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HomeMy WebLinkAbout; Southeast Area Waterline; Soils Report; 1984-02-14PRELIMINARY GEOTECHNICAL INVESTIGATION SOUTHEAST AREA WATERLINE RANCH0 SANTA FE ROAD AND MISION ESTANCIA CARLSBAD. CALIFORNIA PREPARED FOR: Oaon Corporation 4350 Von Karmen, Suite 100 Newport Beach, California 92660 PREPARED BY: Southern California Soil A Testing, Inc. Post Office Box 20627 6280 Riverdale Street San Diego, California 92120 February 14, 1984 Daon Corporation 4350 Von Karmen Suite 100 Newport Beach, California 92660 Attention: Mr. Bill Storm SCS&T 25028 Report No. 1 SUBJECT: Report of Preliminary Geotechnical Investigation, Southeast Area Waterline, Ranch0 Santa Fe Road and Mision Estancia, Carlsbad, California. Gentlemen: In accordance with your request, we have completed a preliminary geotech- nical investigation for the subject project. We are presenting herewith our findings and recommendations. The findings of this study indicate that the site is suitable for the proposed development provided the recommendations presented in the at- tached report are complied with. If you have any questions after reviewing the findings and reconendations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING INC. Curtis R. Burdett, C.E.G. #lo90 RRR:CRB:mw cc: (5) Submitted (1) Pat Edgerton (1) SCS&T, Escondido SOUTHERN CALIFORNIA 501L AND TESTING. I N 0. TABLE OF CONTENTS PAGE Introduction and Project Description ..................................... 1 Project Scope ............................................................ 1 Findings ................................................................. 2 Site Description ..................................................... 2 General Geology and Subsurface Conditions ............................ 3 Geologic Setting ................................................ 3 Jurassic Santiago Peak Volcanics (Jmv) ..................... ...3 Tertiary Sediments (Ts) ....................................... 3 Quaternary Alluvial Deposits (Qal) ............................ 4 Geologic Hazards ................................................ 4 Groundwater ..................................................... 4 Recommendations and Conclusions .......................................... 5 General Design Considerations ........................................ 5 Site Preparation ..................................................... 5 General ......................................................... 5 Buttress Recommendations ........................................ 6 Subdrains ....................................................... 6 Earthwork ....................................................... 6 Slope Stability ...................................................... 6 Limitations .............................................................. 7 Review, Observation and Testing ...................................... 7 Uniformity of Conditions ............................................. 7 Change in Scope ...................................................... 7 Time Limitations ..................................................... a Professional Standard ................................................ 8 Client's Responsibility .............................................. 8 Field Explorations ....................................................... 9 Laboratory Testing ....................................................... 