The URL can be used to link to this page

Home My WebLink About3156; JEFFERSON STREET BIKE PATH; GEOTECHNICAL INVESTIGATION; 1994-09-26<5- _C~ SOUTHERN CALIFORNIA T> SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 September 26, 1994 City of Carlsbad Engineering Department SCS&T 9311049 2075 Las Palmas Drive Report No. 3 Carlsbad, California 92009-1576 SUBJECT: Revised Additional Recommendations, Jefferson Street Bicycle Lane, Carlsbad, California. REFERENCES: 1) Additional Recommendations, Jefferson Street Bicycle Lane;" Southern California Soil and Testing, Inc.; May 7, 1993. 2) "Report of Geotechnical Investigation, Jefferson Street Bicycle Lane;" Southern California Soil and Testing, Inc.; April 6, 1993. Gentlemen: In accordance with your request we have prepared this report to provide revised additional recommendations for the subject project. These recommendations are based on a review of a cribwall detail (Section A-A), conversations with Mr. Albert Virgilio and a review of the referenced reports. RECOMMENDATIONS BEARING CAPACITY: A bearing capacity of 3000 psf may be utilized for cribwall design. This value may be increased by one-third when considering wind and/or seismic loads. SETTLEMENT: Based on the aforementioned cribwall detail the net pressure of the existing foundation soils will not exceed about 200 psf to 400 psf. It is estimated that the total and differential settlements for the proposed cribwall will be approximately one-inch and half-inch, respectfully. If you should have any questions regarding this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOU ERN CAVFORNIA SOIL AND TESTING, INC. o%OESSIO4, NO, 36037 Daniel 11,R.C3 DBA:mw cc: (6) Submitted REPORT OF GEOTECHNICAL INVESTIGATION JEFFERSON STREET BICYCLE LANE JEFFERSON STREET CARLSBAD, CALIFORNIA PREPARED FOR: oqzc~ej OR CITY OF CARLSBAD 071993 ENGINEERING DEPARTMENT 2075 LAS PALMAS DRIVE CARLSBAD, CALIFORNIA 92009-1576 PREPARED BY: SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 5—C, SOUTHERN CALIFORNIA 1 SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 I P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 I April 6, 1993 I City of Carlsbad Engineering Department I 2075 Las Palmas Drive Carlsbad, California 92009-1576 SCS&T 9311049 Report No. 1 ATTENTION: Mr. Alphonse Virgilio U SUBJECT: Report of Geotechnical Investigation, Jefferson Street Bicycle Lane, Jefferson Street, Carlsbad, California. Gentlemen: In accordance with your request, we have completed a geotechnical investigation for the proposed I project. We are presenting herewith our findings and recommendations. I The findings of this study indicate that the site is suitable for the proposed development provided the recommendations presented in the attached report are followed. I If you have any questions after reviewing the findings and recommendations contained in the I attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. I Respectfully submitted, I SOUTHERN LIFORNIA SOIL & TESTING, INC. I Daniel B. Adler, .E.#36O3 AL John/R. High/C.E. ç EcYQ I DBA:JRH:mw B.4%R. cc: (6) Submitted / 1 NO. I I CERTIFIED I - I 36 037 I I EXP.6-3 ENGiNEERING0 9G *1 \GEOLOGIST / 'WI 6-30-94 op C__ I TABLE OF CONTENTS PAGE I Introduction and Project Description ........................................ ProjectScope ....................................................2 1 Findings......................................................2 I Site Description ...................................................2 General Geology and Subsurface Conditions ................................3 Geologic Setting and Soil Description .................................3 WaterTable .................................................3 Tectonic Setting ...............................................4 Geologic Hazards .................................................4 I General.....................................................4 Groundshaking ................................................4 Liquefaction ..................................................5 I Flooding...................................................5 Landslides ..................................................5 Ground Cracking and Surface Rupture .................................6 Tsunamis and Seiches ...........................................6 Conclusions and Recommendations ........................................6 General....................................................6 Site Preparation ..................................................7 General ..................................................... 