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Home My WebLink AboutCT 80-38; Palomar Oaks Business Park Lots 12-19; Soils Report; 1988-03-09REPORT OF-SLOPE !kBILITY ANALYSIS EXISTING NATURAL AND MANUFACTURED SLOPES LOTS 12 THROUGH 19 PALOHAR OAKS BUSINESS PARK CARLSBAD, CALIFORNIA PREPARED FOR: Madfson Square Partnershfp 4223 Ponderosa Avenue, Suite A San Diego, California 92123 PREPARED BY: Southern California Soil & Testing, Inc. Post Office Box 20627 6280 Riverdale Street San Diego, California 92120 - SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE ST. BAN DIEGO, CALIF. 92120 . TELE 280-432, . Pa BOX 20627 SAN DIEOD, CALIF. 92120 678 ENTERPRISE ST. E500NDIDO. CALIF. 91015 TELE 746.4544 March 9, 1988 Madison Square Partnership 4223 Ponderosa Avenue, Suite A California 92123 San Diego, SUBJECT: Report of Slope Stability Analysis, Existing Natural and Manu- factured Slopes, Lots 12 Through 19 of Palomar Oaks Business Park, Carlsbad, California. Gentlemen: SCSBT 8721216 Report No. 2 In accordance with your request, we have performed a limited geotechnical investigation and slope stability analysis of the natural and manufactured slopes along the rear of the subject lots. The findings and recommendations of our study are presented herewith. In general, adverse conditions in the form of remolded clay seams and ancient landslides were encountered and factors-of-safety below the standard of practice were calculated for the existing slopes. These adverse conditions will require corrective grading which is the subject of this report. If you have any questions after reviewing the findings and recmendations contained in the attached report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL 8 TESTING, INC. Ronald S. Halbert, R.C.E. #42204 Curtis R. Burdett, C.E.G. #lo90 - .-. - .-~ - - - - -- - TABLE OF CONTENTS PAGE Introduction and Project Description ...................................... Project Scope ............................................................. : Findings .................................................................. Site Description ...................................................... : General Geology and Subsurface Conditions ............................. Geologic Setting and Soil Description ............................ z Santiago Formation (Ts) ..................................... 3 Quaternary Landslide Debris (Qls) ........................... Quaternary Alluvial Deposits (Qal) .......................... : Artificial Fill (Qaf) ....................................... 4 Tectonic Setting ................................................. Groundwater ...................................................... : Surface Water .................................................... Basis of Analysis ..................................................... : Stability Overview ............................................... 5 Slope Profile .................................................... Soils Parameters ................................................. z Stability Analysis .................................................... Conclusions and Recosaaendations ........................................... : General Discussion .................................................... 8 Unloading of Landslide ................................................ Buttress .............................................................. ; Grading .............................................................. Site Preparation ................................................ :: Drainage ........................................................ Earthwork ....................................................... :: Limitations .............................................................. 11 Review, Observation and Testing ...................................... 11 Uniformity of Conditions ............................................. 12 Change in Scope ...................................................... Time Limitations ..................................................... :; Professional Standard ................................................ 13 Client's Responsibility .............................................. Field Explorations ....................................................... :i ATTACWMENTS FIGURE Figure 1 Site Vicinity Map, Follows Page PLATES Plates lA-18 Plates 2-7 Plate Plate : Plates IO-20 Topography Maps Cross-Sections - ._ 1 Buttress Detail Unified Soil Classification Chart Trench Logs Factor of Safety Cross-Sections - _ -.. Plates 21-22 Plates 23-108 Computer Printouts - APPENDIX Recommended Grading Specifications and Special Provisions - - .^ - _- - - - _- - - -- - - SOUTHERN CALIFORNIA Scl1L AND TESTINO, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 * TELE 280.4321 * P.0. BOX 20627 SAN DIE00. CALIF. 92120 eve ENTERPmlsE ST. ESCOI*DID0, CALIF. 9zoz5 TELE 746-434a REPORT OF SLOPE STABILITY ANALYSIS EXISTING NATURAL AND MANUFACTURED SLOPES LOTS 12 THROUGH 19 PALOMAR OAKS BUSINESS PARK CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our limited geotechnical investigation and slope stability analysis for the existing slopes located in the rear portion of Lots 12 through 19 of the Palomar Oaks Business Park in the City of Carlsbad, California. The site location is illustrated on the vicinity map provided on the following Figure 1. In order to aid in our study, the following references were provided for our review: 1) Preliminary Geotechnfcal Engineering Investigation, Proposed Industrial Development, Eaton-Leonard Building, Lots 12-17 of Palomar Oaks Business Park, Prepared by Action Geotechnical Consultants, Inc., dated June 30, 1985. 2) Preliminary Geotechnical Grading Plan Review and Recommendations on Proposed Industrial Development Buildings 1-8, C.T. 80-38 P.U.D. No. 22, Palomar Oaks Business Park, Prepared by Action Geotechnical Consultants, Inc., dated September 21, 1987. - - SOUTHERN CALIFDRNIA SOIL AND TESTING. I l-4 c. -_ - - -. - - ,- ,~~ - -- - _- - -- -~ -- - SOUTHERN CALIFORNIA Lots 12 Throu9h 19, Palonar Oaks SOIL & TESTING, I NC. 81: RSH/WDW DATE: 3-9-88 JOB NUMBER: 8721216 Figure No. 1 .., .- - -- - _- - - - .- - - SCSAT 8721216 March 9, 1988 Page 2 3) Sunmary of Stabilization Fill Criteria at Proposed Commercial Development, Palomar Oaks Business Park, Lots 9-19, Prepared by Action Geotechnical Consultants, Inc., dated November 6, 1987. 4) Interim Geotechnical Memoranda for Proposed Buttressing of Existing Ancient Landslides, Along Lots 12 Through 16 of Palomar Oaks Business Park, Prepared by Action Geotechnical Consultants, Inc., dated February 15, 1988. PROJECT SCOPE This limited study consisted of surface reconnaissance; subsurface explorations utilizing a track mounted excavator and rubber-tired backhoe; review of pertinent literature, analysis of the data obtained, and Preparation of this report. More specifically, the intent of this analysis was to: a) b) cl dl Explore the subsurface soil and geologic conditions in the manufactured and natural slopes on the subject lots. It should be noted that due to the heavy brush on the steep natural hillside and to the desire not to disturb the natural vegetation, our subsurface investigation was limited to the areas near the bottom of the slope. Review aerial photographs of the site taken prior to site grading in order to interpret and delineate landslide features. Describe the general geology at the site and address geologic conditions that affect the stability of the subject slopes. Provide reconsnendations to stabilize slopes determined to have factors-of-safety of less than the minimum acceptable standard of 1.5. - - .- - - - - .~~. - ..- .~ - SCSAT 8721216 March 9, 1988 FINDINGS Page 3 SITE DESCRIPTION The subject slopes are located in the southern portions of Lots 12 through 16 and the western portions of Lots 17 through 19 of Palomar Oaks Business Park, in the City of Carlsbad, California. Topography in the area of concern consists of a large natural ridge which slopes downward in a northerly direction towards Lots 12 through 16 and downward in a easterly direction towards Lots 17 through 19. Portions of the ridge near the bottom had been cut to the existing contours during the mass grading of the subject development. The flatter portions of the lots were created by cutting and filling. The topography of the ridge itself includes two larger benches one to the south of Lot 12 and one to the south of Lot 16 and a large ridge face which is incised with numerous drainage channels. Existing natural slope faces range in steepness from nearly 1:l (horizontal to vertical) to gentle in some areas. Cut slopes which were created at the lower elevations of the ridge were generally constructed at a ratio of 2:l. Elevations of the ridge range from a low of approximately 160 feet MSL to approximately 340 feet MSL near the top of the ridge. The topography of the site is shown on the topography maps contained in the pocket of this report. GENERAL GEOLDGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The project site is located in the Coastal Plains Physiographic Province of San Diego County and is underlain by Tertiary-age sedimentary deposits, Quaternary-age landslide debris, Quaternary-age alluvial deposits, and artificial fill. A brief description of the different units is presented below. SANTIAGO FORMATION (Tsl: The oldest materials encountered at the site are the buff sandstones, brown siltstones, and greenish brown mudstones of the Eocene Santiago Formation. These materials have previously been SCSAT 8721216 March 9, 1988 Page 4 - .- - ,- - - mapped as portions of the Torrey Sandstone and the Delmar Formation but are designated as the Santiago Formation for this report. The strata in the Santiago Formation are interlayered with individual beds or layers ranging from less than a centimeter to over a meter in thickness. The Santiago Formation at the project site is essentially horizontal with some local variation in dip due to such factors as original dip, initial dip, and diastrophism. Portions of the Santiago Formation have relatively high strength parameters while other portions have low strength parameters. Some remolded clay seams (also called "bedding plane faults") were encountered in the Santiago Formation at the project site. One prominent remolded clay seam appears to be related to the landslide debris at the site. The remolded seam encountered in our exploratory excavations generally consists of a single well-defined layer but is occasionally manifested as two or more separate layers within a space of only a few inches. QUATERRARY LANDSLIDE DEBRIS (Qls): Quaternary-age landslide debris, ranging in thickness from a few feet to possibly several tens of feet, is present at the site in the hillside above the level pads on Lots 12 through 16 and in a portion of the slope behind Lot 17. Most of this material occurs above an approximate elevation of 155 to 160 feet and is generally anticipated below an elevation of 280 feet. QUATERNARY ALLUVIAL DEPOSITS (Qal): The project site is located on the edge of a large natural drainage channel and contains a substantial amount of alluvial deposits. These alluvial deposits range in thickness from only a few feet to in excess of 60 feet and consist of interbedded sands, silty sands, clayey sands, and sandy clays. These deposits are located below the slope that is the concern of this report. ARTIFICIAL FILL (Qaf): The site has been graded to create several large commercial pads. The fill consists of the aforementioned native materials and ranges in thickness from a few feet to several tens of feet. This material is also located below the slope in question. - - - - - - - - .~ - .- - - SCSBT 8721216 March 9, 1988 Page 5 TECTONIC SETTING: It should be noted that much of Southern California, including the San Diego County area, is characterized by major active fault zones and associated subsidiary faults. Several small, apparently inactive faults, as well as associated joints and fractures, were observed on or near the project site. These features are usually very steep (often near-vertical) and strike in both a general northwesterly direction (subparallel to the regional structural trend) and in a general northeasterly direction (subperpendicular to the regional structural trend). One possible fault is suspected between Trench 5 and Trench 6 based on the difference in elevation of the remolded clay seam. GRDUNDWATER: Some minor seepage phenomena were encountered in random areas in the northerly trending natural drainage channels on the slope and near the toe of the slope. These phenomena are the result of recent rains saturating the topsoils and alluvial deposits which overlie less permeable bedrock deposits. SURFACE WATER: Wo surface flow was noted during the time of our field investigation. However, the majority of the site consists of a major canyon and it is anticipated that seasonal run-off may be encountered after periods of heavy rains. This potential surface flow should be taken into consideration when developing this site. BASIS OF ANALYSIS STABILITY OVERVIEW: To begin with, we believe that a brief explanation of the slope stability analysis is in order for better understanding by lay- persons. The factor-of-safety of a slope against deep-seated failure is defined as the driving forces divided by the resisting forces. If the driving forces equal the resisting forces, then the slope has a factor-of-safety of 1.0 and is close to failing. If the factor-of-safety falls below 1.0, failure occurs. The standard of practice throughout the geotechnical profession at this time is to provide a factor-of-safety of at least 1.5, or to further explain, to have the resisting forces be at least 50 percent higher than the driving forces. - - - _.