9 ATTACHMENTS Plate 1 Plot Plan Plate 2 Soil Classification Chart Plate 3-18 Trench Logs Plate 19 Direct Shear Summary Plate 20 Single-Point Consolidation APPENDIX Recommended Grading Specification and Special Provisions PRELIMINARY GEOTECHNICAL INVESTIGATION SOUTHEAST AREA WATERLINE RANCH0 SANTA FE ROAD AND MISION ESTANCIA CARLSBAO, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our preliminary geotechnical investiga- tion for a proposed waterline which is to be located along the future alinement of Mision Estancia and extension of La Costa Avenue in Carls- bad, California. It is our understanding that approximately l-1/4 miles of new high-pressure waterline is proposed. It is our understanding that a substantial amount of grading will be necessary to develop the site and that the maximum cuts and fills planned are on the order of 18 feet and 13 feet, respectively. This information was taken from the improvement plans prepared by Rick Engineering Company. PROJECT SCOPE This investigation consisted of: surface reconnaissance; subsurface explorations; obtaining representative disturbed and undisturbed samples, laboratory testing; analysis of the field and laboratory data; research of available geological literature pertaining to the site; and preparation of this report. Specifically, the intent of this analysis was to: SDUTHERN CALIFORNIA SOIL AND TESTINO, I N c. SCS&T 25028 February 14, 1984 Page 2 a) b) cl d) e) f) Explore the subsurface conditions to the depths influenced by the proposed construction. Evaluate, by laboratory tests, the pertinent engineering propert- ies of the various strata which will influence the development. Define the general geology at the site including possible geolo- gic hazards which could have an effect on the site development. Develop preliminary soil engineering criteria for site grading and provide design information regarding the stability of cut and fill slopes. Determine potential construction difficulties and provide recom- mendations concerning these problems. Present the findings of our services in a report which will include plot plan, exploration logs, sunmary of laboratory test results, and the appropriate conclusions and recommendations. FINDINGS SITE DESCRIPTION The project site is an open, undeveloped area located east of Ranch0 Santa Fe Road in the City of Carlsbad. The portion of the waterline along Mision Estancia (proposed) is a curvilinear segment approximately 4500 feet long; the portion along La Costa Avenue Extension (proposed) is a nearly straight segment approximately 2000 feet long. The morphology of the site is characterized by gently rolling to steep hills separated by moderately to well-defined drainage channels. Elevations at the site range from approximately 160 feet on the southern portion of the site to SOUTHERN CAL,FORNlA 501L AND TESTING. INC SCS&T 25028 February 14, 1984 Page 3 approximately 400 feet at the northern end. Vegetation consists of a light to heavy growth of grasses, shrubs and treees with the heaviest growth being on the steep hills on the northern portion of the site and in the larger drainage channels. GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING: The project site is located near the boundary between the Foothills Physiographic Province of San Oiego County and is underlain by materials of both igneous and sedimentary origin. In general decreas- ing order of age, the materials encountered in our exploratory trenches consisted of Jurassic-age metavolcanic rock, Tertiary-age sediments, and Quaternary-age alluvial deposits. A brief description of each of these units is presented below. JURASSIC SANTIAGO PEAK VOLCANICS (Jmv): The oldest materials exposed at the site are the metavolcanic rocks of the Jurassic Santiago Peak Volcanics which are part of the basement complex. These rocks are predominantly dark gray, fine grained dacitic or andesitic rocks with lesser amounts of other metavolcanic or metasedimentary rocks. The portion of these rocks below an approximate elevation of 325 feet have been