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Home My WebLink AboutCT 81-16; Vista Santa Fe Phase C; Soils Report; 1988-04-20- April 20, 1988 - - - - - - - - TO: ATTENTION: SUBJECI : REFERENCE : Project No. 8830601-19 Homes by Polygon 3152 Redhill Avenue Suite 100 Costa Mesa, California 92626 Mr. Gary Emsiek ENGINEERING DEPT rlRnARy ENGlNEERlNG DEPT. LIBRARY City of Carlsbad Kwau 2075 Las Palmas Drive . I -,,nas Drive Carhw.t CA 92oow59 :A 920094859 Geotechnical Review of Revised Preliminary Grading Plan and Supplemental Geotechnical Evaluation, Area C, Vista Santa Fe Portion of Carlsbad Tract 81-16, City of Carlsbad, California “Preliminary Geotechnical Investigation for Phase C, Vista Sante Fe Portion of Carlsbad Tract 81-16, City of Carlsbad, California,” Project No. 4830601-08, dated September 24, 1985, by Leighton and Associates, Inc. Introduction In accordance with the revised prelimi your request, we have performed a geotechnical review of .nary grading plan and a limited supplemental evaluation of the subject property (Figure 1). This report summarizes our findings, conclusions, and recommendations based on our review and limited supplemental evaluation. Accompanying Figures, Plates and Appendices Figure 1 - Site Location Map - Page 2 Plate 1 - Geotechnical Map - In Pocket Plates 2 through 7 - Geotechnical Cross-Sections A-A’ through F-F’ - In Pocket Appendix A - Boring Logs Appendix B - Laboratory Test Results Appendix C - Revised Table of Cut Slopes Appendix D - Stability Calculations Appendix E - General Earthwork and Grading Specifications - 5421 AVENIDA ENCINAS, SUITE C, CARLSEIAQ CALIFORNIA 92008 (619) 931-9953 FAX (619) 931-9326 - .- - 0 2000 4000 - 7 feet SITE LOCATION MAP VISTA SANTA FE - PHASE C CARLSBAD, CALIFORNIA Figure 1 - - - - 8830601-19 Scope of Services The scope of services of this study included the following: . Review of preliminary grading plan prepared by Rick Engineering and dated January 21, 1987 (Plate 1). A subsurface investigation consisting of the excavation, logging, and sampling of four additional large-diameter borings to a maximum depth of 76 feet. Logs of the borings are presented in Appendix A. . . -. . - 0 0 - - 0 Laboratory testing of the undisturbed and bulk samples obtained from the subsurface investigation. The results of the moisture and density determina- tions are presented on the boring logs (Appendix A). Other laboratory tests are presented in Appendix B. Reconnaissance mapping of the borrow site area located in the southern portion of the site. Refinement of previous geological interpretations and landslide geometry on the site, as shown on Plates 1 through 8 (Geotechnical Map and Cross- Sections). Refinement and revision of the Table of Cut Slopes (Appendix C). Geotechnical analysis of slope stability incorporating the revised design of proposed development and refinements of geological interpretations and landslide geometries. The revised buttresses and/or stability fills are shown on the Geotechnical Map and appropriate Cross-Sections. Stability calcula- tions are presented in Appendix D. Preparation of this report presenting our supplemental findings, conclusions, and recommendations relative to site development. - - - - Grading Plan Review - The purpose of our grading plan review was to evaluate the revised 50-scale preliminary grading plan (prepared by Rick Engineering Company, Job No. 9663-F, dated January 21, 1987) for conformance with the recommendations of the referenced report. The following findings are based on the revised preliminary grading plan (Plate 1). In general, the revised plans were found to incorporate the recommendations of the referenced report. Specific design changes are discussed below: l The numbering of the lots on the preliminary grading plan has changed slightly from the numbering of the lots in the referenced report. l The total number of lots on the preliminary grading plan is 157 compared to 153 lots in the referenced report. l Minor changes of the street and pad configurations have been made on the preliminary grading plan. -3- LEIGHTDN AND ASDCIATES - - 8830601-19 0 The split-level pads in the referenced report have been eliminated. In general, the pads along the lower portion of the site (to the north) have been raised to the elevation of the pad along the street, while the street grade and adjacent portion of the pad were lowered in the southern portion of the subject site. - l The elimination of the split-level pads along the lower portion of the site (Lots 12 through 20 and 142 through 157) has resulted in higher fill slopes and daylight lines further upslope at the rear of the lots along the north side of the site. - -- - l The fill slope west of Lots 6 through 13 has been increased in height and a retaining wall (up to 15 feet in height) is proposed along the bottom of the fill slope. 0 In general, proposed finish grades have been raised approximately 2 to 5 feet over most of the site. -. Summary of Supplemental Geotechnical Evaluation The supplemental geotechnical evaluation consisted of a subsurface investigation, laboratory testing, and geotechnical analysis of the data obtained. The purpose of the supplemental investigation was to refine the geological interpretations and landsliding geometries on the site, and to provide possible mitigative measures. Four large-diameter borings were drilled to a maximum depth of 76 feet. The borings were down-hole logged by a geologist from our firm who obtained bulk and undisturbed samples of the soils encountered for additional laboratory testing. The approximate locations of these borings (B-12 through B-15) are shown on Plate 1. The boring logs are presented in Appendix A. Subsequent to field explora- tion, all borings were backfilled and tamped. The additional laboratory testing included Atterberg Limits and moisture/density determinations. The tests results of the Atterberg Limits are presented in Appendix B and the moisture/density test results of the undisturbed samples obtained are shown on the boring Logs (Appendix A). Geotechnical analysis of the data obtained from the subsurface exploration program and reconnaissance mapping has refined the landslide gecmetries and the limit of the Torrey Sandstone. Presented below are the major changes to the geotechnical conditions at the site. Plate 1 has been revised to show the current conditions. l Previous grading along the alignment of Mission Estancia has removed the lower portion of the landslide at the northeast corner of the subject site. Analysis of the subsurface data obtained and reconnaissance mapping indicates the remaining portions of the landslide are relatively shallow (Cross- Section D-D’, Plate 5). lEIGHToN AND ASSDCIATB -4- - - - - - - - .- - - - - 8830601-19 l The landslide in the vicinity of Lots 16 through 18 has been reduced in extent based on our review of aerial photographs and additional subsurface informa- tion obtained during this study (Boring B-14). Our revised interpretation of the limits of this landslide is shown on Plate 1 and Geotechnical Cross Section F-F’. l Numerous small, questionable, surficial landslides were shown in the referenced report. Geologic reconnaissance mapping and aerial photographic review indicates that several of these features originally delineated as landslides are either absent or are minor, shallow surficial failures. l Minor amounts of fill were placed on the site during the grading of Mission Estancia and Calle Acervo at the northeast corner of the subject site. The approximate limits of these fill soils are shown on Plate 1. l The upper southerly portion of the site was previously used as a borrow site during previous phases of grading. As much as approximately 25 feet of material appears to have been removed and hauled off site. l The daylight (natural/cut transition) line along the rear of Lots 12 through 20, and Lots 142 through 157 will likely expose a wedge of compressible topsoil and weathered formational material in the pad area. l Proposed design changes, refinements of geological interpretations, and geotechnical analysis has required the revision of the Table of Cut Slopes. The revised Table of Cut Slopes is presented in Appendix C. The refined geotechnical interpretations noted above are shown on the Geotechnical Map (Plate 1) and Geotechnical Cross-Sections (Plates 2 through 7). The revised buttress and/or stability calculations used for the new designs shown on the plates are presented in Appendix D. Mitigative measures are discussed below. Conclusions and Recommendations The following conclusions and recommendations are based on our review of the preliminary grading plan and supplemental geotechnical evaluation. l The recommendations presented in the referenced report are considered valid except where superseded by this report. l Geotechnical analysis using the refined landslide geometries and revised preliminary grading plan design has required revision of the proposed but- tresses. The revised buttress and/or stability fill keys are shown on the Geotechnical Map (Plate 1) and on the geotechnical cross-sections. We recommend the revised key locations be shown on the final grading plan. -5- LEIGHTON AND ASSOCIATES - - - - - .- -- - 8830601-19 0 Due to the presence of weak, fractured claystones, we recommend that cut slopes proposed in areas which have been mapped as Delmar Formation be replaced with a stabilization fill as shown in Appendix E. The width of the stability fill key should be one half the slope height, or 15 feet, whichever is greater, and founded at least 2 feet into competent material below the toe of slope. The stability fill design and approximate key location are shown on the Ceotechnical Map and Cross-Sections (Plates 1 through 7). In addition, geotechnical conditions and recommendations are presented in the revised Table of Cut Slopes (Appendix C). 