~ - - - - - - - - SCS&T 8721216 March 9, 1988 Page 6 SLOPE PROFILE: In determining the stability of the slopes throughout the site, cross-sections of the existing topography were drawn at locations considered to be susceptible to landsliding or contain landslide involved soils. The location of the cross-sections which were determined to be critical are shown on the topography maps contained in the pocket of this report, while the actual profiles are presented on Plates Numbers 2 through 7. Based on the field observations by our engineering geologist, the cross-section profile, an assumed back scarp and potential failure plane were determined for the analysis of the sections. SOILS PARAMETERS: As outlined previously, a clay seam in the Santiago Formation was encountered in the exploratory trenches which appears to be the plane on which the existing slides have occurred. It was found that this seam lies essentially horizontal with some local variations in dip up to about three degrees. In the analysis of the slopes, a horizontal bedding of this seam would have generated a extremely high factor-of-safety. Therefore, an assumed inclination of three degrees out-of-slope was assumed for our analysis. Soil parameters used in our analysis were assumed for each of the four soil types anticipated. These soil types were classified as formational sandstones, slide debris, remolded clay seam or shear plane, and buttress fill. The slide debris was assumed to be disturbed sands of the Santiago Formation. The lower failure plane was assumed to be the remolded clay seam exposed at the bottom of the slide debris. The soil parameters assumed for the buttress materials were based on the assumption that the existing slide debris would be removed and replaced as uniformly compacted fill in the buttress. The following strength parameters were used in our analysis: al FORMATIONAL SANDSTONES Angle of Internal Frfction.#= 25 degrees Apparent Cohesion, c = 200 psf Weight of Soil, 8 = 125 pcf - - - - - .~ -. - .-. SCSdT 8721216 March 9, 1988 bl REMOLDED CLAY SEAM - SHEAR PLANE Angle of Internal Frfction,y= 12 degrees Apparent Cohesion, c = 150 psf Weight of Soil, d = 125 pcf cl BUTTRESS Angle of Internal Friction, ,Cf= 35 degrees Apparent Cohesion, C = 250 psf Weight of Soil,/ = 125 pcf STABILITY ANALYSIS Page 7 The slope stability analysis was performed utilizing the computer program SLOP8RIG by Geosoft of Orange, California. The program is the PC version of a program called SLOP8R (A computer Program for Slope Stability Analysis with Non-Circular Slip Surfaces) developed at the University of California, Berkeley. The program was originally written by Stephen G. Wright in 1968 and subsequently modified for use with PC computers applying the methodology first introduced by E. Spencer. Spencer's method assumes that there is a constant relationship between the magnitude of the vertical and the horizontal interslice forces. The interslice forces are assumed to be parallel. The solution is obtained by assuming the inclination of the interslice forces, calculating the unbalanced force and moment values and comparing these with small allowable force and mcment imbalance values. If the allowable force of the moment imbalance condition is not satisfied, the assumed value of interslice force inclination is changed and the solution repeated until the computer force and moment itialance is less that the specified allowable values. Thus, the factor of safety calculated by Spencer's method satisfies both force and moment equilibrium for the overall slope. The actual computer analysis began with the determination of the failure surface on which the lowest factor-of-safety could be obtained for each of the cross-sections. This was determined by changing the angle of the back SCS&T 8721216 March 9, 1988 Page 8 -- . .- - .- slope and running the program until the minimum factor was attained. Out of the six cross-sections analyzed, only one cross-section (“1”) had a existing minimum factor-of-safety greater than 1.5. Due to the low factors of safety for the remaining cross-sections, two approaches were taken to determine corrective measures. These consisted of changing the geometry of the cross-section by cutting the existing slope down to an elevation which would attain a factor-of-safety of 1.5 or the construction of a buttress to the width necessary to attain the required factor-of-safety. The geometry of the cross-sections used in the analysis is shown on Plates Number 2 through 7. These cross-sections show the existing contours, assumed location of the slide plane, and the anticipated geometry of the cutdown sections and buttresses. The factors-of-safety obtained for the sections depicted are presented on Plates Number 21 and 22. Computer printouts of the actual program are presented on Plates Number 23 through 108. CONCLUSIONS AND RECCHENDATIONS GENERAL DISCUSSION In general, it was found that the majority of the existing slopes behind Lots 12 through 15 and portions of 16 and 17 at the subject site have an inadequate factor-of-safety in respect to transitional failure. The approximate anticipated limits of the existing landslide debris are shown on the topography map. The precise limits will need to be determined during grading operation. Based on calculations for section "I" , which cuts through a natural slope containing old landslide debris, it was determined that this slope has a factor-of-safety in excess of 1.5 in its present condition and will not require remedial grading. In addition, based on the depth of the clay seam exposed in exploratory trenches 12 through 16 and the lack of visible signs of slide debris on the slope to the rear of Lots 18 and 19, it is our opinion that this portion of the slope possesses an adequate factor-of- safety and will not require corrective grading. - - .- .- - SCSBT 8721216 March 9, I988 Page 9 .- .- ,~. Based on our past experiences with similar soils in the area, it is our opinion that the proposed 1.5:l slope will have an adequate factor-of- safety with respect to deep-seated failure. BUTTRESS In our opinion, probably the most economical means of stabilizing the slope between the two cut areas would be to construct a buttress at the toe of In the remaining portions of the slopes, the two alternatives for cutting down the slope or buttressing were analyzed. Based on the existing topography of the site, it is our opinion that the most feasible and economical solutions to obtain the necessary factor-of-safety would be to unload the head of the slide by lowering the existing benches at cross-sections J, K and L to the elevations indicated on the plot plan and cross-sections. and to buttress the area between these benches. UNLOADING OF LANDSLIDE As indicated by the results of the computer analysis of the sections 3, K and L for the unloading by cutting down the slopes to the configurations shown on the cross-sections, an adequate factor-of-safety can be obtained by this operation. The approximate limits and elevations of the cut areas are shown on the site topography map presented herewith as Plates Number 1A and 1B. It is anticipated that the back of the cut will be made into the dense, higher strength Santiago sandstones. However, due to the limited amount of field explorations, the actual contact of the landslide debris and Santiago Formation must be determined at the beginning of grading and may cause subsequent changes in the actual configuration of the cut slope. A proposed slope ratio of 1.5:1 (horizontal to vertical) is recoaanended for the cut slope. It is intended to round or curve the faces of the slopes and to transition the cut face of the slope into the proposed bench on Lot 12 to give the slopes a more natural appearance after landscaping. It is recommended that the slope be observed by a member of our engineering/geology staff during the grading operation. - - SCS&T 8721216 March 9, 1988 Page 10 the landslide. This buttress should be constructed by excavating a keyway with a minisum width of 40 feet to 60 feet, as indicated on the topography map, through the existing slide plane into the underlying formational soils and replacing the excavated soils as uniformly compacted fill. The recommended location and width of the buttress are shown on the site topography maps (Plates Number IA and lB1. For the construction of the buttress fill, a temporary 1:l back cut will be required as shown on the detail of the proposed buttress on Plate Number 8. Based on the low strength parameters of the existing side debris, there is a potential for minor failures in the temporary cut slope. If minor failures do occur, the slide material should be removed and replaced as uniformly compacted fill. The keyway should be sloped back into the existing slope at a minimum gradient of one percent. In addition, a subdrain system should be placed at the base of the base of the temporary cut back slope. This subdrain should consist of a four-inch perforated plastic pipe encased in four cubic feet per linear foot of 3/4 inch crushed rock surrounded entirely with filter fabric. In lieu of the 3/4 inch crushed rock and filter fabric, Class II permeable material may be used. The rock should extend at least twelve inches above the remolded clay seam. Further, if any wet areas are exposed by the back cut, vertical chimney drains will be required. Details of the buttress and subdrain systems are presented on Plate Number 8. - - .- .- - It is recommended that the temporary cut slope and buttress keyway be observed by a member of our engineering geology staff to verify that the slide plane has been removed and to determine if any other adverse conditions not anticipated are exposed. GRADING SITE PREPARATION: Site preparation should begin with the removal of all deleterious matter and vegetation in the area of the proposed grading. The vegetation may be stockpiled for later mulching into the proposed topsoils for landscaping purposes or exported from the site. SCSAT 8721216 March 9, 1988 Page 11 - - - If it is determined to place the soils generated by the unloading of the two benches as compacted fill on Lots 16 and 17, it is recommended that the upper twelve inches of the existing fill materials on the lots be scarified, moisture conditioned to above optimum moisture content, and be recompacted to at least 90 percent of the maximum dry densities, as determined in accordance with ASTM D1557-78, Method C. In addition, the soils exposed at the bottom of the excavation for the keyway should be prepared to receive fill as outlined above. The material removed in the keyway excavation and the fill material generated by the unloading of the landslides should be placed in uniformly compacted layers of six inches at slightly above optimum moisture contents. DRAINAGE: The site should be graded and maintained such that surface drainage is directed away from structures and the top of slopes into swales or other controlled drainage devices. EARTHWORK: All earthwork and grading contemplated should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the Standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to at least 90% relative compaction at or slightly over optimum moisture content. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. The soil engineer and engineering geologist should be supplied with a copy of the final grading plans to review and verify that the plans are in compliance with this report and with Chapter 70 of the Uniform Building Code. - - - - - .- - SCS&T 8721216 March 9, 1988 Page 12 It is reconnended that Southern California Soil EL Testing, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recoaraendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFORMITY OF CONDITIONS The recomaendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soils engineer so that he may make modifications if necessary. CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that it may be determined if the reconanendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the State-of-the-Practice and/or government Codes may occur. Due to such changes, the findings of - - - - - .- .- - - SCS&T 8721216 March 9, 1988 Page 13 this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of our professional service, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based Solely on the information obtained by us. We will be responsible for those data, interpretations, and reconsnendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. CLIENT'S RESPONSIBILITY It is the responsibility of Madison Square Partnership, or their repre sentatives to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recoazsendatfons during construction. - .- - _.. - SCSAT 8721216 March 9, 1988 FIELD EXPLORATIONS Page 14 Seventeen subsurface exploration were made at the locations indicated on the attached Plates Number 1A and 1B between January 8 and February 12, 1988. These explorations consisted of trenches excavated utilizing a backhoe and a excavator. The field work was conducted under the observation of our engineering geology personnel. The explorations were carefully logged when made. The logs are presented on the following Plates Number 10 through 20. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate 9. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency are provided. The density of granular soils is given as either very loose, loose, medium dense, dense, or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. -_ - - - / - - - - - - - - - - - - - - - EXISTINQ CONTOURS BACKCUT SLIDE PLANE SEE DETAIL BELOW FILTER FABRIC 4 CUBIC FEET PER LINEAL FOOT 3/4’CRUBHED ROCK #PERFORATED PVC PIPE NOTE: CLASS II PERMEABLE MATERIAL MAY BE USED IN LIEU OF FILTER FABRIC l CRUSHED ROCK BUTTRESS SUB-DRAIN DETAIL NO SCALE SOUTHERN CALIFORNIA SOIL & TESTING,INC. .- - - - - - - - - _. - .