failure - profile of the roadway fill overlying the topsoil zone of the beam . - (August, 2005). (July, 2005). . .. . . . •, . Photo No. 55: . . Photo No. 56: Second row of tie-backs for shoring wall No. 1 •. Trenching operations to facilitate installation of upper nearing completion . . . level horizontal subdrains into new RSF rock fill prism (August, 2005). . at invert El. 300' MSL (Sept., 2005). . q .4 Testing Engineers - US. Labs, Inc. * 7895 Convoy Court, Suite 18 - San Diego, CA 92111 Tel: (858) 715-5800- Fax: (858) 715-5810 ITitle [ Project Pictorial Time-Line - Project: RSFPhase 1 Roadway Slide . Drwn: D.M.M. Contract No: .89583 -: Date: Figure: February, 2006 14 :. _ __ : '- ____ Photo No. 57: Photo No. 58:; . Horizontal subdrain installation trench showing cut Close-up of Photo No. 57 . into highly fractured meta-volcanic rock zone (Sept., 2005). (Sept.; 2005). . . . . •• . . . . - . •' ; - - . •• . • I . I' - - . ." .. • __ . __ • . ____ Photo No. 59: . Photo No. 60: . Ground water seepage zone exposed Ground water seepage zonèexposed within southern during tenching A trench in fractured meta-volcanic rock zone (Sept., 2005). - . (Sept., 2005). -. I.: - .. I ,-. I-. • • • • . .•. t - • Testing Engineers-- U.S.'Labi,lflc. - 7895 Cohvoy Court, Suite 18 San Diego, CA 92111 Tel' (858)715-5800 Fax: (858) 715-5810 Title S Project Pictorial Time-Line Project: -' RSF Phase-1 Roadway Slide - Drwn: . D.M.M. . Contract No: 89583 Date:,,,- • Figure: -• . . IFebruary, 2006. - 15. •- 1 • -. a - V 7K Photo No. 61: . -Photo No. 62: ,Trenching ekposing failure zone around Installation of Shoring Wall No. 3 to protect the access El. 299 to 300 feet MSL 30 to 40 feet away from ramp and permit keyway excavation adjacent to the base of Shoring Wall No. 1 . existing northern slope (Sept., 2005). (Sept., 2005). p LII 4Zi - Photo No. 63: , . Photo No. 64: Pressure grouting from tie-back under ramp - Tension crack develops along base of (Shoring Wall No.3) seeps out of Shoring Wall No. I Shoring Wall No. 3 parallel with the access ramp (Sept., 2005). r . '(Sept., 2005). - Testing Engineers - U.S. Labs, ,Inc.* ' 7895 Convoy Court, Suite 18 San Diego, CA 92111 _______ Tel (858) 715-5800 Fax: (858) 715-5810 Title -' Project Pictorial Time-Line - Project: RSF Phase 1 Roadway Slide - Drwn: D.M.M. Contract No: - 89583 Date: - Figure: February, 2006 . 16 . 77773 7, iji Photo No. 65: . . Photo No. 66: . .. Shoring Well.No.3; segment along toe-of-the Clean-out for keyway subdrain exténdingoutto northern slope - . Esfera and connecting to the storm drain (Sept., 2005). . . ;(Sét., 2005). S _______________________ '- Photo No. 67: . Photo No. 68: Subdain system consisting of 6-inch diameter PVC . Subdraninage system installation along tightline and 4-inch diameter pérforatéd corrugated Agua Dulce Court'exposing existing A.C. 1ine extending back from Esfera pavement section (<2 inches thick) over native (Oct 2005) (Oct 2005) I - - 5 Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 , San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858)715-5810 Title Project Pictorial Time-Line Project: RSF Phase I Roadway Slide Drwn: D.M.M. . Contract No: 89583 Date: . Figure: . February, 2006. . 