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Home My WebLink About; Lake Calavera Hills Village G; Soils Report; 1983-04-26- .- - - - UPDATED GEOTECHNICAL INVESTIGATION LAKE CALAVERA HILLS VILLAGE G CARLSDAD, CALIFORNIA PREPARED FOR: Pacific Scene, Inc. 3200 Harney Street San Oiego, California 92110 - - PREPARED BY: -~ - - - - Southern California Soil 6 Testing, Inc. Post Office Box 20627 6280 Riverdale Street San Oiego, California 92120 - - - .- - - -. - April 26, 1983 Pacific Scene, Inc. 3200 Harney Street San Oiego, California 92110 SCS&T 14143 Report No. 2 SUBJECT: Report of Updated Geotechnical Investigation for Lake Calavera Hills Village G, Carlsbad, California. REFERENCES: 1) Geotechnical Investigation for Village G and J, Cala- vera Hills, by Woodward-Clyde Consultants, dated August 11, 1980. 2) Grading Plans Prepared by Rick Engineering, undated. 3) Earthwork Package for Village G, Prepared by Southern California Soil & Testing, Inc., dated March 23, 1983. Gentlemen: In accordance with your request, we have reviewed the above referenced reports and utilized the information derived from the earthwork package report to develop this updated report. The findings and recomnendations of our study are presented herewith. In general, we found the site suitable for the proposed development pro- vided the recommendations presented in the attached report are followed. SOUTHERN CALIFORNIA 501L AND TESTING. , i-4 c. - -- - .- .- - - - - _- -~, - - - - - - - ,- SCS&T 14143 April 26, 1983 Page 2 If you have any questions regarding this report, or if we may be of fur- ther service, please do not hesitate to contact our office. Respectfully submitted, E. N. Ketchum, R.C.E. #26267 Curtis R. Burdett, C.E.G. #lOgO ENK:CRB:DBA:nw cc: (6) Submitted (1) SCS&T, Escondido SOUTHERN CALIFORNIA 501L AND TESTINO. INC - - - - - TABLE OF CORTEKfS PAGE Introduction and Project Description ..................................... 1 Scope of Service ......................................................... 1 Recommendations and Conclusions .......................................... 3 General .............................................................. 3 Grading .............................................................. 4 Site Preparation ................................................ 4 Select Grading .................................................. 4 Rippability ..................................................... 5 Seismic Traverse No. S-l ...................................... 5 Seismic Traverse No. S-2 ...................................... 5 Rock Disposal ................................................... 5 Undercutting .................................................... 6 Earthwork ....................................................... 6 Drainage ............................................................. 6 General ......................................................... Subdrains ....................................................... 6 Slope Stability and Stabilization .................................... 6 General ......................................................... 6 Buttress ........................................................ 7 Alternative 1 ................................................. 7 Alternative II ................................................ 7 Foundations .......................................................... 8 General ......................................................... 8 Reinforcement ................................................... 8 Transition Areas ................................................ 8 Settlement Characteristics ...................................... 8 Expansive Potential ............................................. 8 Concrete Slabs-on-Grade ......................................... 9 Grading and Foundation Plan Review .............................. 9 Earth Retaining Structures ........................................... 9 General ......................................................... 9 Backfill ........................................................ 9 .- .-_ ,- - - .- .- TABLE OF CONTENTS (continued) PAGE Ultimate Passive Pressure ....................................... 9 Ultimate Active Pressure ........................................ 9 Factor of Safety ............................................... 10 Limitations ............................................................. 10 Review, Observation and Testing ..................................... 10 Uniformity of Conditions ............................................ 10 Change in Scope ..................................................... 11 Time Limitations .................................................... 11 Professional Standard ............................................... 11 Client's Responsibility ............................................. 12 Field Explorations ...................................................... 12 Laboratory Testing ...................................................... 12 - - -. -. ~- - - _~. - - AllACHE(ENTS Figure 1, Site Vicinity Map, Page 2 PLATES Plate l-2 Plate 3 Plate 4 Plate 5 Plate 6 Plate 7 Plate 8-23 Plate 24 Plate 25 Plate 26 Plate 27 Plate 28-29 Plate 30 Plate 31 Plate 32 Plot Plan Section A-A' Section B-B' Section C-C' Section D-D' Unified Soil Classification Chart Boring Logs and Trench Logs Direct Shear Test Results Maximum Density & Optimum Moisture Content Expansion Test Results Grain Size Analysis and Atterburg Limits Slope Stability Calculations Surficial Slope Stability Select Fill Area Cross-Section Typical Canyon Subdrain Cross-Section Oversize Rock Disposal Cross-Section APPENDICES Appendix A, Rippability Study Appendix B, Recommended Grading Specifications and Special Provisions -. - - - - .- - . - - - UPDATED GEOTECHNICAL INVESTIGATION LAKE CALAVERA HILLS VILLAGE G CARLSBAD, CALIFORNIA INTRDDUCTIDN AND PROJECT DESCRIPTIOW This report presents the results of our updated geotechnical investigation for Lake Calavera Hills Village G, located in the City of Carlsbad, Calif- ornia. The site location is shown on the vicinity map provided as Figure 1. It is our understanding that the site will be developed by grading to receive 45 multi-family residential structures. The two-story buildings will be of wood-frame construction, shallow foundations and conventional slab-on-grade floor systems. Grading will consist of cuts and fill on the order of 26 feet and 50 feet, respectively. Cut and fill slopes will be constructed at an inclination of 2:l (horizontal to vertical) or flatter. The site configuration, approximate topography, and location of our subsur- face explorations are shown on Plate Number 1 of this report. SCOPE OF SERVICE This investigation consisted of: surface reconnaissance; subsurface exploration, including downhole inspections; obtaining representative SOUTHERN CALIFORNIA 501L AND TESTING. I N c. -. - Page 2 I SOUTHERN CALIFORNIA Lake Calavera Hills, Village G SOIL & TESTING, INC. nv: SMS DATE: 4-26-83 JOB NUMBER: 14143 Fiqure No. 1 . - -. SCS&T 