- - - -_ - - -zt SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYNGOL TYPICAL NAMES :. COARSE GRAINED, more than half of material is m than No. 200 sieve size. iRAVELS CLEAN GRAVELS GU -than half of :oarre fraction is araer than No. 4 GP ii& size but .maller than 3". GRAVELS WITH FINES GN (Appreciable amount of fines) GC Well graded gravels. gravel- sand mixtures. little or no fines. Poorly graded gravels, gravel sand mixtures, little or no fine%. _ _ Silty gravels. poorly graded gravel-sand-silt mixtures. Clayey gravels. poorly graded gravel-sand, clay mixtures. ,ANDS CLEAN SANDS SW Etha" half of Well graded sand, gravelly sands. little or "a fines. "arse fraction is SP Poorly graded sands, graVelly mailer than No. 4 sands, litile or no fines. ,ieve size. SANDS WITH FINES SM Silty sands, poorly graded LAppreciable amount sand and silty mixtures. of fines) SC Clayey sands, poorly graded sand and clay mixtures. I. FINE GRAINED, more than half of material is smaller than No. 200 sieve si2e. SILTS AND CLAYS Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plas- ticity. Inorganic clays of law to medium plasticity. gravelly clays. sandy clays, silty clays, lean clays. Organic silts and organic silty clays or low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or siltv soils. elastic silts/ ~~ Inorganic clays of high plasticity, fat clays. Organic clays of odium to high plasticity. Liquid Limit less than 50 SILTS AND CLAYS Liquid Limit greater than 50 CL OL Nn CH OH HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. - Water level at time of excavation CK - Undisturbed chunk sample or as indicated BG - Bulk sample US - Undisturbed, driven ring sample or tube sample SP - Standard penetration sample SOUTHERN CALIFORNIA Palomar Oaks SOIL & TESTING, INC. 81: CRB oATE: 03-08-88 JOB NUMBER: 8721216 Plate No. 9 .- -_ - - -_ - - - - -. -. - -. - - SEAM IS QENERALLY HORlZONlAl WITH FLUCTUATIONS OF A FEW DEQREES IN RANDOM DIRECTION (EL 162’) . . . . . 0000000 FOSSILIFEROUS SANDSTONE RUSTY BROWN .* . SANDSTONE . . . . . RUSTY BROWN SANDSTONE REMOLDED CLAY SEAM RUSTY BROWN, FRIABLE, MEDIUM DRAINED SANDSTONE SCALE l”-- 5’ 3 SOUTHERN CALIFORNIA Palonar Oaks c5 -+ SOIL & TESTING,INC. 81: CR8 DATE: Z-10-88 JOB NUMBER: 8721216 Plate No. 10 .- - - - - .- - - - _- - .- - - - .~ -- T3 CLAY SEAM (NOT A8 WELL DEFINED AS 11 OR T2) ORAlWED SANDSTONE BUFF SANDSTONE T4 MOTTLED OLIVE-BREY CLAY WITH CHUNKS OF SANDSTONE REMOLDED CLAY SEAM (ELEVATION F088iLiFER0~8 SANDSTONE . SCALE la= 5’ SOUTHERN CALIFORNIA Palomar Oaks SOIL 6 TESTING,INC. BY: CRB DATE: 2-10-88 JOB NUMBER: 8721216 Plate NO. 11 - - - - - - - - - - - - - - - - -. - ..~. \ \ MOTTLED RUSTY BROWN AND BUFF SANDSTONE, SILTSTONE, AND CLAYSTONE REMOLDED CLAY SEAM (ELEVATION 16OhDIPS BhC OUT-OF-SLOPE) -- - -- - - BROWN, FRIABLE MEDIUM- * * ‘ORAINED SANDSTONE ’ HINLY BEDDED BROWN- REY SILTSTONE T6 RUSTY BROWN MOTTLED SANDSTONE QREY TO RUSTY BROWN THINLY BEDDED SILTSTONE Y SEAM (ELEVATION OREY SILSTONE WITH POCKE~TS OFORANOESAND QREY BILTSTONE SCALE l”= 5. SOUTHERN CALIFORNIA Palomar Oaks SOIL & TESTING, I NC. BY: CRB DATE: 2-10-88 JOB NUMBER: 8721216 Plate No. 12 - - - - - - - - - - - - - - - - - - T7 \ MOTTLED QREY AND RUSTY BROWN SANDSTONE AND SILTBTONE REMOLDED CLAY SEAM (ELEVATION 1541 QREY SILTSTONE - T8 \ BROWN CLAYEY SANDSTONE . RUSTY-BROWN BILTBTONE QREENISH BROWN CLAY SEAM DARK BROWN TO DARK QREY OLD SOIL HORIZON BROWN SILSTONE REMOLDED CLAY SEAM I __------- ---- (ELEVATION 1BSj --- (SIMILAR TO TS) THINLY BEDDED QREY SILSTONE SCALE 1”=5’ SOUTHERN CALIFORNIA Palomar Oaks l L SOIL & TESTING,INC. BY: CRB DATE: 2-10-88 JOE NUMBER: 8721216 Plate No. 13 1 - - - - - - - - .- - - -. - - - - - - T9 QROUND SURFACE SANTIAQO FORMATION = = -IL = --- - RUST-BROWN SANDSTONE QREEN-BROWN BILTSTONE AND CLAYSTONE MATERIAL IS BASICALLY HORIZONTAL CLAYSTONE VIEW LOOKING WEST TlO QROUND SURFACE FILL BROWN SLIQHTLY CLAYEY SILTY SAND REMOLDED CLAY SEAM - SANTIAG FORMATIoN - - - - QREY-BROWN SILTSTONE AND BUFF SANDSTONE BUFF SANDSTONE QREY-BROWN AND YELLOW-BROWN SILTSTONE BROWN SANDSTONE (CEMENTED) VIEW LOOKING \?rEST SCALE 1”=2 SOUTHERN CALIFORNIA Palomar Oaks SOIL a TESTING, INC. BY: RSH/YDW DATE: 3-08-88 JOB ~U~BER8721216 plate No. 14 - - - - - .- - -. - -- - - - - - - - . Tll BUFF SANDSTONE REMOLDED CLAY SEAM QREEN-BROWN SILTSTONE AND SANDSTONE SANTIAQO FORMATION MATERIAL IS HORIZONTAL VIEW LOOKING NORTH SCALE l”= 2’ ROUND SURFACE Tl2 - FILL BROWN SLIQHTLY CLAYEY SILTY SAND SANTIASO FORMATION BUFF SANDSTONE LIQHT QREY FINE BANDSTONE AND SILTSTONE BUFF SANDSTONE QREEN-BROWN CLAYSTONE r - s s ~~M~LOE~LAY LIQHT QREY SANDSTONE AND LIQHT QREEN-BROWN SILTSTONE VIEW LOOKING WEST SOUTHERN CALIFORNIA . Palomar Caks SOIL & TESTING, INC. erRSH/WDW DATE: 3-08-88 JOB NUMBER: 8721216 Plate No. 15 I I I I I I I I T13 QROUND SURFACE FILL BROWN CLAYEY SAND SANTIAQO FORMATION LlQRT QREY FINE SANDSTONE AND SILTSTONE AND BUFF SANDSTONE I z = QREEihROWN~LAYSk&L = - P c > c = REMOLDED - LIQWT QREY SANDSTONE AND LIQHT QREEN-BROWN SlLTSTONE VIEW LOOKING WEST SCALE 1’2 2’ CLAY I I / I I , 1 I I I I I I I I I NOTE: BUFF SANDSTONE WITH RUST SPOTS AND STREAKS / SOME SUBDUED DISCONTINUOUS THIN M/4 o REMOLDED CLAY LAYERS / FILL BROWN SLIQHTLY CLAYEY SAND SANTlAdO FORMATION QROUND SURFACE VIEW LOOKING WEST SCALE l”= 2’ I I I 1 I I I ! I I I I I I I I ciROU!Q B’URFACE FILL BROWN CLAYEY SAND ALLUVIUM POSSIBLE OLDER ALLUVIUM Qoal BROWN TO REDDISH-BROWN SILTY SAND CLAYEY SAND AND SANDY SILT VIEW LOOKING WEST SCALE l”= 2’ / I I I I I I I I I I I I I I I \ T16 QROUND SURFACE FILL BROWN SLIQHTLY CLAYEY SAND SANTIAQO FORMATION BUFF FINE TO MEDIUM SANDSTONE WITH RUST SPOTS AND STREAKS NOTE: SOME MINOR SILTSTONE LENSES AND MINOR CEMENTED SANDSTONE POCKETS VIEW LOOKING WEST SCALE l”= 2’ - - Tl7 QROUND SURFACE FILL BROWN SLIGHTLY CLAYEY SILTY SAND LlOHf GREY FINE SANDSTONE AND SILTSTONE BUFF SANDSTONE QREEN-BROWN CLAYSTONE - - - LISHT QREY SANDSTONE AND LIGHT GREEN-BROWN SILTSTONE L VIEW LOOKING WEST SCALE l”= 2’ SOUTHERN CALIFORNIA Palomar Oaks SOIL & TESTING, INC. 8~: RSH/WDW DATE: 3-08-88 JOBIIUMBER: 8721216 Plate No. 70 PALCHAR OARS - .- - - -. .- - .- .- .- - - - - CROSS-SECTIONS ASSDMED Back Slope c = 200 psf ,!B'= 25 Y = 125 pcf Slide Plane c =,150 psf B = 12 x = 125 pcf Buttress C = 250 psf)X = 35 r = 125 pcf CROSS-SECTION E Minimum Factor of Safety 1.37 Buttress, 30 feet 1.49 Buttress, 40 feet 1.61 Cut down to Elevation 200 1.57 CROSS-SECTION F Line A, Minimum Factor of Safety 1.29 Line 8, Minimum Factor of Safety 1.37 Buttress, 30 feet, Line A 1.40 Buttress, 30 feet, Line B 1.50 Buttress, 40 feet, Line A 1.40 Buttress, 40 feet, Line B 1.59 Buttress, 50 feet, Line A 1.44 Buttress, 50 feet, Line B 1.69 Buttress, 60 feet, Line A 1.52 Buttress, 60 feet, Line B 1.69 Cut down to Elevation 209.8, Line A 6.07 Cut down to Elevation 209.8, Line B 1.49 Cut down to Elevation 200, Line A 2.59 Cut down to Elevation 200, Line B 1.76 FS FS SCSAT 8721216 March 8, 1987 Plate Number 21 - - - - - - - .- - - - - - - - - CROSS-SECTION I Mininum Factor of Safety CROSS-SECTION J Minimum Factor of Safety, Line A 1.60 Minimum Factor of Safety, Line B 1.32 Buttress, 40 feet, Line B 1.59 Buttress, 50 feet, Line 8 1.74 Cut down of Slope 1.82 CROSS-SECTIOK K Minimum Factor of Safety, Line A 1.06 Minimum Factor of Safety, Line B 1.04 Buttress, 40 feet, Line A 1.23 Buttress, 40 feet, Line B 1.24 Buttress, 50 feet, Line A 1.31 Buttress, 50 feet, Line B 1.33 Buttress, 60 feet, Line A 1.41 Buttress, 60 feet, Line B 1.45 Buttress, 70 feet, Line A 1.64 Buttress, 70 feet, Line B 1.59 Cut down to Elevation 208 1.36 Cut down to Elevation 200 1.47 Cut down to Elevation 195 1.64 CROSS-SECTIOR L Minimum Factor of Safety 1.30 Cut down to Elevation 200 2.05 Buttress, 50 feet 1.50 Buttress, 60 feet 1.59 FS 1.73 FS FS FS SCS&T 8721216 March 8, 1988 Plate Number 22 - - - - - - - - ***t*****************t**********t*******~~*~~ * l * SLOPE STABILITY ANALYSIS l * l * FOR NON-CIRCULAR SLIP SURFACE l l 1 ***t**t**t* S L 0 p E 8 R G *********h** l * * PORTIONS (C) COPYRIGHT 1985, 1986 l * l * GEOSOFT l * l l ALL RIGHTS RESERVED l l l *****~*****t************t***************~~~~~ F'ALOMAR OAKS, SECTION E, E.lO' NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X Y 20:oo 00 270.00 272.00 78.00 248.50 123.40 220.00 1~77.80 206.00 222.00 192.00 262.10 174.50 294.50 162.50 330.00 144.00 360.00 144.00 - - CASE NO. = 1 - ALLOWABLE FORCE IMBALANCE = 100.0 ALLOWABLE MOMENT IMBALANCE = 1000.0 - NUMBER OF SLICES = 6 SLICE X - 123.40 1,59.00 184.30 - 210.60 ;!33.40 275.80 301.80 - DATA 220Yoo U CEE .oo .oo 200.00 .oo 200.00 180.00 .oo 200.00 162.20 .oo 200.00 161.00 .oo 150.00 159.00 .oo 150.00 158.00 .oo 150.00 PHEE GUP .oo .oo 25.00 125.00 25.00 125.00 25.00 125.00 12.00 125.00 12.00 125.00 12.00 125.00 GY GLO .oo -00 .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo -00 Plate No. 23 ITERA - ‘I-ION I ‘1 - 4 5 6 - 7 8 !<I ICE , SLIP ,.- X - n 123 I 159 2 184 3 210 .- 4 233 5 275 6 301 F 3.000 2.500 2.000 1.500 1.460 1.376 1.372 1.372 SURFACE Y 40 220.00 00 200.00 30 180.00 60 162.20 40 161.00 80 159.00 80 158.00 THETA DEGREES 20.0 20.1 20.3 21.2 15.4 18.6 16.3 16.2 COHESION (PSF) 200. 25.00 .oo 20746. 20746. 319. 200. 25.00 .oo 48402. 48402. 656. 200. 25.00 .oo 84367. 84367. 1049. 150. 12.00 .oo 87295. 87295. 702. 150. 12.00 .oo 100245. 100245. 475. 150. 12.00 .oo 19345. 19345. 225. EXCESS FORCE -56122.5 -46333.4 -31763.6 -7650.9 -6551.2 279.9 5.4 .O FRICTION ANGLE (DEGREES) EXCESS MOMENT -13857060.0 -11433980.0 -7816301.0 -1772010.0 -1;;;;;;.t 4832:5 6.0 PORE l NORMAL PRESSURE l M A G N I (PSF) l TOTAL FORCE TUDE SHEAR EFFECTIVE STRESS - SLsICE CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL --- 1 147.13 206.67 210.84 24115. .987 508. 2 173.24 188.74 203.94 54995. 1.122 1501. 3 198.17 170.61 195.61 94272. 1.081 2657. - 4 221.53 161.62 187.02 84696. 1.032 3823. 5 251.58 160.14 169.43 96595. 1.039 2362. 6 285.01 158.65 158.70 18073. 1.071 743. - - - - - - Plate No. 24 I I I I I I I I I I I I I I I I I I 369.0 324.0 279.0 w 5 0 E g 234.0 189.0 p45.(’ : .:. (8 __ _ 270.0 -,F’ F _ . ‘_ ‘_ o’! - I ,-,,-,F’[,Iljb.TE __ _ PHI LAYER (deg) 1 200.0 25.0 2 150.0 12.0 - - - - ~***t~t***t***t****t.~~~~~.~~~~*.~~.~~.~~~~~~ l l l SLOPE STABILITY ANALYSIS l * l l FOR NON-CIRCULAR SLIP SURFACE l * l ***t+****** SLOPEBRG *****t****** * l * PORTIONS (C) COPYRIGHT 1985, 1986 * * l * GEOSOFT l * l l ALL RIGHTS RESERVED * * l C***tt**************~~~~*~~~~~~**~~~~~~~~~~~* - PALOMAR OAKS, SECTION E, E.14' - NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X - 20:oo 00 272.00 no:00 78.00 248.50 123.40 220.00 177.80 206.00 - 222.00 192.00 262.10 174.50 294.50 162.50 - 330.00 144.00 360.00 144.00 - CASE NO. = I - ALLOWABLE FORCE IMBALANCE = 100.0 -- ALLOWABLE MOMENT IMBALANCE = 1000.0 NUMBER OF SLICES = 7 - SLICE DATA X Y 123.40 220.00 - 155.20 200.00 J77.40 180.00 200.60 162.70 233.40 161.00 - 271.80 159.00 201.80 159.00 301.80 158.00 U CEE PHEE .oo .oo .oo .oo 200.00 25.00 .oo 200.00 25.00 .oo 200.00 25.00 .oo 150.00 12.00 6.00 150.00 12.00 .oo 250.00 35.00 .oo 250.00 35.00 .oo 125.00 125.00 125.00 125.00 125.00 125.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo -00 .oo Plate No. 26 I'PERA - TI(?II 1 1 - 3 4 5 - 6 7 8 F THETA DEGREES 3.000 20.0 2.500 20.3 2.000 21.3 1.696 27.0 1.610 21.3 1.520 15.6 1.496 14.6 1.497 14.7 EXCESS FORCE -54746.3 -43087.0 -25406.0 -6865.7 -4610.8 -1290.1 30.5 .l - FS = 1.4972 AFTER 8 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION - X Y ANGLE PRESSURE l M A G N I T U D E SHEAR (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS 0 123.40 220.00 - 1 155.20 200.00 200. 2 177.40 180.00 200. 3 200.60 162.70 200. - 4 233.40 161.00 150. li 271.80 159.00 150. fi 281.80 159.00 250. 7 301.80 158.00 250. - 25.00 .oo 20251. 20251. 301. 25.00 .oo 47574. 47574. 629. 25.00 .oo 82174. 82174. 1018. 12.00 .oo 130289. 130289. 663. 12.00 6.00 93470. 93240. 444. 35.00 .oo 14821. 14821. 860. 35.00 .oo 12961. 12961. 470. - SLICE ('ENTER OF MOMENTS SURFACE WEIGHT XCG YCG POINT,Y (POUNDS) - : 167.69 144.60 3 189.62 - 4 216.12 5 250.22 6 276.49 7 288.99 - - - - - - 206.67 211.82 23485. 188.74 206.10 52613. 170.89 198.78 90163. 161.90 187.02 127312. 160.12 170.91 91038. 159.00 167.20 12569. 158.64 158.70 11124. EXCESS MOMENT -13295330.0 -10435860.0 -6053911.0 -1125458.0 -760215.1 -243796.8 2197.1 4.7 PORE * NORMAL. FORCE N(TOTAL)/ NORMAL STRESS ON S W*COS(ALPHA) TOTAL 1.019 539. 1.217 1592. 1.137 2839. 1.025 3967. 1.028 2431. 1.179 1482. 1.167 647. Plate No. 27 I I I I I I I I I I I I I I I I I I 324.0 LAYER PHI (ded 200.0 25.0 150.0 12.0 250.0 350 1 .o 9cl.Q 1x.n 270.0 - - - - - ttt*tt**t**t***t**tt~,~~~~~~~~~~~~~~~~~~~~~~~ l l l SLOPE STABILITY ANALYSIS l l l * FOR NON-CIRCULAR SLIP SURFACE * l l *t***t*tt** SLOPE0RG +****t**e**t * l l PORTIONS (C) COPYRIGHT 1985, 1986 l * l * GEOSOFT * l * l ALL RIGHTS RESERVED l * * *********************t****************t*~~~~* - ' PALOMAR OAKS, SECTION E, E.15' - - .,- - - - - _- - - - NUMBER OF SLOPE POINTS NUMBER OF TRIAL SLIP SURFACES SLOPE POINTS COORDINATES X 20:oo 00 27OYOO 272.00 78.00 248.50 123.40 220.00 177.80 206.00 222.00 192.00 262.10 174.50 294.50 162.50 330.00 144.00 360.00 144.00 CASE NO. = 1 ALLOWABLE FORCE IMBALANCE = 100.0 ALLOWABLE MOMENT IMBALANCE = 1000.0 NUMBER OF SLICES = 7 SLICE DATA X Y U CEE PHEE GUP 123.40 220.00 .oo .oo .oo .oo 159.00 200.00 .oo 200.00 25.00 125.00 184.30 180.00 .oo 200.00 25.00 125.00 210.60 162.20 .oo 200.00 25.00 125.00 233.40 161.00 .oo 150.00 12.00 125.00 261.80 160.10 .oo 150.00 12.00 125.00 275.80 159.00 .oo 250.00 35.00 125.00 301.80 158.00 .oo 250.00 35.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 29 ITERA TION -. 1 2 3 - 4 5 6 .- 7 i - 10 F 3.000 2.500 2.000 1.963 1.893 1.822 1.651 1.631 1.615 1.615 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 -47366.6 -11588700.0 20.4 -35547.3 -8663054.0 21.8 -17445.7 -4109602.0 21.5 -12877.3 -2915165.0 21.8 -12525.0 -2834334.0 16.1 -11654.3 -2652680.0 10.3 -4293.1 -1138193.0 16.1 -386.9 -10263.0 14.6 15.0 1769.2 14.6 .O 1.3 FS = 1.6153 AFTER 10 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION X - 0 123 1 159 2 184 - 3 210 4 233 5 261 6 215 - 7 301 - Y 40 220.00 00 200.00 30 180.00 60 162.20 40 161.00 80 160.10 80 159.00 80 158.00 (PSF) 200. 25.00 .oo 21192. 21192. 274. 200. 25.00 .oo 50024. 50024. 572. 200. 25.00 .oo 86531. 86531. 910. 150. 12.00 .oo 86436. 86436. 591. 150. 12.00 .oo 74253. 74253. 437. 250. 35.00 .oo 23687. 23687. 886. 250. 35.00 .oo 20776. 20776. 501. SLICE CENTER OF MOMENTS SURFACE WEIGHT - XCG YCG POINT,Y (POUNDS) 1 147.13 206.67 2 173.24 188.74 - 3 198.17 170.61 4 221.53 161.62 5 246.26 160.59 6 268.42 159.58 7 285.01 158.65 - - r - PORE l NORMAL FORCE ANGLE PRESSURE * M A G N I T U D E SHEAR (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS 210.84 24115. 203.94 54995. 195.61 94272. 187.02 84696. 174.63 71987. 169.43 21837. 158.70 18073. N(TOTAL)/ NORMAL STRESS ON S W*COS(ALPHA) TOTAL 1.008 519. 1.159 1551. 1.108 2725. 1.022 3786. 1.032 2613. 1.088 1687. 