0 A landslide has been mapped at the southeast corner of the site adjacent to Calle Barcelona. The subsurface landslide configuration in this area has not been evaluated as of this date. In order to provide appropriate stabilization recommendations for this area, and to assess possible measures for protection of Calle Barcelona during grading, we recommend that one to two exploratory borings be excavated in this area. Borings should be downhole logged by the geotechnical consultant and the subsurface conditions analyzed for appropriate remediation measures. l The areas mapped as possible landslides should be evaluated during grading by the geotechnical representative and removed and replaced with compacted fill, as necessary, in areas of proposed grading. The actual extent of these removals should be based on observations by the geotechnical consultant during site grading. In areas where landslide debris is encountered down slope of the proposed lot pads, the landslide debris should be removed or stabilised in order to prevent any surficial failures along the rear of the pad. l Foundations for buildings, retaining walls, or other structural improvements located near the top of slopes should be setback a minimum horizontal distance of H/2 from the slope face where H is the slope height. The setback should not be less than 5 feet and need not be greater than 10 feet. l In order to minimize potential cracking of driveways, patios, or other concrete flatwork in areas of medium to highly expansive soils, wire mesh reinforcement consisting of 6x6, lO/lO (for medium expansive soils) or 6x6, 6/6 (for highly expansive soils) may be considered. Reinforcement should be placed midheight in concrete. l The wedge of compressible topsoil and weathered formational material along the daylight cut that will be exposed at finish pad grade on Lots 12 through 20, and 142 through 157 should be removed to competent formationalmaterial and replaced with compacted fill. This removal will necessitate a fill key and overexcavation of the building pad area for the lots affected. l As previously mentioned, the northeast corner of the subject site is underlain by existing fill soils. Due to the limited scope of this investigation, evaluation of these fill soils was not performed. Therefore, we recommend that this fill area be evaluated prior to rough grading, or be removed as a part of the planned grading of the site. -6- LEIGNTDN AND ASSDCIATES - 8830601-19 l We recommend canyon subdrains be placed in the major canyon drainages. The approximate location of the recommended subdrains are shown on Plate 1. The subdrains should have a minimum gradient of at least 2 percent and discharge into a suitable outlet. The existing subdrain in the canyons above the proposed school site should be extended and/or tightlined to a suitable outlet location. We also recommend the approximate location of all canyon subdrains be shown on the final grading plan. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, - - - MRS/SRH/b je Distribution: (3) (5) L!XGHTON AND ASSOC1ATES.r INC. 6 url .,,,.,” Stan Helenschmidt, RCE 36570 - Chief Engineer/Manager Addressee Rick Engineering Attention: Mr. Tom McMurray -7 - LEIGHrON AND ASSDCIATES APPENDIX A GEOTECHNICAL BORING LOG - DATE February 25, 1988 DRILL HOLE No. B-12 SHEET-OF- PROJECT I II PolvaonlArea C PROJECT No, 8830601-19 DRILLING Co Larive Drllllno TYPE OF RIG- -, HOLE DIAMETER *ml" DRIVE WEIGHT DROP 12 IN. c. -...-.-.a T"" "_ II". _ o..- ^" n.,.... Glr C~nhw-hnlr.l M." ,“V or ““LIZ- ncr, “ll “Al”” ““” “““_“” . . .““. ..” GEOTECHNICAL DESCRIPTION iff, sandy clay; massive, very .'stiff. sandy clay; contains clasts of range iron oxide stalnlng dark brown, moist, dense, clayey to ned, sandy silt; scattered iron oxide s to friable, silty, fine-grained sand; ins occasional light brown sand-infilled wes and stringers; jumbled appearance; wed, discontinuous, near-vertical shears s to stiff, clayey sand; slightly irregular, to sandy silt @ 19.1’ Zones of abundant charcoal blebs on south wall 19.3’ Clay seam; green, moist, very stiff clay; re- melded; l/8 to l/4 inch thick; smooth, polished ay, moist, very stiff, sandy iron oxide stainin -. _. ,~ -. - - - ,.- .- - .- - -. - - - -- ..~ ., GEOTECHNICAL BORING LOG DATE FebruarS DRILL HOLE No, B-12 SHEET LoF 2 ,I II PROJECTS PROJECT No. mom-19 DRILLING Co Larive Drlllm TYPE OF RIG- HOLE DIAMETER *mu DR !IVE WEIGHT DROP 12 IN. DA w ! . ik ;g -8 = 1.5 1 = LEN I- - ia 2 L g = SM 3ii SM CL - ML - SW ML/C CL 5 TON See Geotechnical Map GEOTECHNICAL DESCRIPTION )GGED BY RKU/RW LMPLED BY RKW OELMAR FORMATION (CONTINOE~):: Light gray, moist, very stiff, sandy siltstone @ 29.1 to 29.6' G-inch thick, red-brown, slightly moist, very dense, silty, fine-grained sandstone; abundant irnn nxide stainina @ 29.6' Share chi ..“.. “... “. ....~~~~~” inge to light brown, fine- to coarse- graiiwd sandstone; iron oxide staining along bedding and joint surfaces @ 32' Contains oranqe iron oxide staining along cross- bedding - @ 32.3' Sharp, irregular contact to yellow, slightly moist, dense. silty, fine- to coarse-grained sandstone; occasional black charcoal lenses; contains scattered, well cemented zones (2 to 3 inches in diameter) @ 34.9' 2 to 4 inch thick, light brown, slightly moist, very hard, siliceous siltstone bed @ 35.2' 4 to 6 inch thick, silty, fine- to coarse-graine sandstone bed; yellow limonite stained; minor seepage at bottbm of bed; cross-bedded within sand bed @ 35.6' Becomes sliohtly clayey to silty, fine- to coarse-grained iandstone @ 37.3' Medium gray, very moist, slightly stiff to stiff claustone; hiqhly weathered; scattered gypsum H cry&als;~iron oiide blebs; very plastic; ran- domly oriented shears; less staining with depth @ 40' Contains thin lenses or zones of coarse sand # ; ;;.:I %%s less weathered; slightly blocky Contains short, discontinuous, randomly oriented H shears @ 45' Very gradational change to fine-grained, sandy, clayey siltstone; massive; hard @ 47' Grades to clayey to silty, fine- to madium- El a 49.6 to 50' 4-inch thick, ClaYeY Siltstone to silty a grained sandstone claystone bed @ 50.5' Grades to silty claystone @ 51.3' Grades aback into silty to clayey sandstone H H @ 53.3' Grades to clayey siltstone; slightly siliceous; hard; massive # @ 59’ Grades to silty claystone; blocky; hard; iron 'oxide statned zones; slight seepage along block surfaces WDCIATES -, - - ..~ - - - - .- - - L - - - .- GEOTECHNICAL BORING LOG DATF February 25. 1988 DRILL HOLE No. B-13 hOJECT SHEETLOFL PO1 vo$&&ea "(yl PROJECT No, GG30601-19 DRILLING CO- HOLE DIAMETER *mu ELEVATION TOP OF Hc SOSA(11/77) TYPE OF RIG- ?IVE WEIGHT DROP 12 IN. .OB.9 .06.8 110.3 - - DA - uw c . zg g -3 = 6.6 8.6 8.5 - jK CL iw . . . . See Geotechnical Map GEOTECHNICAL DESCRIPTlON .OGGED BY RKW/RLW 'AMPLED BY RKW LANDSLIDE DEPOSITS: Zreen, slightly moist, stiff, silty clay; blocky, iron _ axide staining; randomly oriented, short. discontinuous shears; calcium carbonate stringers along shears and bedding @ 3.5' Contains less calcium carbonate stringers @ 4' Becomes more blocky with short, discontinuous tl B 6.5' shears and joints;.increase in manganese oxide shears and joints;.increase in manganese oxide staining staining Clay seam; paper-thin to l/32-inch thick; green, Clay seam; paper-thin to l/32-inch thick; green, moist, stiff clay; remolded; platy; smooth, moist, stiff clay; remolded; platy; smooth, polished surface; calcium carbonate or dissemin- polished surface; calcium carbonate or dissemin- ated gypsum blebs along seam; appears more ated gypsum blebs along seam; appears more broken above with iron oxide staining; below broken above with iron oxide staining; below is less oxidized and more blocky blocks typical1 is less oxidized and more blocky blocks typical1 2 to 3 inches; scattered 2 to 3 inches; scattered )Eif44R FORMRTION: " ireen, moist, stiff, silty claystone; blocky, iron oxide , B'gi alned; massive; slightly sheared Contains slightly cemented sand clasts 3 14' 3-foot long, .discontinuous iron oxide stained shear e 15.5' Grades to liiht gray, moist, very stiff, sandy, silty clay;.massive to blocky; slightly mica- ceous; minor iron oxide staining B 17' Becomes slightly bedded with disseminated gypsum and iron oxide staining along bedding 8 17.9’ l/2 to 1 inch thick, orange sand bed @ 20.9' 6-inch thick, oranoe sand bed; massive to faint1 bedded; abundant ojtide staining and gypsum along upper and lower contact @ 21.4' Silty clay below is weathered; slightly plastic @ 21.9’ Becones less weathered; blocky; contains random ly oriented, short, discontinuous, polished shears; iron oxide staining along shears @ 24' Becomes less sheared @ 26.5' Grades to slightly hard to hard, sandy, silty clay to sandy, clayey silt; generally massive; slightly jointed; micaceous 9 28.5 to,,",'d Grades to silty to clayey, fine-grained BGOCIATES ., - GEOTECHNICAL BORING LOG - DATF February 25. 1988 DRILL HOLE No. B-13 SHEET~OF~ PROJECT " 0, PolvpODLBrea C PROJECT No, SSwx-19 DRILLING Co Larfve Drillfna TYPE OF RIG- - HOLE DIAMETER *w DR ELEVATION TOP OF HOLE- RE IVE WEIGHT F, OR DATUM - See Geotechnlcal Mao DROP 12 IN, - - - - - .-~ - .-~ - ~_ - -. - -~ +J==== M) --- .:.:.:. _ . .-y _-:, : .I.. :N57E/12SE .z - .--1 ;* .; ., .' .lJ. 'y.1. : r;:'.'.Y - '2. -- :NBOE/B- ----. 10s 15 =- -_ .-. L.‘, :i _- T-l k -- z- z=.