subjected to intense subaqueous weathering and are almost com- pletely altered to clay. The weathered portion of the metavolcanic rock will probably be encountered from Station 35 on Mision Estacia northward to Station 155 on La Costa Avenue Extension. Relatively unweathered metavolcanic rock will probably be encountered from Sta- tion 155 on La Costa Avenue Extension northward to the end of the project. TERTIARY SEDIMENTS (Ts): Unconformably overlying the metavolcanic rocks are Tertiary-age sediments which consist of greenish brown mudstones (claystones and siltstones) and yellowish brown to light SOUTHERN CALIFORNIA SOIL AND TESTING. INC. SCS&T 25028 February 14, 1984 Page 4 greenish brown sandstones. These sediments are interlayered and interfingered with the majority of the sediments being mudstone. The Tertiary sediments will be encountered from Station 0 to Station 32 on Mision Estacia. QUATERNARY ALLUVIAL DEPOSITS (Qal): Unconformably overlying both the metavolcanic rock and the Tertiary sediments are Quaternary alluvial deposits comprised of varying amounts of clay, silt, sand, and gravel. These Quaternary deposits have been eroded from the nearby bedrock sources and redeposited in the modern drainage channels. GEOLOGIC HAZARDS: The most likely geologic hazards to affect the site are those associated with slope instability problems as a result of low- strength materials in the Tertiary sediments. Evidence of previous slope instability problems (including landslides, mudflows, and creep) was observed on the aerial photograps of the area and in our exploratory trenches. It appears that most of the upper six to eight feet of the Tertiary sediments has been subjected to either weathering or mass-wasting processes and is relatively weak. In some areas, the effects of the previous weathering and mass-wasting processes extend to a depth of possi- bly several tens of feet. &other geologic hazard which may affect the site is groundshaking as a result of movement along one of the major, active fault zones that charac- terize the Southern California area. Based on a maximum probable earth- quake of 7.3 magnitude along the Elsinore Fault Zone (the nearest active fault zone which is located approximately 25 miles to the northeast), maximum ground acceleration at the site could be as high as 0.20 g. GROUNDWATER: Groundwater was encountered in the lower end of the large, southwesterly trending drainage channel at a depth of approximately nine feet. It should be recognized that this level will fluctuate greatly with SOUTHERN CAL!FORNIA SOIL AND TESTINO. INC SCS&T 25028 February 14, 1984 Page 5 climatic conditions. It should also be noted a substantial amount of surface water was present in the large channel and in some of the other drainage courses of the site. RECOtMENOATIONS AND CONCLUSIONS GENERAL DESIGN CONSIDERATIONS Based on the findings of this preliminary study, it is our opinion that the site is suitable for its proposed development provided the recommendations contained in this report are followed. Factors which will affect this development are the presence of loose alluvial soils and landslide deposits. SITE PREPARATION GENERAL: Site preparation should begin with the removal and disposal of the surface vegetation. The loose and/or soft topsoils and alluvium should be removed to firm natural ground and stockpiled for future use. Firm natural ground is defined as native soil which possesses an in-situ density equal to or greater than 85% of its maximum dry density. The exposed soils should then be scarified 12 inches, be moistured treated to at least 1% over optimum moisture content and compacted to a minimum of 90% of maximum dry density. The stockpiled soils and any additional fill