1.150 798. Plate No. 30 369.0 324.0 279.0 : 2 0 El 0 234.0 v 139.c 144.G LAYER (p:f) PHI (deg) 1 200.0 25.0 2 150.0 12.0 3 250.0 35.0 90.0 180.0 270.0 3FC~.O I z COORDIFdATE I I I I I I I I I I I I I I I I I I - - - - - *t***t***tt****4***************t**t***t*~~~~~ l l t SLOPE STABILITY ANALYSIS l t t l FOR NON-CIRCULAR SLIP SURFACE l t t t****+**t** SLOPEERG t*********** t l + PORTIONS (C) COPYRIGHT 1985, 1986 * t * l GEOSOFT l t t l ALL RIGHTS RESERVED l l t l t*t*******t********.~~~~~~~~~~~*~~~~~~~~~~~* - ..- - - - - - - - - - * ~'AI,@KAR OAKS, SECTION E, E.16' NIJMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 !:LnPF POINTS COORDINATES X no 27O‘fOO >Il. nu 272.00 78.00 248.00 114.00 223.40 150.00 200.00 196.00 200.00 222.00 192.00 262.10 174.50 294.50 162.50 330.00 144.00 CASE NO. = 1 ALLOWABLE FORCE INBALANCE = 100.0 ALLOWABLE MONENT IMBALANCE = 1000.0 NUMBER OF SLICES = 5 SLICE DATA X Y U CEE PHEE GUP 159.00 200.00 .oo .oo .oo .oo 177.40 180.00 .oo 200.00 25.00 125.00 2n9.00 162.70 .oo 200.00 25.00 125.00 233.40 161.00 .oo 150.00 12.00 125.00 275.80 159 .oo .oo 150.00 12.00 125.00 :JfJl . 80 158.00 .oo 150.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plato Nn 27 I’I’ERA F THETA EXCESS EXCESS - TION DEGREES FORCE MOMENT I 3.000 20.0 -36390.1 -8724344 .O 7 2.500 20.3 -27883.3 -6665749.0 2 2.000 21.2 -15087.5 -3538728.0 4 1.690 27.0 -2108.2 5 1.636 21.2 -1281.3 6 1.586 15.5 -320.2 - 7 1.570 13.7 11.3 FS = 1.5707 AFTER 7 ITERATIONS I;CICE SLIP SURFACE COHESION FRICTION - X Y ANGLE (PSF) (DEGREES ) -145124.2 1’1;;;;.; 397:2 PORE * NORMAL FORCE PRESSURE * M A G N I T U D E SHEAR (PSF) l TOTAL EFFECTIVE STRESS - 0 150.00 200.00 1 177.40 180.00 200. 25.00 .oo 30471. 30471. 394. 2 200.00 162.70 200. 25.00 .oo 72909. 72909. 888. 3 233.40 161.00 150. 12.00 .oo 132234. 132234. 631. - 4 275.80 159.00 150. 12.OO .oo 99011. 99011. 411. 5 301.80 158.00 150. 12.00 .oo 18951. 18951. 194. - SLICE CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL 1 168.27 186.67 200.00 34250. 1.101 898. .- 2 189.78 170.52 198.77 79198. 1.159 2562. 3 215.80 161.90 187.02 129622. 1.021 3954. 4 251.58 160.14 169.43 96595. 1.026 2333. - 5 285.01 158.65 158.70 18073. 1.049 728. - - - - - Plate No. 33 18 i 4 4 C’ + ST.5 ‘I 6 f,. (I 247.5 :,:>Ci.C, C PHI LAYER (PSf) (ded 1 200.0 25.0 2 150.0 12.0 , I I I I I I I I I I I I I I I I I - - - - .,.*ll,...t.*,t2.~t~~..~,~*~~,~.~~~.~..,~~... . l t SLOPE STABILITY ANALYSIS . l l * FOR NON-CIRCULAR SLIP SURFACE l l + l *tt**t**tt SLOPEBRG **at..*****. . c l PORTIONS (C) COPYRIGHT 1985, 1986 l l l l GEOSOFT t l l l ALL RIGHTS RESERVED l l t t*t*~.t**~ttttt*t***~~~~~~~~~~~~~~~~~~.~~.~~. - FALOMAR OAKS, SECTION F, F.47' - NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 - SLOPE POINTS COORDINATES X Y 20:oo 00 - 290.00 279.40 40.00 270.00 78.80 253.00 128.00 230.00 - 222.00 209.80 290.60 184.00 132.00 161.20 - 368.50 144.70 396.50 145.00 CASE NO. = 1 - ALLOWABLE FORCE IMBALANCE = 100.0 - ALLOWABLE MOMENT IMBALANCE = 1000.0 NUMBER OF SLICES = 14 - SLICE DATA X 20.00 - 50.20 65.60 84.00 1114.80 .- 126.20 147.40 152.00 - 175.70 202.00 230.00 - 261.00 286.50 311.50 - 332.00 279Y40 lJ .oo 253.00 .oo 240.00 .oo 224.20 .oo 206.80 .oo 188.10 .oo 170.00 .oo 169.40 .oo 168.80 .oo 167.50 .oo 166.40 .oo 165.00 .oo 163.60 .oo 161.90 .oo 161.20 .oo CEE PHEE GUP .oo .oo .oo 200.00 25.00 125.00 200.00 25.00 125.00 200.00 25.00 125.00 200.00 25.00 125.00 200.00 25.00 125.00 200.00 25.00 125.00 150.00 12.00 125.00 150.00 12.00 125.00 150.00 12.00 125.00 150.00 12.00 125.00 150.00 12.00 125.00 150.00 12.00 125.00 150.00 12.00 125.00 150.00 12 no 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo -00 .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo -00 Plate No. 35 - ITERA TION 1 - 2 3 4 5 - 6 7 FS = 1.2948 AFTER 7 ITERATIONS I.JCE SLIF SURFACE X Y .- COHESION FRICTION PORE l NORMAL FORCE ANGLE PRESSURE l M A G N I T U D E (P-1 (DEGREES) (PSF) l TOTAL EFFECTIVE 0 I - 2 3 4 - 5 6 7 - 8 9 10 11 - 12 13 14 - 20.00 279.40 50.20 253.00 65.60 240.00 84.00 224.20 104.80 206.80 126.20 188.10 147.40 170.00 152.00 169.40 175.70 168.80 202.00 167.50 230.00 166.40 261.00 165.00 286.50 163.60 311.50 161.90 332.00 161.20 200. 25.00 200. 25.00 200. 25.00 200. 25.00 200. 25.00 200. 25.00 150. 12.00 150. 12.00 150. 12.00 150. 12.00 150. 12.00 150. 12.00 150. 12.00 150. 12.00 - F THETA EXCESS DEGREES FORCE 3.000 20.0 -171696.6 2.500 20.2 -144554.0 2.000 20.7 -103952.8 1.500 24.4 -34059.2 1.358 18.7 -13510.3 1.291 18.1 729.8 1.295 18.2 2.4 SLICE - 1 2 3 - 4 5 6 - i 9 10 - 11 12 13 - 14 CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*cos(ALPHA) TOTAL 40.13 261.80 265.53 23652. 1.061 411. 58.41 246.07 258.78 30140. 1.123 1283. 75.32 231.66 250.57 51926. 1.145 1860. 94.84 215.13 240.85 78539. 1.142 2536. 115.90 197.10 230.84 102703. 1.168 3178. 137.27 178.65 225.83 130609. 1.161 4136. 149.70 169.70 224.84 31991. 1.010 6906. 163.68 169.10 219.75 157593. 1.050 6914. 188.65 168.16 214.10 160344. 1.039 6316. 215.67 166.96 206.79 152231. 1.044 5667. 244.75 165.73 195.13 136640. 1.043 4586. 273.08 164.34 185.54 82994. 1.041 3377. 297.55 162.85 172.49 50831. 1.041 2107. 318.33 161.67 161.20 13568. 1.094 723. EXCESS MOMENT -41810580.0 -35173060.0 -25201110.0 -7318601.0 -3150639.0 150744.6 363.6 00 :oo .oo .oo .oo 00 :oo .oo .oo .oo 2: .oo .oo 18893. 18893. 324. 25859. 25859. 617. 45107. 45107. 824. 68769. 68769. 1068. 90308. 90308. 1299. 115294. 115294. 1644. 32039. 32039. 1250. 165347. 165347. 1261. 166324. 166324. 1153. 158792. 158792. 1046. 142319. 142319. 869. 86254. 86254. 670. 52788. 52788. 462. 14829. 14829. 235. SHEAR STRESS - - Plate No. 36 2 ,” 392.5 2 - m LAYER L 1 200.0 25.0 2 150.0 12.0 343.0 - 194.3 - .O 99.1 198.3 297.4 396.5 X COORDINATE I I I I I I I I I I I I I I I I I I - - - - l .~~.*Cttl*t~tC*~**t.~~~~~~~~~.~~~~~~~~~~~~.~ + l + SLOPE STABILITY ANALYSIS l z * l FOR NON-CIRCULAR SLIP SURFACE l + l l .t+****t** SLOPEeRG ***t.**t**** l * * PORTIONS (C) COPYRIGHT 1985, 1986 l t * t GEOSOFT * t t * ALL RIGHTS RESERVED * * * 12**~**2*tt**2******It******tt***t**2t*+~~~~~ - ' PALOMAFt OAKS, SECTION F, F.49' - NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES - X .oo 290Yoo 20.00 279.40 40.00 270.00 - 78.80 253.00 128.00 230.00 222.00 209.80 - 290.60 184.00 332.00 161.20 368.50 144.70 396.50 145.00 - - CASE NO. = 1 ALLQWABLE PORCB IMBALANCE = 100.0 ALLOWABLE l4OkIENT IMBALANCE = 1000.0 - NUMBER OF SLICES SLICE DATA - X 128.00 23O:OO 158.80 211.20 - 184.40 196.20 207.80 182.00 232.00 165.90 261.00 165.00 - 286.50 163.60 311.50 161.90 332.00 161.20 lz 8 U CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 38 ITERA - TION 1 2 F 3.000 2.500 2.000 1.500 1.464 1.381 1.378 1.377 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 -77458.2 -20048370.0 20.1 -63943.5 -16539580.0 20.3 -43781.6 -11294210.0 21.1 -10383.6 -2519911.0 15.4 -8821.6 -2175352.0 19.2 368.3 239410.2 16.5 10.9 9393.2 16.3 .O 17.2 - FS = 1.3774 AFTER 8 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION PORE l NORMAL FORCE X Y ANGLE PRESSURE * M A G N I T U D E (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE 0 128.00 .~.. 1 158.80 2 184.40 3 207.80 4 232.00 - 5 261.00 6 286.50 7 311.50 -. 8 332.00 230.00 211.20 200. 25.00 196.20 200. 25.00 182.00 200. 25.00 165.90 200. 25.00 165.00 150. 12.00 163.60 150. 12.00 161.90 150. 12.00 161.20 150. 12.00 - SLICE .- ; - 3 4 5 6 lYi _- - - - - - CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL 148.53 217.47 223.38 23449. 1.002 556. 172.80 203.00 217.88 54178. 1.036 1632. 196.78 188.69 212.85 76827. 1.051 2522. 220.43 173.60 206.04 107373. 1.079 3318. 245.81 165.47 195.13 127367. 1.040 4563. 273.08 164.34 185.54 82994. 1.032 3350. 297.5s 162.85 172.49 50831. 1.032 2089. 318.33 161.67 161.20 13568. 1.076 711. .oo 20065. 20065. .oo 48419. 48419. .oo 69018. 69018. .oo 96444. 96444. .oo 132400. 132400. -00 85545. 85545. .oo 52335. 52335. .oo 14590. 14590. SHEAR STRESS 333. 698. 999. 1269. 813. 626. 431. 219. Plate No. 39 I I I I I I I I I I I I I I I I I I 392.5 343.0 293.4 kf s 0 ti g 243.8 194.: 144.i I- I PHI LAYER (de4 1 200.0 25.0 2 150.0 12.0 . .O 99.1 198.3 297.4 396.5 X COORDINATE - - - - - - .*t*~t*tt*~*t~***2*t~~~*~~~~~~~~~~~.~~~~~~~~~ l l l SLOPE STABILITY ANALYSIS l . l l FOR NON-CIRCULAR SLIP SURFACE l t * .t***ttt**t SLOPEBRG l ****tt*t*t* l * t PORTIONS (C) COPYRIGHT 1985, 1986 l + l l GEOSOFT * + * l ALL RIGHTS RESERVED + * l l *t**t***+*******+**+**t****4**+t***tt**~~*~~ - ' PALOMAR OAKS, SECTION F, F.52' NUMBER OF SLOPE POINTS 10 - NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES - X .oo 290'00 20.00 279.40 40.00 270.00 - 78.80 253.00 128.00 230.00 222.00 209.80 - 290.60 184.00 332.00 161.20 368.50 144.70 - 396.50 145.00 - CASE NO. = I - ALLOWABLE FORCE IMBALANCE = 100.0 AIdWABLE HOUENT IMBALANCE = 1000.0 - NUMBER OF SLICES = 7 SLICE - 128:OO 158.80 - 184.40 207.80 232.00 261.00 - 292.00 332.00 - DATA 23O:OO 211.20 196.20 182.00 165.90 165.00 163.30 161.20 u CEE PHEE GUP GY GLO .oo .oo .oo .oo *oo .oo .oo 200.00 25.00 125.00 .oo .oo .oo 200.00 25.00 125.00 .oo .oo *oo 200.00 25.00 125.00 .oo .oo .oo 200.00 25.00 125.00 .oo .oo .oo 150.00 12.00 125.00 .oo .oo .oo 150.00 12.00 125.00 .oo .oo .oo 250.00 35.00 125.00 .oo .oo Plate No. 41 - ITERA - TION F 3.000 2.500 2.000 1.879 1.808 1.722 1.573 1.593 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 -66833.4 -17145020.0 20.4 -50841.4 -12997080.0 21.5 -26482.3 -6590845.0 27.3 -15398.3 -3509078.0 21.5 -13863.8 -3176201.0 15.8 -10504.1 -2472516.0 13.2 1141.9 144789.9 14.6 28.6 715.0 - FS - 1.5940 AFTER 8 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION PORE l NORMAL FORCE X P ANGLE PRESSURE * M A G N I T U D E SHEAR (PSF) (DEGREES) (PSF) ' TOTAL EFFECTIVE STRESS 0 128.00 - 1 158.80 2 184.40 3 207.80 - 4 232.00 5 261.00 6 292.00 7 332.00 - 230.00 211.20 196.20 182.00 165.90 165.00 163.30 161.20 SLICE CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL - : 148.53 172.80 3 196.78 - 220.43 2 275.45 245.81 7 305.33 - - 200. 25.00 .oo 200. 25.00 .oo 200. 25.00 .oo 200. 25.00 .oo 150. 12.00 .oo 150. 12.00 .oo 250. 35.00 .oo 217.47 223.38 23449. 1.025 569. 203.00 217.88 54178. 1.055 1663. 188.69 212.85 76827. 1.072 2572. 173.60 206.04 107373. 1.104 3394. 165.47 195.13 127367. 1.029 4516. 164.21 183.23 96994. 1.023 3191. 162.60 161.20 49822. 1.117 1387. 20520. 20520. 292. 49336. 49336. 612. 70387. 70387. 878. 98654. 98654. 1118. 131029. 131029. 696. 99058. 99058. 520. 55553. 55553. 766. - - - Plate No. 42 194 LAYER (PSf) (d-d 1 200.0 25.0 2 150.0 12.0 3 250.0 35.0 C PHI X COORDINATE I I I I I I I I I I I I I I I I - - - - l t~**t~.*.t~t**t**t*~~~~~~~~*~~~~~~~.~~~~~**~ c t l SLOPE STABILITY ANALYSIS l l * . FOR NON-CIRCULAR SLIP SURFACE . l l l *tt***t*t* SLOPEERG **********et l l + PORTIONS (C) COPYRIGHT 1985, 1986 * + l - - - - - - - - - - - ,.- .- * GEOSOFT * l t + ALL RIGHTS RESERVED l l * t****~lt**~t******t*********t*t***te**tt.~~~~ "PALOMAR OAKS, SECTION F, F68 NUMBER OF SLOPE POINTS 8 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X .oo 290'00 20.00 279.40 100.00 209.80 222.00 209.80 290.60 184.00 332.00 161.20 368.50 144.70 396.50 145.00 CASE NO. = 1 ALLOWABLE FORCE IMBALANCE = 100.0 ALLOWABLE ROtlENT IREkUANCE = 1000.0 NUXBER OF SLICES = 11 SLICE DATA X u CEE PHEE 100.00 209'80 .oo .oo .oo 104.80 206.80 .oo 200.00 25.00 126.20 188.10 .oo 200.00 25.00 146.70 169.90 .oo 200.00 25.00 152.00 169.40 .oo 150.00 12.00 175.70 168.80 .oo 150.00 12.00 202.00 167.50 .oo 150.00 12.00 230.00 166.40 .oo 150.00 12.00 261.00 165.00 .oo 150.00 12.00 286.50 163.60 .oo 150.00 12.00 311.50 161.90 .oo 150.00 12.00 332.00 161.20 .oo 150.00 12.00 GUP GY GLO .oo .oo .oo 125.00 .oo .oo 125.00 .oo .oo 125.00 .oo .oo 125.00 .oo .oo 125.00 .oo .oo 125.00 .oo .oo 125.00 .oo .oo 125.00 .oo .oo 125.00 .oo .oo 125.00 .oo .oo 125.00 .oo .oo Plate No. 44 - - - - - - - -- - - - ITERA TION : 3 4 : ;: 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 z"5 26 27 F 3.000 2.897 2.956 3.029 3.111 3.205 3.314 3.444 3.603 3.808 4.087 4.505 5.005 4.755 5.255 5.005 5.505 5.255 5.755 5.505 6.005 5.755 6.211 5.983 6.087 6.071 6.071 THETA EXCESS DEGREES FORCE 20.0 -27224.4 25.7 -21161.3 31.5 -19635.8 37.2 -18322.3 42.9 -17029.8 48.6 -15685.5 54.4 -14237.6 60.1 -12633.2 65.8 -10807.3 71.6 -8671.4 77.3 -6093.5 83.0 -2815.3 86.8 -273.9 84.9 -1988.5 87.8 540.3 86.4 -1242.4 88.5 1488.8 87.4 -581.8 88.9 2342.5 88.2 -36.4 89.1 2329.3 88.7 330.8 89.2 1101.2 88.9 383.3 89.0 24.1 88.9 1.4 88.9 .O FS = 6.0712 AFTER 27 ITERATIONS EXCESS MOMENT -5849291.0 -4432304.0 -4099191.0 -3812408.0 -3526077.0 -3220625.0 -2879132.0 -2479816.0 -1987635.0 -1334513.0 -347603.3 1743076.0 5479652.0 2039549.0 8311090.0 2429242 .o 14701880.0 3076873.0 24261090.0 4099465.0 26517090.0 5082414.0 11653050.0 4236434.0 85111.8 16275.5 207.8 - - - - - - Plate No.45 - -SLICE SLIP SURFACE X Y - - - - - 0 100.00 209.80 1 104.80 206.80 2 126.20 188.10 3 146.70 169.90 4 152.00 169.40 5 175.70 168.80 6 202.00 167.50 7 230.00 166.40 8 261.00 165.00 9 286.50 163.60 10 311.50 161.90 11 332.00 161.20 COHESION FRICTION PORE l NORMAL FORCE ANGLE PRESSURE * M A G N I T U D E (PSF) (DEGREES) (PSF) * TOTAL EFFECTIVE 200. 25.00 .oo 359. 359. 38. 200. 25.00 .oo 2115. 2115. 39 * 200. 25.00 .oo 3405. 3405. 42. 150. 12.00 .oo 8002. 8002. 77. 150. 12.00 .oo 322060. 322060. 500. 150. 12.00 .oo 96546. 96546. 153. 150. 12.00 .oo 147864. 147864. 209. 150. 12.00 .oo 114849. 114849. 154. 150. 12.00 .oo 56336. 56336. 102. 150. 12.00 .oo 30240. 30240. 67. 150. 12.00 .oo 43109. 43109. 98. SLICE - 2’ 3 4 - 5 6 7 - 8 9 10 11 - CENTER OF XCG MOMENTS YCG SURFACE POINT,Y WEIGHT N(TOTAL)/ (POUNDS) W*COS(ALPHA) NORMAL STRESS ON S TOTAL 103.20 207.80 209.80 900. .471 63. 118.20 195.09 209.80 33036. .085 74. 137.46 178.10 209.80 78925. .058 124. 149.36 169.65 209.80 26599. .302 1503. 163.88 169.10 209.80 120574. 2.672 13585. 188.92 168.15 209.80 136924. .706 3666. 215.89 166.95 206.79 144710. 1.023 5277. 244.75 165.73 195.13 136640. ,841 3701. 273.08 164.34 185.54 82994. .680 2206. 297.55 162.85 172.49 50831. .596 1207. 318.33 161.67 161.20 13568. 3.179 2102. SHEAR STRESS - - - - - Plate No. 46 - - - - l *.*~~~~**t~t*t*t21*~~~~~~~~~~~~~~*.~~~.