= - --‘,- .,^ ,&l -- H c q==- y::: I--- I .EJ SOSA(11/77) e Pi $ 5 =I = :7.4 17.0 io5.: = JH c . !g ?f! 22, -3 = 1.9 3.6 27.6 = LEN z 2 u; g = M/SC - L/CL GEOTECHNICAL DESCRIPTION I OGGED BY RKW/RLW SM iii- 4PLED BY RKH DELMAR FORMATION (CONTINUED): B 31' Grades into sandy, silty clay to sandy, clayey silt; micaceous; massive @ 33.4 to 34.4' 12-inch thick, light gray. moist, very dense, silty, fine- to mediumgrained sand; massive; very micaceous; slfghtly friable; sharp, erosional upper contact; gradational lower contact @ 34.4' Grades to very sicaceous, sandy silt - St4 @ 36.5' Discontinuous lense of orange, silty, fine- to mediumgrained sand - CL - ;M/SI @ 36.7' Lense of light bray sand; pinches out on north side; iron oxide stained along contact; sand is faintly bedded (probably cross-bedding) @ 39' Brown mottled orange-brown, moist, stiff, silty clay; slightly weathered; disseminated gypsum; iron oxide stained @ 40' &inch thick, discontinuous sand lense; light gray; micaceous - CL CL @ 40.6' Grades to interbedded, silty sands and fine- to coarse-grained sands; both sands are mottled orange-brown, light brown and red-brown; moist; dense; slightly bedded; micaceous; minor to abundant iron oxide staining @ 41' Contains cemented zones (2 to 3 inches thick) e 44' Green, moist, stiff, silty clay; weathered; plastic; disdeminated gypsum; iron oxide stained: massive @ 46: Grades to sandy, silty clay; becomes less weathered @ 47.3' Grades back into silty clay; blocky; contains randomly oriented, short, discontinuous shears; polished with iron oxide staining D 50.6' Becomes broken with abundant iron oxide staining @ 51.6' Clay seam; approximately 314 to l-1/2 inches thick; plastic; light green, moist, soft, silty clay; slightly platy; no distinct surface; rem1 ded @ 51.i’ Green, moist, stiff. silty elbyitdiie; smghtly broken; iron oxide stained; massive @ 52.4' Becomes very stiff to hard. silty clay; less ', oxide staining below 6SOCIATES _. - - - -- -, -, -. - - - GEOTECHNICAL BORING LOG DATE Februarv 25, 1988 DRILL HOLE No. B-13 SHEET-OF- PROJECT polvaon/~rea "c" PROJECT No, GG30601-19 DRILLING CO.~, TYPE OF RIG- HOLE DIAMETER *w DRIVE WEIGHT p DROP 12 IN, 'OP OF HI OR DATUM See Geotechnlcal Map :F. - GEOTECHNICAL DESCRIPTION IGGED BY RKW/RLW rMPLED BY. N55W/54NE OELMRR FORMATION (CONTINUED): @ 61' Becomes increasingly sheared (shears are short, discontinuous, and polished) = LEN 3Hl @ 66' Grades to sandy, silty claystone otal Depth = 71 Feet eologically Logged to 69 Feet o Ground Water Encountered 0 Caving ackfilled 2/26/C@ 6GOCIATES - - - - - - __ - - .~~~ - - -. GEOTECHNICAL BORING LOG DATE Februarv 26. 1988 DRILL HOLE No, G-14 SHEET-OF- PROJECT II II PolvoonfArea C PROJECT No, SmSGl-19 DRILLING Co Larlve Grlllina TYPE OF RIG- HOLE DIAMETER *m" DRIVE WEIGHT DROP 12 IN, ELEVATION TOP OF Hc See Geotechnical Nap I I I Azllt - is 2Lu ‘2 3 - 1 2 DA - P :lJ ;z i!Z -IS N s r: -- _ -, - -- -- --- Ait -1 -=3:N7W/72SW ;: -ca- ---=I -- - - yv-. S:N88W/28N -.- -.- .-_ ,-...._'J:N%E/90 .- o- -.- .- - .-. -0-. J:N52E/83Nk -7-D qs; ET' .j -L-&- : y 7. .'-: ,'-' .;:, .' .:. ,- --. . J:N47E/G2NL ,. . . . ..-, S..F'. e.' +s@G:N20W/ I- '-, - * ._ lo-12NE ._.’ . ;;+.jl . . . -: . . .,-. a, - ‘i’ ii G:E-W14S -- 25 -- '=- FL -=- -L.-L '.te7-m :NG2E/0GNk +z -- 3OZA--- 505A(11/771 3 - lo., 21.0 18.1 4.4 = LEII ,M/SI - SM IL/C = TON GEOTECHNICAL DESCRlPTlON .OGGED BY RKW/RLW I MPLED BY RKW DELMRR FORMATION: Green, moist, medium stiff, silty claystone; massive; weathered; occasional rootlets; iron oxide staining; disseminated gypsuin along short, discontinuous, poorly developed joints @ 2' Becomes stiff and less weathered; contains short, discontinuous, randomly oriented shears @ 3' Becomes block;; contains scattered condretions (up to 4 to 6 inches in diameter) @ 6' Becomes slightly sandy @ 8’ Contains manganese oxide staining @ 9.5' Becomes ve~ry stiff; less shearing below; massive @ 11.8’ Becones more sheared; blocky; more iron oxide staining than above R 15.2' Grade< to gray-green, arrist, dense, Clayey to silty, fine-grained sandstone; massive; slightly ~~friable; slightly micaceous; clay content de- creases with depth; contains scattered cemented concretions 0 16.7' Light gray to off-white, moist, dense, silty. fine-grained sandstone; massive; iron oxide stained; micaceous; abundant iron oxide staining along upper contact; upper contact very Irregu- lar with slight dip to the northwest 0 19.2’ Contains zones or lenses of fine- to coarse- grained sandstone 9 19.6’ Light gray mottled orange-brown, moist, dense, silty. fine- to coarse-grained sandstone; mas- sive; friable @ 21.5' Contains short, discontinuous joints with dark brown silt; dissemi!lated gypsum along joints R 22' Increase in orange, iron oxide stained amttling 9 23' Contains pup-up clasts of light red-brown, silty claystone and abundant limonite staining @ 24.1' Light green mottled light red-brown and orange- 'brown, stiff, silty claystone to clayey sllt- stone; abundant iron oxide staining; massive to slightly blocky; slightly weathered 0 24.5' Discontinuous. 2-inch thick, red to orange sand bed on south side 0 25' Becomes predominantly light green, clayey silt- stone; minor short. discontinuous shears randolly oriented @ 26' Grades to silty claystone; nuw~ous randomly oriented. discontinuous shears vith faint strla- tions and polished surfaces @ 29' Increase in iron oxide staining; material is bsthanabove SSOCIATES - - - - ..- ,-- - - ..- - - .- -- - .- ,~- GEOTECHNICAL BORING LOG DATE February 26, 1988 DRILL HOLE No. G-14 SHEET~OF~ PROJECT " " Polrnp~fArea C PROJECT No, G~XJX-19 DRILLING Co Lerive Grlllm TYPE OF RIG- HOLE DIAMETER *m" DRIVE WEIGHT DROP 12 IN. ELEVATION TOP OF Hc TUI See Geotechnicel km II DA JH c . 2% g -23 = a.4 I- - g u; e = CL .6.f 06. !2.1 E = LEI X/S - iL/MI SM - CL iz CL/W 3i CL/V - SN GEOTECHNICAL DESCRIPTION I IGGED BY RKWRLW II VlPLED BY RKW DELMAR FORMATION (CONTINUEDL: I' @ 31.7' 8ecomas blue-green-gray l-l @ 32.8' Gradational change to olive-green, moist, dense +~" YerY de--- -:,A,, +^ *lr*,^,, cl".%- +n mz.*Ca_ u __ __- .-,,>e, DIILJ C”,L,~,F,, llllc- .” .““.__ grained sandstone; massive; micaceous 4 to 6 inch thick, light brown, moist, vary dense, siltv. fine- to coarse-arained sandstone; H @ 34.6' @ 35' micaceous; massive; iron oxide"stained contacts; clayey to silty sand below Sharp change to light gray, moist, very dense, clayey, fine-grained sandstone; slightly friable; micaceous; massive @ ,38.8' Grades to light brown, moist, dense, silty, fine grained sandstone; slightly clayey; micaceous; massive; slightly friable @ 40.5' @ 41.4' Becomes faintly bedded; apparent dip 3 to 4 degrees southeast and southwest Grades to gray to dark gray, moist, stiff, sandy, silty claystone to clayey siltstone; massive; unweathered; iron oxide stained; scattered. dis- continuous. disseminated gypsum layers; unoxidiz Paper-thin clav seam on continuous shear; dark w @ 42.1' gray, slightly-irregular, smooth, polished surface; gypstim crystals along @ 42.6' Becomes fine-brained. silty sandstone below and R above seam : - @ 43' Grades to very silty, fine- to medium-grained sandstone; slightly friable; mlcaceous; massive @ 45' Grades ta fine- to coarse-grained sandstone; increasing sand grain size with depth (fining upward sequence) @ 47.5' Continuous, light green claystone rip-up clasts (approrimatelv l/2 inch in diameter) and abundan @ 49.1' @ 49.8' coarse, rounded, quartz~ grains Well cemented at contact Olive-green, moist, very stiff, silty claystone; massive; upper 6 inches is slightly weathered; iron oxide stained, randomly oriented shears 'I I (discontinuous) @ 50.5' Grades to sandy, silty claystone to Clayey siltstone 1 1 @ 51.8' 6 to 8 inch thick, silty, clayey, fine- to u ained sandstone very sandy siltstone; slightly clayey ch thick, silty, fine- to mediumgraine to 5 inch thick, silty, fine-grained TON & ABBOCIATES - GEOTECHNICAL BORING LOG DATF February 26. 1988 DRILL HOLE No. B-14 SHEET-OF- II II PROJECT polvaon/Area C PROJECT No, 8830601-19 ,- DRILLING Co Larive Drillioo TYPE OF RIG Gucket Awr HOLE DIAMETER *w DRIVE WEIGHT DROP 12 IN, ELEVATION TOP OF HOLE*= REF. OR DATUM See Geotechnical Map - - _- - _- _. -. .- - - 50%(11/77) :N753/8SE c :: :Y 2: E =l = 108. = - 6-e 5; ;z iis -23 = 16., = - k s A/i . . :3 = iM - :L GEOTECHNICAL DESCRIPTION IGGED BY RKWfRLW Lc SP -r mented and heavily iron , light brown, moist, "et-y stiff, tone; massive; upper 6 to 8 inches w-faces), less sheared with depth ry stiff to hard, very little shearing @ 70' Contains scattered, very coarse sand grains = 1 T otal Oepth = 76 Feet Geologically Logged to 73 Feet No Ground Water Encountered No Caving Backfilled Z/29/88 - LEIGHTON II. ASSOCIATES LEIGHTON II. ASSOCIATES GEOTECHNICAL BORING LOG DATE February 29, 1988 DRILL HOLE No. B-15 SHEET-OFT II I, PROJECTQ PROJECT No. 8830601-19 DRILLING CO- TYPE OF RIGJJJJC~~~ Auw HOLE DIAMETER *w DRIVE WEIGHT - DROP 12 IN. - - - - - - - .- ..~ - - .- _. - -. ,- E [ t c 0 ELEVATION TOP OF Hc I I :E-W68N 130 '.