1 7 -.-14 lr4iJ1" 14 t --•- 1r- — .. -.' .'.. —" ..,&s,.._-- .; .._ ,..• b..'. -. • . ;.ft _________ __________ _____ _____ -,-•I'. Photo No. 69: Tie-back retrofit using inclined whalers between soldier beams to make up deficiency in design load of the 2 above anchors shown (Oct., 2005). Photo No. 70: Shoring Wall No.3; benching of keyway excavation along northern toe-of-slope (Oct., 2005). Photo No. 71: Shoring Wall No. 2; cantilevered system with steel plate lagging and soldier beams set in gravel to permit recovery after keyway installation (Oct., 2005). Photo No. 72: Shoring Wall No. 3 after-first row of tie-backs were completed (Oct., 2005). Testing Engineers - U.S. Labs, Inc. 0 7895 Convoy Court, Suite 18 San Diego, CA 92111 MWEMMM 1prlff~Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line * Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. Contract No: 89583 Date: Figure: February, 2006 18 IIi j s, I! r. - •.... -'-..-...-- .. - ...,..-...--.. . Photo No. 73: Photo No. 74: Shoring Wall No.2 in the foreground as the Shoring WaIl No.1 taken from the keyway bottom keyway excavation extends towards (Jan., 2006). design El. 280 feet MSL (Jan., 2006). . -. Photo No. 75: Photo No. 76: Same as Photo No. 74 Shoring Wall No. 3 taken from the keyway bottom (Jan., 2006). - (Jan., 2006) Testing' Engineers - U.S.' Labs, Inc. 7895 Convoy Court, Suite 18 - San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: • RSF Phase I Roadway Slide Drwn: 0MM. Contract No: 89583 Date: Figure: February, 2006 . 19 Photo No. 77: Same as Photo No. 76 (Jan., 2006). n 2 / \ I - I ) - . -.. Photo No. 79: Close-up of Photo No. 78 looking South (Jan., 2006). Photo No. 78: Final slide zone within the northern portion of the project limits overlying the original pre-existing drainage swale in-fill (Jan., 2006). Photo No. 80: Finish keyway clearing operations (Feb., 2006). Testing Engineers - U.S. Labs, Inc. 9 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. Contract No: 89583 Date: February, 2006 Figure: 20 'PfV I ZY II : - L Jt \ Photo No. 81: . Photo No. 82: Stup for lower horizontal subdrain . Setup for lower horizontal subdrain drilling operations - . drilling operations - (Feb., 2006)., ', (Feb., 2006). . Photo No. 83: , Photo No. 84: -. Cased hole drilling appaatus (6 inch diameter) • Southern lower horizontal subdrain drilling operations (Feb., 2006). . • nearing cbmpletion (Feb:, 2006). - . S S 5 . Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title - Project Pictorial Time-Line Project: RSF Phase 1 Roadway Slide Drwn: D.M.M. Contract No: • .89583 Date: - - Figure: February, 2006 21 Jo. 1 looking south -U.S. Labs, Inc. urt, Suite 18 A92111 ax: (858) 715-5810 lime-Line dway Slide 89583 22 Photo No. 85: Photo No. 86: Communication between the ground water within the Ground water temporarily redirected by ditching RSF road rock fill prism and the new keyway