~~~*~ . l l SLOPE STABILITY ANALYSIS l l t * FOR NON-CIRCULAR SLIP SURFACE t z z ***et*****. S L 0 p E 8 R G l ***+******a * * l PORTIONS (C) COPYRIGHT 1985, 1986 + t * * GEOSOFT * t t * ALL RIGHTS RESERVED t t * t***t**tt****t********t******ttt***ttt**~*~*~ - "PALOMAR OARS, SECTION F, F69 - - - - - - - - - - - - NUMBER OF SLOPE POINTS 8 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X .oo 290Yoo 20.00 279.40 111.20 200.00 240.00 200.00 290.60 184.00 332.00 161.20 368.50 144.70 396.50 145.00 CASE NO. = 1 ALLOWABLE FORCE IMBALANCE = 100.0 ALLOWABLE MMENT IMBALANCE = 1000.0 NUMBER OF SLICES = 10 SLICE DATA X Y 111.20 200.00 126.20 188.10 146.70 169.90 152.00 169.40 175.70 168.80 202.00 167.50 230.00 166.40 261.00 165.00 286.50 163.60 311.50 161.90 332.00 161.20 U CEE .oo .oo .oo 200.00 .oo 200.00 .oo 150.00 .oo 150.00 .oo 150.00 .oo 150.00 .oo 150.00 .oo 150.00 .oo 150.00 .oo 150.00 PHEE .oo 25.00 25.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 GUP .oo 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No.47 ITERA F THETA EXCESS EXCESS TION - DEGREES FORCE MOMENT 1 3.000 20.0 -6302.3 -987141.1 2 2.853 14.3 -4849.9 -788160.3 3 2.659 8.5 -1720.9 -336037.7 - : 2.595 2.596 8.3 8.4 44.3 .O 7538.1 3.3 - FS = 2.5965 AFTER 5 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION PORE l NORMAL FORCE X Y ANGLE PRESSURE l M A G N I T U D E SHEAR (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS 0 : 3 4 2 7 ii 10 - 111.20 126.20 146.70 152.00 175.70 202.00 230.00 261.00 286.50 311.50 332.00 - SLICE - : 3 4 - i ii 9 10 - - - - - 200.00 188.10 169.90 169.40 168.80 167.50 166.40 165.00 163.60 161.90 161.20 200. 200. 150. 150. 150. 150. 150. 150. 150. 150. CENTER OF MOMENTS XCG YCG 121.20 192.07 137.93 177.69 149.36 169.65 163.89 169.10 188.94 168.15 216.08 166.95 245.06 165.72 273.18 164.33 297.57 162.85 318.33 161.67 25.00 25.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S POINT,Y (POUNDS) w*cos(ALPHA) TOTAL 200.00 11156. 1.233 563. 200.00 53813. 1.384 2032. 200.00 20107. 1.000 3761. 200.00 91541. 1.009 3894. 200.00 104707. 1.005 3990. 200.00 115675. 1.006 4150. 193.36 120047. 1.005 3885. 185.30 79777. 1.004 3132. 172.49 50447. 1.003 2015. 161.20 13568. 1.015 671. .oo 10779. .oo 55713. .oo 20021. .oo 92313. .oo 105059. .oo 116292. .oo 120556. .oo 79990. .oo 50500. .oo 13768. 10779. 55713. 20021. 92313. 105059. 116292. 120556. 79990. 50500. 13768. 178. 442. 366. 377. 384. 398. 376. 314. 223. 113. - - Plate No. 48 I I I I I I I I I I I I I I I I I I 392.5 343.0 293.4 F 5 0 % g 243.8 194.3 144.7 PHI LAYER (ded 1 200.0 25.0 2 150.0 12.0 198.3 X COORDINATE 297.4 396.5 - - - - - l It****t.~.t***t******2**tt***~~~~~~~~*~~*~~~~~~ l z * SLOPE STABILITY ANALYSIS l z * * FOR NON-CIRCULAR SLIP SURFACE * l l .**a******* s L 0 p E 8 R G t*tt******** t * * PORTIONS (C) COPYRIGHT 1985, 1986 * l l l GEOSOPT * l t l ALL RIGHTS RESERVED * * l t****t*******~lt***tt*tl**t*ttt***~~~*~~~~~**~~~~~~~ - "PALOMAR OARS, SECTION F, F72 I, - NUMBER OF SLOPE POINTS 8 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES - X Y .oo 290.00 20.00 279.40 - 100.00 209.80 222.00 209.80 290.60 184.00 - 332.00 161.20 368.50 144.70 396.50 145.00 - - CASE NO. = 1 ALLOWABLE FORCE IMBALANCE = 100.0 ALLOWABLE MOMRNT IMBALARCE = 1000.0 NUMBER OF SLICES - SLICE DATA X - 161.00 209:80 184.40 196.20 207.80 182.00 232.00 165.90 -- 261.00 165.00 286.50 163.60 311.50 161.90 .- 322.00 161.20 = 7 U CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo -00 .oo .oo .oo .oo .oo .oo .oo .oo .oo "1.C.. &I^ an - ITERA F THETA EXCESS EXCESS TION DEGREES FORCE MOMENT 1 3.000 20.0 -52806.9 -13514990.0 2 2.500 20.2 -41993.9 -10733350.0 - 3 2.000 20.5 -25816.3 -6554635.0 1.500 22.6 1.495 16.8 - 6 1.491 14.0 7 1.491 14.7 FS * 1.4909 AFTER 7 ITI -SLICE SLIP SURFACE COHESION X Y (PSF) ( - 0 161.00 209.80 1 184.40 196.20 200. 2 207.80 182.00 200. - 3 232.00 165.90 200. 4 261.00 165.00 150. 5 286.50 163.60 150. 6 311.50 161.90 150. 7 322.00 161.20 150. - SLICE - - : 3 4 - z 7 1263.8 632376.3 185.2 121723.9 4.5 3412.0 .O 2.9 ERATIONS FRICTION PORE l NORMAL FORCE ANGLE PRESSURE + 24 A G N I T U D E DEGREES) (PSF) l TOTAL EFFECTIVE 25.00 .oo 17448. 17440. 336. 25.00 .oo 54905. 54905. 762. 25.00 .oo 93694. 93694. 1142. 12.00 .oo 131363. 131363. 746. 12.00 .oo 84938. 84938. 575. 12.00 .oo 51950. 51950. 396. 12.00 .oo 10908. 10908. 248. CENTER OF MOMENTS SURFACE XCG YCG POINT,Y 176.60 200.73 209.80 197.44 188.29 209.80 220.63 173.46 206.04 245.81 165.47 195.13 273.08 164.34 185.54 297.55 162.85 172.49 316.20 161.59 166.71 WEIGHT (POUNDS) N(TOTAL)/ NORMAL STRESS ON S W*COS(ALPHA) TOTAL 19890. 1.015 645. 60548. 1.061 2006. 102758. 1.095 3223. 127367. 1.032 4528. 82994. 1.025 3326. 50831. 1.024 2073. 10564. 1.035 1037. SHEAR STRESS - - - - - Plate No. 51 I I I I I I I 1 I I I I I I I I I I 243.8 PHI LAYER (d-d 1 200.0 25.0 2 150.0 12.0 I I I I I I I I I .O 99.1 198.3 297.4 396.5 X COORDINATE - - - - - - ~~+*****C*t*~********~***t+*+tl2tt~~**~ I * l SLOPE STABILITY ANALYSIS l l * l FOR NON-CIRCULAR SLIP SURFACE * t l l t.**+t**** SLOPE8RG I.****+***** t t t PORTIONS (C) COPYRIGHT 1985, 1986 l c * + GEOSOFT l * * t ALL RIGHTS RESERVED l * * *2t+****t2****t****tttl****2*************~~~~ -"PALOMAR OARS, SECTION F, F73 - -. - - - - - .- - NUMBER OF SLOPE POINTS 8 NUMBER OF TRIAL SLIP SURFACES 1 SLDPE POINTS COORDINATES X .oo 290Yoo 20.00 279.40 111.20 200.00 240.00 200.00 290.60 184.00 332.00 161.20 368.50 144.70 396.50 145.00 CASE NO. = I ALLOWABLE FORCE IMBALANCE = 100.0 ALLOWABLE MOMRNT IMRALANCE = 1000.0 NUMBER OF SLICES = 7 SLICE DATA 1711(00 2ooYoo 184.40 196.20 207.80 182.00 232.00 165.90 261.00 165.00 286.50 163.60 311.50 161.90 322.00 161.20 U CEE .oo .oo .oo 200.00 .oo 200.00 .oo 200.00 .oo 150.00 .oo 150.00 .oo 150.00 .oo 150.00 PHEE GUP .oo .oo 25.00 125.00 25.00 125.00 25.00 125.00 12.00 125.00 12.00 125.00 12.00 125.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 53 - ITERA TION : 3 4 5 6 7 - - - - - 11 12 13 14 15 16 17 18 :i 21 :: 24 fs5 27 28 29 30 - - - - - 31 33 34 35 - 36 3; 39 .- :: 42 - F 3.000 2.500 2.000 2.002 2.036 2.078 2.126 2.185 2.258 2.351 2.418 2.663 2.956 2.810 3.197 3.003 3.503 3.253 3.753 3.503 3.003 3.253 2.753 3.003 2.503 2.753 2.365 2.559 2.289 2.424 2.223 2.109 2.031 1.973 1.926 1.888 1.856 1.828 1.803 1.179 1.769 1.769 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 -28038.2 -7094810.0 20.4 -19431.4 -4890618.0 21.9 -6394.5 -1491424.0 27.6 -5194.2 -1180296.0 33.4 -4912.6 -1107073.0 39.1 -4674.6 -1040728.0 44.8 -4423.8 -963704.9 50.5 -4133.5 -863463.7 56.3 -3777.6 -721922.6 62.0 -3319.5 -505382.1 67.7 -2700.8 -140408.7 73.5 -1817.0 565021.1 79.2 -449.6 2292597.0 76.3 -1470.4 896435.8 82.1 375.0 4002072.0 79.2 -1008.9 1441714.0 84.6 1279.9 7077415.0 81.9 -457.7 2319854.0 85.6 1144.1 7415111.0 83.7 -78.1 3159128.0 81.0 1130.3 5180332.0 82.4 213.4 3715658.0 70.7 1778.8 5535957 * 0 80.5 582.6 4111099.0 75.6 2614.9 5673063.0 78.1 1028.6 4291154 .o 72.3 2541.4 4805716.0 75.2 1297.4 4069331.0 69.5 2093.6 3887879.0 72.3 1370.3 3669612.0 66.6 1824.6 3286404.0 60.9 1706.1 2622948.0 55.1 1506.6 2076819.0 49.4 1296.6 1639059.0 43.7 1090.8 1280716.0 37.9 891.7 979517.7 32.2 698.1 719778.4 26.5 507.2 490366.0 20.8 315.5 283104.5 15.0 116.5 91468.2 12.4 4.8 2793.0 12.3 .O 1.9 FS = 1.7692 AFTER 42 ITERATIONS - Plate No. 54 SLICE - 0 1 2 - 3 l 6 7 - SLIP SURFACE X Y 171.00 200.00 184.40 196.20 207.80 182.00 232.00 165.90 261.00 165.00 286.50 163.60 311.50 161.90 322.00 161.20 SLICE .- - - - - COHESION FRICTION PORE l NORMAL FORCE ANGLE PRESSURE * M A G N I T U D E SHEAR (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS 200. 25.00 .oo 2969. 2969. 169. 200. 25.00 .oo 29230. 29230. 395. 200. 25.00 .oo 73785. 73785. 782. 150. 12.00 .oo 115532. 115532. 563. 150. 12.00 .oo 80865. 80865. 465. 150. 12.00 .oo 51044. 51044. 330. 150. 12.00 .oo 10761. 10761. 208. CENTER OF MOMENTS SURFACE XCG YCG POINT,Y 179.93 197.47 200.00 198.64 187.56 200.00 221.15 173.12 200.00 246.06 165.46 193.36 273.18 164.33 185.30 297.57 162.85 172.49 316.20 161.59 166.71 WEIGHT N(TOTAL)/ (POUNDS) W*COS(ALPHA) NORMAL STRESS TOTAL 3183. .970 213. 31883. 1.072 1068. 78801. 1.125 2539. 113208. 1.021 3982. 79777. 1.015 3166. 50447. 1.014 2037. 10564. 1.021 1023. ON S - - - - - - - Plate No. 55 I I I I I I I I I I I I I 392.5 343.0 293.4 P 2 ii E g 243.8 194.3 144.7 I I I I I LAYER PHI (ded 1 200.0 25.0 2 150.0 12.0 .O 99.1 198.3 X COORDINATE 297.4 396.5 - - - l *.*tt*~********tl~2~~~~~~~~~~~~*~~*~~~~~~*~~ z l t SLOPE STASILITY ANALYSIS l l l t FOR NON-CIRCULAR SLIP SURFACE l l l l *tat****** S ,, 0 p E 8 R G ****et*****. l l t PORTIONS (C) COPYRIGHT 1985, 1986 * l l t GEOSOFT z l l t ALL RIGHTS RESERVED t l l t***t2***t***t******t********tC*********~~~~~ - I - - PALOMAR OARS, SECTION I, 1.07' NUMBER OF SLDPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X .oo 2lOYOO 20.00 206.00 35.00 200.00 50.00 190.00 72.00 180.00 102.00 170.00 134.00 160.00 161.00 150.00 184.00 140.00 200.00 140.00 CASE NO. = 1 .- .- ALLOWABLE FORCE IMRALANCE = 100.0 ALLOWABLE MOHRNT IMBALANCE = 1000.0 NUMBER OF SLICBS = 11 SLICE DATA 36X30 Y 199.20 45.00 189.80 52.30 181.90 60.20 173.70 67.90 165.20 75.00 151.40 84.90 156.80 91.80 156.50 105.90 155.60 120.00 154.80 134.00 154.00 151.50 153.10 u CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo rs, . .* - ITERA F THETA EXCESS EXCESS - TION DEGREES FORCE MOMENT : 3.000 2.500 20.0 20.2 -17360.6 -12409.7 -3346483.0 -2389838.0 .- 3 2.000 21.2 -4890.3 -928293.4 4 1.710 15.4 -69.6 -54269.5 2 1.740 18.9 13.1 2971.8 - 1.740 18.9 .O .2 FS = 1.7397 AFTER 6 ITERATIONS - SLICE SLIP SURFACE COHESION FRICTION PORE * NORMAL FORCE X Y ANGLE PRESSURE * M A G N I T U D E SHEAR .,- (PSF) (DEGREES) (PSF) * TOTAL EFFECTIVE STRESS 0 - t 3 - 4 5 6 7 - 8 9 10 - 11 36.30 199.20 45.00 189.80 52.30 181.90 60.20 173.70 67.90 165.20 75.00 157.40 84.90 156.80 91.80 156.50 105.90 155.60 120.00 154.80 134.00 154.00 151.50 153.10 - SLICE - 2' 3 4 i ; 9 10 11 CENTER OF XCG SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS POINT,Y (POUNDS) w*cos(ALPHA) TOTAL 42.16 192.87 193.33 1921. 49.05 185.41 188.95 4831. 56.57 177.46 185.36 9242. 64.28 169.20 181.86 13633. 71.60 161.13 179.00 16979. 79.84 157.11 175.70 25059. 88.29 156.65 173.40 15439. 98.56 156.07 168.78 26509. 112.58 155.22 164.38 20054. 126.46 154.43 160.00 13628. 140.21 153.68 153.52 7020. 200. 25.00 200. 25.00 200. 25.00 200. 25.00 200. 25.00 200. 25.00 150. 12.00 150. 12.00 150. 12.00 150. 12.00 150. 12.00 .oo .oo .oo .oo .oo .oo :o”i .oo .oo .oo 1111. 3955. 8051. 12203. 15399. 26897. 15976. 27233. 20754. 14211. 7605. .851 1.206 1.255 1.333 1.347 1.075 1.036 1.029 1.037 1.045 1.085 1111. 3955. 8051. 12203. 15399. 26897. 15976. 27233. 20754. 14211. 7605. 368:: 707. 1064. 1460. 2712. 2313. 1927. 1470. 1013. 434. 138. 214. 304. 400. 506. 842. 369. 322. 266. 210. 139. ON S Plate No. 58 I I I I I I I I I I I I I I I I I I 265.0 240.0 215.0 90.0 1’ 11 140.0 65.0 LAYER PHI (ded .O 50.0 100.0 150.0 200.0 X COORDINATE - - - - l **~ttttttt~*t~*****~~~..~~~~~~~~~~~~~~~~~~~* l * l SLOPE STABILITY ANALYSIS * l l t FOR NON-CIRCULAR SLIP SURFACE l + l **t*tt*ttt S L 0 p E 8 R G ~ttt-~~~: l l l PORTIONS (C) COPYRIGHT 1985, 1986 l l * t GEOSOFT t t l * ALL RIGHTS RESERVED t t l l *tt*ttttt*+t**t****~~~~~~~~~~~~~~~~~.~~**~~~ PALOMAR OARS, SECTION J, 5.12' NWBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X .oo 24O:OO 22.00 219.00 63.00 207.50 100.00 200.00 122.40 202.00 164.20 200.40 216.40 179.40 244.80 160.00 275.00 143.50 300.00 143.10 - CASE NO. = 1 - ALLOWABLE FORCE IMBALANCE = 100.0 .- ALLOWABLE MOMENT IMBALANCE = 1000.0 NUMBER OF SLICES - SLICE DATA 114x60 2ooYoo - 135.60 184.00 150.90 172.00 174.00 154.70 .- 185.90 154.20 211.70 152.80 239.50 151.40 - 263.80 150.00 = 7 U CEE .oo .oo .oo 200.00 .oo 200.00 .oo 200.00 .oo 150.00 .oo 150.00 .oo 150.00 .oo 150.00 PHEE GUP .oo .oo 25.00 125.00 25.00 125.00 25.00 125.00 12.00 125.00 12.00 125.00 12.00 125.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 60 - ITERA f THETA EXCESS TION DEGREES FORCE 3.000 20.0 -62135.1 - : 2.500 20.1 -52024.4 3 2.000 20.3 -36958.7 4 1.500 21.0 -12025.9 - 5 1.513 26.8 -10802.9 6 I.479 21.0 -10606.7 ; 1.436 1.384 21.0 15.3 -9551.0 -3024.5 - 9 1.312 15.3 235.9 10 1.320 17.0 9.1 11 1.321 17.0 .O - EXCESS MOMENT -14014200.0 -11727470.0 -8313889.0 -2618900.0 -2330020.0 -2290867.0 -2083975.0 -123209.9 -15819.9 1048.9 -. 8 FS = 1.3206 AFTER 11 ITERATIONS - SLICE SLIP SURFACE COHESION FRICTION X Y (P-1 PORE * NORMAL FORCE ANGLE PRESSURE l M A G N I T U D E SHEAR (DEGREES) (PSF) * TOTAL EFFECTIVE STRESS 0 114.60 1 135.60 - 2 150.90 3 174.00 4 185.90 - 5 211.70 6 239.50 7 263.80 - - SLICE 200.00 184.00 200. 172.00 200. 154.70 200. 154.20 150. 152.80 150. 151.40 150. 150.00 150. CENTER OF XCG MOMENTS YCG SURFACE POINT,Y WEIGHT (POUNDS) N(TOTAL)/ w*cos(ALPHA) NORMAL STRESS ON S TOTAL 128.11 109.70 201.49 22962. 1.062 735. 143.88 177.51 200.91 44374. 1.118 2007. 163.15 162.83 196.46 102025. 1.110 3140. 179.84 154.45 191.67 58925. 1.039 5133. 198.21 153.53 181.29 106362. 1.035 4252. 223.75 152.19 163.62 70736. 1.041 2641. 247.34 150.95 149.62 17981. 1.065 786. 25.00 .oo 19401. 19401. 411. 25.00 .oo 39033. 39033. 860. 25.00 .oo 90612. 90612. 1260. 12.00 .oo 61141. 61141. 940. 12.00 .oo 109876. 109876. 798. 12.00 .oo 73519. 73519. 539. 12.00 .oo 19122. 19122. 240. - _- I- - - Plate No. 61 I I I I I 1 I I I I I I I I I I I I 330.6 293.1 255.6 I@ 2 i5 E g 218.1 t 180.6 143.1 C PHI LAYER (PSf) (deg) 1 200.0 25.0 2 150.0 12.0 .O 75.0 150.0 225.0 300.0 X COORDINATE - - - - - - ,ttt~.tt~2******ttt*~~~.~~~~.~~.~.~~~~~*.~~~~ l l t SLOPE STABILITY ANALYSIS l l 1 l FOR NON-CIRCULAR SLIP SURFACE t t l t++t******* SLOPE8RG l **tat****** + * l PORTIONS (C) COPYRIGHT 1985, 1986 * l t t GEOSOFT * + t l ALL RIGHTS RESERVED l t l .*tt****t*ttt*21*lt2~~~~~~*~~~~~~~~~~~~~~~~~~ - ' PALOMAR OARS, SECTION J, 5.17' NUMBER OF SLOPE POINTS 10 -,- NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES - X .oo 24O:OO 22.00 219.00 63.00 207.50 - 100.00 200.00 122.40 202.00 164.20 200.40 - 216.40 179.40 244.80 160.00 275.00 143.50 300.00 143.10 - - CASE NO. = 1 - ALLOWABLE FORCE IKBALANCE = 100.0 ALLOWABLE MOl4ENT IMBALANCE = 1000.0 - NUMBER OF SLICES = 8 SLICE - 114x60 135.60 ..- 150.90 174.00 185.90 211.70 223.80 239.50 263.80 DATA 2ooYoo 184.00 172.00 154.70 154.20 152.80 152.10 151.40 150.00 U CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 250.00 35.00 125.00 .oo 250.00 35.