7 I Import1Fill .................................................7 Sheet Pile Design Parameters .........................................8 I Lateral Pressures ..................................................8 Passive Pressure ...............................................8 Surcharge Load ...............................................9 Factor of Safety ...............................................9 Limitations.....................................................9 Review, Observation and Testing .......................................9 Uniformity of Conditions ............................................9 Changein Scope ................................................10 Time Limitations ................................................10 • I Professional Standard .............................................10 Client's Responsibility .............................................10 Field Explorations ................. .................................... 11 I Laboratory Testing .................................................11 AFACIIMENTS FIGURES I Figure 1 Site Vicinity Map, Follows Page 1 Figure 2 Resultant Earth Pressure Diagram, Page 8 I PLATES Plates IA, 1B, & 1C Site Configuration, Topography and Trench Locations I Plate 2 Unified Soil Classification Chart Plates 3-8 Boring Logs Plates 9-16 Grain Size Distribution I Plate 17 Direct Shear Plate 18 Single Point Consolidation I SOUTHERN CALIFORNIA I Q SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 I P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 GEOTECHNICAL INVESTIGATION JEFFERSON STREET BICYCLE LANE JEFFERSON STREET CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of our geotechnical investigation for the proposed bicycle lane to be I . located adjacent and northwest to Jefferson Street, in the City of Carlsbad, California. The site location is illustrated on the following Figure Number 1. I The subject project will consist of the construction of bicycle lanes on both sides of Jefferson Street, west of Marron Road for a distance of approximately 2,450 feet. The subject area of this report is the north side of Jefferson Street, in particular a 260-foot long section that will require an earth retaining structure. The retained height should not exceed three feet. I To assist in the preparation of this report, we were provided with a set of undated improvement plans I prepared by Keltner & Associates, Inc. The site configuration, topography and approximate locations of our borings are provided on the attached Plates Number IA, lB and I.C. I PROJECT SCOPE The investigation consisted of: surface reconnaissance, subsurface explorations, obtaining representative I disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, research of available geologic literature pertaining to the site, and preparation of this report. More specifically, the intent of this analysis was to: a) Explore the subsurface conditions to the depths influenced by the proposed construction. I b) Describe the general geology at the site, including geologic hazards which could have an effect on the site development. I I By: IJBA JEFFERSON ET BICYCLE LANE DATE: 040693 SOUTHERN CALIFORNIA SOIL a TESTINQ,INC. I UMBER: 9311049 IFIGURE NO. 1 _I - L W(I 1 11 I I I I I I I I I, I LI I I I I 1 SCS&T 9311049 April 6, 1993 Page 2 C) Develop soil engineering criteria for site grading and provide design information regarding the stability of existing slopes. d) Address potential construction difficulties and provide recommendations concerning these I problems. I e) Recommend an appropriate foundation system for a sheet pile and "H" pile and wooden lagging earth retaining structure anticipated and develop soil engineering design criteria for I the recommended foundation design. I FINDINGS I SITE DESCRIPTION The project site is comprised of a narrow strip of land located between Marron Road and Interstate Highway 5 within the northern portion of the easement for Jefferson Street in the City of Carlsbad, I California. The project area is located immediately north of and adjacent to the paved portion of Jefferson Street. The site is bounded on the east by Marron Road, on the west