14143 April 26, 1983 Page 3 - - _- - - - - disturbed and undisturbed samples; laboratory testing; analysis of the field and laboratory data; research of available geological literature pertaining to the site; review of the referenced material, and preparation of this report. Specifically, the intent of this analysis was to: a) Explore the subsurface conditions to the depths influenced by the proposed construction. b) Evaluate, by laboratory tests, the pertinent engineering pro- perties of the various strata which will influence the develop- ment, including their bearing capacities, expansive characteris- tics and settlement potential. cl Develop soil engineering criteria for site grading and provide design information regarding the stability of cut and fill slopes. This will include design of buttresses and stabilizing fills where required, and subsurface drain recommendations. d) Recommend an appropriate foundation system for the type of struc- tures and soil conditions anticipated and develop soil engineer- ing design criteria for the recomnended foundation design. RECOIIIEMIATIONS AMI COIICLUSIONS GENERAL No geotechnical conditions were encountered which would preclude the development of the site as tentatively planned provided the recomnenda- tions presented herein are implemented. The majority of the subject site is underlain by an average of two feet of highly expansive, compressible topsoils. Highly expansive alluvial depos- SOUTHERN CALIFORNIA s 0 I L AND TEST I N c1. I r-4 c. SCS&T 14143 April 26, 1983 Page 4 - - .- - - its underlie the lpwer section of the canyon areas. The upper 2+ feet of these deposits are considered compressible. These deposits are considered unsuitable for the support of settlement sensitive improvements and will require removal and recompaction wherever settlement sensitive improve- ments are planned. In addition to the highly expansive surficial deposits, random zones of highly expansive soils exist within the Santiago Formation deposits. It is our understanding that select grading will be performed. Therefore, no special foundation consideration will be required. Hard rock was encountered along the eastern property line. It is antici- pated that blasting may be required for the construction of Tamarack Avenue. 6RALUw6 SITE PREPARATIOII: Site preparation' should begin with the removal of all deleterious matter and vegetation. Topsoils underlying areas to receive fill and/or structural loads should be excavated to firm natural ground. Firm natural ground is defined as soil having an in-place density of at least 85% of maxiRum dry density as determined in accordance with ASTM Test Procedure D1557-78, Method A. The exposed natural ground should then be scarified to a depth of 12 inches, moisture conditioned and recompacted to at least 902 of its maximum dry density at a minimum moisture content at or slightly above optimum. The overexcavated soils as well as on-site fill material should then be placed in compacted layers until desired elevations are reached. SELECT 6RMlIll6: We recommend that highly expansive soils should not be allowed within 2.5 feet of finished grade. Fill pads should be capped with 2.5 feet of nondetrimentally expansive soils (less than 2% expan- sion). Expansive soils within 2.5 feet of finished grade at cut lots SOUTHEl?N C*L,FORNI* 50,‘ AND TESTINCi. INC SCS&T 14143 April 26, 1983 Page 5 - - - - - - should be undercut and replaced with properly compacted, nonexpansive soils. The horizontal extent of the above recomnendations should include teh area within 5 feet beyond the perimeter of the structure. Within parking and sstreet areas, select grading may be limited to a depth of one foot of subgrade material. In addition, expansive soils should not be placed within five feet from the face of any fill slopes. RIPPABILITY: The results of our seismic survey and exploratory trenches indicate that blasting may be required to obtain proposed cuts along Tamarack Avenue. A sumnary of each seismic traverse is presented below and in appendix A. Seismic Traverse No. S-l Geologic Unit: Hypabyssal Rock Interpretation: Rippable velocities to a depth of five feet. Marginally rippable to 30 t feet. from 5' + to 30'+. Seismic Traverse No. S-2 Geologic Unit: Hypabyssal Rock Interpretation: Rippable velocities to a depth of eight feet. Nonrippable velocities to 30 + feet. Blast- ing will probably be required. Related Trench: Trench Number 20 ROCK DISPOSAL: Oversized material generated during grading operations which is greater than two feet in greatest dimension should either be utilized in landscaping or placed in the major canyon fill or in the rock disposal areas designated on Plate Number 2 and in accordance with the recomnendations described in Plate Number 32. SOUTHERN CALIFORNIA SOIL AND TESTING. INC - -.. SCS&T 14143 April 26, 1983 Page 6 - - -~ - - - - -. -. - UMlERCUTlIffi: In order to facilitate the excavation of utility trenches in areas underlain by hard rock, it is suggested that hard rock in streets be undercut to required depths and replaced with properly compacted fill. EhRTlMRK: All earthwork and grading contemplated for site preparation should be acconplished in accordance with the attached Recomnended 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, struc- tural fill and fill should be compacted to a minimum of 90% at slightly over optimum moisture content. Utility trench backfill within 5 feet of the proposed structures and beneath asphalt pavements should be compacted to a minimum of 90% of its maximum dry density. The maximum dry density of each soil type should be determined in accordance with A.S.T.M. Test Method 1557-78, Method A or C. DRAINME GENERAL : Adequate drainage provisions are imperative. Water should not be allowed to collect adjacent to footings. 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. SUBDRAINS: It is recommended that subdrains be placed along the bottom of all canyon areas to receive more than 10 feet of fill. The subdrains should be extended upward along the canyon bottom until overlain by a minimum of 10 feet of fill. Subdrain details and locations are provided in Plates Number I and 31. SLOPE STABILITY MO STbBILIZATIUN GEttERAL: According to our calculations the cut and fill slopes construc- ted at inclinations of 2.0 horizontal to 1.0 vertical or flatter, will SDUTHERN CAL1FORN1A SOIL AND TESTIND. INC - - SCSAT 14143 April 26, 1983 Page 7 -~ - - - - -- - - possess factors of safety of at least 1.5 with respect to deep-seated failure if limited to a maximum height of 28 feet and 50 feet, respec- tively (see Plate Number 27). It is further our opinion that proposed cut and fill slopes will possess factors of safety of at least 1.5 with re- spect to surficial stability if constructed in accordance with the recom- mendations of this report (see Plate Numbers 28 and 29). Highly expansive fill soils should not be placed within five feet from the face of slopes. For slopes higher than 20 feet the select material zone should be in- creased as described in Plate Number 30. All cut and fill slopes should be periodically inspected during grading operations by an engineering geologist or soil engineer from this office to verify that soil conditions encountered do not differ significantly from those assumed in our anal- ysis. BuTlEss: The soil/rock contact that exists along the slope west of Tamarack Avenue will be exposed at or near the toe of the proposed cut slope. We therefore present the following two alternative solutions. Altemative I: The soils over the underlying rock could simply be removed. This then would leave the rock exposed on the face of a 1.2:1 slope (horizontal to vertical). This would probably eliminate the retaining walls behind units 49 and 50. 