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 63 ITERA - TION 1 2 3 - t 6 - ; 9 - 10 11 12 13 - 14 15 16 17 18 19 - 20 21 22 - 22: 25 26 - 27 :i 30 - :: 33 34 35 3; 38 F 3.000 2.500 2.000 2.035 2.109 2.198 2.303 2.433 2.597 2.815 3.119 3.573 4.073 3.573 3.823 3.323 3.573 3.073 3.323 2.823 3.073 2.573 2.823 2.403 2.613 2.286 2.450 2.189 2.319 2.107 1.965 1.864 1.787 1.725 1.675 1.632 1.601 1.600 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 -51698.7 -11530790.0 20.5 -38906.9 -8639219.0 22.3 -19045.2 -4055348.0 28.1 -17030.2 -3584445.0 33.8 -16432.2 -3439367 .O 39.5 -15816.9 -3278681.0 45.3 -15093.3 -3072626.0 51.0 -14198.5 -2790336.0 56.7 -13053.0 -2380418.0 62.4 -11535.0 -1741363.0 68.2 -9434.2 -636782.7 73.9 -6312.7 1641271.0 17.7 -4018.3 4000580.0 75.2 -2392.5 5505049 .o 76.5 -3620.2 4389631.0 73.5 -1585.6 5936353.0 75.0 -3101.4 4765277.0 71.5 -562.2 6338465.0 73.2 -2439.2 5112149.0 69.0 726.2 6685733.0 71.1 -1608.6 5407696.0 65.8 2340.2 6939564.0 68.5 -583.0 5618418.0 62.7 2891.4 6486549.0 65.6 305.2 5588820.0 59.9 2812.5 5793470.0 62.7 916.7 5354012.0 57.0 2715.6 5173279.0 59.9 1317.7 5011307.0 54.1 2600.8 4613194.0 48.4 2938.9 3876469.0 42.7 2798.4 3087715.0 36.9 2422.3 2343016.0 31.2 1925.2 1664866.0 25.5 1356.5 1050353.0 19.8 727.1 487943.2 15.0 102.3 42466.7 14.7 .3 221.0 PS = 1.5997 AFTER 38 ITERATIONS _- - - - - Plate No. 64 -SLICE 0 : 3 4 5 - 6 i - SLIP SURFACE X Y 114.60 200.00 135.60 184.00 150.90 172.00 174.00 154.70 185.90 154.20 211.70 152.80 223.80 152.10 239.50 151.40 263.80 150.00 - SLICE - - - - _- - - - - - COHESION FRICTION PORE l NORMAL FORCE ANGLE PRESSURE l M A G N I T U D E (PSF) (DEGREES) (PSF) * TOTAL EFFECTIVE 200. 25.00 .oo 20230. 20230. 200. 25.00 .oo 40599. 40599. 200. 25.00 .oo 93940. 93940. 150. 12.00 .oo 60323. 60323. 150. 12.00 .oo 108474. 108474. 150. 12.00 .oo 39134. 39134. 250. 35.00 .oo 37520. 37520. 250. 35.00 .oo 20299. 20299. CENTER OF MOMENTS XCG YCG 128.11 189.70 143.88 177.51 163.15 162.83 179.84 154.45 198.21 153.53 217.50 152.46 230.89 151.78 247.34 150.95 SURFACE POINT,Y WEIGHT (POUNDS) N(TOTAL)/ w*cos(ALPHA) NORMAL STRESS TOTAL 201.49 22962. 1.108 766. 200.91 44374. 1.163 2088. 196.46 102025. 1.150 3255. 191.67 58925. 1.025 5065. 181.29 106362. 1.021 4198. 174.35 38369. 1.022 3229. 163.62 33819. 1.111 2387. 149.62 17981. 1.131 834. SHEAR STRESS 348. 734. 1074. 767. 652. 523. 1201. 521. ON S Plate No. 65 I I I I I I I I I I I I I I I I I I C PHI 330.6 ~ 293. 255. LAYER (PSf) (d-3) 1 200.0 25.0 2 150.0 12.0 3 250.0 35.0 .O 75.0 150.0 225.0 300.0 X COORDINATE - - - t*t~*~tt.*****l***t*~~~~~~~~*~~~~~~~~.~~~~~~~ l l + SLOPE STABILITY ANALYSIS t * l l FOR NON-CIRCULAR SLIP SURFACE c c l tttt******* SLOPEBRG l *+t**t***tt t l l PORTIONS (C) COPYRIGHT 1985, 1986 l t l l GEOSOFT * l + l ALL RIGHTS RESERVED t l + +**t2+**t~t~t*******~~~~~*~~~~~~*~~~~~.~.*~~~ - ' PALOMAR OARS, SECTION J, J.19' NUXBER OF SMPE POINTS 10 - NUBBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES - X .oo 24O:OO 22.00 219.00 - 63.00 207.50 100.00 200.00 122.40 202.00 164.20 200.40 - 216.40 179.40 244.80 160.00 275.00 143.50 - 300.00 143.10 - CASE NO. = 1 ALLOWABLE FORCE IMBALANCE = 100.0 ALLOWABLE MOMENT IBBALANCE = 1000.0 NUMBER OF SLICES = 8 SLICE - 114:SO 135.60 .- 150.90 174.00 185.90 - 211.70 213.80 239.50 263.80 - DATA 2OOYOO 184.00 172.00 154.70 154.20 152.80 152.60 151.40 150.00 U CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 250.00 35.00 125.00 .oo 250.00 35.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 67 - ITERA - TION 1 - : ; 6 - F THETA EXCESS EXCESS DEGREES FORCE MOMENT 3.000 20.0 -46032.3 - .10217380.0 2.500 20.9 -31710.7 -6973668.0 2.000 25.8 -7482.2 -1118477.0 1.877 20.1 -4619.6 -700735.9 1.746 14.3 -170.6 -66115.6 1.748 14.8 .6 452.2 FS = 1.7482 AFTER 6 ITERATIONS .- 9LICE SLIP SURFACE COHESION FRICTION PORE * NORMAL FORCE X Y ANGLE PRESSURE * M A G N I T U D E SHEAR EFFECTIVE STRESS - (PSF) (DEGREES) (PSF) l TOTAL 0 114.60 1 135.60 .- 2 150.90 3 174.00 4 185.90 - 5 211.70 6 213.80 7 239.50 8 263.80 -. 200.00 184.00 172.00 154.70 154.20 152.80 152.60 151.40 150.00 200. 25.00 .oo 20514. 20514. 322. 200. 25.00 .oo 41044. 41044. 677. 200. 25.00 .oo 94850. 94850. 991. 150. 12.00 .oo 60160. 60160. 700. 150. 12.00 .oo 108191. 108191. 595. 150. 12.00 .oo 7424. 7424. 514. 250. 35.00 .oo 70488. 70488. 1240. 250. 35.00 .oo 20083. 20083. 473. - SLICE CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL - 1 128.11 189.70 201.49 22962. 1.123 777. 2 143.88 177.51 200.91 44374. 1.176 2111. 3 163.15 162.83 196.46 102025. 1.161 3287. - 4 179.84 154 '. - - - - - 6' 198.21 153 212.75 152 7 224.98 152 8 247.34 150 45 191.67 58925. 1.022 5051. 53 181.29 106362. 1.019 4187. ii 180.45 163.62 64357. 7394. 1.009 1.096 3519. 2740. 95 149.62 17981. 1.119 825. ‘. - - Plate No. 68 I I I I I I I I / I \ I I I I I I 330.6 293.1 255.6 P s 0 f5 g 218.1 > 180.6 143.1 PHI LAYER (ded 1 200.0 25.0 2 150.0 12.0 3 250.0 35.0 .O 75.0 150.0 225.0 300.0 X COORDINATE - - - - - ~***tt~+lt~*t*~2t***.~~~*~~~~~~~~~.~~**~~~~~. t 1 l SLOPE STABILITY ANALYSIS l l * * FOR NON-CIRCULAR SLIP SURFACE * t t t**t*ttt.** SLOPEERG t.+ttt.**t+t l 1 t PORTIONS (C) COPYRIGHT 1985, 1986 l 1 l t GEOSOFT l * + l ALL RIGHTS RESERVED * t l ~tttt~**.ttt*.**++******+*******t*et*t**~~~~* - - - - - - - - - .- - ' PALOFLAR OARS, SECTION J, 5.20' NUXBER OF SLOPE POINTS 6 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X .oo 24OYOO 22.00 219.00 40.00 212.00 263.80 150.00 275.00 143.50 300.00 143.10 CASENO. = 1 ALLOWABLE FORCE IMBALANCE = ALLOWABLE MOMENT IRBALARCE 100.0 m 1000.0 NUMBER OF SLICES = 7 SLICE DATA X Y U CEE PHEE GUP 133.30 186.30 .oo .oo .oo .oo 135.60 184.00 .oo 200.00 25.00 125.00 150.90 172.00 .oo 200.00 25.00 125.00 174.00 154.70 .oo 200.00 25.00 125.00 185.90 154.20 .oo 150.00 12.00 125.00 211.70 152.80 .oo 150.00 12.00 125.00 239.50 151.40 .oo 150.00 12.00 125.00 263.80 150.00 .oo 150.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No.70 ITERA - TION : 3 - 4 - F THETA EXCESS EXCESS DEGREES FORCE MOMENT 3.000 20.0 -13819.5 -3038945.0 2.500 20.7 -9112.5 -1986371.0 2.000 24.1 -1831.5 -293419.8 1.928 18.3 -1292.5 -212899.0 1.840 12.6 -296.3 -62940.9 1.827 12.9 1.4 585.7 FS = 1.8274 AFTER 6 ITERATIONS -SLICE - 0 : - 3 4 _- z 7 - SLIP SURFACE X Y 133.30 186.30 135.60 184.00 150.90 172.00 174.00 154.70 185.90 154.20 211.70 152.80 239.50 151.40 263.80 150.00 SLICE .- : 3 4 - 2 7 COHESION FRICTION PORE l NORMAL FORCE ANGLE PRESSURE l N A G N I T U D E SHEAR (PSF) (DEGREES) (PSF) * TOTAL EFFECTIVE STRESS 200. 25.00 00 200. 25.00 :oo 90::: 90::: 200. 25.00 .oo 39485. 39485. 150. 12.00 .oo 28485. 28485. 150. 12.00 .oo 47598. 47598. 150. 12.00 .oo 30200. 30200. 150. 12.00 .oo 8510. 8510. CENTER OF MOMENTS XCG YCG 134.92 184.68 145.08 176.56 163.87 162.28 179.80 154.46 197.95 153.55 223.88 152.19 247.60 150.93 SURFACE POINT,Y WEIGHT N(TOTAL)/ (POUNDS) W*COS(ALPHA) NORMAL STRESS TOTAL 185.52 218. 153 7. 181.28 10320. 1:112 465. 174.88 42525. 1.160 1368. 171.58 27934. 1.021 2392. 164.43 46786. 1.019 1842. 156.73 29477. 1.026 1085. 150.00 8098. 1.053 350. 111. 228. 459. 360. 296. 208. 123. ON S - - - - - Plate No. 71 330.6 293.1 255.6 218.1 LAYER (PZf) cd:; 1 200.0 25.0 2 150.0 12.0 X COORDINATE I 1 I I I I I I I I I I I I I I I I I - - - - - t**+t+~*~*l*tt~*2t~C~~~~~~~~~~~~~~~~~~~*~~~~* t * . SLOPE STABILITY ANALYSIS l l l c FOR NON-CIRCULAR SLIP SURFACE l t l tt*.*tt**** S L 0 p E 8 R G ***h,**ttt** . * t PORTIONS (C) COPYRIGHT 1985, 1986 l l * * GEOSOFT l l z l ALL RIGHTS RESERVED t z l tt*t2tl*tt**********~~~~~~~~~**~~~~*..*~~~~~~ - ' PALOMAR OAKS, SECTION K, K.17' - NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 - SLOPE POINTS COORDINATES X .oo - 36.00 70.00 108.50 149.00 - 193.50 237.50 285.00 - 331.00 364.00 - CASE NO. - 280'00 274.50 266.00 250.00 235.00 223.00 197.00 171.50 149.00 148.00 I 1 ALLOWABLE FORCE IKMLANCE = 100.0 ALLOWABLE MOPIENT IMBALANCE = 1000.0 NUMBER OF SLICES = 7 - SLICE DATA X 236:20 U CEE PHEE GUP 139.00 .oo .oo .oo .oo - 166.20 213.00 .oo 200.00 25.00 125.00 194.40 190.00 .oo 200.00 25.00 125.00 224.50 164.50 .oo 200.00 25.00 125.00 230.00 164.50 .oo 150.00 12.00 125.00 255.00 163.00 .oo 150.00 12.00 125.00 281.00 161.80 .oo 150.00 12.00 125.00 -00 150.00 12.00 125.00 .-- 308.50 160.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 73 - ITERA F THETA EXCESS EXCESS - TION DEGREES FORCE MOMENT : 2.500 3.000 20.0 -109781.4 -28628420.0 20.0 -97711.1 -25494330.0 3 - 2.000 19.9 -79863.0 -20837640.0 4 1.500 19.6 -50758.3 -13271160.0 5 1.000 19.2 5258.1 1170425.0 6 1.037 21.6 251.2 15165.3 - 7 1.041 22.6 6.0 923.9 FS = 1.0415 AFTER 7 ITERATIONS - iLICE SLIP SURFACE COHESION FRICTION PORE l .- - - - - - - X Y ANGLE PRESSURE l M A (PSF) (DEGREES) (PSF) l TO 0 139.00 236.20 1 166.20 213.00 200. 25.00 .oo 2 194.40 190.00 200. 25.00 .oo 3 224.50 164.50 200. 25.00 .oo 1 4 230.00 164.50 150. 12.00 .oo NORMAL FORCE ,GNITUDE SHEAR TAL EFFECTIVE STRESS 23085. 23085. 481. 72804. 72804. 1068. 13780. 113780. 1483. 29330 * 29330. 1232. 5 255.00 163.00 150. 12.00 .oo 102504. 102504. 979. 6 281.00 161.80 150. 12.00 .oo 64309. 64309. 648. 7 308.50 160.00 150. 12.00 .oo 22821. 22821. 313. SLICE CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL ; 155.99 181.72 200.34 221.71 222.47 230.36 87825. 29515. 1.028 1.070 2001. 646. 3 209.98 176.80 204.68 136673. 1.091 2884. 4 227.21 164.50 201.43 26508. 1.106 5333. z 241.67 266.48 163.80 162.47 187.61 173.65 59236. 96152. 1.068 1.067 4093. 2471. 7 290.17 161.20 160.01 20372. 1.123 828. - - - - - - - Plate No. 74 375.5 330.0 LAYER (ptf) (d;g; 1 200.0 25.0 2 150.0 12.0 284.5 _I F 2 0 OL 8 239.0 - > 148.0 I I I I I I I I X COORDINATE I I I I I I I I I I I I I I I I I I - - - - - l ttt***tt*t*****~*t*~~~~~~~~~~~~~~~~~~~**.~~~ l * * SLOPE STABILITY ANALYSIS e + t t FOR NON-CIRCULAR SLIP SURFACE 1 l l l **t***tt** SLOPEBRG *+tt******tt l l l PORTIONS (C) COPYRIGHT 1985, 1986 * t l l GEOSOFT t l l t ALL RIGHTS RESERVED * t l tt**t+~*t*tl******t*+****t*****tt*tt**tt~~~~~ - ' PALOMAR OARS, SECTION K, K. 18' _- NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 - SMPE POINTS ORDINATES X .oo 2801fOO 36.00 274.50 - 70.00 266.00 108.50 250.00 149.00 235.00 - 193.50 223.00 237.50 197.00 285.00 171.50 331.00 149.00 - 364.00 148.00 - CASE NO. = 1 - ALLDWARLE FORCE IMEIALANCE = 100.0 ALLOWARLEMOl@?NT IMBALANCE = 1000.0 - NUMBER OF SLICES = 8 - SLICE X 108.50 136.70 165.00 190.10 221.00 - 230.00 255.00 281.00 - 308.50 DATA 25O:OO 228.80 207.00 188.10 164.50 164.50 163.00 161.80 160.00 U CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 76 - ITERA F - TION 1 3.000 2 2.500 3 .-. 2.000 4 1.500 5 1.000 6 1.060 7 1.066 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 -127478.1 -33129120.0 20.0 -112939.7 -29353420.0 20.0 -91413.9 -23764920.0 19.9 -56244.8 -14643060.0 19.4 11665.9 2863897.0 20.6 680.0 120271.2 21.6 9.7 361.5 FS = 1.0664 AFTER 7 ITERATIONS - SLICE SLIP SURFACE COHESION FRICTION PORE l NORMAL FORCE X Y ANGLE PRESSURE l M A G N I T U D E SHEAR (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS 0 : 3 t 6 7 - 8 108.50 250.00 136.70 228.80 165.00 207.00 190.10 188.10 221.00 164.50 230.00 164.50 255.00 163.00 281.00 161.80 308.50 160.00 200. 25.00 .oo 14700. 14700. 370. 200. 25.00 .oo 50643. 50643. 807. 200. 25.00 .oo 78892. 78892. 1285. 200. 25.00 -00 127801. 127801. 1625. 150. 12.00 .oo 48906. 48906. 1224. 150. 12.00 .oo 101921. 101921. 952. 150. 12.00 .oo 63872. 63872. 630. 150. 12.00 .oo 22604. 22604. 304. - SLICE CENTER OF UOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL - 1 127.30 2 152.62 _- 3 178.40 t 205.97 225.40 6 241.67 ii 266.48 290.17 235.87 239.56 18957. .970 417. 216.54 230.69 60917. 1.049 1418. 196.91 223.92 93344. 1.058 2511. 175.98 206.75 150767. 1.067 3287. 164.50 201.43 44540. 1.098 5434. 163.80 187.61 96152. 1.062 4070. 162.47 173.65 59236. 1.079 2454. 161.20 160.01 20372. 1.112 820. - - Plate No. 77 I I I I I I I I I I I I I I I I I I 330.0 284.5 k 2 E E g 239.0 C PHI LAYER (PSf) (de91 1 200.0 25.0 2 150.0 12.0 .O 91.0 182.0 273.0 364.0 X COORDINATE - - - - - - - - .- - .- .~~ - - - .- - l Z*t,~,t~*t*****~~t*.*~~~~~*~~~*~~~~~~~~~~~~* l l 1 SLOPE STABILITY ANALYSIS l l l t FOR NON-CIRCULAR SLIP SURFACE l l l +*t+*t**tt* S L 0 p E 8 R G .*****2**+** + * t PORTIONS (C) COPYRIGHT 1985, 1986 + t t t GEOSOFT t t l i ALL RIGHTS RESERVED l * l l *t**~C**l~ttt**t~**~~~~~~~~~~~~~.~~~~~~~~,~~ - ' PALOMAR OAKS, SECTION K, K.27' NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X .oo 36.00 70.00 108.50 149.00 193.50 237.50 285.00 331.00 364.00 CASE NO. = 1 28OflOO 274.50 266.00 250.00 235.00 223.00 197.00 171.50 149.00 148.00 ALLOWABLE FORCE IHBALANCE = ALLOWABLE MOMENT IMBALANCE NIMBER OF SLICES = 8 100.0 = 1000.0 SLICE DATA X Y U 139.00 166.20 194.40 224.50 230.00 248.50 255.00 281.00 308.50 236.20 213.00 190.00 164.50 164.50 163.10 163.00 161.80 160.00 CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 250.00 35.00 125.00 .oo 250.00 35.00 125.00 .oo 250.00 35.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 79 ITERA F THETA - TION DEGREES : 3.000 2.500 20.0 20.0 - 3 2.000 19.8 4 1.500 19.2 5 1.462 21.8 6 1.456 21.0 - 7 1.456 21.0 EXCESS FORCE -90087.9 -73541.1 -48653.3 -7224.3 219.8 6.9 .O FS = 1.4556 AFTER 7 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION PORE l NORMAL FORCE X Y ANGLE PRESSURE l M A G N I T U D E .- (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE 0 139.00 1 166.20 - 2 194.40 3 224.50 4 230.00 - 5 248.50 6 255.00 7 281.00 8 308.50 - 236.20 213.00 190.00 164.50 164.50 163.10 163.00 161.80 160.00 - SLICE - ; 3 - 4 2 7 8 - - - - - - CENTER OF MOMENTS SURFACE WEIGHT XCG YCG POINT,Y (POUNDS) 155.99 221.71 230.36 181.72 200.34 222.47 209.98 176.80 204.68 227.21 164.50 201.43 238.83 163.83 191.09 251.68 163.05 187.61 266.48 162.47 173.65 290.17 161.20 160.01 1 29515. 87825. L36673. 26508. 75071. 21369. 59236. 20372. 200. 25.00 .oo 24698. 24698. 200. 25.00 .oo 76615. 76615. 200. 25.00 .oo 119880. 119880. 150. 12.00 .oo 28309. 28309. 150. 12.00 .oo 77100. 77100. 250. 35.00 .oo 26275. 26275. 250. 35.00 .oo 71067. 71067. 250. 35.00 .oo 25129. 25129. EXCESS MOMENT -23499800.0 -19189960.0 -12715780.0 -2024842.0 147800.8 3815.8 2.5 SHEAR STRESS N(TOTAL)/ NORMAL STRESS w*cos(ALPHA) TOTAL 1.100 691. 