-"I 50SA(11/77) DAI w ! . it- ;?I r5 :a = 3.9 - 5.5 7.0 GHT TUM I-: im IL5 G . . is = CL - I/SC - iM T- - :L - I/SC - :L - St4 = 'ON GEOTECHNICAL DESCRIPTION II See Geotechnical Nap GED BY RKW IPLED BY RKW LANDSLIDE DEPOSITS: Medium green, slightly Mist, stiff, silty clay; iron oxide stained; calcium carbonate stringers; nuder- ately jointed @ 1’ increase in blockiness @ 2.3' Gradational chanae to sandu, siltv clav to @ 3' @ 4 to @ 4.8' @ 7' clayey, sandy siit -- - - Gradational change to light green to yellow- green, slightly moist, dense. clayey, silty sand; massive; slightly friable; iron oxide staining; slightly micaceous; moderately to heavily jointe 4.8' Becomes fine- to medium-grained sand Grades back to fine-grained, silty sand with dis- continuous lenses of fine- to medium-grained sand ;;;;;ins disseminated gypsum/calcium carbonate(?) @ 7.6' Grades to medium green, silty clay; manganese and iron oxide staining; blocky @ 9.2' Clay seam; light gray, moist, medium stiff to stiff; silty clay; rounded, l/8 to l/4 inch thick; no definite surface; material above is broken.tandd DELNAR FORMATION: Green, slightly moist, stiff, silty claystone; slightly sheared; m&.siie _ @ 9.4 to 9.6' Light gray, slightly moist, dense, silty, fine- to medium-grained sandstone lense; friable slightly micaceous; iron oxide stained contacts (10.5' Contains mottled red to purple-brown stained @ 12' zones; material is jointed.and slightly sheared Increase in block.lness (less weathered) @ 13.5 to 14' Some increase in sand content @ 14' Increase in shearing (shears are discontinuous and randomly oriented) a 15' Grades to light yellow-green slightly moist, dense. silty to clayey, fine-grained, sandstone; massive; slightly micaceous @ 16.4 to 16.9’ 6-inch thick zone of fine- to medium- grained sandstone; iron oxide stained; massive @ 16.9'Grades to light green, slightly moist, stiff to very stiff, very sandy, silty claystone; massive; decrease in sand content with depth; a 19’ contains minor discontinuous shearing Becomes mottled red, purple and orange-brown @ 22' 8ecomes very stiff @ 24.5' Becomes very stiff to hard; contains slightly cemented zones I 8 27.5'Grades to light gray. moist, very dense. silty, fine-grained sandstone, slightly micaceous; slightly cemented; minor iron oxide staining @ 29.5'Abundant zones of awttled red and oranae-brown staining lSOClATES - - - - - - - - - - - ,- - - GEOTECHNICAL BORING LOG. DATF February 29. 1988 DRILL HOLE No. B-15 PROJECT po~v~on/~rea O~c*O SHEET - -OF 2 PROJECT No. Sw%ol-19 DRILLING Co Larive Drlllina HOLE DIAMETER *XI" TYPE OF RIG- Auaer DRIVE WEIGHT ELEVATION TOP OF HOLE- REF. OR DATUM DROP 12 IN. See Geotechnical Nap or sand, east side ut-’ ti ; rr. !IL Es z GEOTECHNICAL DESCRIPTION /g v)w . 5%. 3 g LOGGED BY RKW SAMPLED BY RKW Contains rip-up clasts of light purple, silty claystone and zones of fine- to medium-grained sandstone Grades to light gray, fine-greined, silty sand- stone to very silty sandstone; slightly friable; massive Gradational change to medium gray. ffne- to medium-grained, clayey, silty sandstone; very micaceous; slightly friable @ 43.5' Becomas,fine-grained, sandy, clayey siltstone Grades back into fine- to medium-grained, clayey, @ 45.5' Contains claystone rip-up clasts 55- OSA(11/77) LEIQHTON S, ASS0CIATES APPENDIX B - - - - - - - - .- _- .- - - - ATTERBERG LIMITS TEST RESULTS SYMBOL LOCATION DEPTH I I I FIELD MOlSTUf 3E (%I LL (4) PL WI PI (?a) +I B-12 19’ NA 55.6 25.0 30.6 B-13 51.6' NA 50.3 46.4 3.9 -+- u.s.c.s CH MH 60 I I I $0 p .’ - i : 30 : zo i 10 It&l/ I I I- I I I 0 10 10 30 10 ,o 00 10 .o LL , Liquid Limit,,%, Ltunolr d -lcl Project No. 8830601-19 POLYGON AREA "C" CARLSBAO, CALIFORNIA APPENDIX C 8830601-19 APPENDIX C Revised Table of Cut Slopes - - _- - - - - - - - - - - - Slope No. 1 2 2A Direction/ Lots West-facing; between lots 34 through WI and 45 through 51 Northwest- facing; between lots 27 through 34, rec. lot, lots 121 through 129 and 52 through 60, 112 through 120 North-facing; between lots 130 through 137 and 106 through 111 Easterly facing below lots 104 through 106 South-facing; below lots 97 and 102 through 104 Approx . Slope Height (feet) 10-30 30-40 35-40 22-34 (cut port ion approx . 8 to 15 feet up to 22’ Counnents Cut in mudstone/clay- stone of the Delmar Formation; claystone in places is relatively well jointed and fractured Cut in Delmar Forma- tion; bedding is vari- able with some out-of- slope bedding Cut in Delmar Forma- tion; claystone has out-of-slope bedding and is moderately jointed, eastern end of slope is fill-over- cut slope Fill-over-cut slope in Delmar Formation; bed- ding generally neutral to slope; material is moderately jointed Fill-over-cut slope; cut portion consists of Torrey Sandstone under- lain by Delmar Forma- tion; seepage along con- tact may become a problem Reconrmendations May be unstable in re- spect to surficial failure; stability fill recommended (fill key should be 5 feet deep below toe of slope and 15 feet wide Cut slope face should be replaced with stability fill (same as Slope 1 Cut portion of the slope should be replaced with a stability fill Cut portion should be replaced with stability fill Cut portion should be replaced with stability fill; geologic mapping of the cut portion of the slope should be done to determine if a subdrain should be placed along the con- tact between the sand- stone and claystone 8830601-19 - - - - - - - - Slope No. 5 6 7 Approx . Slope Direction/ Lots Southeast- Pacing; below lots :; through Southwest- Pacing; be- tween lots 65, 77 through 80 and 66 through 69 APPENDIX C Revised Table of Cut Slopes Height (feet) 8-20 g-18 North-Pacing; up to 40 below lots 140 through 143 Cements Cut slope in Torrey Sandstone and Delmar Formation claystone Cut in Torrey Sand- stone and Delmar Form- ation claystone Cut slope in Dalmar Formation and shallow landslide debris; scme out-of-slope bedding in slope; unstable for deep-seated failure as designed Recommendations Slope should be re- placed with a stability Pill Stability Pill is reccmended Buttress Pill recom- mended as shown on the Ceotechnical Map (Plate 1) and Cross-Section D-D’ (Plate 5); remain- der of the slope should be replaced by a stability Pill APPENDIX D - - .- - - - - - - .- ** F'CSTRHLS +Y by Put-due University --Slope Stability Flnalysis-- Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date:.+12-88 Time of Run: Run By: SRH Input Data Filename: POLYHB2 Output Filename: a PROBLEM DESCRIPTION F'OLYGUN SECBR HUTTRESS DESIGN BOUNDFlRY COORDINRTES 11 Top Boundaries 24 Total Buundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type NO. (ft) (ft) (ft) (ft) Below End c: ,%a. U” 3 2:i;(,. 00 4 312. cm 5 422. 00 6 554. 00 7 664. WI 8 760. 00 9 8 1 2. cm I 0 820. CICI 11 840. 00 I2 120. 00 I3 2ov. 00 I4 2“. cm 15 422.00 I6 44‘. 00 I7 452. cw la 488. OCI I9 528. ~:~~:I 20 266. 00 21 404. 00 22 452. 00 23 408. cm 24 824.00 I4L). LIU llPU . I.,*, 14‘. 00 312.00 152. 00 422.00 172. 00 554.00 216.00 6‘4.00 21‘. 00 760. ijo 214. 00 $12. 00 iz36.00 82’0. cm 236. 00 840. 00 24‘. 00 1176.00 36. 00 200. cx:, 104. 00 2‘6.00 124. 00 3 12. 00 172.00 446. 00 168. 00 452. 00 170. 00 488. UC) 180. Clcl 528. 00 188. 00 554. cm 124. Cxj 404. 00 140. Oil 452. 00 I 48. oo 489. oo 152. 00 720.00 194.00 1040. 00 I‘tU. vu 152.00 172.00 2 21‘. 00 4 216.00 2 214. 00 3 23‘. 00 4 23‘. 00 4 246.00 3 248.00 3 104.00 3 124.00 2 152.00 2 1‘0.00 2 17O.C~O 2 1.90. 00 4 188. 00 2 21‘. 00 2 140. 00 2 148.00 2 152. cx] 4 184. cm 2 228.00 2 ISOTROPIC SOIL PRRFlMETERS 4 Type(s) of Soil Soil Total Sat urat ed Cohesion Fr-ictiun POP? PrEEAWe Piez. Type Unit Wt. Unit Wt. Intercept Rngle Pressur’e constant Surface NO. (pcf) (pcf) (psf) (deg) F’aPdrll. (psf) NO. 1 120.0 130.0 300.0 30.0 . 00 .O 1 2 120.0 130. 0 200.0 13.0 .oo .O I 3 120.0 130.0 500.0 30. Cl .oo .O I 4 120.0 130.0 300. 0 25.0 . 00 .O I R Critical Failure Surface Searching Method, Using R Random Technique For Gener‘ating Sliding Block Surfaces, Has Been Specified. 100 Trial Surfaces Have Heen Generated. 2 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Clctive Rnd Passive Portions Of Sliding Block Is 10.0 Rnu Y--l Pftz V-Left X-Rioht V-Riaht Heioht 1 276.00 12o.00 404.00 138.00 . 00 2 448. oo 144.00 448.00 144.00 .oo - Follnwing We Displayed The Tern Most Critical Of The Trial Failure Surfaces Examined. They Fire Ordered - Most Critical First. * * Safety Factars Fwe Calculated By The Modified Janbu Method + * Fai1ur.e Surface Specified Hy 14 Cuordinate Points F’oint X-Surf Y-Surf NO. ( ft 1 (ft) 1 322. I a 153. a5 2 32s. 09 151.45 3 333.43 145.93 4 341.88 140. 60 5 6 7 a 3 10 11 12 13 14 *** 350.78 136.02 353. a4 131.79 448.00 144.00 455. 132 151.12 461.45 15a. 78 468. la 166. la 474.02 174.29 479.24 182.62 485.22 190. a4 487.77 193.92 1.887 *** Failure Surface Specified By 14 &ordinate Points Point NO. X-Surf Y-Surf (ft) (ft) 1 305.75 isi. 28 2 309.57 148.64 3 317.94 143. 16 4 326.59 138.15 5 333.76 131. la 6 343.62 129.51 7 448.00 144.00 a 453.14 152.53 9 459.05 160.64 10 465.79 168.03 11 472.84 17s. 12 12 479.46 182.62 13 483.6B 191.68 14 484.94 192.98 *** 1.910 *** - -~ - -. - -- - .- .- Failure Surface Specified Ry 13 Coordinate Points Point No. X-Surf Y-S1.ir.f (ft) (ft) 1 2 3 4 5 6 7 a 9 10 11 310.52 151.03 316.12 146.60 325. 70 143.74 333.59 137.60 342. 16 132.48 352.02 130.69 448. 00 144. 00 454.82 151.31 461.44 isa. 81 4c7.55 166.72 473.37 174.40 12 477.70 183.67 13 479.45 191.15 *** 1.917 *** Failure Surface Specified Ecy 15 Coordinate Points Point NO. X-Surf (ft) Y-Surf (ft) 1 323.57 154.10 2 3.24. 62 153.20 3 334.22 150. 38 4 343.10 145.79 5 351.47 140.32 6 359.40 134.22 7 369.34 133.13 a 448.00 144.00 9 455.07 151.07 10 461.61 158.64 11 468.63 165.76 12 47s. 48 173.05 13 476.45 162.59 14 484.04 1’30.29 15 406.86 193.62 *** 1.938 *** - - - - - - - - - - .- - - I Point 1 323.60 154.11 2 331.42 149.95 3 340.09 144.97 4 347. a6 138.67 5 357.58 136.34 6 366.93 132.79 7 448.00 144.00 a 454.65 151.46 3 459.63 160. 14 10 466.60 167.30 11 473.61 174.44 12 480.60 181.59 13 483.59 131.14 14 483.64 192.55 *** X-Surf Y-Surf (ft) (ft) 1.943 *** Failure Surface Specified By 14 Coordinate Points Point X-Surf No. (ftz) Y-Surf (ft) 1 311.72 151.97 2 313.22 150.47 3 320.30 143.40 4 330.22 142.15 5 338.34 136.31 6 345.96 129. a4 7 448. 