1;E. uJf3Lwa7 -ITits Sl.OPE - lT rr m SW~ ROCJI,~O~E LIKE A CtzmewTeO Sok V %CK Alternative II: If it is desired that this slope be planted, then we would recommend that a nonexpansive soil buttress would have to be constructed. This would necessitate blasting of the rock and place- ment of the buttress as shown on Plate Numbers 3, 4 and 5. It is estimated that approximately 16,500 cubic yards of additonal rock would be generated from this procedure. We also estimate that 22,000 cubic yards of select material would be required as additional but- tress fill. SOUTHERN c*LIFONNI* 50,‘ *NO T E 5 T t N 0. I N c. - - .- -- - .,.- .- .- - - - - - SCS&T 14143 April 26, 1983 Page 8 FOUWDATIONS GENERAL: Conventional spread footings founded at least 12 and 18 inches below lowest adjacent finished grade and both having minimum width of 12 inches are reconvsended for the support of one and two-story structures, respectively. Such footings may be designed for an allowable soil bearing pressure of 2000 psf. This bearing pressure may be increased by one-third when considering wind and or seismic loading. A minimum setback of 5 feet should be observed between structures and the top of adjacent slopes. REINFORCEIERI: It is recommended that minimum reinforcement consist of two continuous No. 4 reinforcing bars, one located near the top of the footing and one near the bottom. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement neces- sary to satisfy structural considerations. TRANSITION MEA.2 It is further recommended that footings spanning day- light lines where the fill section exceeds four feet in thickness be reinforced with at least four continuous No. 4 reinforcing bars, two located near the top of the footing and two near the bottom extending 10 feet beyond each side of the transition. SEllLECENT CHARACTERISTICS: The anticipated total and/or differential settlements for the proposed structure may be considered to be within tolerable limits provided the reconvnendations presented in this report are followed. EXPARSIVE POIERTIAL: Topsoils, alluvium and some of the formational deposits were found to possess highly expansive characteristics. However, it is our understanding that select grading will be performed during grading operations. Therefore, the recommendations of this report assume a nondetrimentally expansive soil condition. SOUTHERN CALIFORNIA 501L AND TESTING. INC - -. SCS&T 14143 April 26, 1983 Page 9 - - -. CUNCRETE SLABS-UN-RRADE: Concrete slabs-on-grade should have a minimum thickness of 3.5 inches and be reinforced with 6"x6"-lO/lO welded wire mesh throughout. Where moisture-sensitive floor coverings are planned, the slabs should be underlain by a 4-inch layer of coarse sand or crushed rock. MAD1116 AMI FOUWDATIOll PLAN REVIEW: The soil engineer and engineering geologist should review the final grading and foundation plans to verify their compliance with this report. EARTH RETAINIIIG STRUCTURES - GENERAL : It is our understanding that the retaining structures planned for this project will be of masonry construction and that they will have a maxirmm height on the order of 14 feet. - - - -. - - BACKFILL : All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material within a distance of five feet from the back of the wall. The retaining structure should not be backfilled until the material in the wall have reached an adequate strength. ULTMTE PASSIVE PRESSURE: The passive pressure for prevailing soil conditions may be considered to be 400 pounds per square foot per foot of depth. This pressure may be increased one-third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.43 for the resistance to lateral movement. When combining frictional and passive resistance, the latter should be reduced by one-third. ULTIMATE ACTIVE PRESSURE: The ultimate active soil pressure for the design of earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 40 pounds per cubic SOUTHERN CALIFDRNIA SOIL AND TESTIND. I N c - - - - - SCSAT 14143 April 26, 1983 Page 10 foot for walls free to yield at the top (unrestrained walls). For earth retaining structures that are fixed at the top (restrained walls), an ultimate equivalent fluid pressure of 55 pounds per cubic foot may be used for a design parameter. These pressures do not consider any surcharge loading (other than the sloping backfill). If any surcharge loadings are anticipated this office should be contacted for the necessary change in soil pressure. FACTOR OF SAFETY: The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design of all earth retaining structures to reduce the possibility of over turning and slid- ing. LIUITATIOWS REVIEW, ORSERVATIOll AI(D TESTIWG The reconvnendations presented in this report are contingent upon our review of final plans and specifications. The soil engineer and engineer- ing geologist should review and verify the compliance of the final grading plan with this report and with Chapter 70 of the Uniform Building Code. It is recommended that Southern California Soil & Testing, Inc., be re- tained to provide continuous soil engineering services during the earth- work operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UWIFORnITY OF COl0ITIOHS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsur- .SD”THERN C*‘,FORNI* SOIL *ND TESTINlj. INC - SCS&T 14143 April 26, 1983 Page 11 .- - - - - - - face 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 foundations and/or cut and fill slopes may be influenced by undis- closed 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 modifi- cations if necessary. CHARGE 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 recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. TI# LIUITATIORS 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-Art and/or Government Codes may occur. Due to such changes, the findings of 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 reconvnendations. PROFESSIWAL STMMRD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession cur- - SoUTnERN CALIFORNIA SOIL AND TESTINO. INC. SCS&T 14143 April 26, 1983 Page 12 rently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encoun- tered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recomnendations are based soley on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, 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 of findings. CLIENT'S RESPLMSIIIILITY It is the responsibility of Pacific Scene, Inc., or their representatives to ensure that the information and recomnendations 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 ensure that the contractor and his subcontractors carry out such reconvnendations during construction. FIELD EXPLDRATIDMS Twenty-seven subsurface explorations were made at the locations indicated on the attached Plate Number 1 on March 10, 13 and 21 and April 25, 1983. These explorations consisted of 25 trenches excavated otilizing a rubber- tired backhoe equipped with a 24-inch bucket and 2 small diameter borings. In addition, two seismic traverse lines were performed. The field work was conducted under the observation of our engineering geology personnel. SOUTHERN CALIFORNIA 501L AND T E s T I N G. I N c. SCS&T 14143 April 26, 1983 Page 13 - - - - -- - -- .