1.126 2105. 1.150 3039. 1.068 5147. 1.030 4156. 1.230 4042. 1.201 2730. 1.236 912. 359. 812. 1111. 855. 710. 2116. 1485. 610. ON S Plate No. 80 I I I 1 I I I I I I I I I I I I I I 375.5 330.0 284.5 w 3 E E 0 239.0 0 193.5 -I PHI LAYER (deg) 1 200.0 25~0 2 150.0 12.0 3 250.0 35.0 i 48.0 X COORDINATE - - ~*tt~~t~~~*t~***t~**~~~~~~~~*~~~~~*~~~*~~~~~~ l * l SLOPE STABILITY ANALYSIS l + l l FOR NON-CIRCULAR SLIP SURFACE l t l t*********t SLOPEBRG *tt*****t*t* l l * PORTIONS (C) COPYRIGHT 1985, 1986 l * l * GEOSOFT l l l 1 ALL RIGHTS RESERVED z t l l *~*t***t+Ct+******t~*~~~~*~~~***~~~.~~~*~~~~ - ' PALOMAR OAKS, SECTION K, K.28’ NUMBER OF SLOPE POINTS 10 - NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES - X .oo 2BO:OO 36.00 274.50 70.00 266.00 - 108.50 250.00 149.00 235.00 193.50 223.00 - 237.50 197.00 285.00 171.50 331.00 149.00 - 364.00 148.00 - CASE NO. = 1 - ALLOWABLE FORCE IMmLANCE = 100.0 ALLOWAELE HORENT IMEALANCE = 1000.0 - NUMBER OF SLICES = 9 SLICE DATA - X 108.50 250Yoo 136.70 228.80 .~ 165.00 207.00 190.10 188.10 221.00 164.50 230.00 164.50 248.50 163.10 255.00 163.00 281.00 161.80 ..- 308.50 160.00 IJ CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 -00 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 250.00 35.00 125.00 .oo 250.00 35.00 125.00 .oo 250.00 35.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 82 - ITERA - TION 1 2 ,- 3 4 5 .- 6 7 F 3.000 2.500 2.000 1.500 1.415 1.416 1.416 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 - .107784.6 -28000500.0 20.0 -88741.6 -23055760.0 20.0 -60102.5 -15622190.0 19.8 -12141.9 -3202647.0 20.8 728.9 244464.1 20.3 2.8 2311.8 20.3 .O .7 FS = 1.4162 AFTER 7 ITERATIONS - SLICE SLIP SURFACE - - - - - - - - .- - - - X Y 0 108.50 250.00 1 136.70 228.80 2 165.00 207.00 3 190.10 188.10 4 221.00 164.50 5 230.00 164.50 6 248.50 163.10 7 255.00 163.00 8 281.00 161.80 9 308.50 160.00 COHESION FRICTION PORE l NORMAL FORCE ANGLE PRESSURE l M A G N I T U D E (PSF) (DEGREES) (PSF) * TOTAL EFFECTIVE 200. 25.00 .oo 15538. 15538. 286. 200. 25.00 .oo 52844. 52844. 628. 200. 25.00 .oo 81967. 81967. 1000. 200. 25.00 .oo 132792. 132792. 1266. 150. 12.00 .oo 47534. 47534. 899. 150. 12.00 .oo 77114. 77114. 730. 250. 35.00 .oo 26232. 26232. 2172. 250. 35.00 .oo 70944. 70944. 1524. 250. 35.00 -00 25069. 25069. 626. SLICE CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL i 127.30 235.87 152.62 216.54 3 178.40 196.91 205.97 175.98 225.40 164.50 238.83 163.83 251.68 163.05 266.48 162.47 290.17 161.20 239.56 18957. 1.025 230.69 60917. 1.095 223.92 93344. 1.099 206.75 150767. 201.43 44540. 1.108 1.067 191.09 75071. 1.030 187.61 21369. 1.228 173.65 59236. 1.199 160.01 20372. 1.233 SHEAR STRESS 440. 1479. 2609. 3415. 5282. 4156. 4035. 2726. 910. - .- Plate No. 83 I I I I I I ! I I I ! I I I I I I I 375.5 330.0 284.5 i 48.0 LAYER PHI (deg) 1 200.0 25.0 2 150.0 12.0 3 250.0 35~0 i 82.0 273.0 364.0 X COORDINATE - - - t*t~+t+t~.*.**t~*t~t~.~~~~*~~~.~~~~*..~*~~~~~ z l l SLOPE STABILITY ANALYSIS l l l t FOR NON-CIRCULAR SLIP SURFACE l l * t***t***+*. SLOPEBRG **et***.**** * l l PORTIONS (C) COPYRIGHT 1985, 1986 l l l t GEOSOFT l l * t ALL RIGHTS RESERVED * t l t*t.*t**+**lt***tt*t*~~~~~~~~~~~~~*~.~~~~~~.~ - ' PALOMAR OAKS, SECTION K, K.29' NUMBER OF SLOPE POINTS 10 - NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES - X .oo 2BO:OO 36.00 274.50 70.00 266.00 - 108.50 250.00 149.00 235.00 193.50 223.00 237.50 197.00 285.00 171.50 331.00 149.00 - 364.00 148.00 - CASE NO. = 1 - ALLOWABLE FORCE IMEALANCE = 100.0 ALLOWABLE MOMENT INEALARCE = 1000.0 NUMEER OF SLICES = 9 SLICE DATA - lO8"50 25O:OO 136.70 228.80 165.00 207.00 190.10 188.10 221.00 164.50 230.00 164.50 238.50 163.70 255.00 163.00 281.00 161.80 308.50 160.00 U CEE .oo .oo .oo 200.00 .oo 200.00 .oo 200.00 -00 200.00 .oo 150.00 .oo 250.00 .oo 250.00 .oo 250.00 .oo 250.00 PHEE .oo 25.00 25.00 25.00 25.00 12.00 35.00 35.00 35.00 35.00 GUP .oo 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 85 ITERA - TlON 1 - : t 6 - 7 F 3.000 2.500 2.000 1.564 1.616 1.646 1.647 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 -94450.8 -24656790.0 19.8 -72655.9 -18994450.0 19.3 -40011.7 -10564770.0 13.6 -654.2 -1216389.0 19.3 120.9 -329243.8 22.1 117.3 36911.8 22.1 .O 39.1 FS = 1.6469 AFTER 7 ITERATIONS - SLICE SLIP SURFACE COHESION FRICTION PORE l NORM& FORCE X Y ANGLE PRESSURE l M A G N I T U D E - (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE 0 108.50 250.00 1 136.70 228.80 200. 25.00 .oo 15848. 15848. - 2 165.00 207.00 200. 25.00 .oo 53205. 53205. 3 190.10 188.10 200. 25.00 .oo 82305. 82305. 4 221.00 164.50 200. 25.00 .oo 133252. 133252. .~- 5 230.00 164.50 150. 12.00 .oo 47348. 47348. 6 238.50 163.70 250. 35.00 -00 41498. 41498. 7 255.00 163.00 250. 35.00 .oo 69672. 69672. 8 - 281.00 161.80 250. 35.00 .oo 70107. 70107. 9 308.50 160.00 250. 35.00 .oo 24756. 24756. SLICE CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W'COS(ALPHA) TOTAL 127.30 235.87 239.56 18957. 1.046 449. 152.62 216.54 230.69 60917. 1.102 1489. 178.40 196.91 223.92 93344. 1.104 2619. 205.97 175.98 206.75 150767. 1.112 3427. 225.40 164.50 201.43 44540. 1.063 5261. 234.17 164.11 196.46 37025. 1.126 4861. 246.36 163.37 187.61 59161. 1.179 4219. 266.48 162.47 173.65 59236. 1.185 2694. 290.17 161.20 160.01 20372. 1.218 898. SHEAR STRESS 249. 543. 863. 1092. 770. 2218. 1945. 1297. 534. Plate No. f3j 330.0 284.5 193.5 148.0 X COORDINATE LAYER 1 200.0 25.0 2 150.0 12.0 3 250.0 35.0 I I I I I I I I I I I I I I I I I I .- - - - - - ttt+*tl*Clt~~*.*t~**~~*~~~*.~~~~~~~*~~~~~.~~~ l l . SLOPE STABILITY ANALYSIS * l t l l FOR NON-CIRCULAR SLIP SURFACE l t l **t.***t** S L 0 p E 8 R G *.htt***tl*t t t l PORTIONS (C) COPYRIGHT 1985, 1986 l + 1 t GEOSOFT + z * l ALL RIGHTS RESERVED + t l C*t+~*tt*tt+*t***~***t*tt**t+t**~~~~~~~~~*~~~~~~ - ' PALOKAR OAKS, SECTION K, K.30' NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X - -00 28O:OO 36.00 274.50 70.00 266.00 - 108.50 250.00 149.00 235.00 193.50 223.00 - 237.50 197.00 285.00 171.50 331.00 149.00 364.00 148.00 - CASE NO. = I - ALLQUARLE FORCB IHBALANCE = 100.0 ALLOWARLE MOMENT IMRALANCE = 1000.0 - NUMBER OF SLICES = 8 SLICE DATA - 1391(00 236:20 166.20 213.00 194.40 190.00 _- 224.50 164.50 230.00 164.50 238.50 163.70 - 255.00 163.00 281.00 161.80 308.50 160.00 U CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 250.00 35.00 125.00 .oo 250.00 35.00 125.00 .oo 250.00 35.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo -00 .oo .oo .oo .oo .oo so0 .oo .oo .oo .oo .oo Plate No. 88 ITERA - TION : - 3 4 5 6 - 7 F 3.000 2.500 2.000 1.500 1.584 1.597 1.597 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 -83225.6 -21769690.0 19.9 -65249.6 -17085970.0 19.5 -38256.2 -10082080.0 16.5 4269.6 474805.4 21.3 566.0 75135.1 22.0 12.9 1958.8 22.0 .O 3.8 FS = 1.5971 AFTER 7 ITERATIONS - SLICE SLIP SURFACE COHESION FRICTION PORE * NORMAL FORCE X Y ANGLE PRESSURE l M A G N I T U D E - (PSF) (DEGREES) (P-1 l TOTAL EFFECTIVE 0 139.00 236.20 1 166.20 213.00 200. 25.00 .oo 24931. 24931. .- 2 194.40 190.00 200. 25.00 .oo 76900. 76900. 3 224.50 164.50 200. 25.00 .oo 120258. 120258. 4 230.00 164.50 150. 12.00 .oo 28232. 28232. .- 5 238.50 163.70 150. 12.00 .oo 37557. 37557. 6 255.00 163.00 250. 35.00 .oo 70030. 70030. 7 281.00 161.80 250. 35.00 .oo 70478. 70478. 8 308.50 160.00 250. 35.00 .oo 24905. 24905. - - - .- - - - - - - SLICE CENTER OF MOHENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL : 155.99 181.72 3 209.98 227.21 234.17 7" 246.36 266.48 8 290.17 221.71 230.36 29515. 1.110 697. 200.34 222.47 87825. 1.130 2113. 176.80 204.68 136673. 1.153 3048. 164.50 201.43 26508. 1.065 5133. 164.11 196.46 37025. 1.019 4399. 163.37 187.61 59161. 1.185 4240. 162.47 173.65 59236. 1.191 2708. 161.20 160.01 20372. 1.225 904. SHEAR STRESS 329. 742. 1015. 777. 679. 2016. 1344. 553. ON S - Plate No. 89 I I I I I I I I I I I I I I I I I I 375.5 330.0 284.5 P 5 E E 239.0 b 193.5 148.0 1 PHI LAYER (deg) 1 200.0 25.0 2 150.0 12.0 3 250.0 35.0 I I I I I I I I .O 91.0 182.0 273.0 364.0 X COORDINATE - l ~~*t*******t*tt*t**~~~~~~~~~~~~~~*~**~~~~~~~ l l t SLOPE STABILITY ANALYSIS z l * l FOR NON-CIRCULAR SLIP SURFACE t + l tt*+t****** S L, 0 p E 8 R G t*C*tt**t*** t * * PORTIONS (C) COPYRIGHT 1985, 1986 * l l l GEOSOFT l l t * ALL RIGHTS RESERVED t l l t**t*+***t*t2*~****~~~~~~~~~~~~~~~~~~~~~~~~~~ PALOMAR OAKS, SECTION K, K.32' NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES X Y -00 280.00 36.00 274.50 70.00 266.00 104.30 252.70 184.50 200.00 235.50 200.00 237.50 197.00 285.00 171.50 331.00 149.00 364.00 148.00 - CASE HO. = 1 - ALLOWABLE FORCE IMBALANCE = 100.0 ALLOWABLE MOMKNT IMRALARCE = 1000.0 - NUMBER OF SLICES = 6 SLICE DATA - 184x50 200'00 194.40 190.00 224.50 164.50 - 230.00 164.50 255.00 163.00 281.00 161.80 308.50 160.00 - [I CEE PHEE GUP .oo .oo .oo .oo -00 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo Plate No. 91 - ITERA - TION 1 : 4 - F THETA EXCESS EXCESS DEGREES FORCE MOMENT 3.000 20.0 -34402.8 -8671434.0 2.500 20.1 -27467.7 -6916790.0 2.000 20.4 -17114.3 -4289617.0 1.500 21.7 176.3 179417.6 1.473 16.3 49.6 18403.2 1.472 16.0 .O 72.3 FS = 1.4721 AFTER 6 ITERATIONS -SLICE SLIP SURFACE COHESION FRICTION PORE l NORMAL FORCE X Y ANGLE PRESSURE l M A G N I T U D E SHEAR (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS - 0 184.50 200.00 1 194.40 190.00 200. 25.00 .oo 4880. 4880. 246. 2 224.50 164.50 200. 25.00 .oo 76855. 76855. 753. - 3 230.00 164.50 150. 12.00 .oo 25630. 25630. 775. 4 255.00 163.00 150. 12.00 .oo 96160. 96160. 656. 5 281.00 161.80 150. 12.00 .oo 61257. 61257. 442. - 6 308.50 160.00 150. 12.00 .oo 21320. 21320. 214. SLICE CENTER OF MOMENTS SURFACE WEIGHT - - NORMAL STRESS ON S ,) TOTAL N(TOTAL)/ XCG YCG POINT,Y (POUNDS ) w*cos(ALPHA 2' 212.26 191.10 193.33 174.87 200.00 200.00 85597. 6187. 1.121 1.177 3 227.25 164.50 200.00 24406. 1.050 4 241.74 163.80 187.61 93914. 1.026 5 266.48 162.47 173.65 59236. 1.035 6 290.17 161.20 160.01 20372. 1.049 347. 1948. 4660. 3839. 2354. 774. - - - - - - Plate No. 92 I I I I I I I I I I I I I I I I I I I 375.5 330.0 LAYER PHI (d-d 1 200.0 25.0 2 150.0 12.0 284.5 1 F 5 E rY E 239.0 - > 148.0 I I I I I I I I .O 91.0 182.0 273.0 364.0 X COORDINATE - - - - - l t~~***tt*t***t+*tt*~~~~~~~~~~~~~~~~~~~~~~~~~ rt t l SLOPE STABILITY ANALYSIS * t t + FOR NON-CIRCULAR SLIP SURFACE t l * +t**tt**.t* SLOPESRG *****+I****** + e l PORTIONS (C) COPYRIGHT 1985, 1986 l l l t GEOSOFT t t t c ALL RIGHTS RESERVED * * l ~t**t****t**ttt*****~~~~~~~~~~~~.*~~~..~~~~~~ - "PALOMAR OARS, SECTION K, K33 11 - NUMBER OF SLOPE POINTS 8 NUMBER OF TRIAL SLIP SURFACES 1 - SLOPE POINTS COORDINATES X Y :oo 94.00 - 190.00 242.00 237.50 - 285.00 331.00 364.00 - 2SOIOO 258.00 195.00 195.00 197.00 171.50 149.00 148.00 CASE NO. = 1 - ALLOWABLE FORCE IMBALANCE = 100.0 ALLOWABLE MOMENT IMRALANCE = 1000.0 .- NUMBER OF SLICES = 7 SLICE DATA X Y - 190.00 195.00 200.00 186.70 214.00 175.00 224.50 164.50 230.00 164.50 255.00 163.00 281.00 161.80 - 308.50 160.00 U CEE PHEE GUP .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 200.00 25.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 .oo 150.00 12.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo -00 .oo .oo .oo .oo .oo .oo .oo Dl.+n Mr. (IA ITERA F TION -- 1 3.000 : 2.000 2.500 - 4 1.705 5 1.680 6 1.651 7 1.648 THETA EXCESS DEGREES FORCE 20.0 -22717.4 20.2 -16773.2 20.9 -7835.8 26.4 954.3 20.7 370.9 15.1 23.0 14.4 .3 FS = 1.6476 AFTER 7 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION X 0 190.00 .~- 1 200.00 2 214.00 3 224.50 4 230.00 5 255.00 6 281.00 7 308.50 - - Y 195.00 186.70 175.00 164.50 164.50 163.00 161.80 160.00 (PSF) 200. 25.00 .oo 4244. 4244. 214. 200. 25.00 .oo 22476. 22476. 470. 200. 25.00 .oo 31023. 31023. 713. 150. 12.00 .oo 21822. 21822. 603. 150. 12.00 .oo 87585. 87585. 542. 150. 12.00 .oo 60733. 60733. 392. 150. 12.00 .oo 21064. 21064. 190. EXCESS MOMENT -5699214.0 -4197472.0 -1921752.0 481676.2 204856.9 16239.3 137.2 PORE * NORMAL FORCE ANGLE PRESSURE l M A G N I T U D E SHEAR (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS SLICE CENTER OF MOMENTS SURFACE XCG YCG POINT,Y - : 207.96 196.67 189.47 180.04 195.00 195.00 219.61 169.39 195.00 - 4' 227.25 164.50 195.00 6" 266.48 242.05 163.78 162.47 173.65 187.61 7 290.17 161.20 160.01 WEIGHT N(TOTAL)/ (POUNDS) W*COS(ALPHA) NORMAL STRESS ON S TOTAL 5188. 1.063 327. 24763. 1.183 1232. 33141. 1.324 2089. 20969. 1.041 3966. 86102. 1.019 3497. 59236. 1.026 2333. 20372. 1.036 764. - - - - Plate No. 95 375.5 LAYER 1 2 PHI (ded 200.0 25.0 150.0 12.0 330.0 1 284.5 i P 2 s g 239.0 - > 193.5 - I I \ 148.0 I I I I I I I 1 .O 91.0 182.0 273.0 364.0 X COORDINATE I I I I ! I I I I I I I I I I I I -. - - .- - - - - - - - - - l *~**tl*t~*tt**t**~~tt++t*****tttt**t***~~*~~ * l * SLOPE STABILITY ANALYSIS z * t l FOR NON-CIRCULAR SLIP SURFACE l 1 l t********** S L 0 p E 8 R G ********St** l l t PORTIONS (C) COPYRIGHT 1985, 1986 + l t * GEOSOPT . l l l ALL RIGHTS RESERVED t l t **tt+**t*.**tt*****tt+*t**t*t*2***t2t***~.~.~ - "PALOMAR OAKS, SECTION L, L12 II NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES 8"OO 2571100 28.00 240.00 39.50 235.00 56.20 230.00 111.00 220.00 145.70 210.00 201.50 180.00 231.50 170.00 242.50 165.80 280.00 165.80 CASE NO. = 1 ALLOWABLE FORCE IMBALANCE = ALLOWABLE MOMENT IUEALANCE NUMBER OF SLICES = 9 SLICE DATA 39x50 235:OO U .OO 100.0 = 1000.0 CEE PHEE GUP .oo .oo .oo 60.00 220.00 .oo 200.00 25.00 125.00 87.30 200.00 .oo 200.00 25.00 125.00 106.00 186.00 .OO 200.00 25.00 125.00 126.00 171.91 .oo 200.00 25.00 125.00 140.00 171.17 .oo 150.00 12.00 125.00 160.00 170.12 .oo 150.00 12.00 125.00 182.50 168.94 .oo 150.00 12.00 125.00 200.00 168.02 .oo 250.00 35.00 125.00 242.50 165.80 .OO 250.00 35.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo -00 .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo ITERA - TION 1 2 - 3 4 5 - 6 F THETA EXCESS EXCESS DEGREES FORCE MOMENT 3.000 20.0 -69445.7 -15552790.0 2.500 21.3 -51745.2 -11502600.0 2.162 27.0 -31488.2 -6637621.0 2.037 21.3 -29029.0 -6147367.0 1.868 15.6 -22215.8 -4791426.0 1.539 13.5 5054.7 959238.9 1.594 14.5 197.8 29198.8 1.597 14.7 .6 66.2 - FS = 1.5974 AFTER 8 ITERATIONS -SLICE SLIP SURFACE COHESION FRICTION PORE l NORMAL FORCE X Y ANGLE PRESSURE l M A G N I T U D E SHEAR (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS 0 1 2 .