should then be replaced in eight-inch lifts, be moisture treated and compacted as indicated above. Based on the findings of this study, it appears that the maximum depth of removal and recompaction will be on the order of five feet in the vicinity of Trench Number 5. The horizontal extent of this recommendation should include all areas to receive fill and/or surface improvements. All undercut areas should be examined by a representative of this office prior to backfilling to document that firm natural ground has been exposed. SOUTHERN CALIFORNIA SDIL AND TESTINCi. INC SCS&T 25028 February 14, 1984 Page 6 BUTTRESS RECOMMENDATIONS: It appears that a substantial amount of land- slide debris and/or weak soil zones will require special buttress consid- erations to alleviate instability problems. These soil conditions are generally associated with the sedimentary deposits which are located between Station Numbers UtOO to 6t25 and 12t50 to 32tlOO. These recom- mendations will be provided in a subsequent report once additional field and laboratory testing has been completed. SUBDRAINS: Subdrains may be necessary in a portion of the drainage swales which are to be filled in. A detail for these drains is provided on Plate Number 1. The actual locations and necessity of the subdrains will be determined during site grading on a case by case evaluation. EARTHWORK: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recomnendations 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 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 01557-78, Method A or C. SLOPE STABILITY Due to the presence or suspected presence of landslide deposits at this site, it is probable that slope instability problems may occur. Provided that the buttress recommendations which will be provided in our future report we complied with and that all highly expansive clayey soils are kept at least 10 feet inward from the face of all fill slopes, it is our opinion that the slopes proposed on the grading plan will be stable. SOUTHERN CALIFORNIA SOIL AND TESTING. INC SCS&T 25028 February 14, 1984 Page 7 LIMITATIONS REVIEW, OBSERVATION AND TESTING 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. UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsur- 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. CHANGE IN SCOPE This office should be advised of any changes in the project scope or pro- posed 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. SDUTHERN CALIFORNIA SOIL AND TESTING. INC SCS&T 25028 February 14, 1984 Page a TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the State-of-the-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 recommendations. PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession cur- 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 solely on the information obtained by us. We will be responsible for those data, interpretations, and reconnnendations, but shall not be respon- sible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. CLIENT'S RESPONSIBILITY It is the responsibility of Oaon Corporation, or their representatives to ensure that the information and recommendations contained herein are SOUTHERN CALIFORNIA SOIL AND TESTING. INC SCS&T 25028 February 14, 1984 Page 9 brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. FIELD EXPLORATIONS Seventeen subsurface explorations were made at the locations indicated on the attached trench logs on February 7 and 9, 1984. These explorations consisted of trenches dug by means of a backhoe. The field work was conducted under the observation of our engineering geology personnel. The explorations were carefully logged when made. These logs are present- ed on the following Plate Numbers 3 through 18. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart Plate No. 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are presented. The density of granular material is given as either very loose, loose, medium dense, dense or very dense. The con- sistency 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 TESTING 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 is presented below: SOUTHERN CALIFORNIA SOIL AND TEST1NG. INC SCS&T 25028 February 14, 1984 Page 10 a) b) cl d) MOISTURE-DENSITY: Field moisture content and dry density were determined for representative undisturbed samples. This informa- tion was an aid to classification and permitted recognition 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 summarized in the trench and boring logs. CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. 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 19. CONSOLIOATION TESTS: Two single-point consolidation tests were performed on representative samples of the alluvial deposits encountered at this site. The results of these tests are pre- sented on Plate Number 20. SOUTHERN CALLIFORNIA SOIL AND TESTINO. INC. OR~IGIt(\AL GROUN9 / . - -t-s _ I . . : / EiCAVATION MIr!US in' CRUSt!ED ROCK COKPLETELY SURROC?IOEO 4” MIN BY FILTER FABRIC, OR CLASS II PERMEABLE MATER!AL 4" DIAMETER PERFORATED PIPE - MINIMUM 1% SLOPE ! I PIPE DEPTH OF FILL MATERIAL OVER SUBDRAIN ADS (CORRUGATED POLETHYLENE TRANSITE UNDERDRAIN 2: PVC OR ABS: SOR 35 SOR 21 1:: SCHEMATIC ONLY NOT TO SCALE SOUTHERN CALIFORNIA SOIL & TESTING, INC. mama q llVfDDALC lTDEET s*lu q lrnOO. CALIFOFINIA SPlPD I BY TYPICAL CANYON SUBDRAIN RRR DATE 2-13-84 JOB NO. 25028 Plate No. 1 SUBSURFACE EXPLORATION LEGEND ., / UNIFIED SOIL cLbSsIF?xATIoN CHRRT SOIL DESCRIPTION GROUP SYmOL TfPICx. N.uyES $ 1. C0AR.s. GRAINED, More than half ot material is larser than NO. 200 sieve size. m CLEAN GRAVEL.5 nore than hali Of coarse traction i5 larger than NO. 4 sieve size but mnauer than 3”. GRAVELS WITH FINES (Appreciable amount Of fines, 5r\No5 cIzI\Iv SANDS “ore than half Of coarse fraction is smaller than NO. 4 *ieve sire. SANDS WrTH FINES (*ppreciable amount of fines) 11. PINE GRAINED, “Ore than half Of material io smaller than No. 200 sieve size. SILTS AND CLAY.5 liquid Limit less than 50 SILTS AND CLAYS w GP SW SP sn SC ML CL OL m we11 graded gravels. gravel- i aand mixtures, little or no fine*. I Poorly graded gravels. gravel sand mixeures, little or no ! fines Silty gravels. poorly graded I gravel-*and-silt mixtures. Clayey grave Is, poorly i graded gravel-sand, clay mixturqs . / 1 Well graded ra"d;:qb"elly sands, little or no fines. Poorly graded sangs,grave11y sands, little or no fines. silty sands, poorly graded I sand and silt mixtures. j clayey sands. poorly graded i, sand and clay mixtures. I Inorganic silts and very ! fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plasit- icity Inorganic e1ays of la*- to medium plasticity,gravelly clays, randy clays,silty clays. lean clays. organic silts and organic silty clays of lcw plasticicy inorganic silts. micaceour or diatomaceous fine randy or silt" roils. elastic *ilts. - liquid limit CH Inorganic clays of high greater than 50 plasticity. fat clays. ..OH _ Organic clays of medim to high plasbzity. HTGiaY ORGANIC SOILS f-r Peat and other highly organic soils. f - Water level at time of exzaiation or as indicated us - Undisturbed, driien ring sample or the sample CX - Undisturbed chunk sample BG - Bulk sample SOUTtiERN CALIFORNIA SOIL & TESTING, INC. mPm0 q lVEFlDALE q TmEET IsAN q leoo, CALIEOFINIA SPlPD BY JOB NO. CRB 251328 DATE 2-14-84 PlAta Nn 7 ; TRENCH NUMBER 1 z : cl4 b:> z 2 ; -7 = ,z :a zzk Y- : 3 ii ;p ii; z- 5; !Y ,-II ELEVATION ,“k ; Pu)Y), g; 2: :5 :,a -P t;;Y 5. r$=cc zg i; : ; z 4z