00 144.00 a 452.61 152. aa 9 458.94 160.62 10 463.79 169.36 11 469.97 177.23 12 477.03 184.30 13 483.42 192.00 14 483.59 192.53 *** 1.966 *** Failure Surface Specified By 14 Coordinate Points point NO. X-Surf Y-Surf (ft?) (fir) 7,1 In tci, 0‘ - - - - - - - - - - - - 1 - - - - - _I 10 11 12 13 TU.2. %A- 471.78 478.61 485.58 490.11 *v,.L,, 175.49 182. a0 189.97 194.70 *** 1.997 *** Failure Surface Specified By 13 Coordinate Points PO i nt NO. X-Surf Y-Surf (ft) (ft) 299.59 301.98 310.60 320.34 327.62 33s. a4 150.57 148.28 143.20 140.Y7 134.11 128.41 7 440.00 144.00 a 452.30 153.03 9 456.73 161.99 10 463.25 163.58 11 469.92 177.03 12 476.92 184.17 13 479.51 191.17 *** Y X 1.398 *** FI X I s F T . 00 147.00 294.00 441.00 588.00 735.00 0(-J +--------- +---------+---------+---------+---------+ * * 147.00 + * * . . *. * FI 294.00 + ..2 . 2s. 118 la. - - - - - - X 441.00 + I 588. 00 + s 735.00 + 882. 00 + *** 1116 * *i * * * * * * x * F 1029.00 + * T 1176.00 + * FI Critical Failure Surface Searching Method, Using FI Random Technique For Generating Sliding Block. Surfaces, Has Been Specified. - - 1 - 100 Trial Surfaces Have Been Generated. 2 Buxes Specified For Generation Of Central Block Base Length Of Line Segments Far Fictive Rnd Passive Portions Of Sliding Block Is 10.0 Rex NO. 1 2 X-Left Y-Left X-Right Y-Right Height (ft) (ft) (ft) (ft) (ft) 489.00 148.00 489.00 148.00 -00 492.00 150.00 600.00 164.00 .oo Following Fire Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They k-e Ordered - Must Critical - - - - - - - + * Safety Factors W-e Calculated By The Modified Janbu Method + x Failure Surface Specified By 18 Coordinate Points F'oint X-Surf Y-Surf NO. (ft) (ft) I 415.74 170.86 2 423.76 168.67 3 431.06 161.B4 4 440.96 160. 40 5 450. 75 158.36 6 459.92 154.39 '7 469.78 152.70 8 479. 04 148.94 9 489. 00 148. 00 10 537.93 155.95 11 544.99 163.03 12 549.46 171.97 13 556.43 179.14 14 562.77 ia6.88 15 569.71 194.08 16 573.85 203. 18 17 579.87 211.16 la 584.67 216.00 *** 1.555 *** Failure Surface Specified Ry 17 Coardinate Points Point NO. X-Surf (ft) Y-Surf (ft) 1 427.96 173.99 2 434.82 169.07 3 441.91 162.02 4 451.77 160 35 . 5 461.34 157.43 6 471.27 156.26 7 479.25 150. 23 a 489.00 148.00 9 565.95 159.59 10 570.95 16B.'25 11 577.97 175.37 12 583.92 183.41 13 590.98 190.49 14 596.69 198.70 15 603.45 206.07 16 610.03 213.60 17 611.85 216.00 - 1 *** 1.793 *** - - - - - - - - - - - Failure Surface Specified By 17 Cuur-dirmte F’oints Point X-Surf Y-Surf NO. (ft) (ftz) 1 428.70 174.23 2 434.79 169.35 3 444.59 167.38 4 454.59 167.36 5 464.26 164.81 6 472.23 158.77 7 481.06 154.08 8 489. 00 148.00 9 546.86 157.11 10 551.74 165.84 11 557.24 174.20 12 562.00 182.95 13 563.06 190. 11 14 575.84 197.45 15 579.82 206.63 16 584.92 215.23 17 585.49 216.00 *** 1.805 *** Failure Surface Specified By 16 Cuordinate Points Point X-Surf NO. (ft) Y-Surf (ft) 1 432.24 175.41 2 435.24 172.41 3 442.77 165.84 4 451.35 160.70 5 460.33 156.30 6 469.62 152.60 7 479.52 151.19 0 489.00 148.00 9 571.02 160.24 10 577.89 167.51 11 503.30 175.92 12 589.33 183.89 13 595.75 191.56 14 598.12 201.27 15 604.21 209.21 16 610.99 216.00 rxr I P=.ZI - - - - - - - Failure Surface Specified By 16 Coordinate Points Point NO. X-Sur.f Y-Surf (ftz) (ft) 1 429. 06 174.35 2 435 42 . 170.03 3 444.97 167.06 4 452.05 159.99 5 461.90 158.27 6 471.83 157.89 7 479.67 151.61 8 489. 00 148.00 9 540.09 156.23 10 542.97 165.81 ii 546.9;2 174.99 12 553.18 182.80 13 556.66 132.17 14 560. 05 201.58 15 565.81 209.75 16 566.89 216.00 *** 1.863 *** Failure Surface Specified Hy 17 Coordinate Paints - - - - - - Point NO. x-SUPf (fti) Y-Sl.irf (ft) 1 415.91 170.89 2 424.70 169.16 3 434.70 168.88 4 443.38 i63.90 5 451.43 157.98 6 461.11 155.45 7 471.02 154.09 8 481.02 154.02 9 489.00 148.00 10 573.81 160.61 11 580.51 160.03 12 587.58 175.10 13 591.20 184.43 14 598.14 191.62 15 602.82 200. 46 16 609. a5 207.56 17 611.19 216.00 *** 1.873 *** 1 - - - - - - - - - - - - - Failure Surface Specified By 18 Coardinate Points Pnint 1 435.82 176.61 2 438.19 175.43 3 445.59 168.70 4 455.06 165.49 Y 464. 40 161.93 6 471.62 155.00 7 481.61 154.74 a 489.00 140.00 9 509. 50 152.27 10 516.26 159.64 11 523.21 166.83 12 530.11 174. 07 13 536. 41 181. a3 14 543. o2 183.34 15 549.98 1cg6.32 16 555.33 2O4. 97 X-Surf (ft) Y-Surf (ft) 17 562.38 212.06 18 564.38 216.00 *** 1.895 +** Failure Surface Specified By 16 Cuordinate Points paint NO. X-Surf (ft) Y-Surf (ft) 1 434.30 176.30 2 437.57 174.22 3 44s. a2 168.57 4 455.70 167.01 5 463.99 161.41 6 471.06 154.34 7 481.06 154.07 a 489.00 148. 00 9 545.10 156.88 10 551.09 164.89 11 555. a0 173.71 12 561.12 182.18 13 567.31 130.03 14 570. 33 199.56 15 576.83 2O7. 16 16 578.39 216.00 *** 1.907 *** I-alIcLl-EI aurrace aprclr-lea ny ,I Lc’c’,‘“Lr,dLe r’C’l.“ZS - - - - - - - - - - - - - - Point X-Surf (fti) Y-Surf (ft) 1 433.24 175.75 2 436.10 174.59 3 444.44 169.08 4 453.25 164. 34 5 462. 97 159.62 6 471.80 157.36 7 481.38 154.40 8 489.00 148.00 9 567.83 159.83 10 571.73 169. 01 11 578.86 176. 08 12 585.82 183.26 13 572.86 1'30. 37 14 597.90 199. 00 15 604.58 2OG. f+4 16 610.44 214.55 17 611.12 216.00 *** 1.931 *** Failure Surface Specified By 17 Coordinate Points Point X-Surf NO. (ft) Y-Surf (ft) 1 429.43 174.48 2 43s. 31 169.75 3 443.81 164.48 4 453.50 162.00 5 460.67 155.04 6 470.64 154.22 7 480. 61 153.44 8 409.00 148.00 9 499.40 150. 36 10 506.47 158.03 11 511.65 166.59 12 518.64 173.74 13 525.66 180.86 14 532.44 188.21 15 538.26 196.34 16 544.23 204. 36 17 546. 08 213.36 *** 1.939 *** - I 7 n h I a r I - - - - - - - - - - - - X .oo 147.00 294.00 441.00 588.00 73s. 00 + * 147.00 + * * *+ Fl 294.00 + * * 1* X 441.00 + I 588.00 + S 735.00 + 882.00 + F 102’3.00 + T 1176.00 + *** il. *7* 770.. ii*00 2111* 42211 ..22 . . * * * * * * * * - ++ PCSTFIBLS ++ - by Purdue University --Slope Stability Flnalysis-- Simplified Janbu, Simplified Bishop or Spencer‘s Method af Slices - Run Date: 4-12-88 Time of Run: 3UO Run By: SRH Input Data Filename: F~LY DD Output Filename: Cl PROHLEM DESCRIPTION POLYGON SECDD HUTRESS SRH 3-23-88 - - 1 - - 1 BOUNDRRY COORDINkKES 7 Top Boundaries 7 Total Bolundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type NO. (ft?) (ft) (ft) (ft) Below End 124.00 190.00 174.00 212.00 1 174.00 212.00 182.00 212.00 2 182.00 2i2.00 192.00 216.00 2 192.00 216.00 200.00 220.00 2 200.00 220.00 208.00 222.00 2 208.00 222.00 216.00 226.00 2 216.00 22E.00 448.00 224.00 2 ISOTROPIC SOIL PFiRRMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction POW Pressure Piez. Type Unit Wt. Unit Wt. Intercept Rngle Pressure Constant Surface NQ. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 130.0 300.0 25.0 .oo .O 1 2 120.0 130.0 200.0 13.0 .oo .O 1 - - - - i- - - FI Critical Failure Surface Searching Method, Using FI Random Technique For Generating Sliding Block Surfaces, Has Seen Specified. 50 Trial Surfaces Have Been Generated. 2 Bnxes Specified For Generation Of Central Block Base Length Of Line Segments For Active Find Passive portions Of SiidinQ Block Is 5. 0 Box NO. 1 2 X-Left Y-Left X-Right Y-Right Height (ft.1 (ft) (ft) (ft) (ft) 176.00 200.00 176.00 200.00 .oo 200.00 200.00 200.00 200.00 .OO Following Fire Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Rre Ordered - Most Critical First. + * Safety Factors Rre Calculated By The Modified Janbu Method * * Failure Surface Specified By 13 Coordinate Points Point - NO. - - - - 1 2 3 4 5 6 7 a 9 10 11 12 13 *** X-Surf (ft) Y-Surf (ft) 162.00 206.75 162.84 206.53 166.79 203.45 171. OS ~200.89 176.00 200.00 200.00 200.00 203.41 203.65 206.82 207.31 210.13 211.06 213.19 215.02 216.40 218. a5 21.3.26 223.49 218.84 22s. 98 1.815 **II Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf - - - - 1 - - - - - - _- - - - -. NO. (ft) (ft,) 1 165.24 208.15 2 167. aa 205.74 3 171.64 202.44 4 176.00 200.00 S 200. 00 200.00 6 203.24 203. al 7 206.7s 207.37 a 209.99 211.17 9 213.17 215.04 10 216.66 218.62 11 Z2CJ. 20 222.1s 12 223.37 22s. 94 *xi 1.846 i(** Failure Surface Specified By i3 Coordinate Points Point 1 160.47 206.05 2 161. a4 204.68 3 166.76 203.77 4 171.49 202.16 S 176.00 200.00 6 200.00 200.00 7 202.56 204.29 a 205.92 208.00 9 200.50 212.28 10 211.71 216.12 11 214.63 220.17 12 218.17 223.71 13 219.43 225.97 X-Surf (ft) Y-Surf (ft) *** 1.866 +*+ Failure Surface Specified By 12 Coordinate Points Point X-Surf (ft) Y-Surf (ft) 162.97 207. 14 167. OS 204.45 171.63 202.42 176.00 200.00 200.00 200.00 203.52 203.55 206.81 207.32 208. a6 2211.88 - 9 212.39 215.42 10 214.36 220.01 11 216.79 224.38 12 218.37 225.38 *** 1.89s I** 1 - Failure Surface Specified By 12 Coordinate Points Point - No. 1 - 2 3 4 S - 6 7 a - 9 10 11 12 *** - X-Surf (ft) Y-SIWf (ft,) 163.48 207.37 166.90 203.95 171.20 201.38 176.30 200.00 200.00 200.00 203.43 203.64 206.08 207.88 209.34 211.67 211.47 ~16.19 214.59 220.11 217.36 224.27 218.27 225.98 1.908 **+ Failure Surface Specified By 13 Coordinate Points .- Point No. 1 - 2 3 4 .- S 6 7 a .- 9 10 11 -~ 12 13 - *** X-Surf (ft.) Y-Surf (ft) 158.95 205.38 162.19 205.33 166.42 202.66 171.07 200.82 176.00 200.00 200.00 2OO.OC~ 202.74 204.19 205.33 208.46 207.39 213.02 210.51 216.92 212.83 221.35 216.27 224.98 216.72 225.99 1.986 *** - 1 - - ~- - - - - .- - .- - .- .- - 1 - -. - Failure Surface Specified Hy I3 Canrdinate Points 1 162.98 207.15 2 163.11 207.06 3 166.63 203.52 4 171.40 201.95 S 176.00 200.00 6 200.00 200.00 7 202. 07 204. 