along toe of keyway towards subdrain system established by means of horizontal drilling out to Esfera (Feb. 7, 2006). (Feb., 2006). N SaAwFactor 0.00 0.50 1.ob 1.50 2.00 - 3.00 3 .50 4.00 4.50 5.00 5.50 6.00+ Slope Stability Analysis (Initial Failure) I Material 7 (Old RSF Cap Fill): Density = 130 pcf ,- Cohesion = 750 psI / Friction Angle = 38 degrees / Material 6 (Old RSF Rock Fill): - / Density =140pcf Cohesion = 200 psi Piezometric GW Surface Friction Angle = 45 degrees / Material 5 (Old RSF Road Fill): Simpaihefic Slip Surfaces / Density = 120 pcI - (with a FS oft Of less) / Cohesion = 600 psI Tension Crack Zone Friction Angle = 36 degrees / V / Safety FaCtor (Minimum) Material 3 (Slip Zone): L Density = 110 pcf Cohesion = 300 psi Friction Angle = 14 degrees Material 4 (Uncontrolled Fill): Density =ll5pct Cohesion =400 psI Friction Angle =29degrees Material 2 (Santiago Formation): Density =l2opcf Cohesion = 500 psf Friction Angle =25 degrees ,, vI .'.. L I Lii L Note: Scale 1 inch = 35 8feet TE-USLa Bureau VeritasCompany . ..i...i. 1, ..i '.-Sl- - - do 30 60 120 150 Project Name: RSF Phase 1 Road Slide Repair - . Density 140 pcf Contract No.: 89583 Cohesion = 1000 psI . Figure No.: 1 roislance ((eel)j Friction Angle = 50 degrees - V I Safewl-actor 0.00 0.50 Slope Stability Analysis 1.50 • (Initial Back-cut w/o GW) ]2.00 . . -2.50 13.00 . . . Material 6 (Old RSF Rock Fill): 4.00 . . Density = 140 pcf Cohesion = 200 psI 4.50 . . Friction Angle =45degrees .-. 5.00 . . Material 7 (Old RSF Cap Fill): Density =I30pcf 5.50 Cohesion = 750 psI Safety Factor (Minimum - Friction Angle =38degrees 6.00+ . . . Material 5 (Old RSF Road Fill): - Density 120pcf Cohesion = 600 psI .1 -. Friction Angle 36 degrees I •• - A. - Material 3 (Slip Zone): • Density ll0pcf : Cohesion = 300 psI Friction Angle 14 degrees Material 4 (Uncontrolled Fill): • lit,.. . Density =llspcf Cohesion = 400 psI ... •..:: .-• J_•-• .- - Friction Angle = 29 degrees Material 2 (Santiago Fonnahon) Density = 120 pcf - Friction Angle 25degrees / - - .. . Note Scale 1 inch = 328 feetl TE-USLa Bureau Veritas Company 25 50 - 100 'S. 125 150 Materiall(Volcanic Rock): Project Name: RSF Phase 1 Road SiideRepair (feel) Densit Losiance . pcf Cohesion' o.psr u Contract No.. 89583 - Figure No.: 3 . - - . ..- - . Friction Angie. 50 degrees I. -100 ft -50 0 50 100 150 200 H 2 OO S - flL -3.O0 AM eactor . . 0.00 0.50 ..-.. •:*. - - -, Lioo F 1.50 Slope Stability Analysi& 2.00 (Proposed Stage 2 Open-Cut Grading) 2:50 3.00 I Rock Prism): Traffic Surcharge Lo3.50 Dens! Cohesion = 0 psf 4.,00 Friction Angle = 42 de rees 4.50 Predicted Potential Failure Surfaces Safe ading tyFactor(Mlnlmurn) _______ - -.. .\\ _•\ _____ -- ., IPlezometncGwsuff ace, ----\ I - Material 2 (Santiago Formation): Density, = 120 Cohesion = 500 psf Friction Angle 25 degrees 31 B IV 28 35 70 105 140 175V21 245 04 MaterIal 1 (Volcanic Rock): Material 3 (Slip Zone)): 4 (Undocumented Fill): Denslty140 Density110 - ,-'ll5 .Cohesion = 1000 psf Cohesion 300 psI on = 400 psf Scale 1 inch =40 feet Friction Angle = 50 degrees Fnction Angle = 14 degrees n Angle = 29 degrees - TE-USL a Bureau Veritas Company - - - - - Project Name RSF Phase I Road Slide Repair - Contract No.: 89583 -Q Figure'No.:cli -. ................................ -50 ft - 0 50 100 150 200 250 - - t Safe•actof 2 :àI. 41 't Slope Stability Analysis -Static 2.-00 (Proposei Final As-Graded Condition) 2 50 ( (4 - • - .2'• ' r - ) . . - = • ..,. -. .2 , . . .. "4r- 3.5O * . . -- -,- ... .... ... ,... . .- ;IS Facto Minimum ' - . -'• a15(NewRSFRockPrism) r '4 Densuty14Opcf .' -P Cohesion 0, psf 5,0 Ji on Angle =,.14 deg Materlal'4 (Disturbed Fill):. FnctionAngle= lldegrees - - Gravel Chiminey Drat n \ (adjacent to :ba daned shonng system) 'Density 125 pcf' - ;:Friction Angle 34 degrees f C3 r3 A"% \ r Al 4 1_' 1 A- I" i ii I l 4f2ti I I '4 .21 t 105 21 35 ' :'rEa 1 ees I :iz±iet 1f5 \ii:rL Matenal 7 (Compacted On site Full) ., Material 1 (Volcanic Rock) Project Name RSF Phase 1 Road Slide Repair Density = 120 pcf 1d 4. Density • 140 pcf. * 4 -'.. ContractNo 895B3-/ *ii -=---t . jCohesuon=500p5f -' - . 1,1 Cohesion1000psf - q Figure No 7 - . Friction Angle = 24 degrees . Friction Angle 50 degrees C',• ' , -. - * - ., -. 61 - -• - . --= -r- - - - - .- - .• - -r2-".'. • - . -- . 44 ... . - - 4- - - -- 4- •' 100ft 50 0 16 50 ioo- 150 200 250 300 '4 4 • - j t A 4 - • V - 4. ---- - 8afetr Faor Slope Stability Analysis — (Initial Back-cut with -GW) - - 0.50• - -100 ) - 2.00 - • • - - ,,• - Material 6 (Old RSF Rock Fill): 2.50 -- . - Density taOpcv -_ 3.00 jPYerome&?c GWSujftce Friction 45 degrees - 3 50 -,edicfdPogmsiirewip Surfaces , -. - - r 4wttt aterial eFSof I cr?ers1 M7(OldRSFCapFull) Density130pc?. 4.00 - - - - •-', Cohesion = 750 pa?- - 4 50 - ISsfetv Factor(Mlnimum)- Friction Angle38 degrees - - - - - - - . . L . - iarial 5 (Old RSF Road FIIl) 3.00.-. - • .'- Oenèity120pcf- ' Cohesion = 600 pa? - - 5.50 - -.-. (_ . .- - Friction Angle 36 degrees 6004-- - * -'•• -. -. 089 • . -. Maerlal3(SllpZone} ensity'llOpcf-- - ./ . . Cohesion 300-ps? . - . . . . -• - Friction Angle 14 degrees - Malarial 4(Unconfrotied Fill): \_- ) . • Density=ll5 16 pcf to - Cohu on =400 psi - Friction Angle = 29 degrees -: • - - • — -' 320 v . • -V . •---. -. - ,•• --= - --.-- --- -• Material 24SantiagoFonnatzon) - - - ;Dens it 120 pal - - . . . • . / t Cohesion 500 ps? .. - . Filetlon Angle = 25 degrees .285 Lul o Scale I inch 32.8,feet TEUSLaBureauVerllasCompamj 25 50 75 100 125 150 \ Matanall(VolcanicRook) ProjectName RSF Phase, 1 Road Slide - Repair -- ________ Densd= Cdeeslon 140pcf 1000psf US Confractito.:29583 - ..- : . - -. Imhut)I • -- -: - . - CDP to C1 Figure No 2 / Friction Angie = 60 degrees 10'Oft - 0 100 150 - 200 - -. - -"-V - - -. - - ., ---'-V V•• V_ -- -. - -• .- - V -- . -- - . -............- - - - -V - ••• •V - - - - — ----V - - -V. I — - - Safety Factor 0. V. Slope StabilityAnalysis 0.50 (Initial Back-cut wlo GW) el 1.00 / 1.50 — 2.00. V '', V - V 2:50 Matenal6OldR9F Rock Full) Oensltyi4Opcf 'V 3 00 V• .