by Highway 5 and Buena I Vista Lagoon on the north. Topographically, the project area slopes gently downward toward the northeast and is approximately the same elevation as the adjacent paved portions of Jefferson Street. A I northerly descending slope parallels the northerly boundary of the project area and extends down to the water level of the adjacent lagoon. The slope ranges up to approximately 30 feet in height with I inclinations varying from approximately 1:1 to 2:1, horizontal to vertical. The tallest portions of the slope are located on the southwesterly end of the project area. The. slope decreases in height toward l Marron Road (northeast). The slope in the vicinity of proposed earth retaining structure (boring B-3 and B-4) ranges up to approximately six feet in height at inclinations varying from approximately 1:1 to 2:1, I horizontal to vertical. The width of the narrow strip of land (proposed bike lane) between the curb of Jefferson Street and the top of the slope ranges from approximately five feet to approximately 25 feet. The water level of the lagoon is primarily at the base of the northerly slope that parallels the proposed I bike lane. I Vegetation within the project area and the adjacent slope is comprised of dense native grasses, shrubs and mature trees. No structures were noted north of the existing curb, within the proposed bike lane. I I 1 SCS&T 9311049 April 6, 1993 Page 3 GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject Site is located in the Coastal Plains Physiographic Province of San Diego County and is underlain by the Tertiary-age Santiago Formation, Quaternary-age alluvium and artificial fill. The project area is located within the easement of Jefferson Street and is immediately underlain by fill associated with the construction of the street. The fill encountered ranged up to approximately six feet in depth. The fill was generally loose and was comprised of medium brown, silty sand and clayey sand. The fill in boring, numbers B-3 and B-4 becomes wet to saturated at depths of approximately four feet below the existing ground surface. Alluvial deposits were encountered underlying the fill in borings B72, B-3 and B-4. In boring B-2 the alluvium extended down to approximately nine feet below the existing grade. The alluvium appears to extend to depths of approximately 32 feet and 37 feet below the existing ground surface in borings B-3 and B-4, respectively. The alluvium in boring B-2 appeared to be medium stiff to stiff, moist, pale green, clayey silt. The alluvium in boring B-3 was generally loose to medium dense and stiff to a depth of approximately 20 feet. In boring B-4 the alluvium was loose and soft to medium stiff to a depth of approximately 25 feet. Below these depths the alluvium appears to become medium dense. The alluvium in boring B-3 consists-of olive green, light grey and yellowish tan, silty clays, silty sands. slightly silty sands, and sandy conglomerate. Some of these deposits are interbedded. The alluvium in boring B-4 consists of interbedded greenish grey, yellowish tan, and medium to dark grey, minor organic clays, silty clays, clayey sands and silty sands. The Santiago Formation was encountered underlying the artificial fill and the alluvial deposits. The formational soils are comprised of dense to very dense, moist, yellowish tan to pale green, silty sand. In addition, it was noted that the face of the northerly descending slope exposes fill debris and appears to be relatively loose. This slope face does not appear to have been compacted and minor sloughing and erosion was noted. WATER TABLE: The water table was encountered in borings B-i, B-2, B-3 and B-4 at a depth of 10.5. feet, ten feet, five feet and .4.5 feet, respectively. I I I 1 I LI I I I I I I I I I I U I I SCS&T 9311049 April 6, 1993 Page 4 TECTONIC SETTING: No faults are known to traversethe subject site but it should be noted that much of Southern California, including the San Diego area, is characterized by a series of Quaternary-age fault zones which consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. Active fault zones are those which have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11,000 to 2 million years before the present) but no movement during Holocene time. A review of available geologic maps indicates that the site is located approximately 4 miles