54 a 205.46 208.24 9 208.92 211.85 10 212.44 215.39 11 2’14.44 213.98 12 21s. 65 224. a3 13 216.7’2 225.33 *** 1.998 *** X-Surf Y-Surf fft) (ft) Failure Surface Specified Hy 13 Coordinate Points Puint X-Surf Y-Surf NO. (ft) (ft) 1 161.12 206.33 2 162.43 20s. 17 3 167.28 203.94 4 171.04 200.65 5 176.00 200.00 6 200.00 200.00 7 202.55 204.30 a 205.72 2oa. 17 9 208.91 212.02 10 212.06 21s. 30 11 21s. 5s 219.49 12 216.30 224.43 I3 217.04 225.99 +** 2.001 *** Failure Surface Specified By 12 Coordinate Paints Point NO. 1 2 X-Surf (ft,) 164.96 167.62 Y-Surf (ft) 208.02 20s. 38 - - 3 171.57 202.32 4 176.00 200.00 5 200.00 200.00 6 203.37 203.69 7 206. aa 207.25 a 208.68 211.92 9 211.41 216.11 10 214. a2 219.77 11 216.49 224.48 12 216.95 225.99 xxx 2.008 xx* - Failure Surface Specified By 13 Coordinate Points - Point Nn. - - - .- 1 162.57 206.97 2 162.96 206.58 3 167.63 205.46 4 172.44 203.51 5 176.00 200.00 6 200.00 200.00 7 202.9s 204.04 a 206.48 207.58 9 209.61 211.48 10 212.17 215.77 11 213.32 220.64 12 216.07 224.82 13 216.38 226.00 X-Surf (ft) 2.027 Y-Surf (ft,) +** 1 - Y Fl X I S F 7 - .oo 56.00 112.00 168.00 224.00 280.00 - X .oo +---------+---------+---------+---------+---------+ 56.00 + - - - - - - - - - - .- -. -, - - _- .- - R 112.00 + X 168.00 + I 224.00 + S 2ao.00 + 336.00 + F 392.00 + T 448.00 + * .l 12 1+ * 1. * 112.* 11* 2 * - - - - - - - - - - - - - - - -- - - - - - XI PCSTFIRLS II+ by Purdue University --Slope Stability Rnalysis-- Simplified Janbu, Sinlplified Bishop or Spencer’s Method of Slices Run Date: T//q88 Time nf Run: Run Sy : SkH Input Data Filename: POLYEEl Outsut Filename: 0 PROBLEM DESCRIPTION POLYGON SEC EE AUYTRESS DESIGN BOUNDFlRY COORDINATES B Top Roundaries 16 Total Boundaries Roundary X-Left Y-Left X-Right Y-Right NO. (ft) (ft.) (ft) (ft) Soil Type Below Bnd 1 240.00 140.00 340.00 152.00 2 2 340.00 152.00 420.00 166.00 2 3 420.00 166.00 426.00 166.00 2 4 426.00 166.00 460.00 170.00 4 5 460.00 170.00 461.00 180.00 4 6 461.00 lao. 00 524.00 212.00 4 7 524.00 212.00 796.00 212.00 4 a 796.00 212.00 1013.00 212.00 3 9 426.00 166.00 444.00 148.00 2 10 444.00 148.00 476.00 184.00 3 11 476.00 184.00 524.00 190.00 3 12 484.00 154.00 524.00 190.00 2 13 524.00 190.00 680.00 204.00 2 14 484.00 154.00 680.00 204.00 3 15 240.00 96.00 444.00 148.00 3 16 240.00 92.00 728.00 184.00 2 ISOTROPIC SOIL PRRRMETERS ,. T.,--lr\ ^C E-i, - - - l- Sail Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Flngle Pressure cwlstant Surface NO. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 120.0 130.0 300. 0 30.0 .OO .O 1 2 120.0 130. 0 200.0 13.0 .oo .O 1 3 120.0 130.0 500.0 30.0 .oo .O 1 4 120.0 130.0 300.0 25.0 .oo .O 1 R Critical Failure Surface Searching Method, Using R Random Technique For Generating Sliding Hlock Swfaces, Has Been Specified. 50 Trial Surfaces Have Been Generated. 2 Boxes Specified For Genwation Of Central Block Base Length Of Line Segments Far Active Find Passive Portions Of Sliding Block Is 10.0 Box X-Left Y-Left X-Right Y-Right Height NO. (ft) (ft) (ft) (ft) (ft) 1 280.00 110.00 392.00 136.00 .oo 2 440.00 148.00 440.00 148.00 .oo 1 - Fallowing Rre Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Fire Ordered - Most Critical First. + + Safety Factors Are Calculated Sy The Modified Janbu Method * * Failure Surface Specified Ely 14 Coordinate Points Point NO. X-Surf Y-Surf (ft) (ft,) 1 245.85 140.70 2 245.95 140.60 3 253.64 134.21 4 261.17 127.63 5 270.84 125.09 6 277.95 118.06 7 285.24 111.22 a 440.00 148.00 9 447.01 155.14 10 454.08 162.21 11 460. a0 169.53 - - 13 473.26 185.15 14 473.97 186.59 *** 2.575 t++ Failure h-face Specified By 12 Coordinate Points - - Paint NO. 1 2 3 4 5 6 7 8 9 10 11 12 **I( X-Surf (ft) Y-Surf (ft) 244.31 140.52 247.08 138.37 254.24 131.99 263.34 127.83 271.62 122.23 281.11 119.07 290.68 116.19 300. se 114.78 440.00 148.00 446.59 155.52 453.34 162.90 459.30 169.92 2.605 L Failure Surface Specified By 12 Coordinate Points Point NO. X-Surf Y-Surf (ft) (ft.) 1 295.85 146.70 2 299.12 143.47 3 306.23 139.34 4 318.10 137.74 5 326.03 136.62 6 337.02 132.24 7 346.61 129.39 8 356.47 127.75 9 440.00 148.00 10 446.96 155. ia 11 452.87 163.25 12 459.23 169.91 *** 2.636 +++ - Failure Surface Specified By 11 Coordinate Points Point - - - - - 1 2 3 4 5 6 7 a 3 10 11 X-Surf (ft) Y-Swf (ft) 271.32 143.76 271.75 143.35 273.00 136.46 206.14 129.46 295.58 126.17 304.75 122.16 313.76 117.84 440.00 148.00 446.94 155.20 451.38 163.63 454.62 169.33 2.680 ii* - 1 Failure Surface Specified By 12 Coordinate Points Point NO. - 1 2 3 4 5 6 - 7 8 9 10 11 12 - - X-Surf (ft) Y-Surf (ft) 275.56 144.30 276.16 144.30 284.61 138.35 233.91 135.28 303.77 133.63 312.20 128.26 320.49 122.66 330.44 121.71 440.00 148.00 445.47 156.37 450.66 164.92 452.56 169.12 2.683 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf NO. (ft) (ft) - 1 2 - 3 4 5 6 7 8 275.56 144.27 273.29 142.23 207.19 136.10 294.35 129.12 301.74 122.39 311.52 120.32 321.50 119.63 440.00 148.00 1 -- - .- - - 10 451.01 164.69 11 454.35 169.34 *** 2.702 I++ Failure Surface Specified Ry 11 Coordinate Points Point NO. X-Surf (ft) Y-Surf (ft) 1 244.52 140.54 2 244.60 140.49 3 .252.33 134.14 4 260.21 127.99 5 267.31 120.95 6 275.61 115.38 7 284.64 111.08 8 440.00 148.00 ‘3 444.81 156.77 10 451. a0 163.84 11 454.53 169.36 *** 2.710 *** Failure Surface Specified By 11 Coordinate Points Point - NO. X-Surf (ft) Y-Surf (ft,) 1 247.94 140.35 2 252.54 136.36 3 262.03 133.21 4 271.24 129.31 5 280.37 125.23 6 287.45 118.17 7 296.45 113.82 a 440.00 148.00 3 445.49 156.36 IO 449.68 165.44 11 453.08 169.13 *** 2.717 *** 1 Failure Surface Specified By 11 Coordinate Points - - - - - - NO. (ft) (ft) 1 286.69 145.60 2 233.65 144.51 3 301.28 136.04 4 310.91 135.34 5 313.91 130.99 6 323.44 127.95 7 338.43 123.56 8 440.00 148.00 9 444.54 156.91 10 443.06 165.83 11 451.86 163.04 *(+* 2.718 I** Failure Surface Specified By 10 Coordinate Points Point NO. 1 2 3 4 S 6 7 6 - 9 10 *** - X-Surf (ft) Y-Surf (ft) 248.04 140.97 254.59 135.51 263.15 130.34 270.56 123.63 279.14 118.50 286.23 111.45 440.00 148.00 445.86 156.11 452.92 163.18 456.49 169.59 2.733 *** - .oo 126.63 253.25 379. aa 506.50 633.13 X -00 +---------+---------+---------+---------+---------+ - 126.63 + - - - - - - - - - .- 1 - .- - - -~ - 253.25 + 379.88 + 506.50 + 633.13 + 753.75 + 886.38 + 1013.00 + 11 114 1433 453. 33* 3 . . * +2 **1 * * * * * * * * FI Critical Failure Surface Searching Method, Using R Random Technique For Generating Sliding Block Surfaces, Has Been Specified. 50 Trial Surfaces Have Been Generated. 2 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For fictive Rnd Passive Portions Of Sliding Block Is 10.0 Box NO. X-Left Y-Left X-Right Y-Right Height (ft) (ft,) (ft) (ft) (ft) . ,.nr hr. ec.2 n* t.mc r-w-l ,czJ rm .-%A - 1 - Following Fire Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Rre Ordered - Most Critical First. + * Safety Factors Rre Calculated By The Modified Janbu Method + * - Failure Surface Specified By 11 Coordinate Points - - - - - 1 2 3 4 5 6 7 8 9 10 11 - PO i nt No. X-Surf (ft) Y-Surf (ft) 460.25 172.49 46i. 04 168.53 476.94 167. 11 486.89 166.13 496.00 162.00 536.40 171.70 542.48 173.64 546.49 188.80 551.80 197.28 555.12 206.71 559.33 212.00 1.738 *** Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 462.34 180.66 2 469.48 174.80 3 479.18 172.35 4 488.41 168.52 5 496.00 162.00 6 524.90 169.11 7 528.95 178.25 a 535.55 185.76 9 539.19 195.08 10 544.83 203.33 11 550.03 211.83 12 550.17 212.00 *** 1.998 *** - 1 c-:1 .._^ f....CY^^ E-r^isi^.-l x2\, ‘l-3 rr.....rli.a3+s u,;“.e, - - - - - -~ Point NC?. X-Surf (ft.1 Y-Surf (ft) 1 460.32 173.16 2 467.13 171.71 3 476.20 164.64 4 406.03 162.78 S 496.00 162.00 6 580.09 181.57 7 587.01 188.78 a 593.73 176.19 7 SYe..SS 204.95 10 600.72 212.00 **I( 2.037 +** Failure Surface Specified By 12 Coordinate Points Point X-Surf NO. (fti) Y-Surf fft) 1 460.93 179.26 2 461.03 177.16 3 467.25 173.47 - 4 477.29 167.53 5 486.02 162.65 6 496.00 162.00 7 540.28 172.58 a 542.50 182.33 9 547.58 190.74 10 554.50 198.16 11 558.80 207.19 12 S61.ta 212.00 *** 2.049 *** Failure Surface Specified By 11 Coordinate Points - Paint X-Surf Y-Surf - NO. (ft) (ft) - 1 451.98 169.06 2 456.32 165.58 3 466.28 164.68 4 476.28 164.40 S 486.28 164.34 6 496.00 162.00 7 593. so 184.60 LI 7.3‘~ 19 1 w. !=A - - - - - - - 1 .~- 10 11 607.77 610.59 207. la 212.00 *** 2.062 +++ Failure Surface Specified By 11 Coordinate Points Point 1 460.77 177. a7 2 470.64 177.33 3 479.33 172.37 4 487.32 166.96 S 476.00 162.00 6 54s. 00 173.64 7 551.55 iai. 20 a ss7.2a 187.39 7 562.30 178.04 10 567.10 20s. 37 11 575.73 212.00 X-Surf (ft) Y-Surf (ft) *** 2.069 *** Failure Surface Specified By 11 Coordinate Points Point NO. X-Surf (ft,) Y-Surf (ft) 1 460.50 174.76 2 467. OS 169.72 3 476.81 167.53 4 486.26 164.26 S 476.00 162.00 6 534.16 171.20 7 533. aa 179.40 a 540.76 187.36 9 543.36 197.02 10 547.50 208.12 11 549.07 212.00 *** 2.072 *** Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf - - 1 464.53 ial.79 2 470. so 176.45 3 479.06 171.28 4 488.78 168.92 5 496.00 162.00 6 543. aa 173.37 7 550.31 181.05 a 557.33 188.17 7 564.14 19s. 47 10 568.25 204.61 11 571.65 212.00 *** 2:. 13s *** 1 - Failure Surface Specified By 11 Coordinate Points - Point 1 - 2 - 3 4 5 6 7 8 7 10 11 *** X-Surf (ft,) Y-Surf (ft) 460.30 172.75 467.31 172.35 479.30 171.77 488.84 168.78 496.00 162.00 536.01 171.61 542.75 178. at 546.65 188.10 546.55 197.72 547.81 207.84 553.90 212.00 2.143 *** - Failure Surface Specified By 11 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft,) - - 1 464.25 181.65 2 470.34 175.57 3 480.26 174.31 4 466.37 168.47 5 476.00 162.00 6 553. a1 175.63 7 560.88 ia2.71 8 565.48 171.58 7 571. at 177.32 10 576.67 208.07 11 579.76 212.00 *** 2.228 *+* t - Y Fl X I S F T .oo 126.63 253.2s 379.88 506. SO 633.13 - F 806.38 + - * X 377.88 + * *s **. *12* I 506.50 + 1 21*.* 1112 3861 .333 . . S S 633.13 + . . . . * * * * - X .0(-J +---------+---------+---------+---------+---------+ - 126.63 + - - ** * R 253.25 + _- -, - - .