- V V V V V V Coheslon200psf VFriction Angie 45degreesV V V V — 3.50 V V - V - . .. V ' V •, Material 7 101411 RSF Cap Fill): V 4.'00 V V V V V V V Density t3opcf V Cohesion = 750 psf ' — d 50 Safety Factor(Minimum)______ FnctionAngle38degrees 5.00 V V 'Material 5 (Old RSF Road Fill): — • V V V ',. V V V V , V - : ' . Density = 120 psf — 550 ' V V ' V' V •V - . Vhe5i=S0OpSfV V V V V 143 V - cttonAngle36degrees • . 6.00+ V .: Material 3 (SlIp Zone) 'IIOpCIVV Density Giiihe n300 pet 'Friction Angle 14 degrees V ,• V V •V V V V Matei 4 (Uncontrolled fill):V . V V V / VV VV V - Density=ll5pcl V — V V V V______.\ V V V V V V It) V' Cohesion =49pf ..• Friction Angle 29 degrees . V V V V V .. - V V V V V •V .- V •, V V 320- V V V Material 2 (Santiago Fonnation) V V VV .'Density = 120 pcf V V V V Cohesion =:500 psf 7 V V V V , FrictionAngle s25degrees V . V V V - V V .• V V / V ' , .' . - ': ___ 285- uj T.1.••VVVV ........ VV•• X. Lote Scale I 1n0h32.aleetj TE-IJSL a Bureau Veritas Collny 25 50 75 100 125 150 Matenal I (VolcanIc Rock) ProjConectl4ame RSF phase 1 Road SlldeRepair ID atteet)l 1.— Pel Contract No.: 89523 Figure Alo.:.3 Friction Angle = 50 degrees I . ._ I'''I''•'l'' V I -.V ,• - IV IV VV I. I , 190 - V V .200 V -100 ft—, ' V V 50 . - - V V - V ' V 100 50' , -- VVV VVV VV ' V V: V• V ' V• 0.'50. 1.00 • •2' .:-... - -' 1.50 3.00 Material 5 (New RSF Rack Fri sm): 0. 1 Friction Angle =.42 degrees 4.00 ir Pezec•cGWSurface - - 4.50 5.50 400 r - 6.00- - . . Pension c¼Zono . 0 Material 4 Diturbt.d FiIl: . - • Ocnily= 110 pcI • Cohesion = 200 psI . - . P,edic'ed Poar.U.I.caifu, jlu:e • (with FS of 1.? ortP ca . - . Friction Angle 17 degrees Mtenal3(SiipZone) Density =I 1 O,pcf Cliches' 0 psi Friction Angle 14 degrees [i 300 [j Ilotc Scale 1 inch 44 35 70 - 105 \ 140. • \175 21,0-- -. 245. 113 - • TE-4JSLa Bureau VErlias Company. •• . . ...... . . . \ I°?)I -\ . . .- . - - Pr Name RSF Phase I Road Slide Repair oject Contract 110.: 89523 (Volcanic Rook) - - \ -. . \. . Material 2 (Santiago Fomiation): Figure e.: 4 li . Density -140 pcI . . \________ • Density 120 pcI . - . . Cohesion 1000 pl •• . . - - Cohesion 500 psI . • - Friction Angle= 50 degrees . Friction Angle 25 degrees -. 100 ft.- 50 50.___100 150 0_0__3001 - -- -- - - - s - 1• 4 t . : - - Safety Factor L 050 100 Slope StabilityAnalysis 11.50 (After Stage I Dewatering Operations) 2 - 250 3.00 Safety Factor {Minimum) Traffic Swchezge Loading 3.50 ' .-• * -.\'- - Material 5(NewRSF Rock Prisn:Density - = 140 I Li f 124"'\ oiesionoL' 4.50 friction Angle 42 degrees 5.O L- 5.50. I - 400.iblft2 -. Fjezosefrc GWSwf ce Tension Crack Zone MatenaI4(DisturbedFili) - - '- -.. •- - - Density llopcf --.5.-. - - -• •- Cohesion = 200 psi - - - LFriction Angre1Tdegrees - 4 Matenai3(Slupzonej I Density = 110 pci - -. - * - - - - Cohesion = 0 psi Friction Angle =l4degrees - ' . --• -- —: - -i I Scale AD - - .. 210 245 TE-USI a Bureau Veritas Company - 35 70 105 \ 140 \\17.5 \ ostan (feet)I Project Name: RSF Phase I Road Slide Contracf?,Io~: 895W. Repair Material 1(Volcamc Rock) Angle =50degmes --. S . - friction Arigie25 degrees - S -- : -Friction 100ff 0 5O 100 iSO 200 250 3OO Safety Factor Slope Stability Analysis - Static 00 (Proposed Final As-Graded Condition) -. 