- 4" 5 .- 6 i 9 - 39.50 60.00 87.30 106.00 126.00 140.00 160.00 182.50 200.00 242.50 235.00 220.00 200. 200.00 200. 186.00 200. 171.91 200. 171.17 150. 170.12 150. 168.94 150. 168.02 250. 165.80 250. 25.00 .oo 9995. 9995. 240. 25.00 .oo 52015. 52015. 574. 25.00 .oo 63568. 63568. 920. 25.00 .oo 90547. 90547. 1206. 12.00 .oo 75137. 75137. 807. 12.00 .oo 92656. 92656. 710. 12.00 .oo 76819. 76819. 548. 35.00 .oo 41082. 41082. 1184. 35.00 .oo 38409. 38409. 552. - SLICE CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W'COS(ALPHA) TOTAL - : 3 - 4 2 ;: 9 - - - - - 53.17 225.00 229.31 11924. 1.039 393. 75.68 208.51 224.32 57384. 1.124 1537. 97.21 192.58 220.91 69234. 1.147 2721. 116.38 178.69 215.68 98350. 1.126 3701. 132.91 171.54 211.64 73710. 1.021 5359. 149.62 170.66 202.31 90831. 1.022 4626. 170.48 169.57 190.22 75188. 1.023 3410. 190.52 168.52 180.81 37255. 1.104 2344. 214.17 167.28 165.80 33964. 1.132 903. - -. Plato Nn (IQ 335.8 PHI LAYER (deg) 1 200.0 25.0 2 150.0 12.0 3 250.0 35.0 267.8 4 199.8 165.8 X COORDINATE I I I I I I I I I I I I I I I I I I - - - - - - - I*******C*t*tl*t****...~~~~~~~~~~~~~~*~~~~~~~ t * 1 * SLOPE STABILITY ANALYSIS l * t FOR NON-CIRCULAR SLIP SURFACE l . * ,**a**.**** SLOPEERG tt**t****ttt t t t PORTIONS (C) COPYRIGHT 1985, 1986 l t l t GEOSOFT l t * . ALL RIGHTS RESERVED l t t tt+t*****lt***t2****~~~~~~~~~~~~*~~~~~~~~~~~* - "PALOKAR OARS, SECTION L, LlO - - - - - - - - - - - NUMBER OF SLOPE POINTS 8 NUMBER OF TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES 8"00 257YOO 28.00 240.00 87.30 200.00 164.00 200.00 201.50 180.00 231.50 170.00 242.50 165.80 280.00 165.80 CASE NO. = 1 ALLOWABLE FORCE IHBALANCE = 100.0 ALLOWABLE MOBlENT IHBALANCE = 1000.0 NUMBER OF SLICES = 7 DATA 2ooYoo 186.00 SLICE 87x30 106.00 126.00 140.00 160.00 180.00 200.00 242.50 171.91 171.17 170.12 169.08 168.02 165.80 U CEE PHEE .oo .oo .oo .oo 200.00 25.00 .oo 200.00 25.00 .oo 150.00 12.00 .oo 150.00 12.00 .oo 150.00 12.00 .oo 150.00 12.00 .oo 150.00 12.00 GUP .oo 125.00 125.00 125.00 125.00 125.00 125.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo ^ . . _ ^ ^ ITERA - TION 1 2 - 3 : - 6 7 F 3.000 2.500 2.431 2.342 2.073 2.058 2.053 THETA EXCESS EXCESS DEGREES FORCE MOMENT 20.0 -15599.9 -3350113.0 24.2 -7304.4 -1448842.0 18.5 -7162.7 -1425038.0 12.8 -6511.5 -1307584.0 7.1 -1216.8 -323396.8 11.4 -14.2 10409.8 10.8 .3 23.9 - FS = 2.0534 AFTER 7 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION PORE l NORMAL FORCE - X - 0 87.30 1 106.00 2 126.00 3 140.00 - 4 160.00 5 180.00 6 200.00 - 7 242.50 - SLICE - 2’ - 3 4 2 7 - - - - - - Y ANGLE PRESSURE l M A G N I T U D E SHEAR (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS 200.00 186.00 200. 171.91 200. 171.17 150. 170.12 150. 169.08 150. 168.02 150. 165.80 150. 25.00 .oo 15098. 15098. 244. 25.00 .oo 50452. 50452. 566. 12.00 .oo 50229. 50229. 444. 12.00 .oo 74012. 74012. 456. 12.00 -00 65921. 65921. 414. 12.00 .oo 44408. 44408. 303. 12.00 .oo 34578. 34578. 157. CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL 99.77 190.67 200.00 16362. 1.153 646. 117.12 178.17 200.00 52612. 1.173 2062. 133.03 171.54 200.00 49805. 1.010 3583. 150.06 170.64 200.00 73388. 1.010 3696. 169.52 169.62 191.47 65333. 1.010 3292. 189.09 168.60 180.80 43958. 1.012 2217. 214.17 167.28 165.80 33947. 1.020 813. Plate No. 101 I I I I I I I I I I I I I / I I I I 335.8 - 301.8 - 267.8 - PHI LAYER (de?) 1 200.0 25.0 2 150.0 12.0 8.0 76.0 144.0 212.0 280.0 X COORDINATE -- - - - - - l **2t*ttt*t**~~*tt*t~~~~~~~~~~~~~~*~~~~~~~*~~ t * L l SLOPE STABILITY ANALYSIS * l t FOR NON-CIRCULAR SLIP SURFACE l * l **a***.**** SLOPE8RG l ***t***+t*t l l l PORTIONS (C) COPYRIGHT 1985, 1986 l * * + GEOSOFT * l t * ALL RIGHTS RESERVED + t t l .*****2+t***t*****t~~~~~~~~~.~~~~~~*.~~~~~~~ - "PALOMAR OARS, SECTION L, LO8 - I NUMBER OF SLOPE POINTS 10 NUMBER OF TRIAL SLIP SURFACES 1 - SLOPE POINTS tJxoo - 2s:oo 39.50 56.20 - 111.00 145.70 COORDINATES 257:OO 240.00 235.00 230.00 220.00 210.00 201.50 180.00 231.50 170.00 242.50 165.80 200.00 165.80 - CASE NO. = 1 ALLOWABLE FORCE IMBALARCE = 100.0 - ALLOWARLE MXENT IMBALANCE = 1000.0 NUMBER OF SLICES - SLICE DATA Y .~- 39:50 235.00 60.00 220.00 87.30 200.00 106.00 186.00 - 126.00 171.91 140.00 171.17 160.00 170.12 - 180.00 169.08 200.00 168.02 347 =." IKCRI) v 9 U CEE PHEE .oo .oo .oo .oo 200.00 25.00 .oo 200.00 25.00 .oo 200.00 25.00 .oo 200.00 25.00 .oo 150.00 12.00 .oo 150.00 12.00 .oo 150.00 12.00 .oo 150.00 12.00 .OO 150.00 12.00 GUP 00 125:OO 125.00 125.00 125.00 125.00 125.00 125.00 125.00 125.00 GY GLO .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo .oo ITERA - TION 1 2 3 4 5 6 - 7 8 F 3.000 2.500 2.000 1.500 1.408 1.298 1.306 1.306 THETA DEGREES 20.0 20.2 20.6 22.5 16.8 16.7 16.7 16.7 EXCESS FORCE -84019.5 -70558.0 -50482.1 -17040.6 -10872.3 887.2 5.2 .O - FS = 1.3058 AFTER 8 ITERATIONS SLICE SLIP SURFACE COHESION FRICTION 0 - 1 : ..- 4 5 6 - i!l 9 - X Y 39.50 235.00 60.00 220.00 87.30 200.00 106.00 186.00 126.00 171.91 140.00 171.17 160.00 170.12 180.00 169.08 200.00 168.02 242.50 165.80 SLICE CENTER OF MOMENTS SURFACE WRIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W*COS(ALPHA) TOTAL 53.17 225.00 229.31 11924. .991 75.68 208.51 224.32 57384. 1.083 97.21 192.58 220.91 69234. 1.106 116.38 178.69 215.68 98350. 1.090 132.91 171.54 211.64 73710. 1.034 149.62 170.66 202.31 90831. 1.035 169.41 169.63 191.56 68339. 1.037 189.08 168.60 180.81 44082. 1.041 214.17 167.28 165.80 33964. 1.065 375. 1481. 2623. 3581. 5426. '3% 2288: 849. (PSF) 200. 25.00 .oo 9534. 9534. 287. 200. 25.00 .oo 50122. 50122. 682. 200. 25.00 .oo 61282. 61282. 1090. 200. 25.00 .oo 87599. 87599. 1432. 150. 12.00 .oo 76073. 76073. 998. 150. 12.00 .oo 93838. 93838. 878. 150. 12.00 .oo 70763. 70763. 690. 150. 12.00 .oo 45832. 45832. 407. 150. 12.00 .oo 36120. 36120. 253. EXCESS MOMENT -19074660.0 -16007150.0 -11419260.0 -3654386.0 -2405566.0 194076.4 1076.0 -. 8 PORE * NORMAL FORCE ANGLE PRESSURE * M A G N I T U D E SHEAR (DEGREES) (PSF) l TOTAL EFFECTIVE STRESS Plate No. 104 335.8 301.8 267.8 PHI LAYER (deg) 1 200.0 25.0 2 150.0 12.0 8.0 76.0 144.0 212.0 280.0 X COORDINATE I I I I I I I I I I I I I I I I I - - - - - "PALOmR OAKS, - - - - - - - - - - - - NUMBER OF NUMBER OF l ***t**2**tt**t*****~~~~~,~~~~~~~~~~*..~**~~~ l t l SLOPE STABILITY ANALYSIS * * z * FOR NON-CIRCULAR SLIP SURFACE z + * l **tat***** S L 0 p E 8 R G l ***.*t***** l * z PORTIONS (C) COPYRIGHT 1985, 1986 l t * t GEOSOFT l + l l ALL RIGHTS RESERVED t * t tttttt*t**tt***1*t~l~~~~~~~~~~~~~~~*~~~~~~~~~ SECTION L, L13 SLOPE POINTS 10 TRIAL SLIP SURFACES 1 SLOPE POINTS COORDINATES 8x00 Y 257.00 28.00 240.00 39.50 235.00 56.20 230.00 111.00 220.00 145.70 210.00 201.50 180.00 231.50 170.00 242.50 165.80 280.00 165.80 CASE NO. = 1 ALLOWABLE FORCE IMBALANCE = ALLOWABLE MOMENT IMBALANCE 100.0 = 1000.0 NUMBER OF SLICES = 10 SLICE DATA 39x50 235YOO U .oo 60.00 220.00 .oo 87.30 200.00 .oo 106.00 186.00 .oo 126.00 171.91 .oo 140.00 171.17 .oo 160.00 170.12 .oo 180.00 169.08 .oo 192.50 168.42 .oo 200.00 168.02 .oo 242.50 165.80 .oo CEE PHEE GUP GY GLO .oo .oo .oo .oo .oo 200.00 25.00 125.00 .oo .oo 200.00 25.00 125.00 .oo .oo 200.00 25.00 125.00 .oo .oo 200.00 25.00 125.00 .oo .oo 150.00 12.00 125.00 .oo .oo 150.00 12.00 125.00 .oo .oo 150.00 12.00 125.00 .oo .oo 150.00 12.00 125.00 .oo .oo 250.00 35.00 125.00 .oo .oo 250.00 35.00 125.00 .oo,. . .OP-- ITERA TION 1 - : 4 5 - 6 F 3.000 20.0 -73886.1 -16604390.0 2.500 20.9 -57369.7 -12880860.0 2.000 24.4 -31599.3 -6764818.0 1.897 18.6 -29357.1 -6313831.0 1.716 12.9 -20133.3 -4453223.0 1.500 16.9 2433.2 754739.2 1.510 14.9 24.0 21097.7 1.509 14.7 .l 52.3 THETA DEGREES EXCESS FORCE - FS = 1.5090 AFTER 8 ITERATIONS SLICE .- SLIP SURFACE COHESION FRICTION PORE l NORMAL FORCE X Y ANGLE PRESSURE * M A G N I T U D E (PSF) (DEGREES) (PSF) l TOTAL EFFECTIVE - 0 : 3 - 4 5 39.50 235.00 60.00 220.00 200. 25.00 87.30 106.00 126.00 140.00 6 160.00 - 7 180.00 8 192.50 9 200.00 - 10 242.50 EXCESS MOMENT - SLICE - : 4’ 2 ; 9 10 - - - - - 200.00 200. 25.00 .oo 51609. 51609. 186.00 200. 25.00 .oo 63105. 63105. 171.91 200. 25.00 .oo 89957. 89957. 171.17 150. 12.00 .oo 75282. 75282. 170.12 150. 12.00 .oo 92838. 92838. 169.08 150. 12.00 .oo 69966. 69968. 168.42 150. 12.00 .oo 31180. 31180. 168.02 250. 35.00 .oo 15233. 15233. 165.80 250. 35.00 .oo 38735. 38735. CENTER OF MOMENTS SURFACE WEIGHT N(TOTAL)/ NORMAL STRESS ON S XCG YCG POINT,Y (POUNDS) W'COS(ALPHA) TOTAL 53.17 225.00 229.31 11924. 1.026 389. 75.68 208.51 224.32 57384. 1.115 1525. 97.21 192.58 220.91 69234. 1.139 2701. 116.38 178.69 215.68 98350. 1.119 3677. 132.91 171.54 211.64 73710. 1.023 5370. 149.62 170.66 202.31 90831. 1.024 4636. 169.41 169.63 191.56 68339. 1.025 3494. 185.93 168.77 184.84 30389. 1.027 2491. 196.09 168.23 180.81 13690. 1.114 2028. 214.17 167.28 165.80 33964. 1.142 910. .oo 9869. 9869. SHEAR STRESS 253. 604. 967. 1269. 856. 752. 592. 450. 1107. 588. Plate No. 107 I I I I I I I I I I I I I I I I I I 335.8 301.8 267.8 i+ 5 0 z E 233.8 199.8 _ 165.8 _ \ LAYER PHI (deg) 1 200.0 25.0 2 150.0 12.0 3 250.0 35.0 8.0 76.0 144.0 212.0 280.0 X COORDINATE - - -- - - - ..- - - - LOTS 12 THROUGH 19 OF PALMAR OARS BUSINESS PARR, CARLSBAB RECOTBiENOEO GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recoasnendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recomaended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical soil report or in other written communication signed by the Soil Engineer. OBSERVATION AND TESTING Southern California Soil and Testing, Inc., shall be retained as the Soil Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Soil Engineer or his representative provide adequate observation so that he may provide an opinion that the work was or was not accomplished as specified. It shall be the responsibility of the contractor to assist the soil engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary soil report are encountered during the grading operations, the Soil Engineer shall be contacted for further recomnendations. If, in the opinion of the Soil Engineer, substandard conditions are encountered, such as; questionable or unsuitable soil, unacceptable (~-8187) .,- - _- .- ..- - -- - SCS&T 8721216 March 8, 1988 Appendix, page 2 moisture content, inadequate compaction, adverse weather, etc., construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. Test methods used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density h Optimum Moisture Content - A.S.T.M. D-1557-78. Density of Soil In-Place - A.S.T.M. D-1556-64 or A.S.T.M. D-2922. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing A.S.T.M. testing procedures. PREPARATIOM OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching, the natural ground in areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the minimum degree of compaction in the Special Provisions or the recommendation contained in the preliminary geotechnical investigation report. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possesses an in-situ density of at least 90% of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped (~-8187) - - -- - ,- - - SCSBT 8721216 March 8, 1988 Appendix, page 3 or benched. Benches shall be cut to a firm competent soil condition. The lower bench shall be at least 10 feet wide or 1 l/2 times the the equipment width which ever is greater and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20% shall be benched when consfdered necessary by the Soil Engineer. - - - - - Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is compacted to the requirements of the Soil Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Soil Engineer so that he may determine if any special recommendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Soil Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Soil Engineer and/or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the fill shall be approved by the Soil Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. (R-8/871 - - SCS&T 8721216 March 8, 1988 Appendix, page 4 - - - - - - The definition and disposition of oversized rocks, expansive and/or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the soil engineer. Any import material shall be approved by the Soil Engineer before being brought to the site. PLACING AND COHPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to a minimum specified degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Soil Engineer or his representative. The location and frequency of the tests shall be at the Soil Engineer's (R-8/071 - - - - .- - - - - - .- - - SCShT 8721216 March 8, 1988 Appendix, page 5 discretion. When the compaction test indicates that a particular layer is less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Soil Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at ratios of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90% of maximum dry density or that specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Soil Engineer is of the opinion that the slopes will be stable in regards to surficial stability. Slope tests will be made by the Soils Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Soil Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Soils Engineer. (R-81871 - - - - - - - - - - - - - - - - SCS&T 8721216 March 8, 1988 Appendix, page 6 CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Soil Engineer or his representative shall be made during the filling and compacting operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. The presence of the Soil Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. (R-8187) - - - .- SCS&T 8721216 March 8, 1988 Appendix, page 7 RECOMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE CDMPACTIDN: The minimum degree of compaction to be obtained in compacting natural ground, in the compacted fill, and in the compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95% relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-C. - - - - - - - - - - - - - OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversize materials should not be placed in fill unless recommendations of placement of such material is provided by the soils engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. (R-8/871