east of the Rose Canyon Fault Zone. Recent earthquake activity along faults in the southern extension of the Rose Canyon Fault Zone and recent geologic studies have caused this zone to be classified as active. Recent seismic events along a small portion of the Rose Canyon Fault Zone generated earthquakes of magnitude 4.7 or less. Other active fault zones that could possibly affect the site include the Coronado Bank, San Diego Trough, and San Clemente Fault Zones to the west, the Elsinore and San Jacinto Fault Zones to the northeast, and the Agua Blanca and San Miguel Fault Zones to the south. GEOLOGIC HAZARDS GENERAL: No geologic hazards of sufficient magnitude to preclude development of the site, as we presently understand it, are known to exit. GROUNDSIIAXING: The most likely geologic hazards to affect the site is groundshaking as a result of movement along one of the fault zones mentioned above. The maximum bedrock accelerations that would be attributed to a maximum probable earthquake occurring along the nearest portions of selected fault zones that could affect the site are summarized in Table I on the following page. Probable groundshaking levels at the site could range from slight to moderate depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one earthquake during the life of the proposed structure. Design accelerations are generally two-thirds of the peak bedrock accelerations. I I I Li I I LI I i I I I I I I SCS&T 9311049 April 6, 1993 Page 5 TABLE I Rose Coronado San San Fault Zone Canyon Bank Elsinore Clemente Jacinto Distance to Subject Site 4 20 22 58 44 (Miles) Maximum Credible Earthquake 7.0 7.3 7.5 7.5 7.8 (Richter Magnitude) Maximum Bedrock Acceleration 0.58 g 0.24 g 0.25 g 0.08 g 0.14 g from MCE Maximum Probable Earthquake 6.5 7.0 7.3 7.3 7.5 (Richter Magnitude) Maximum Bedrock Acceleration 0.52 g 0.22 g 0.23 g 0.07 g 0.12 g from MPE Construction in accordance with the minimum standards of the Uniform Building Code, the Structural Engineers Association of California lateral force design requirements, and the local governing agency should minimize potential damage due to seismic activity. LIQUEFACTION: The loose, saturated, artificial fill and alluvial deposits are anticipated to be potentially liquefiable. A complete liquefaction analysis was beyond the scope of this report. FLOODING: Although the site is located adjacent to the lagoon, it does not appear that the site is susceptible to flooding. LANDSLIDES: The adjacent, northerly-facing fill slope appears to be relatively loose. This slope does not appear to be an engineered slope and shallow sloughing and minor erosion was noted on the slope face. In addition, clayey portions of the Santiago Formation are known for their relatively low shear strength parameters and slope failures within Santiago Formation are known to occur in various parts of northern San Diego County. However, the Santiago Formation does not appear to be exposed in the adjacent northerly-facing slope. A slope stability analysis for the existing slopes on either. side of Jefferson Street was beyond the scope of this report. I SCS&T 9311049 April 6, 1993 Page 6 GROUND CRACKING AND SURFACE RUPTURE: No faults are known to exist on-site and ground cracking caused by shaking from distant seismic sources is considered to be unlikely. TSUNAMIS AND SEICHES: Historically, the San Diego County area has been free of tsunami related I hazards, and tsunamis reaching the San Diego area have generally been well within the normal tidal range. It is thought that the wide continental margin off the coast acts to diffuse and reflect the.. wave I energy of remotely generated tsunamis. The largest tsunami to reach San Diego's coast was 4.6 feet, generated by the 1960 earthquake.in southern,Chile. I No locally generated tsunamis are known to have occurred in the San Diego area. However, it is I speculated that a major earthquake along one of the major offshore faults would have the potential of generating a tsunami capable of inflicting damage to the San diego coastal region. In addition, seiches I associated with the tsunami forces could cause moderate damage of the bay areas. A lack of knowledge about the offshore fault systems makes it difficult to assess the risk due to locally generated tsunamis. Considering the fact that a major tsunami has not occurred in 170 years of