Z” c) z 2 0 IL 0 0’ DESCRIPTION 0 0-m u CH DARK BROWN, SANDY CLAY (TOPSOIL) MOIST STIFF l- 2 SMI DARK YELLOW BROWN, SILTY MOIST MEDIUM SC CLAYEY SAND 3-- DENSE SM LIGHT GRAY & YELLOW BROWN MOIST DENSE SILTY SAND (SANDSTONE) 4- CK - BG 5- j- CONTACT DIPS 5'W 7 CL GREENISH BROWN, SANDY SILTY MOIST HARD CLAY (DEL MAR MUDSTONES) - e MANY SUBHORIZONTAL SHEARS- 3- NO DEFINITE SLIDE PLANE CK - BG J 1 -I STA. 3+00 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL A TESTINC,INC. CRB DATE LOGGED: 2-7-84 25028 Plate NO. 3 . z a9 E ; TRENCH NUMBER 2 hV+ ’ > : ; Y - 2 -7 zz- = ,z v, z $g -- ;:; z- 5; ;L ELEVATION Itl g; 2; .xL?“w ;; z ~“0 !liy ITi: ii - :o -P i <a <== 5; 0 g := go 0 ‘: z 1: v DESCRIPTION E 0 CL/ DARK BROWN, SANDY CLAY MOIST STIFF CH (TOPSOIL) l- 2- 3- CL GREENISH BROWN, SANDY CLAY- MOIST VERY STIFF MUDSTONE APPEARS TO BE SLIDE DEBRIS TO 4%' 4- 5- SC LIGHT GREENISH BROWN MOIST DENSE TO to & YELLOW BROWN, CLAYEY SAND SM VERY DENSE TO SILTY SAND 6- MATERIAL IS SLIGHTLY FRAC- TURED DOES NOT APPEAR TO BE SLIDE DEBRIS 7- a- 9, STA. 3+80 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: CRB DATE LOGGED: 2-g-B4 JOE NUMBER: 25028 PlateNO. 4 I I I L 1 c 5 7 3 3 1 - : F ,; -iY z- :: 4 c TRENCH NUMBER 3 ELEVATION ; iG z- w - 0 0 -P z 0 : : i = I b : 0 I- I_ > 3- I- , I - DESCRIPTION CH DARK BROWN, SANDY CLAY (TOPSOIL) MEDIUM STIFF JOIST JOIST SC! CL 3ROWN TO YELLOW BROWN, VERY :LAYEY SAND MEDIUM DENSE SM CL YE SM 3RAYISH BROWN, SILTY SAND :SANDSTONE) IOIST DENSE ;REENISH BROWN, SANDY CLAY- IUDSTONE HIGHLY FRACTURED lITH CALICHE IN FRACTURES- \BUNDENT SHEARS; LOOKS LIKE ;LIDE DEBRIS TO 7' VERY STIF IOIST IOIST IENSE .IGHT GREENISH BROWN AND 'ELLOW BROWN, CLAYEY & SILTY ;AND MODERATELY FRACTURED- IOES NOT APPEAR TO BE SLIDE IEBRIS TA. 4+25 SOUTHERN CALIFORNIA SOIL & TESTING,INC. 2 z f F: TRENCH NUMBER 4 +w I- fJ ’ > z 2 ; 7 = ,2 ii= zrt w- WO z Y~ul v, - - =z ,Lz z+ ?p ELEVATION fZ : 5 g; c 2 I- 0 L?$ 2 - P 2 mow “S k?c z,* :za : 2 2 4z := go 0 z s 0 ; DESCRIPTION 0 0-r ,” CL/ DARK BROWN, SANDY CLAY MOIST MEDIUM CH (TOPSOIL) STIFF l- 2 SC/ BROWN VERY CLAYEY SAND MOIST CL MEDIUM DENSE 3 CL GREENISH BROWN, SANDY CLAY MOIST HARD MUDSTONE 4- HIGHLY FRACTURED - SLIDE PRONE MATERIAL - BG 5- 6- 7 - B 8 STA. 4+50 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. CRB DATE LOGGED: 2-7-84 - 25028 Plate NO. 6 5 2 ,” ; TRENCH NUMBER 5 + 0 ’ > : ; 5: 2 7 ;z$ Y - y 0 ,= ,z := Til = I- z z- :& 2 ; -- ELEVATION Y ou- :sm 2: = nmu) z!!! g”o ;; _p Ly 2: k = v) 5; ii 0 + o z z 0 I: 5 u 0 DESCRIPTION : o- CL/ BROWN, SANDY CLAY (ALLUVIUM) MOIST STIFF CH l- 2- 3- CK 4- 5- 6- 7- CK a CL LIGHT GREENISH BROWN, SANDY MOIST STIFF 9- CLAY WEATHERED SEDIMENTS 0 1 STA. 7+00 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED 8Y: CRB DATE LOGGED: z-7-84 JOE NUMBER: 25028 Plate NO. 7 ci z E p TRENCH NUMBER 6 FTi> L ; 5: ii 7 ;=: w - z z 4 y 3 v, ;: -1% I- z z- E.b ELEVATION Y 0,” 2,” SEu z; ;z E “,“” 2: 0. ii : ;:, _D 5 g i; : ; -p o z a 0 2 K 0 u DESCRIPTION 0 u 0-r CL/ DARK GRAY, SANDY CLAY MOIST MEDIUM CH (ALLUVIUM) STIFF l- CK 2- 3- CK 4- 5 CL/ BROWN, VERY SANDY CLAY MOIST TO STIFF SC 6- SATURATED CK~ 7- 81 B- CK 9--v - -7 0 1 STA. lot50 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL A TESTING,INC. LOGGED BY: CRB DATE LOGGED: 2-7-84 JOE NUMBER: 25028 Plate No. 8 1. 2. 3. 4. 5. 6. 