~ - -- - - The explorations were carefully logged when made. These logs are pre- sented on the following Plate Numbers 8 through 23. The soils are des- cribed in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate 7. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency are given on the logs. Soil densities for granular soils was 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. Disturbed and undisturbed samples of typical and representative soils were obtained and returned to the laboratory for testing. LABORATORY TESTIll Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. A brief description of the tests performed are presented below: a) MDISNRE-DERSITY: Field moisture content and dry density were determined for representative undisturbed samples obtained. This information was an aid to classification and permitted recogni- tion of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the field moisture content is determined as a percentage of the soil's dry weight. The results are sumnarized in the trench logs. b) CLASSIFICATIOII: Field classifications were verified in the laboratory by visual examination. The final soil ciassifications are in accordance with the Unified Soil Classification System. SOUTHERN C*L,FclRNI* 501L AND T E s T 1 N 0. b N c. - - SCS&T 14143 April 26, 1983 Page 14 .~.. - - - - - - cl GRAIN SIZE DISTRIBUTION: The grain size distribution was deter- mined for representative samples of the native soils in accor- dance with A.S.T.M. Standard Test D-422. The results of these tests are presented on Plate Number 26. d) PLASTICITY WEX: The Plasticity Index (PI) which is defined as the liquid limit of a soil minus its plastic limit was determined for certain representative cohesive samples. The liquid limits and plastic limits were determined in accordance with A.S.T.M. Test Method D433-66 and D424-59 respectively. The results of these tests are presented on Plate Number 26. e) DIRECT SHEAR TESTS: Direct shear tests were performed to deter- mine the failure envelope based on yield shear strength. The shear box was designed to accomodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and at saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The results of 'these tests are presented on attached Plate Number 24. f) COWACTION TEST: The maximum dry density and optimum moisture content of typical soils were determined in the laboratory in accordance with A.S.T.M. Standard Test D-1557-70, Method A. The minimum density was also determined for each sample tested for maximum density. The test was performed in accordance with A.S.T.H. Test D-2409. The results of these tests are presented on the following Plate Number 24. e) EXPMSIBU TEST: The expansive potential of clayey soils was determined in accordance with the following test procedure and the results of these tests appear on Plate Number 25. SOUTHERN CALIFO!?NIA SOlL AND T E s T I N 0. 1 N c. SCSAT 14143 April 26, 1983 Page 15 Allow the trinxned, undisturbed or remolded sample to air dry to a constant moisture content, at a temperature of 100 degrees F. Place the dried sample in the consolidometer and allow to compress under a load of 150 psf. Allow moisture to contact the sample and measure its expansion from an air dried to saturated condition. - - - - - - SOUTHERN CALIFORNIA SOIL AND TESTING. INC I I 1, I / ’ : ,’ 1 i I I ! ! / / i \ i I ‘. --------EXISTING GRADE PROPOSED GRADE/ HY PABYSSAL ROCK --- CONTACT BETWEEN Rot ALTERNATIVE 1 23, SANTIAGO FORMATION REMCXE SOIL CtYER 8 FGMyE; FACE OF -* SECTlOl)J , R-ti \ REPLACE ROCK WITH SCALE:1:20 BUTTRESS AS SHOWN 1 t. OOUTHlRN CALIPORNIA @ClL & TIUTINO, INC. av SMS OAIE 427-03 mwa14143 PLATE NC.4 L. L L L L L L L L L L L 1 1 1 SUBSURFACE EXPLORATION LEGEND ONXPIEO SOIL cLAsSI.FIcATIa4 QURT L son DLSCR~PTION gwzuP SYnBOL J-wrcu. NMS 1. COARSE GRAINED. Mr. tb.n half of m.reri.1 i. w than No. 100 .i.v. .i... GRAVELS CLEAN GRAVELS More then h.lf Of coal-,. fraction 1. 1srpr tlmn Lw. 4 sieve sire but smaller than 3”. GPAMLS WITH FINES (Appr.ci.bl. .mo"nt of fines) g!ggg CLEAN SANDS nor. tbm half Of coars. fraction 1. mlal1.r than NO. 4 sic”. *iz.. SANDS Wllw PINES ,Appr.ciabl. .mount of fines) 11. PINE mzAINE0, !+a-e than half of material ir *nailer than NO. 200 sieve sire. SILTS mm CIAYS (jY “Cl1 pra*.c3 qr.v.1.. gravel- .and mixture., little or no fin*. GP Poorly graded grav.19. grw.1 ‘and mixture., 1irt1. or no fines. WI Silty qrav.1.. pcorly grlv3.d urwcl-..rd-.i1t mixture.. ,w Clayey gravel., poorly gr.*.d grav.1-.rnd, clay nixtur.*. Ey vi.11 graded .m*,gr.“.lly *ends. little or no fines. SP bariy grac3.a ..nd.,gra”.lly sands. little or no fin**. a4 Silty sand*, poorly grad.* sand and silt mixtures. SC Clayey sands. poorly graded sand and cl*y mixture*. ML *norganic silts an.3 very tine eands, rock flour. sandy silt or clayey-silt-sand mixtures with slight *last- Liquid limit lcrr than 50 . icity CL *norg.nic c1eys of la, to medium plasticity.qravelly claw, sandy clavs.siltv clay., lean-clay;. organic eilte and organic silty clays of la* plasticity inorganic gilt.. micsceou. or diatcmaceour fine sandy or silty *oils. elastic liquid limit CH greeter than 50 OH HIGHLY OFcaNIC SOILS FT ei1t.. lnorgsnic cleye of high plasticity, fat clay*. Caganic clay* of medium to high plasticity. P..t ."d other highly organic moile. + - Water level at time of excavat-;on or as indicated US - Undisturbed, driven ring sample or tube sample CK - Undisturbed chunk sample BG - Bulk sample SOUTHERN CALIFORNIA SOIL L TESTINQ, INC. Lake Calavera Hills .9.0 "I"."D.L. .111,1 Village G SAN 01.00, SALICOrnN,A .*,mm Carlsbad, CA By DBA MTE 4-26-83 JoB *. 14143 1 Plate No. 7 3ORING NUMB-R 1 ELEVATION i .3 i 5 ir; 54; z CH -b- _I”- J lo- us - Ba 1 12-b -- 14- 4 .1'"- 18- .1 - 20- us - Ba - 22. 24- 26s 2% - QUO bft to Medium Stif CL za w3 1Ir $” (10 a> Dark Very BrOW Moist DESCRIPTION Sandy Clay/Clayey Sand (Topsoil) Clayey Silty Sand (Santiago Formation) Light :reenis Br0Gm SC/ SM SM SC \ SM \ SC \ x ML Moist Very Moist Moist Very Moist izz- -- Moist -- loist tl Very Moist -. lOO/ 6" .