recorded I history, the risk of such an event occurring in the near future appears nominal. CONCLUSIONS AND RECOMMENDATIONS GENERAL I In general, no geotechnical conditions were encountered which would preclude the construction of the proposed bicycle lane as presently proposed provided the recommendations presented herein are followed. The. main geotechnical consideration for the construction of the proposed earth retaining structure to I support the bicycle lane is the presence of loose fill and alluvial deposits underlying its proposed alignment. The bicycle lane will be located near the top of a fill slope of questionable stability. This condition results in foundation soils with poor bearing and lateral resistance. Since the area beyond the I limits of the proposed bicycle lane is environmentally sensitive, remedial measures such as recompaction of the fill slope are not possible. Therefore, a conventional retaining structure will not be feasible, since it would rely on the existing fill for bearing and lateral support. Based on the aforementioned considerations a system that will not rely on the existing fill for support and that will cause no impact on the environmentally sensitive area is desired. Asheet pile earth retaining system appears to be the most feasible alternative. The following considerations should be incorporated into the design. I I SCS&T 9311049 April 6, 1993 Page 7 1) In order to reduce the active pressure on the retaining wall it is recommended that a reinforced I, earth backfill be utilized. For budgeting purposes design recommendations for a conventional soil backfill design will be provided hereinafter. 2) The minimum sheet pile depth will be dictated by the height of the slope and the existing fill depth. It is recommended that the sheet piles extend at least five feet below the bottom of the slope and into the alluvial soils. This minimum depth is designed to minimize settlements behind the wall and surcharges on the. wall due to soil movement associated with a failure of the 1 fill slope. Based on our findings the minimum sheet pile depth will be 11 feet. I 3) A conventional soil backfill may result in lateral pressures that make the required sheet pile depth prohibitive. In this case "H" piles extending into firm natural ground may be utilized to I resist a portion of the lateral loads.. Based on our borings, firm natural ground is located at an average depth of 35 feet. In this case minimum sheet pile depth would be equal to the slope I I Based on our findings it is our opinion that the settlements resulting from the proposed fills will be minor and not detrimental to the proposed improvements. SITE PREPARATION GENERAL: Site preparation should consist of the removal of all existing vegetation from the area I behind the proposed sheet piles (between the sheet pile and the existing road). If a reinforced earth backfill is constructed, the existing fill within six feet from the sheet pile and within four feet from finish I grade should be removed. These minimum limits should be verified by the geogrid company. If a conventional soil backfill is constructed the existing surface soils should be overcut to a depth of at least I one foot from and replaced as compacted fill. The over excavated soils and imported fill should then placed in thin layers and compacted to at least 90 percent as determined in accordance with ASTM D1557-78, Method A or C. I IMPORTED FILL: Imported fill should consist of nondetrimentally expansive soil (expansion index less than 50) and have minimum shear strength values of 35 degrees internal friction and 150 psf cohesion. Imported fill should be approved by this office prior to delivery to the site. I I SCS&T 9311049 April 6. 