1.50. . '• '- -' - . -. - 2.00. - - •. . . 2 5O• . . Safety Factor(Minirnum) Tsffic.Swchartoadin ,. . 3.00 . - -- - - Material 5 (New RSF Rock.Pdsin): - . . . 4. -• - - Density = 140 pot - 3.50 ••. p cohesion Opsf - -. - - Friction Angle = 42 degrees :oo Material 3(SlipZonal: , I IPiezoatetri.GW$isffsce(Ef.290'MSL - 4.50 -, . . j\\, Oensity=ilopcf . ( . Cohesion 0 psI - 5 00 \ 1.66 FricbonAngIes14degrees '& - i.__ - \ Material 4 (Disturbed Fili)c 5.56 \ Density 110 pet 4. 400. Ufa . '- Coheslon200 psi - . , •_ .. - 6.00+- . . .. FnctionAngle17 degrees ' ... " eeeei ctrmrneyniern I C") (adjacent to abandoned sharing systasr) - .- - Sii,ficial Stabiluation via-Geognd (Ten ear BXI 100; tO' length @ 2' v tial) . .. .; ' Material8(CompactedNon.expansiveFill) . -. -4, . Denstty125pcfL _-- - - - -Cohesion 200pst. . .. . / . .. . Friction Angle - 3A degrees ! .. ... 35 70 105 - 140\\ 175\ \ 210 245 Dens Material' 6 (Gravel Drainage Blanket): ity Friction Angle =38 degrees TE-USLa Bureau Veritas Company Project Name_RSF Phase 1_Road Slide Repair ii;--s _-1 Tn _.h AA feet Density -130 pif M aterial 7(Ccpacted On-site Fill) Material 1(Volcanic Rock) Contract No~: 89583' Figure_No__7 - , Cohesion 500 pet Cohesion 1000 psf Friction Angle_= 24 degrees Friction Angle 50 degrees T7--r---I _. . ...,.: 4 -. . . 100fi-. -so -. _1 .0 •- so. -.i6o- _.150 -200,.250.3001 .250 ---- p' . - - - -i-- -- - •.4-'-- . . .?'/ - -- -- '-:------'- - 4=,=4 -. -' -'. . 4. 4 .. .4 — - .4 1 • —: - Safety Factor 0.00 . ._. .. .SIó'peStabilityAnalysis -Sèisniic0.'50 . . 02 1.00 - . (Proposed Final AGradèd:Conditioh) .. -.1.50 2.00 . -- 2 .50 -ISafety FactOr (Minimum)I . . -. IT1a,S1s1cI7a1geLoathn9I -- 3 00 . \ . MaterIal 5 (New RSF Rock Prism): Density14Opof - - Cohesion = 0 psf - Friction Angle =.42degrees . . Mateal 3(sllp Zone): Ion (3W ec Sufface (Es. 29CfMSLJI ri. DensItyllOpct4.50 L . . . . 5 00 p Fnthon Anglei4 degrees 5.50, Density-.110pef 400 lWft2 Cohesion = 200 psf 6.09+ Friction Angle = 17 degrees Suificial 5tbthzhory via Geognd (Tens ,EXIIOO IO'tengTh@2 vethcl) MatenaI8(CompactedNon-expansrveFill): -.Density = 525 pci I. •- .-_-' -. .- . •Cohesion= 200 pst.- Friction Angle 34 degrees- — - 300 - 35 70 105 140\\ 175\\ 210 245 - . . MaterialS (Gravel Drainage Blanket): Distance(fset)\. \ \ \ - Wlatnrlal.2 (Santiago Formation): Itote: Scald lnth=44feetl .Density 130pd, ___________/ -\ 0ensi5y120p0f . CohesionOpsi . .5 . Cohesion500pnf 5, TE-U SI. a Bureau Veritas - .. ---Friction Angle = 38 degrees . . . \ \- Friction Angle = 25'degrees - - Material-i (Compacted On-site Fill): . - Maténial I (Volcanic Rock): - - •• Project Name: RSF Phase I Road Slide Repalr . Density l2Opcf . .. V DensityI40po1 -. - Contract No.: 89583 . .. . Cohesion = 500 pat - . - Cohesion =1000 pst - Figure No.: 8 - -, - - Friction Angle = 24 degrees Friction Angle =50 degrees -- - - -100 ft- SO 6 100 150 200 250 3001 - - 1