- - -_ 759.7s + - 2 Boxes Specified For Generation Of Central Block Base .- .- 1 - T 1013.00 + + R Critical Failure Surface Searching Method, Using R Random Technique For Generating Sliding Block Surfaces, Han Been Specified. 100 Trial Surfaces Have Been Generated. Length Of Line Segments For iktive Rnd Passive Portions Of Sliding Block Is 10.0 BQX X-Left Y-Left X-Right Y-Right Height No. (ft) (ft) (ft) (ft#) (ft) 1 320.00 104.00 432.00 124.00 .oo 2 448.00 128.00 500.00 140.00 .oo Following Fire Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They We Ordered - Most Critical First. * * Safety Factors Fire Calculated By The Modified Janbu Method * * Failure Surface Specified By 18 Coordinate Points - Point X-Surf Y-Surf No. (ft) (ft) 1 2 _- - - - 3 4 5 6 7 a 7 10 11 12 13 14 1s 16 17 16 376.84 158.4s 304.24 153.29 371.32 146.23 377.35 140.28 406.48 133.27 41s. 14 128.27 423.27 122.44 494.07 138.64 500. as 146.01 507.43 153.54 513.40 161.50 520.2s 168. a7 527.31 175.75 533. so 183.7’3 537.71 191.48 544.74 200.23 551.38 207.71 554.43 212.00 - - - - -~ - *** I.587 *** Failure Surface Specified By 20 Coordinate Points Faint No. X-Surf (ft) Y-Surf (ft) 1 268.06 143.37 2 263.49 142.05 3 27a. 48 137.60 4 2:86.61 131.85 S 274.82 126.14 6 302.32 119.53 7 311.20 114.92 a 313.99 110.16 9 328. aa 105.59 10 488. OS 137.24 11 494.33 14s. 03 12 500.37 lS2.79 13 SOS. 19 161.75 14 509.66 170.70 is 516.71 177.77 16 523.47 185.17 17 530.27 192.50 18 536.84 200.04 19 543.40 207.58 20 545.47 212.00 *** 1.604 Failure Surface Specified By 20 Coordinate Points Point No. X-Surf (ft) Y-Surf (ft) 1 287.7s 145.73 2 208.79 144.67 3 297.64 140.05 4 306.16 134. at S 316.02 133.11 6 325.87 131.38 7 333.0s 124.43 8 341.70 119.4i 9 348.73 112.35 10 358.68 110.91 I1 474.78 138.80 12 500.66 146.88 13 SOS.76 155.48 14 512.59 162.77 15 519.60 169.72 16 525.21 178.20 - ta 535. a2 195.01 13 537.7s 204.78 - 20 540.31 212.00 - *+* 1.613 **I - Failure Surface Specified By iv Coordinate Points - - - - - Point No. 1 - 2 3 4 S 6 7 a 9 10 11 12 13 14 1s 16 17 ta 17 - *** X-Surf tft) 294.72 146.57 301.16 142.16 309.38 136.47 316.50 123.45 323.75 122.56 331.30 116.00 338.59 107.16 348.59 109.11 492.02 138.16 498.49 14s. 78 SOS. 02 153.36 509.15 162.47 516.08 169.67 522.76 177.12 529.00 184.93 534.23 173.46 541.28 200.55 544.64 209.76 546.67 212.00 1.616 Y-Surf (ft) I Failure Surface Specified By 19 Coordinate Points - - Point X-Surf Y-Surf No. (ft) (ft,) 1 2 - 3 4 5 6 7 343.00 152.52 343.74 152.06 350.82 145.00 357.91 137.95 365.22 131.12 375.21 130.56 3a3.98 125.77 373.86 124.17 402.22 1 ta. 68 497.93 139.52 502.72 148.19 Fna c7 1 !=a&~ 7c - 8 9 10 11 42 - -, 14 SlV.S2 172.70 15 52s. 73 180.43 16 527.86 190.27 17 534.3s 197. aa ia 541.07 205.28 17 546.70 212.00 *** 1.624 - *** - Failure Surface Specified By 20 Coordinate Points - Point No. 1 346.77 153.18 2 349.64 1st. a0 3 358.77 147.76 4 366.73 141.77 5 376.43 139.11 6 386.28 137.38 7 39s. 62 133.79 a 402.86 126.90 9 410.20 120.11 10 470.67 137. as 11 497.14 145.47 12 504.07 152.68 13 SOY. 97 160.74 14 516.57 168.25 1s 522.12 176.58 16 529.10 183.74 17 532.57 173.11 ta 537.96 201.5s 19 544.97 208.67 20 548.25 212.00 .- **a X-Surf (ft) 1.626 +** Y-Surf (ft.1 Failure Surface Specified By 17 Coordinate Points -. Point X-Surf No. (ft) Y-Surf (ft) 1 254.84 141.78 2 261.73 137.17 3 271.72 136.77 4 279.4s 130.19 5 288. a4 126.76 6 295.96 119.74 7 303.04 112.67 a 71l-l co 16-s 27 - - - - - - - - Point NO. - 1 2 3 4 - 5 6 7 - 8 9 10 - 11 12 13 14 - 15 16 17 - 18 19 20 10 499.90 140.00 11 SOS. 93 148.04 12 512.93 155.17 13 517.80 163.91 14 524.70 171.14 15 520. a0 180.23 16 534.16 ,188.72 17 538.67 197.65 18 541.33 207.29 19 545.74 212.00 *** 1.633 *** Failure Surface Specified By 20 Coordinate Points .- *** - 1 X-Surf Y-Surf (ft.) (ftf 251.61 141.39 260.26 139.32 270.15 137.87 279.70 134.67 288.94 131.07 298.19 127.26 305.73 120.69 315.61 119.16 322.70 112.11 330.52 105.88 496.53 139.20 503.34 146.53 509.74 154.21 513.16 163.61 518.64 171.97 525.07 179.63 531.55 187.25 536.59 195.68 542.25 204.13 544.45 212.00 1.639 i** - Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf - NO. (ft,) (ft) 1 297.32 146.88 - 2 301.78 145.52 3 309.01 13.9.61 A 717~ n> t 7.x m - - - - - - 1 - 6 333.49 121.46 7 341.07 114.94 6 349.26 109.23 9 491.22 137.97 10 498.23 145.11 11 504.27 153.08 12 510.95 160.52 13 514.69 169.79 14 520.42 177.99 15 524.82 196.97 16 531.23 194.65 17 532.19 204.60 10 539.04 211.a9 19 539.1s 212.00 *** 1.645 ix* Failure Surface Specified Ry 19 Coordinate Points Point NO. X-Surf (ft) Y-Surf (ftf 1 320.85 149.70 2 325.44 145.78 3 334.60 141.76 4 341.82 134.04 5 349.65 128.62 6 357.55 122.49 7 367.40 120.79 a 374.49 113.73 9 495.01 138.05 10 501.15 146.74 11 506.1.3 155.38 12 508.33 165.14 13 514.44 173.07 14 521.39 180.25 15 528.46 187.33 16 535.44 194.48 17 541.49 202.45 18 547.72 210.27 19 549.25 212.00 *** 1.661 *** Y R X I S F T - X .oo 126.63 253.25 379.88 506.50 633.13 -00 + ----- ---- +---------+---------+---------+------------+ - - - - R - X - I - s - - - F - - T 1 - 126.63 + 253.25 + 379.~8 + 506.50 + 633.13 + 759.75 + 886.38 + 1013.00 + *+ * .7 72 2233 72330 2330+ 3556 05611 5511 1. * ..* . ..**. 1*. . *. 5112.. 11*2* 111 * * * R Critical Failure Surface Searching Method, Using R Random Technique For Generating Sliding Block Surfaces, Has Been - Specified. 100 Trial Surfaces Have Been Generated. - 2 D-u-e Cnc.rificd Fnr RPnoraCinn “f r!mntra, Rlnrl. Rzlerr - Length Of Line Segments For Rctive Rnd Passive Portions Of Sliding Block Is 10.0 BOX X-Left Y-Left - X-Right Y-Right Height No. (ft) (ft) (ft,) (ft) (ft.) 1 440.00 128.00 536.00 144.00 .oo - 2 548.00 148.00 616.00 160.00 .oo 1 - Fallowing Fire Displayed The Ten Most Critical Of The Trial Failure Surfaces Exanlined. They Fire Ordered - Most Critical First. * I Safety Factors Rre Calculated By The Modified Janbu Method * + - Failure Surface Specified By 19 Coordinate Points - - - - - Point NO. X-Surf (ft) Y-Surf (l-c) 1 400.89 162.66 2 401.13 162.51 3 408.80 156.10 4 417.44 151.06 5 425.70 145.43 6 434.19 140.14 7 443.93 137. a7 a 451.75 131.63 9 461.68 130.49 10 549.24 148.22 11 554.04 156.99 12 560.29 164.80 13 567.00 172.22 14 571.94 100.91 15 579.01 187.98 16 584.31 196.46 17 590.70 204.16 18 597.13 211.82 19 597.26 212.00 *** 1.699 *** Failure Surface Specified By 17 Coordinate Faints - Point X-Surf Y-Surf No. (ft.) (ft) 1 408.82 164.04 2 412.56 160.31 - - - - - 4 429.33 149.56 5 438.20 144.93 6 448.01 143.01 7 455.10 135.96 8 463.70 130.85 9 564.35 150. a9 10 571.10 158.27 11 578.11 165.39 12 581.71 174.72 13 587.17 163.10 14 593.98 190.42 15 597.32 199.85 16 600.23 209.42 17 602.81 212.00 *** 1.835 *** Failure Surface Specified By 16 Coordinate Points - Point No. 1 2 3 4 5 - 6 7 8 9 - 10 11 12 - 13 14 15 16 - *** - X-Surf (ft,) Y-Surf (ft) 411.90 164.58 416.79 159.75 423.91 152.72 431.43 146.13 440.89 142.88 448.55 136.46 455.62 129.39 571.92 152.22 578.72 159.55 583.85 168.13 590.86 175.26 597.36 182.87 603.10 1’31.05 607.07 200.23 610.03 209.78 610.72 212.00 1.851 *** - Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf - No. (ft) (ft.) 1 414.58 165.05 2 416.14 163.61 3 423.88 157.27 4 432.41 152.05 - - - - - 1 - - - - - - - - - - 6 449.25 142.82 7 457.55 137.25 8 465.50 131.18 9 566.27 151.22 10 569.13 160.81 11 575.46 168.55 12 581.34 176.64 13 588.2B 183.84 14 595.20 191.05 15 600.14 199.75 16 605.52 208.18 17 608.59 212.00 xx* 1.855 Y** Failure Surface Specified By 17 Coordinate Points Faint X-Surf Y-Surf NO. (ft) (ft.1 1 395.06 161.63 2 398.97 160.23 3 406.17 153.29 4 415.66 150.15 5 424.11 144.80 6 432.32 139.09 7 441.52 135.18 8 448.60 128.11 9 569.28 151.76 10 574.56 160.25 11 581.63 167.32 12 587.72 175.25 13 589.40 185.10 14 596.27 192.44 15 602.00 200.63 16 608. a3 207.94 17 610.95 212.00 *** 1.860 *** Failure Surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft,) (ft) 1 386.18 160.08 2 389.70 156.64 3 399.25 153.66 4 409.22 152.97 5 419.11 151.48 - - - *** 1.884 ix* - 7 438.68 147.90 8 447. a3 143.86 9 454.95 136.64 10 46Z.84 130.70 11 579.62 153.58 12 506.48 160.86 13 593.55 167.33 14 599.24 176.15 15 606.24 183.30 16 609.87 1’32.62 17 614.41 201.53 18 617.41 211.07 19 618.00 212.00 Failure Surface Specified By 17 Coordinate Points - Point No. - 1 2 3 - 4 5 6 - 7 8 9 10 - 11 12 13 - 14 15 16 - 17 **+ - X-SW-f (ft) Y-Surf (ft) 383.26 159.57 387.84 158.05 397.41 155.17 407.31 153.76 414.56 146.07 424.37 144.93 432.99 139.85 440.24 132.97 449.03 128.19 595.64 156.41 601.24 164.69 605.40 173.79 612.38 180.95 617.27 189.67 623.86 197.19 630.60 204.57 636.91 212.00 1.901 - Failure Surface Specified By 17 Coordinate Points - Point X-Surf Y-Surf No. (ft) cft, 1 414.51 165.04 2 415.38 164.47 3 424.03 159.46 4 431.20 152.49 ,- - 6 448.36 143.38 7 455.97 137.50 .- 8 463.40 130. a0 9 586.69 154.83 10 592.38 163.05 11 597.52 171.63 12 603.43 179.70 13 610.17 187.09 14 617.22 194.18 15 623.84 201.67 16 628.06 210.74 17 629.29 212. i)O - *** - 1.507 **+ 1 Failure Surface Specified By 16 Coordinate Points - Point NO. 1 - 2 3 4 - 5 6 7 8 9 10 11 I- 12 13 14 - 15 16 - *** X-Surf (ft) Y-Surf (ft) 408.53 163.99 413.77 162.96 42i. 66 156.82 431.66 156.46 439.13 143.82 447.47 144.30 454.62 137.31 461.98 130.54 594.90 156.28 601.34 163.92 608.30 171.11 612.57 180.15 617.94 188.58 621.40 197.96 627.07 206.20 629.81 212.00 1.945 Failure Surface Specified By 17 Coordinate Points - Point X-Surf Y-Surf No. (ft) (ft) 1 390.22 160.79 2 396.53 154.97 3 406.03 151.84 4 416.00 151.00 5 425.82 149.14 6 434.28 143.82 - - a 452.50 135.58 9 461.04 130.37 10 577.70 153.24 11 579.62 163.05 12 585.33 171.26 13 591.54 179.10 14 596. aa 187.55 15 603.43 195.06 16 603.64 205.06 17 609.71 212. 