1993 Page 8 SHEET PILE DESIGN PARAMETERS The following values may be assumed for-sheet pile design. Passive pressures should be assumed starting at the toe of the existing fill slope and shduld be assumed to be developed only on alluvial soils. Appropriate factors-of-safety should be incorporated. Soil unit weight above water table = 128 pcf Soil unit weight below water table = 64 pcf Active earth coefficient, compacted backfill = 0.271 Active earth coefficient, reinforced earth = 0.1 Active earth coefficient, existing fill = 0.35 Passive earth coefficient, alluvium = 1.5 B TOP OF GROUND t NE 0 K -1(H + DI Ka- 7 III + 0) K. - ?DKQ OKp 7 (H+D)KpDKa + DI K0 FIGURE 2 RESULTANT EARTH PRESSURE DIAGRAM (assume dredge line at toe of existing slope) LATERAL PRESSURES PASSIVE PRESSURE: For "H" piles embedded in formational soils a passive pressure of 800 pounds per square foot per foot of depth up to a maximum of 8000 psf may be assumed. This pressure may be increased one-third for seismic loading. I SCS&T 9311049 April 6, 1993 Page 9 SURCHARGE LOAD: It is recommended than an additional foot of sheet pile height be assumed to account for surcharge loads due to parked vehicles. FACTOR OF SAFETY: The above values, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist. so that they may review and verify their compliance with this report and with Chapter 70 of the Uniform Building Code. It is recommended that Southern California Soil and Testing, Inc. be retained to provide continuous soil 1 engineering, services during the earthwork operations. This is to verify 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 I The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface I exploration locations and on 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 I may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. I I I SCS&T 9311049 April 6, 1993 Page 10 CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may I determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. I TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the conditionof 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 I adjacent properties. In addition, changes in the Standards-of-Practice and/or Government Coles may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes 1 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 currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations I where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us. We will be responsible for those I 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 or findings. CLIENT'S RESPONSIBILITY I It is the responsibility of the City of Carlsbad, or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural 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 their subcontractors carry Out such recommendations during construction. I I SCS&T 9311049 April 6, 1993 Page 11 FIELD EXPLORATIONS I Four subsurface explorations were made at the locations indicated on the attached Plate Number I on March 16, 1993. These explorations consisted of small diameter borings drilled utilizing a truck mounted drill rig. The field work was conducted under the observation of our engineering geology personnel. The explorations were carefully logged when made; These logs are presented on the following Plates Number 3 through 8. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached simplified chart on Plate. Number 2. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided. The density of granularsoils is given as either very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. 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 (ASTM) test methods or suggested procedures; A brief description of the tests performed is presented below: I a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. b) MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for I representative soil samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is I determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the boring logs. I C) GRAIN SIZE DISTRIBUTION: The grain size distribution was determined for I representative samples of the native soils in accordance with ASTM D422. The results of these tests are presented on Plates Number 9 through 16. I April 6, 1993 SCS&T 9311049 Page 12 d) DIRECT SHEAR TESTS: Direct shear tests were performed to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate 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 a saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inch per minute. The results of these tests are presented on the attached Plate Number 17. I è). CONSOLIDATION TESTS: Single point consolidation tests were performed on selected "undisturbed" samples. The consolidation apparatus was designed to accommodate a 1-inch high by 2.375-inch or 2.500-inch diameter soil sample laterally, confined by a brass ring. Porous stones were placed in contact with the top and bottom of the sample to permit the addition or release of pore fluid during testing. Selected loads were applied to the samples and the resulting deformations were recorded. The percent consolidation is reported as the ratio of the amount of vertical compression to the original sample height. The test samples were inundated to determine their behavior under the anticipated loads as soil moisture - . --;-.:------ --:---- :. - : .:: . :. H . ~ ! , 1k ) \-' , , % V~ ,:~, ,Q? I %a ~ %rrll 1, (?)) q~) & - - . . . 