7- a- 9: o- 1- E z Y tk ;: - Cb 3G , :K SC/ CL 7 >C 7 >M lRENCH NUMBER 7 ZLEVATION DESCRIPTION 1ARK BROWN, VERY SANDY CLAY :TOPSOIL) IROWN, CLAYEY SAND MOIST .IGHT GRAY SILTY SAND- ;ANDSTONE MODERATELY RACTURED-DOES NOT APPEAR '0 BE SLIDE DEBRIS TA. 19tOO MOIST MEDIUM DENSE YOIST DENSE MEDIUM STIFF - - -! i 4 I SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINCi,INC. LOGGED BY: CRB DATE LOGGED: 2-7-84 JOB NUMBER: _- E 2 it Fr TRENCH NUMBER 8 +w t- 0 ‘> r ii 2 7 = ,z E= zzc w - Fe 5 “if!; G = z- 5k -+ cp 5 ELEVATION ;g z 2%; g; Lfi 2: P : ln -P im z 2: ii” 5 ; : ; up o 5 c a 0 z 0 =0 DESCRIPTION 0 0 ” 0 CL/ DARK BROWN, SANDY CLAY MOIST TO MEDIUM CH (TOPSOIL) WET l- STIFF TO STIFF 2- 3- 4 SC/ YELLOW & GREENISH BROWN, MOIST MEDIUM 5 CL MIXTURE OF SANDSTONES & MUDSTDNES DENSE & STIFF ABUNDENT FRACTURES & SLICKENSIDES IN MUDSTONES 6- POSSIBLE SLIDE DEBRIS 7- B- 9- 3- I STA. 20+00 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: CRB DATE LOGGED: 2-9-84 JOB NUMBER: 25028 Plate No. 10 - l- 2, 3- 4-- 5- 6- 7- B- - : F Q ! c ; Y :: 4 c z ct - :H I - rRENCH NUMBER 9 FLEVATION DESCRIPTION )ARK BROWN, SANDY CLAY :TOPSOIL) iREENISH BROWN, WEATHERED IUDSTONES, APPEARS TO BE 'LIDE DEBRIS TA. 21tOO MOIST IOIST MEDIUM STIFF STIFF SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: CRB DATE LOGGED: 2-7-84 JOB NUMBER: 25028 PI ate‘?@. 11 0’ a9 E ; TRENCH NUMBER 10 L” I- 0 ’ > E ap ; -. : 4 zzt w- = “,z You, ;i F; -‘u z- ;+ Y 0% ELEVATION 25 = Pv)(o sKJ1= g: :z Em” 2: :2 -P : = 5 ; rig 0 : up D z : = 0 d = 0 DESCRIPTION 0 0 0 CL/ DARK BROWN, SANDY CLAY MOSIT STIFF CH (TOPSOIL) l- 2- 3 CH DARK GREENISH BROWN, SANDY MOIST STIFF CLAY-MUDSTONE 4- HIGHLY FRACTURE WITH ABUNDENT SHEARS-APPEARS TO BE SLIDE DEBRIS 5- 5- 7- VERY STIFF 3- 7 3-j STA. 21+00 50' right SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: CRB DATE LOGGED: 2-g-84 JOB NUMBER: 7 I t : 0 1 2 3 4 5 6 7, 3 2. I. I- - : c ,: . - ; ! :! 4 c :L/ CH 7 NC - IL - TRENCH NUMBER 11 ELEVATION DESCRIPTION DARK BROWN, SANDY CLAY (TOPSOIL) YELLOW BROWN, CLAYEY SAND SANDSTONE GREENISH BROWN, SANDY CLAY- MUDSTONE FRACTURED WITH CALICHE-LOOKS LIKE SLIDE DEBRIS TO AT LEAS 9 ft. STA. 25+75 IOIST STIFF IOIST "IEDIUM DENSE IOIST ilERY STIF SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG LOGGED BY: CRB DATE LOGGED: SOIL & TESTING,INC. - - JOB NUMBER: 25028 Plate No. 13 z 2 ,” r TRENCH NUMBER 12 :” ,:> c z ii : zzt w - z ,u” :; w!JJu) iij = := gp ,kZ 5; y OE ELEVATION z -2u) 2 - IJ? w . ms 0; zw 5: ki :o ii : 4z :zE 05 z ,“= O ‘, “,” a z+ 0 ; DESCRIPTION 0 0 ti CH DARK BROWN, SANDY CLAY MOIST (TOPSOIL) STIFF l- 2- CK 3 CH GREENISH BROWN, SANDY CLAY MOIST VERY STIFr 4- WEATHERED MUDSTONE POSSIBLE LANDSLIDE DEBRIS 5- 6- 7- i 8 STA. 30+00 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED RI: DATE LOGGED: CRB - _ JOB NUMBER: 25028 Plate No. 14 1 5 z 2 ; TRENCH NUMBER 13 E” I- 0 ’ > z z ; 7 -; 4 zzt Y - y 0 :; iii = -lo :r; z- ?; - - EC !Y g; ELEVATION fn Y g; z :z 2” 2;;o G; ,” k c.9 IL0 -P tsb 41 $0’: L.ig 0 : 2 a: : ” 0 0 K 0 DESCRIPTION 0 0 D - CH DARK GRAY, SANDY CLAY SATURATED SOFT (ALLUVIUM) l-. CH BROWN TO YELLOW BROWN, SANDY WET MEDIUM CLAY (ALLUVIUM) WATER SEEPAGE STIFF 2- CK 3 CL/ DARK YELLOW BROWN, SANDY MOIST STIFF CH CLAY ALLUVIUM AND WEATHERED 4, METAVOLCANIC ROCK CK 5,- ,' 6- CL GREENISH BROWN & PINK, MOIST VERY STIFF PURPLE AND YELLOW SANDY CLAY WEATHERED METAVOLCANIC ROCK 7- 8 STA. 34+50 j -1 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: CRB DATE LOGGED: 2-7-84 JOE NUMBER: 25028 Plate NO. 15 i E z ,” ; TRENCH NUMBER 14 + w g $ ; ; 2 ; : = ,z z= w- 3 = ww;; z- ;; -- (L ; z 5+ Y Ok ELEVATION 2; :‘; z z 2: *co, 2;;: LY ; Fi$ -D ii” k “,=a 5; 0 z $0 0 z ‘: a z =0 6 0-r DESCRIPTION 0 CL/ DARK BROWN, SANDY CLAY MOIST STIFF CH (TOPSOIL) l- 2- BG 3- 4 CL GREENISH BROWN WITH PINK, MOIST VERY STIFF 5- WHITE & YELLOW, SANDY CLAY CK HIGHLY WEATHERED METAVOLCANIC ROCK 6s J- 8, STA. 40+25 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL A TESTINC,INC. DATE LOGGED: 2-7-B JOB NUMBER: Plate NO. 16 5 z E G TRENCH NUMBER 15 E” +Oc ‘> E 2 ; : = ,;: 2 2 w- : “,5 uwii :- =e -- ELEVATION I- cc+2 se Y ok 41?; t;: ;L : at.3 ;g ;; P ti cJ7 “p” -0 