- )8.7 mm Silty Sand .ight Grey Very Dense -- Stiff -- lery Dense -- lery Dense -- Hard Very Dense Clayey Sand - ledium BrOWIl hhite/ .ight Tnn .ight BroWl- Grey ;lXen- Grey Light Grey -- Me - 1001 7 Silty Sand Silty Clayey Sand - - -- Silty Clay - 100 I 3l - - Silty Sand Boring Ended at 30'3" Moist SUBSURFACE EXPLORATION LOG SOUTHERN CALIFORNIA I LOGGED er 0,x-a DP!LLEO SOIL 6 TESTING, INC. DBA 3-16-83 -3s r.L,MBC~ 14143 Plate No. 8 TRENCH NUMBER 1 ELEVATION DESCRIPTION ZL/SC Sandy Clay/Clayey Sand / # SM Silty Sand(Santiago Formatior \. CL Silty Clay r Trench Ended at 7' TRENCH NLMBER 2 Clayey Sand/Sandy Clay (Topsoil) Silty Sand with Pockets of Claystones(Santiago For- mation) - Trench Ended at 10' Brown luff-white ireen-bra Moist Medium Dense Dense to Very Denst Brown 4oist to Medium Wet Stiff ;uff-white with :reenish Tint L Moist nse to ,ry Dense - -- - .12. ,07. ~ - I i ;; a’; ;I: =I s - - 16. 12. - - SOUTHERN CALIFORNIA SOIL 6 TESTING, INC. BORING NUMbclR 2 ELEVATION z 0 ; a u ii z !Q i; Cl CH . . 7 - - : ; 2 $ in I -- 2-- 4 - Bag 5 -- I3 - LO- L's 12- 14_B=g 16- 18- 20-- - us 22-PB 24- 26- 28- -PB 3om ;u ; i;u ,a2 I :zq )CV ! w “2 :z$ I rnn - , c 6 i O- ;; 0% -- c , ;:r. ; ;, G L I - ::c w :Eb Mediu Stiff Dense -. very Stiff -- very Dense Dark ‘cry Brow Moist DESCRIPTION Sandy Caly/Clayey Sand (Topsoil) - c \ i” \ u SC 7 ZL \ u SC > SM Clayey Sand(Santiago Formation) Tan- ‘MY OKZIng Moist Light Browr -- Light Grey -- ;oist Silty Clay Clayey Silty Sand and Silty Sand Light :oist t keenis very Grey Moist .oo/ 5.5’ b5.5 -. -- -- - - Sandy Clay/Clayey Sand oist .- oist Very Dense Hard -- Very Dense Light reenis Grey -- Light reen- Grey Green- Grey -- -- Clayey Silty Sanp oist Hard/ ==Y Dense ,001 4" Silty Clay with Interbede Silty Sand Boring Ended at 30' SOUTHERN CALIFORNIA SOIL 6 TESTING, INC. SUSSURFACE EXPLORATION LOG LOG3ED q r DOTE DAlLLED DBA 3-W-83 J38 :.,dr..,BED 141:3 Plate No. 9 ; y 5 TRENCH NUMBER 3 ‘> -* ; ,” c ; ; ‘> i ; Z’ 5yt w= -2 Y ;: i- 5+ zc ti ELEVATION 2 $2 ulwm ayz :: ,li 6; ,c: : ; -; z d 2” 2:: 0% -c i 1 u 110 ;: 0 Q aE :$a B Q a; % ; .o 0 DESCRIPTION CL Sandy Clay (Topsoil) BP3WTl Moist *ledium Stiff 2 SM Silty Sand (Santiago 3&f-white Moist Dense to - CK Pormation) with Very Dense 4- Greenish Tint 8% 6- 8- lo- CK 12 Trench Ended at 12' TRENCH NUMBER 4 0 - CK cL Sandy Clay (Topsoil) B~0Wl-i wet Soft to 98.5 23.7 Medium Stiff 2-- CK >- Silty Sand (Santiago Buff-white Moist Dense to 100.: 23.1 Formation) with Very Dense 4- Greenish Tint 6- a- CK Trench Ended at 9' SUBSURFACE EXPLORATION LOO SOUTHERN CALIFORNIA LOGGEO By DATE LOCIGEO~ SOIL 6 TESTING, INC. CRB 3-10-83 -oe ?rUN!OEa - 14143 Plate No. 11 I-!- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2-- _ Cb 4- Bag 6- a- la_- 7 3 a IU ,5 .’ 8 Q ; CL \ 3-l - TRENCH NUMEER 5 ELEVATION DESCRIPTION Sandy Clay (Topsoil) Silty Sand (Santiago Formation) Trench Ended at 10' BrOWI Jff-white tth green sh Tint Moist to Soft to Wet edium St, Moist ense to cry Dens{ I : ; I I il'f - I - I - - - 1 1 SUBSURFACE EXPLORATION LOO h SOUTHERN CALIFORNIA LOOGEO er, IOATE LOGGED: v SOIL 6 TESTING, INC. ; ; F : Lb : ; it z 0 ;: 0-m - CK 2- 4- 6- a- CK - O-, 2- 4- CK CK 6- a- -lx lOem CL ;c/ CL t TRENCH NUMBER 6 ELEVATION DESCRIPTION Silty Sand(Santiago Formation) Trench Ended at 9' TRENCH NUMBER 7 Sandy Clay (Topsoil) I 3row-n ?ioist Stiff - Sandy Clay/Clayey Sand 3rown and Hoist try Stifi T? 7.0 (Alluvium) lff-white Trench Ended at 10' Buff-whit Moist knse to tiith ?ry Dens, Greenish Tint I I ;; > ;“zr : ;: ul,Jn ii- 2” :;I$ ;; LX0 a!?0 05 a> a2 aoiI u" i 0 4.4 8.1 I - SUBSURFACE EXPLORATION LOG SOUTHERN CALIFORNIA LCC15E0 By DATE LCGGEO SOIL S TESTING, INC. CRB -3-10-83 209 -IUMBEP 1$143 Plate No. 13 t TRENCH NUMBER 8 ELEVATION DESCRIPTION 2 -CK 4- - CK 6 _- 2-, - CK 4- 6- 8- LO- 12-- Joist to Soft to Wet Gdium St Buff-whi Moist )ense to irery Dens i CL \ SM Sandy Clay(Topsoi1) Silty Sand(Santiago Formation) Trench Ended at 6' TRENCH ?WLBER 9 Br0Wl-l f 98. 22.7 - - C Clayey Sand (Topsoil) jark Brow Moist Dense luff-White -07. 17.4 Silty Sand(Santiago Formation) DeI-W.? Trench Ended at 12' - - SOUTHERN CALIFORNIA SOIL 6 TESTING, INC. SUBSURFACE EXPLORATION LOG LOGGEO 37 IDATE LOGGEO’ I CRB 3-10-83 doe F.L.h'9EF 14143 Plate No. 14 ---~- __ --A ..-. - ~__I_~~_- _, - - - - - - - - I ; E Y : fl 0 O- 2_ 4- 6- a- - - - - I ; ; TRENCH NUMeER 10 .z elk “Z ! u I------ ELEVATION DESCRIPTION jM Silty Sand (Santiago Formation) West side of Trench shows Clayey Sands h Sandy Clayey Alluvium with a Cobble Layer at Contact with the ltiago Formation Trench Ended at 9’ Dark Bra Yellow- brown uff-white Moist Moist Medium Stiff Medium ense/Stif Dense SUBSURFACE EXPLORATION LOO SOUTHERN CALIFORNIA kCOOtrEO By, OL%TE LOGGEO SOIL 6 TESTING, INC. CRB 3-10-83 doe NLJPneER 14143 Plate No. 15 ---- ; : LL : i 0 2 4 6. 8. la 12 o- 2- 4- 8- 10 12 ” ; r L 2 i 4 ;: :K la1 :K :K :K - - :K - TRENCH NUMBER 11 ELEVATION -F DESCRIPTION t SC \ SM Moist !tedium Dense Clayey Sand (Topsoil) Silty Sand(Santiago Formatio: Dark Brow Buff --- reen-brow Moist Dense -( -1 -( -C I Trench Ended at 12' TRENCH NUMBER 12 SC/( q T SM Sandy Clay/Clayey Sand (Topsoil) Clayey Silty Sand zdim Dense odium Dense Dense Moist Moist Brown ellow- brown - - 01.4 Silty Sand(Santiago Formation) :Pockets of Green Claystone) Buff Moist 8.7 Trench Ended at 12' - FP SOUTHERN CALIFO P SOIL 6 TESTING, INC. 6 ; rz :g :; 6 ; ?(/s A CL \ SM ;f ;; CL -a ;j : tRENCHNUM8ER 13 ELEVATION lb- 18: CR J lo- - _I ~18 -- s 1 .1 +:, ZZ’ Wdul !;I’ as: iza l!!O Moist Moist DESCRIPTION Clayey Silty Sand (Alluvium) Sandy Clay/Clayey Sand (Topsoil) Brown Brown oose to :edium Der ediwn Der - - - Silty Sand (Santiago Formation) uff with Greenish Tint Moist Dense Trench Ended at 11' TRENCH NUMBER 14 ik CL \ SN Silty Sand (Alluvium) Sandy Clay/Clayey Sand (Topsoil) Silty Sand (Santiago Formation) Moist Moist Moist Brown Brown Buff edium Den edium Den Dense - - - - - - Trench Ended at 8' - SUESURFACE EXPLORATION LOO SOUTHERN CALIFORNIA LOGGEO er: OA.TE LOGGEO’ SOIL 6 TESTING, INC. CRB 3-16-83 ,oe NUh"ecER 14143 Plate No. 17 1 Fb - ~. --_---- ---- ------_I- _I_-- 5 w- a+ :z iz: “i I I I --I . 3 TRENCH NUMBER 15 +;, 22! ELEVATION uwm -7 5;12 a;: a2 ( t DESCRIPTION “$2 :Iayey Silty Sand (Topsoil) Brown Moist Gdium DW-lSe silty Sand (Santiago Formati ) Buff Moist Dense ? 2 6 0 ..,.~ 2 -- 4 1 1 1 1 I J J Trench Ended at 6’ TRENCH NUMBER 16 Xayey Silty Sand (Topsoil) BKOWll silty Sand(Santiago Formatio Buff Trench Ended at 5’ kloist j?l/S( .oose to kdium knse \ j!4 kbist - I I TRENCH NUMBER 17 ELEVATION -0 sxis -* 2 SC/C - SM - 4 ch 6 DESCRIPTION +:, 221 i;; a;loY a2 QOa u” : Irr- i; 05 6 0 8 CK 11 0 1, 2 i f 0 SC/c 2 i SM 4 Bag 6 CK 8 Clayey Silty Sand(Topsoi1) .