00 xx* 1.948 *** i- R X I s F T - .oo 126.63 253.25 379.68 506.50 633.13 X 00 +---------+---------+---------+---------+---------+ 126.63 + ** * FI 253.25 + * X 379.88 + 66 11 11x ii*. 12. **. ..*..* I 506.50 + . . . . . ** 1 . . 2111.. 732211 ..6332 S 633.13 + ..77 . . * * l - F 886.38 + -. - T 1013.00 + * - - - - - - APPENDIXE GENERAL EARTHWORK AND GRADING SPECIFICATIONS - - - - - 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to the connnencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechni- cal report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recomnendations in the geotechnical report, and the approved grading plans not withstanding the testing and observation of the geotechnical consultant. If, in the opinion of the consultant, unsatisfactory conditions, such~ as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical ceport and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction should be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM 01557. 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots, and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. - -i- i - - - - - - - - - The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3. ,2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 3.3 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overex- cavated down to competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor/civil engineer should be utilized. 3.4 M;teye Conditionin : Overexcavated and processed soils should be dried-back b ended, and/or mixed, as necessary to attain a uniform'moisture coLent near optimum. 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture- conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. 3.6 Benchin d Where fills are to be placed on ground with slopes steeper (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5:l should be benched or otherwise overexcavated when recommended by the geotechnical consultant. 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement. - - ii - - - - - - - - - - - 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material. 4.2 Oversize: Oversize material, defined as rock or other irreducible m with a maximum dimension greater than 6 inches, should not be buried or placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 jmport: If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed,import materials. 5.0 Fill Placement and Compaction 5.1 5.2 5.3 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. Moisture Conditioning: Fill soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. Compaction of Fill: After each layer has been evenly spread, moisture- conditioned; and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifi- cally designed for soil compaction or of proven reliability, to . efficiently achieve the specified degree and uniformity of compaction. - iii - - - - - - - .- - - - - - 5.4 Fill Slo es: Compacting of slopes should be accomplished, in addition to iZ%&iiipacting procedures by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4'feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill out to the slope face should be at least 90 percent. 5.5 Compaction Testin Field tests of the moisture content and degree of compaction of t fill soils should be performed by the geotechnical consultant. The location and frequency of tests should be at the consult- ant's discretion based on field conditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant, however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the surveys, prior to cormnencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and/or remedial grading of cut slopes (i.e., stability fills or s.lope buttresses) may be recommended. 8.0 quantity Determination For purposes of determining quantities of materials excavated during grading and/or determining the limits of overexcavation, a'licensed land surveyor/civil engineer should be utilized. - iv - - - - - - - - - - - - - - TRANSITl,ON LOT DETAILS cu ‘T-FILL LOT EXISTINQ MOUND SURFACE OVEREXCAVATE AND RECOMPACT _------ COMPETENT BEDROCK OR MATERIAL EVALUATED BY THE QEOTECHNICAL CONSULTANT CUT LOT gXlSTlNQ QROUNd SURFACE bl- -- ,x-Rz&i -- /- I I’ /-- UNSUITABLE , /’ /- MATERIAL/- lGVt= AND RECOMPACT COMPETENT BEDROCK R MATERIAL EVALUATED BY THE QEOTECHNICAL CONSULTANT *NOTE: Doopar or Iatorally more sxtenxlvo overaxoivatlon and recompactlon may bo recommended by the geotechnlcal conrultant bawd on aotual tlold oondltlonr anoountrrod’ and looatlonr of proposed Improvomontr - - - - ,- - .- -~ -~ - ,.~. - - - ROCK DISPOSAL DEfAlL r FINISH MADE -- -- ~OVERSUE WINDROW ~~~~~~~~D~~ DETAIL --_-------e--m_ ----~-------___ -------em---__- ----------_ --------------__ -------------_ -------------__ TYPiCAL PROFILE ALONQ WINDROW I) Rook with maximum dlmenelone oreater than 6 inches should not be used wlthln 10 feet vertically of.finieh grade (or 2 feet below depth of lowest utility whichever ir greater), and 16 feet horizontally of elope faces. !I Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. I) Rock Placement, floodlno pf Oranular soil, and fill placement should be observed by the geotechnlcal consultant. I) Maximum rite and spacing of wlndrowe should be In accordance with the above detallc Width of windrow should not exceed 4 feet. Windrowe should be staggered vertically (as depicted). J) Rock should be placed in excavated trencher. Qranular roll (S.E. greater than or l QUU to 30) should be flooded in the windrow to completely fill volde around and beneath rocks. - .- - - - .- - .~ - - -. -. - KEY ~STABILITY FILL / BUTTREsS DETAIL OUTLkT PIPES 4. # NONPLRPORATED PIPE. loo* MAX. 0.C. HORIZONTALLY. so’ MAX. O.C. VERTICALLY LOWEST SUSDRAIN SHOULP SE SITUATED AS LOW AS PO88leLE TC ALLOW SUITASLE OUTLET n .-, .- PERFORATED - -.- I OUTLET PIPE i‘diNQ PLANS1 18’ YIN. T-CONNECTION DETAIL I ,SEE T-CONNECTION l IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 8/4*-t-1/2= CRAVEL. FILTER FAeRlc MAY BE DELETED 8’ MIN. OVERLAP\ DETAIL iNVELOPE (MIRAFI 40N OR APPROVED SUlVALENT)’ I U.S. Standard Sieve Size X Passing 1 SUBDRAIN TRENCH DETAIL NOTES: For buttrooo dlmonolono. l oo gootochnlcol ~roportlplono. Aotuol dlmonolono of buttroor and. rubdrol’ m.y bo ohong.0 by th. gootochnlcol conoultont booed on field condltlon.. SUSDRAIN IN8TALLATION.8ubdroIn pip. rhould bo Inrtollod with portorotlonr down oo doplctod. At locotlono roeommondod by the gootochnlcol~cOnoUItonl. nonporforotod PIP* should bo Inotollod SUSDRAIN TYPE-Subdtoln typo l hould bo AorYIOnRrl10 SUtodlono StYrOn (A.8.8.). POlYVlnYl ChlOrlde (PVC) OI l pprovod l gulvolont. Glow 128,eDR 82.8 l hoold bo uood tar mo~lmum till doptho ot es too1 Cloor 20@8DR 21 should bo uood for ntoxlmum (111 dopthr of 100 toot. - - - - - - - - - - - - .- ,- CANYON SUBDRAIN DETAILS - --_____---___ e- MIN. OVER SEE BELOW SUBDRAIN TRENCH DEfAILS l YIN. OVERLAP S14~-1-112g CLEAN 3/4=-t&2’ CLEAN QRAVU ,(Stthft. MIN PERFORATED PIPE IF CALTRANS CLASS 2 PERMEASL: MATERIAL IS USED IN PLACE. OF a/4’-l-1/2* QRAVEL. FILTER FAWI MAY BE DELETED DETAIL OF CANYON SUBDRAIN TERMINAL SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE HATERIAL U.S. Standard Sieve Size X Passing 1" 100 3/4" 90-100 3/B" 40-100 No. 4 25-40 No. B 18-33 NO. 30 5-15 No. 50 No. 200 \ i:: Sand Equivalent>75 Subdroln l hould bo c’onotructod only on compotont motorlol l o l voluotod by tho gootoohnlool 00noultont. SUBDRAIN INSTALLATION Subdroln plpo l hould bo Inotollod with porforxtlono down l o doplctoa At loootlonr roeommondod by the gootoohnleol conoultont, nonportorotod plpo l houlil bo Inotollo SUSDRAIN TYPE-Subdroln typo l hould bo Acrylonltrll. Butodlono Styron. (A.8.8.). Polyrlnyl Chlorldo (PVC) or l pprovod l oulvolont. Clxox 124 SDR 32.6 l hould bo uood for moxlmum fill doptho Of 98 toot. Cloxo 2048DR 21 rhould bo uood for moxlmum fill doptho ot 100 toot. SIDE HILL STABILITY FILL DETAIL - - -~ EXUJ;~~A~~OUNO I’ ‘7 /’ - ~ZZ~~Z==-=-- ,, - - - -- -== rc_s_eg=== 77 wi#~cll3w/rlI &y~;rEg 1.G I . ...,._ PAD OVEREXCAVATION DEPTH I QEOTECHNICAL CONWJLTANT BENCH BASED ON ACTUAL FIELD CONDITION8 ENCOUNTERED. AOYPETENT BEDROCK OR I CONSULTANT - I NOTE: Subdraln detail8 and key width recommendations to be provided bared on sxpored subsurface condition8 - - - - - - - - - - -. - - - - - - - KEY AND BENCHING DETAILS FILL SLOPE EXIETINQ QROUND SURPA PRO.lECT 1 TO 1 LINE TENT MATERIAL k . ..-_--. ~. ~~~~~ PROM TOE OF OLOPE FILL-OVER-CUT SLOPE --- -- A’ 7 0’ 1 .’ \ i -. t.* -CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) NOTE: Back drain may be recommended by the geotechnioai oonaultant bared on l otuai field conditions encountered. Bench dimsnrion recommendationr may airo be altered based on field conditions encountered. - - - - - - .- - - - - - RETAINING WALL DRAINAGE DETAIL / SOIL SAC!CPILL. COYPACTED TO SO PERCENT RELATIVE COMPACTlOW+ RETAININQ WALL WALL’ WATERPROOFINQ PER ARCHITECT’S SPECIFICATION8 FINlSH QRADE ------ ------ FILTER FABRIC ENVELOPE (MIRAFI 140~ OR APPROVED EQUIVALENT)* S14°-l-lJ2= CLEAN QRAVELn 4=.(MIN.) DIAMETER PERFORATED ‘PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT QRADIENT TO SUITABLE OUTLET WALL FOOTINQ,flt ’ I y = II ‘S= MIN. SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size X Passing :;cl 100 go-100 3/v 40-100 No. 4 25-40 No. 8 la-33 No. 30 5-15 No. 50 No. 200 ;:: Sand Equivalent>75 COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE QEOTECHNICAL CONSULTANT l BASED ON ASTM D 1 SST l *IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF S/4*-1-1/2’ QRAVEL. FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD SE COMPACTED TO 00 PERCENT RELATIVE COMPACTION l NOT TO SCALE