3,’ cg 2 ; <z $5 o 2 z = 0 : a 0 DESCRIPTION 0 z 0 CL/ BROWN, SANDY CLAY (TOPSOIL) MOIST STIFF CH l- 2 CL DARK YELLOW BROWN, SANDY MOIST STIFF TO CLAY WEATHERED METAVOLCANIC VERY STIFF 3- ROCK CK $- 5 CL/ PINKISH BROWN, WHITE & MOIST VERY STIFF CH YELLOW, SNADY CLAY j- CK HIGHLY WEATHERED METAVOLCANIC ROCK J- 8- 9 - PB 0 STA. 147+00 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: CRB DATE LOGGED: - - JOB NUMBER: 25028 Plate No. 17 z a9 : ; TRENCH NUMBER 16 5” +:> z 2 ; -7 -= a zzt w- :: ii = +u- =“- ::; z- I Eg ELEVATION ;G 11 OY -l.u) <KJ; ;z Fly c g win, :i; k” 22 _p Y z 42 6; := 0 up o z : x 0 : DESCRIPTION ” 0 : CL/ BROWN, SANDY CLAY (TOPSOIL) MOIST CH STIFF l- 2 CL REDDISH BROWN, SANDY CLAY MOIST STIFF TO WEATHERED METAVOLCANIC ROCK VERY STIFF 3- 4- 5- 5- 7- 3 STA. 151+25 TRENCH NUMBER 17 ) L SC REDDISH BROWN, CLAYEY SAND MOIST (TOPSOIL) MEDIUM DENSE GM/ BROWN, METAVOLCANIC ROCK MOIST GP VERY DENSE STA. 164+50 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: CRB DATE LOGGED: - - JOB NUMBER: 25028 Plate NO. 1~ DIRECT SHEAR TEST RESULTS DESCRIPTION I I I I * Test performed at $ of normal speed SOUTHERN CALIFORNIA SOIL 81 TESTINQ, INC. ammo q “mmmALC STFICCT *AN D1%!00. CALIFOFINIA om,*a BY RRR OATE 2-15-84 JOB NO. 25028 Plate NO. 19 SINGLE POINT CONSOLIDATION TEST RESULTS SOUTHERN CALIFORNIA SOIL 81 TESTINQ, INC. .*ma q “IsmDALC STDELT .AN Ll,.oa, OALIFPrnNIA rnP?PO BY JOB NO. DATE RRR 2-15-84 25028 Plate NO. 20 SCS&T 25028 February 14, 1984 Appendix, Page 1 SOUTHEAST AREA WATERLINE, RANCH0 SANTA FE ROAD AND MISION ESTANCIA RECOMMENDED GRADING 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 Recommended 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 AND TESTING Southern California Soil & 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. SCS&T 25028 February 14, 1984 Appendix, 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 & Optimum Moisture Content - A.S.T.M. D-1557-78. Density of Soil In-Place - A.S.T.M. D-1556-64 'or A.S.T.M. D-2922. All densities shall be expressed in terms of Relative Compaction as deter- mined by the foregoing A.S.T.M. testing procedures. PREPARATION 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 must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of.the structure and properly capped off. The resulting depressions from the above 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, - - ..-.. r - .I - ~ I I cn mu,,a en,, AND TEBTlNc-~ INCA SCS&T 25028 February 14, 1984 Appendix, 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 recommendation 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 qualified 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. E.-T,lTYCON CAIIFCIFINIA 501L AND TESTING. INC SCS&T 25028 February 14, 1984 Appendix, 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. PLACING AND COMPACTION 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 recommendations 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 recommended in the Special Provisions is c n II I Y 5 D N cPLIrOF1NIA 501L AND TESTING. INC SCS&T 25028 February 14, 1984 Appendix, 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. SCS&T 25028 February 14, 1984 Appendix, 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. ENGINEERING OBSERVATION Field observation by the Soil Engineer or his representative shall be made during the filling and compacting operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. The presence of the Soil Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compac- tion. C-~ITYCO~ ralIFnwN,n eo,l. AND TESTING. INC. SCS&T 25028 February 14, 1984 Appendix, 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. RECOMMENDED GRADING 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.