----- BKOWtl Moist Sandy Clay/Clayey Sand kdium Dense Silty SandfSantiago Formation Buff Moist Dense --- Buff wit: Greenish Tint Trench Ended at 13' TRENCH NLIMBER 18 sandy Clay/Clayey Sand (Topsoil) Brown Moist Iedium Dense jilty Sand(Santiago Formation Light B~OWII/ Buff Moist knse 11 D CK 1: 2 Trench Ended at 12' - - - - - SUBSURFACE EXPLORATION LOG SOUTHERN CALIFORNIA LOC.GEo q y Da.TE COGGEO SOIL & TESTING, INC. CRB - - - doe P.LJ.lBER 15143 Plate No. 19 -,--- - ; : g Y : : Y % ; 5 IO 0 TRENCH NUMBER 19 ELEVATION DESCRIPTION - 2, CL CL Sandy Clay (Topsoil) BI-OGm Moist Stiff Xlty Clay(Santiago Formatior - 4- 6- -I ,ilty Sand Buff Moist Dense Trench Ended at 7' TRENCH NUMBER 20 Silty Clay (Topsoil) BlZOWIl 2 CL ii- \ ilty Sand(Santiago Formation 4- ontact with Hypabyssal Rock Dipping 4o” west 6 -- Trench Ended at 6' - .c; 9 SOUTHERN CALIFORNIA SOIL 6 TESTING, INC. ;: t! 2” LO aI Moist Green- brown 'cry Stif: :o Hard -- -Y :edium Moist Stiff Light Grey ?loist Dense - I0 -- I2 -- I PO- - / - TRENCH NUMSER 21 ELEVATION OESCRIPTION CL SM Silty Clay (Topsoil) Silty Sand (Santiago Formation) Contact with Hypabyssal Rock dipping 400 west Jery Mois Moist Medium Stiff Dense Br0Wl-l .ight Gre TRENCH N~TMBER 22 .- e L \ SM BrClWII Moist Stiff - Silty Clay (Topsoil) Silty Clay(Weathered Mudstont Silty Sand (Santiago Formation) Moist ‘my Stifl to Hard Green- brown .ff-white Moist - Trench Ended at 11’ - %+ SOUTHERN CALIFORNIA J SOIL 6i TESTING, INC. - --.------- ----- - - ~- -. -~ - - - - - ’ l ii ,” E I- 0 E bp ; 7 p TRENCH NUMBER 23 z 4 k; rrk ;j Y - Z -ru ;: YWU) (E+z z- ;p E !I! Sk ELEVATION 5; p tk *ii, a- 2: l k? g r: k” :; D LY :: : ‘, *p o z 6; i; 04 ; =0 DESCRIPTION ‘2 0 SM/ Brown Silty Clayey Sand Moist Medium DS3lSS 2- CL Gray Bsovn Silty Clay Moist Stiff 4- SM Buff Silty Sand (Santiago Moist DSIISS Formation) 6- Contact vith Hypabyssal Rock a Xpping 30' West Trench Ended at 9' TRRNCR NUMBER 24 6 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. LOGGED BY: cm DATE LOGGED: 4-25-83 JOB NUMBER: 14143 Plate No. 22 .~ ,- - - _- .-. - - -, _- - - - OESCRIPTION Gray Brown Silty Clay 4- SM Buff Silty Sand (Santiago Moist Dellse Formation) Contact with Hqabyssal Rock Dipping 6- 45 West Trench Ended at 8' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL L TESTING,INC. LOGGED BY: cRB DATE LOGGED: 4-25-83 JOE NUMBER: 14143 Plate No. 23 I _I I / i I 1 .- 1 1 i I I SAMPLE T-Z @ 6' T-5 @ 4'-5' B-l @ 3'-5' B-l @ 21 22 '- ' B-2 @ 13'-15' DIRECT SHEAR TEST RESULTS DESCRIPTION Buff White Silty Sand, Unhisturbed angle Of cohaabn Intamal intercaQt friction (“) bf) 19 200 Buff White Silty Sand, Remoded to 90% Remolded Light Green-brown Clayey,Silty Sand, to 90% 32 200 30 400 19 L25 Remolded Light Greenish-grey Clayey Silty Sand, to 90% 29 350 1 MAXIMUM DENSITY and OPTIMUM MOISTURE CONTENT AaTM D-1557-78 A Mmfoo~ I I maximum SAMPLE DESCRIPTION density T-5 @ 4'-5' Buff White Silty Sand 114.0 B-l @ 3'-5' Light Green-brown Clayey Silty Sand 126.2 - m L 21'-22' Green-grey Silty Clav 119.0 Grmev Clavev Siltv Sand 121.3 I I I I moisture content f%) 14.0 10.2 11.0 11.8 BOUTHERN CALIFORNIA EXPANSION TES- ?ESULTS SAMPLE I T-4 @ 3' I T-5 @ 4'-5' I T-8 @ 5' CONDITION INITIAL MC.(%) Undisturbed Remolded 6 Undisturbed . . 3Pi-l Pd 5.7 6.9 4.7 INITIAL DENSiTY(PCR 100.1 ' 102.6 98.7 FINAL MC.(%) I 23.1 1 22.0 1 22.7 NORMAL STt?Ess(PSF) 150 150 150 EXPANSION (V.) 1 2 0 r-9 @ 3' T-12 @ 7' Undisturbed Undisturbed _bFr h-fpd . 3.7 a.7 107.5 101.4 17.4 34.2 150 150 0 22 SAMPLE CONDITION INITIAL MC.(%) [B-l @ 3'. -5' B-l @ 21'-22' B-2 @ 13'-15' Remolded 6 Remolded 6 Remolded 6 Air Dried Air Dried Air Dried 9.6 6.3 5.0 INITIAL DENSITYt PCFl 114.5 108.0 109.4 FINAL MC. C/3 15.2 21.8 17.3 NORMAL STRESSWSFI 150 150 150 EXPANSION (*I.) 3 7 3 SOUTHERN CALIFORNIA TESTING SOUTHERN CALIFORNIA TESTING UBORATORV, INC. UBORATORV, INC. 62M RIYERDALE STREET 62M RIYERDALE STREET SAN DIEGO. CALIFORNIA 92120 SAN DIEGO. CALIFORNIA 92120 714-2~304321 714-2~304321 BY BY DBA DBA JOB NO. JOE NO. 14143 14143 DATE DATE 4-26-83 4-26-83 Plate No.25 Plate No.25 GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS I I , 1 , , 1 - SAMPLE T-5 @4'-SIT-17 @ 9' B-1@21'-22 B-2@13'-15 B-2@29'-30' 6” 4” 3” 2” l?$” .9 2 w y’ i r 100 z E #4 99.9 100 100 100 ol _ ti #6 5 99.1 97.7 99.5 100 99.6 #16 * 97.4 92.4 98.5 99.8 97.5 1 #a 1 95.2 1 82.1 1 96.8 I 99.0 I 94.4 I #W 89.9 66.4 91.9 97.9 88.3 #lo 64.2 48.5 78.6 73.6 68.6 #200 34.7 28.0 54.1 41.7 50.7 .05 mm 15.0 48.0 38.0 49.0 .GQ5mm 4.0 26.0 22.0 22.0 .ool nml 2.0 10.0 11.0 7.0 I LlQUlD LIMIT PLASTIC LIMIT PLASTICITY INDEX 33 16 17 26 20 6 33 15 18 I UNIFIED CLASSIFICATIDN SM SM CL SC CL I SOUTbERN CALIFORNIA SOIL a 7ESTWQ LAS, INC. CFSO FlrYLR(CALE q Tl?CET SAN DIEOO. OALIEOmNIA SD?00 DBA DATE 4-26-83 ,,:,7 I Dl"+" V" 7L .- - - _~- - - - - .- .- - - -- - - - SLOPE STABILITY CALCIJLATIOWS Janbu's Simplified Slope Stability Method xcQ’qJ.d 8 FS:: NC&+&) Assume strength parameters throughout the slope S(O) c (psf) w s (pcf) Incl. H (ft) FS Cut Slope 19 200 120.0 2:l 12 1.9 Cut Slope* 19 425 118.9 2:l 23 2.0 Fill Slope 32 200 117.0 2:l 50 1.7 *Used remolded shear strength parameters in lieu of undisturbed parame- ters, resulting factor of safety should be considered conservative. Where: 0 = Angle of Internal Friction C = Cohesion (psf) W, = Unit weight of Soil (pcf) H = Height of Slope (ft) FS = Factor of Safety SCS&T 14143 Plate No. 27 SOUTHERN CALIFORNIA SOIL AND T E 5 T I N 0. I N 0. SURTICIAL SLOPE STACILITY SLOPE SURI-ACE RESOLUTION OF FORCES - S.~TURAlEO SLOPE Assume: (1) Saturation of slope surface to depth z (2) Flow lines parallel to slope surface W, = Unit weight of water Us = Unit weight of soil Fd = Driving force F, = Resisting force F.S. * Factor of Safety 'c * ;~hf;/~;r;long plane 0 = Anqle of internal friction al&q plane of failure F,j = b z II, sin a cos a F, = b z (Us-H,,,) cosZa tan 0 l c b Fr = Z (b&-id,,,) COS’a tan 0 4 c F.S. = fd 2 Us sin a cos a tan 0 4 c * l 2 tan a z Us sin a cos a let k& * F souTW(ERN CALIFORNIA SOIL & TEsTllua, INC. Lake Calavera Hills . ..D mw‘"DAL. .T"..T Village G ,A,II mmo, CALILOINI. ..,.a Carlsbad, CA By DBA DATE 4-26-83 J0f3 M0. 14143 Plate No. 28 - SURFICIAL SLOPE STABILITY Z=i - - - - 0” c (psf) ws (pcf) INCL. FS 19 200 120.9 2:l 1.7 19 425 118.9 2:l 3.3’ 32 200 117.0 3:l 2.1 SCS&T 14143 Plate No. 29 SOUTHERN CALIFORNIA SOIL AND TESTINO. INC L il!--I-LL-cI-+-clc+ NONSELECT Flu. H TOPSOIL 6 ALLUVIUM MAY BE PLACE@ IN THIS AREA . TO BE REMOVED SELECT FILL (NONEXPANSIVE) -- --- ---- NMURAL CORMATIOMAL SOILS> Select Fill Area (Native silty and clayey sands per soils enqineer's approval in the field) ORIGINAL GROUND / \. .---a.. _ \ I \ 6 . 1. * . . ** CWPACTED A. .- 1 - a~* :3; 24" t!IH :--I-- MIr!US 1" CRUSt!ED ROCK v SIIRRnl:mlFn CO!!PLETEL. __...._____ BY FILTER FABRIC, OR CLASS II PERMEABLE I#iER:AL 4" DiAMETER PERFORATED PIPE - MINIMUM 1% SLOPE PIPE DEPTH OF FILL MATERIAL OVER SUBDRAIN ADS (CORRUGATED POLETHYLENE TRANSITE UNDERDRAIN PVC OR ABS: SDR 35 SDR 21 35 100 SCHEMATIC ONLY NOT TO SCALE I 1 SOUTHERN CALIFORNIA Lake Calavera Hills G SOIL & TESTING!, WC. Village G . ..a "W.ID.L. .TII.T .AN 01.00. C.LWO"*I11 ..,.D Carlsbad, CA By - TYPICAL CANYON SUBDRAIN DBA DATE 4-26-83 Joe NO. 14143 (Plate No. 31 I I I I ~ I / I I I , I I I ! ; I I I I ZONE 0 WINDROWS DETAIL Clean (SE>30) Gr~lnular Soil / Flooded to Fill PLAN \ . ’ . : . - : 8 ’ . :: :.-. : k! * . * : _. : . - . . : *, I 12’ mir and Beneath Rocks Excavate or Trench for Windrows -ROCK ( Structural Soil - Rock Fill ) P/L 15’ min. -p@ 1. cow*cted IOIl ‘Ill shall conta,n at least 40 percent sot1 1121s PIsIlng l/d-‘nch she. (by weight,. and ZONE 4: Compacted sail fill. No rock fragments over 6 inches I" gredtest be compacted I" accordmce w‘th IpCc1flCatlLml ,o* diW"SiO". sfr"Ct"ml 1111. ZONE B: Rocks 2 to 1 feet in maximum dimnrion p,a~ed in r!n,,rowr ,n 2. Rocks owr 4 bent I" IMI‘mm dfme"Slc.l not perm‘tted 'OmPaCted IOIl fill CO"fOf.l"g to ZONE A. I" ‘Ill. ZOHE c: R0Ck.S 6 inches to z feet in .*x11111. dime"liO" uniformly d,\tr,b"- 'ed d"d well *Paced in conpac!ed Wll fi,I conforming to zo* A. ZONE 0: Rellulred for dll erirting slopes 6:, d"d steeper. 901 lnl",lmm ummcth. ZONE A. 8. or c naterfal nay t.e USA for zom 0. - - - - -. - - .- - SCS&T 14143 April 26, 1983 Appendix A, Page 1 RIPPABILIYY STUDY RIPPAMLITY IMRACTERISTICS OF HYPABYSSAL ROCKS Rippable Condition (O-4,500 Ft./Set.): This velocity range indicates rippable materials which may vary from decomposed metavolcanics at lower velocities to only slightly decomposed, fractured rock at the higher velocities. Although rippable, materials may be produced by excavation that will not be useable in structural fills due to a lack of fines. Experience has shown that material within the range of 4,000 to 4,500 fps most often consists of severely to moderately fractured rock with little or no fines and sizeable quantities of + I/4" material. For velocities between 3,500 to 4,500 fps, rippability will be difficult for backhoes and light trenching equipment. Marginally Rippable Condition (4,500 - 5,500 Ft./Set.): Excavations in this velocity range would be extremely time consuming and would produce fractured rock with little or no fines. The higher velocities could require blasting. Trenching equipment would not function. Wonrippable Condition (5,500 Ft./Set. & Greater): This velocity range may include moderately to slightly fractured rock which would require blasting for removal. Material produced would consist of a high percentage of oversize and angular rock. Rippability of metavolcanics could be accomplished for higher velocities using the Caterpillar D-9 with the #9 D Series Ripper. Due to the frac- tured nature of the metavolcanics, ripping might be accomplished in as high as 8,100 fps material. SOUTHERN CALLIFORNIA SDIL AND TESTING. INC. SCS&T 14143 - April 26, 1983 Appendix A, Page 2 TABLE I - - - - - - - -. - - Seismic Traverse Velocity (ft./Set.) Depth (ft.) Length of No. Vl V2 01 02 Traverse (ft.) 1 1000 5000 5 3ot 100 2 1000 6000 8 3ot 100 “1 = Velocity of first layer of materials. V2 = Velocity of second layer of materials. D1 = Depth to base of first layer. D2 = Depth to base of second layer. For mass grading, materials with velocities of less than 4500 fps are generally rippable with a D-9 Caterpillar Dozer equipped with hydraulic rippers. Velocities of 4500 to 5500 fps indicate marginal ripping and blasting. Velocities greater than 5500 fps generally require preblasting. The reported velocities represent average velocities over the length of each traverse and should not generally be used for subsurface interpre- tation greater than 100 feet from a traverse. For trenching, materials with velocities less than 4000 fps are generally rippable. depending on the degree of fracturing and the presence or ab- sence of boulders. Velocities between 4000 amd 4500 fps generally indi- cate marginal ripping, and velocities greater than 4500 fps generally indicate nonrippable conditions. SEISMIC TRAVERSE LIUITATIONS The results of the seismic survey for this investigation reflect rippabil- ity conditions only for the areas of the traverses. However, the condi- SOUTHERN CALIFORNIA SOIL AND TESTING. IN-2 - .- - - - SCS&T 14143 April 26, 1983 Appendix A, Page 3 tions of the various soil-rock units appear to be similar for the remain- der of the site and may be assumed to possess similar characteristics. The seismic refraction method requires that materials become increasingly dense with depth. In areas where denser, higher velocity materials are underlain by lower velocity materials, the lower velocity materials would not be indicated by our survey. All of the velocities used as upper limits are subject to fluctuation depending upon such local variations in rock conditions as: a) Fractures, Faults and Planes of Weakness of Any Kind b) Weathering and Degree of Decomposition cl Brittleness and Crystalline Nature d) Grain Size - Further, the range of rippability using Caterpillar equipment may be increased using heavier equipment. However, it should be noted that ripping of higher velocity materials may become totally dependent on the time available and the economics of the project. Ripping of higher veloc- ity materials can be achieved but it may become economically infeasible. - - SOUTHERN CALIFt3RNIA SOIL AND T E s T I N 0. 0 N c. - - SCS&T 14143 April 26, 1983 Appendix B, Page 1 - - - -~ - - .- - - LAKE CALAVERA HILLS, VILLAGE G, CARLSBAD, CALIFORNIA RECOMENDED GRADIffi SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT The intent of these specifications is to establish procedures for clear- ing, 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 recommendations contained in the preliminary soil investiga- tion report and/or the attached Special Provisions are a part of the Recorrmended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the soil report for which they are a part. No deviation from these specifications will be allowed, except where specified in the soil report or in other written communication signed by the Soil Engineer. OBSERVATION ANO TESTIffi Southern California Soil I Testing, Inc. shall be retained as the Soil Engineer to observe and test the earthwork in accordance with these speci- fications. It will be necessary that the Soil Engineer or his representa- tive provide adequate observation so that he may provide an opinion that the work was or was not accomplished as specified. It shall be the re- sponsibility of the contractor to assist the soil engineer and to keep him apprised 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 recommendations. SCSET 14143 April 26, 1983 Appendix B, Page 2 - -~ - If, in the opinion of the Soil Engineer, substandard conditions are en- countered, such as; questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc., he will be empower- ed to either stop construction until the conditions are remedied or cor- rected or recommend rejection of this work. Test methods used to determine the degree of compaction should be per- formed in accordance with the following American Society for Testing and Materials test methods: Maximum Density d 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. O-2922. All densities shall be expressed in terms of Relative Cagaction as deter- mined by the foregoing A.S.T.M. testing procedures. PREPARATIOR 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 apperance, free from unsightly debris. .- - Any abandoned buried structures encountered during grading operations rmst 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 des- cribed procedures should be backfilled with acceptable soil that is com- pacted to the requirements of the Soil Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, SOUTHERN CALIFORNIA 501L AND TLSTING. INC SCS&T 14143 April 26, 1983 Appendix B, Page 3 - - - storm drains and water lines. Any buried structures or utilities not'to be abandoned should be investigated by the Soil Engineer to determine if any special recomendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth in the Geotechnical Report. 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 qualifies Structural Engineer. When the slope of the natural ground receiving fill exceeds 20% (5 hori- zontal units to 1 vertical unit). the original ground shall be stepped 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 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 hereinbefore for compacted natural ground. Ground slopes flatter than 20% shall be benched when considered necessary by the Soil Engineer. 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 con- tent, compacted and tested for the minimum degree of compaction in the Special Provisions or the recommendation contained in the preliminary soil investigation report. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least 85% of its maximum dry density. - - SOUTHERN CI\LIFORNIA SOIL AND TE5TING. INC. - - - SCSAT 14143 April 26, 1983 Appendix B, Page 4 FILL MATERIAL - - .- Materials placed in the fill shall be approved by the soil engineer and shall be free of vegetable matter and other deleterious substances. Gran- ular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks, expansive and/or detrimen- tal soils are covered in the soils report or Special Provisions. Expan- sive soils, soils of poor gradation, or soils with low strength character- istics 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. - PLACIffi AN0 CON’ACTION 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 compac- tion effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the minimum speci- fied 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 reconanendations contained in the preliminary soil 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 recomnended in the Special Provisions is SOUTHERN CALIFORNIA SOIL ANO TL5TIND. INC SCS&T 14143 April 2Li, 1983 Appendix B, Page 5 - - - achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the soil report, when applicable. Field observation and compaction tests to estimate the degree of compac- tion 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 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 track- rolled. Steeper fill slopes shall be over-built and cut-back to finish contours. 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 speci- fied in the Special Provisions section of this specification. The compac- tion operation on the slopes shall be continued until the Soil Engineer is satisfied that the slopes will be stable in regards to surficial stabil- ity. 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 in the form of a daily field report. s.OL.JTHERN CALIFORNIA SOIL AND TESTING. INC - - SCS&T 14143 April 26, 1983 Appendix B, Page 6 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 additional cost to the Owner or Soils Engineer. CUT SLOPES The Engineering Geologist shall inspect all cut slopes excavated in rock or lithified formational material during the grading operations at inter- vals 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 Engi- neer to determine if mitigating measures are necessary. Unless otherwise specified in the soil and geological report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. EIIGIREERIRB OBSERVATM 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 compac- tion. - - SOUTHERN CALIFORNIA SOIL AND TESTING. INC - - - - - - SCS&T 14143 April 26, 1983 Appendix B, Page 7 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. RECOCUENDED GRADIIYG SPECIFICATIONS-SPECIAL PROVISIONS 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. Detrimentally expansive soil is defined as soil which will swell more than 3 percent against a pressure of 150 pounds per square foot from a condi- tion of 90 percent of maximum dry density and air dried moisture content to saturation. Oversized fill material is defined as rocks or lumps over 6 inches in diameter. 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. SOUTHERN CALIFORNIA SOIL AND TE5TING. INC - - SUMMARY OF EARTHWORK QUANTITIES CALAVERAS HILLS VILLAGE "G" I. CUT - A. IOPSOILS & ALLUVIUM: (Expansive) 1. To be removed as part of the cut 2. To be removed from under all areas to receive fill Total 35,000 cu.yds. 30,000 65,000 8. SANTIAGO FORMATION: 1. Non-expansive materials (Select) Total cut (Estimate by Rick Engineerina) 183,000 Santiago expansive soils 14,000 Topsoils in cut areas 35,000 Total select material available 134,000 for fill 2. l$a;siF soils to be removed at 14,000 C. TOTAL EXPANSIVE CUT SOILS: 1. Topsoils and Alluvium 65,000 2. Santiago expansive cut soils 14,ooo Total 79,000 SOUTHERN C*LIFORNIA 5018. AND TEStIN=. ! N c - D. ROCK: - - - - III. - FILL - -- - 1. Cut for Tamarack Street including 2' undercut of street Rock Blasted 10,650 ,I' 2. Cut for Buttress 850 Total 11,500 E. BUTTRESS: cut: Soil 3,150 Rock 850 Total 4,000 II. TOTAL CUT REQUIRED 1. 2. 3. 4. 5. Total Cut (Estimate by Rick Engineering) Topsoil and Alluvial cuts under areas to receive fill Expansive Santiago Soils to be removed at cut pads 2' Undercut for Tamarack Street Buttress Cut Total Cut A. ROCKFILL 1. We estimate a 40% bulking factor for the blasted rock 11500 x 1.4 = 2. Select fill required to be mixed with the rock fill. (40%) 16100 x .40 = Total 183,000 30,000 14,000 1,300 4,000 232,000 16,100 yds.3 6,440 yds.3 22,540 yds.3 NOTE: There is sufficient room for this excavated rock in the large main canyon. SOUTHERN CALlFORNlA SOIL AND TESTINO. I N c - - - - - -- - - - - - - - .- - - - B. BUTTRESS: 4,000 yds.3 C. BUILDING PAD CAPS: 1. Undercut Pads 2. Fill Pads Total 5,300 13,000 18,300 yds.3 D. FILL SLOPES: (See Plate No. 25) Select Fill 37,700 IV. TOTAL FILL A. TOTAL FILL REQUIRED: B. C. 1. Total fill (Estimated by Rick Engineering) 2. Buttress 3. 2' Undercut for Tamarack Street 4. Replacement of removed topsoil and Alluvium under areas to receive fill Total TOTAL SELECT FILL REQUIRED 1. Rock Fill 2. Buttress 3. 2' Undercut for Tamarack Street 4. Building Pad Caps 5. Fill Slopes (Select) Total NON SELECT FILL VOLUME (Expansive) -- 134,300 - 78,540 = 55,760 V. NON SELECT FIELD (To be exported) 79,000 - 55,760 = 23,240 yds , 99,000 4,000 1,300 _30,000 134,300 22,540 yds.3 4,000 1,300 13,000 37,700 78,540 yds.3 SOUTHERN CALIFORNIA 501L AND TEEiTINli. INC. - - - - - - VI SELECT MATERIALS AVAILABLE FOR EXPORT 134,300 - 78,540 = 55,760 VII TOTAL EXPORT 23,240 + 55,760 = 79,000 - - - - - SOUTHERN C*L,FORN,* 501L AND TESTINO. INC