1, 21D ,~n ~ , ~ T','f'C I OCUtv'CATOP') I Ioo'(Nrcfv11tc7-yr) / / 7 . K ___ _________ &Qy /% - 1 -- I * . , ~" 'f4r J I.1. - N - i j - — j I - - — - - - . 1~~l '~~ ,~ ~ ~ ~ ,, -ef IP . I - CCT). §, — .... . . .r..... . 'u . r ~~ . i . . 1 -,4 A '.4 '- '-.4 '- 'J \..4 — '.- ".4 \.J S - SI c I. S j) aZ , , " .1 I — ..' ''.. Q, , I . . .. - I I ~ \,-~ ~ . . ~ . I ~: ~ \ 6° çpAAA\'C1T (c , / 7/7DMe7 y (/2;t/AJ) p'('f,'O1// 2iPC'.3) (J 2_ --- — \ / / I ~ I )~, lit~ --- 11 : 1) . i -0-s" -- ------!::t.,_ , ---^21,- , , ~, I I ~ I I ./ . I I . I I ~~ , ,, --------- . ,f,,45*7;T,Y(fr /—'fl?' 77'>,11"'I,f,q~~ _:,,C(:~,~- ~ I 1. "t'.....".'...", I I , ,, 4. — ..— " .. /3. /; I ~ '. , , I --_____ - --- I -- --5 ki 4 - Ji - - -- / - - SCS&T *, S. .. S /f ' E I. KELTNER & ASSOCAT3, /0 i - J I ~ 605 THIRD STREET, SUE 205 ENCINITAS CA 92024 APPROXIMATE LOCATION OF BORING It 11, . .. . . . (619)942-882 . ~ ~,-) ,-,N .,,~, ~~, . < / -0- 20 !, 40 ('0 ~ , S I R.C.E. 30434 EXPIRES 3/31/92 S 1. I S S ___ - T1t CITY OF CARLSAD1F5:T S S _____ i i S ][ENGINEERING DEPARTNT IL€ SOUTHERN CALIFORNIA < > SOIL & TESTING, INC. L - JEFFERSON STREET BICYCLE LANES BY: DBA/JTD DATE: 3-6-1993 JOB No.: 9311049 PLATE No.: 1A 5 S.*MS*.I *..'tJ .4...A.,& 4Sf' ,.' a' i. ",4 -"",.,., - -%fl.,,'. S I' H a S. ____ ____ APPROVED: S S S S S . S — -: RE._2OSCIY JGI NIC E DT 11 _____j . S S S , — I 1 1 OWN-BY------PROJECT NO. DRAWIG O. CMKD 1. 11 _77 -___ ___ ___ S S S S S CNGINEE _____ n or _____ ViSON DESCRIPTION [J : ATE :- IL 56 - .. -. f. . - I -, - rz7: = :- ---: - - - .. ______________________ __________________________________________ cc H F, // , / / I q ) -- - / \ j ,- r',i: F-f -. / I - I - - "1 - - _____________ (ryp) - - - (TvP(c.) 'I T I - N . .,;' \•,,,.,.. . I .-'- - .. -. ::::".:.. .,.,.,..., 1 -..:. .: I / - - 'I 'It ______ _____________________ rr - - . . . . T .'- -... . - - . ., -. . .. - ..: ::::- .,. ,:..y TT T -.•.. - I I / / 1 - - I - I - w -- I - - - - -- - - - - - L TRA/3 pp _ .' - / &f P/N'7M - - I . •tt_' N / / , IAI I C ///? - v V4 -(rt) - - - - - I H I I / . .. - ., / - - , 1 L - . -. -- -.. ____-. -, - -- KELNER & ASOCAES - / - ------ - I -----a-- , - - - - - - t' t11 - _____ _____ _______________________________ RCE 30434 EXPIRES 31/g2 ) ...., ..........- ... - ..- J _________________________________4 _.I - - ... . - :..- -i; • . - - - - ± LK/AV/N6 ______________ ____ EEIjJTvoF SDft - . . - . . - / . ---, -.. .. .. "In- - ___ ____ -. - ____ -- - PLANSFORTHEIMPOVEMENTOF: PHASE-fl -- -CO, R/CT FR . ___ • -, :' ___ ___ •JEFFERSO ST. KE PATh ______ _________________ ___ ___ STA1Ie+I5,8To STA.27OO ___ ___ I - -.. . •.;. - - • . ____ . - - - APPROVED: -- - - ,. . - ... ,,. - - . - - ..• . - - r ENGINC - - SOUTHERN CALIFORNIA T SOIL & TESTING, INC. -. . - JEFFERSON STREET BICYCLE LANES BY: OBA/JTD - DATE: 3-6-1993 JOBNo 9311049 ., - - PLATE No.: lB - ----- • .........• • . . -, . . . I - G OFWO[ • nLo I I IL- •.- H - ____ -, .- ,.. . - .....- . •.:4I OWNABYI- - I PROJECT - DRAWIGNO. - • - - I, - ., - - . ___ I - ______ _________ _____ ____ I ____ -___ J )Q( .,, ,• , ___,-_,'_- . 1 . . .. L Ii I -,~ U p~) ~% N . ~. , . . '. i f . 6A~ ~__~ . . , toce r- ~ . ~ ..", . ;~.~jj I : . iV1 .) . , :~ ) , , . I.. . I . ( ~ . , . ,~: ~ ~j '_ . ~ ~ -, L~, -- -7_~;_ -1, . (~. V f ~, " . —IN--- . ~ . 1, f O/ , MIN. , ~'; .. 11 ~.". . . I 11, .,~ , .— I I` . ~ ! ~ . or" : . N R () )~ \ / ~ / \n 113 .> V--* N ~ , I I ".. ~'~, C ~ ''I __ - , ~ '\ I" ~ ... ,01--: , 1: - 1 ~ 1~~ ~,:~-O ". ii.,~. ,~, .;, -'. I I... ~ ~, - ", I 111. . -%. I I I , _~ _. " *.1 I li,~~ ", $ ,j 1~-:~~ o' , J ~ , . . ~ 1~ ~ — - . . t, I, ,.~ ":, I I ~ " I, ) , . I , I — ' .~~11;~~,~/( - 1, I I ~ I . Ix , _ ~ I', ~,~% " - * ,~ - S~. . ~, . ~4 ;1~ r-a I I , ., / f . . . i '~ I W, "' ~5 owo c )(115 / ,~, , - I " , , : ., `~ ~' `- - - - 1, .- -!~ I ~ k I' -0/- ~ , . ". ". . , . - ~ ~ , ~_ " I I ..:_ _~ ~ - "j, , ~ ~1' __ C j . \ , ~ ,~_~ I & ' L , ~ __ , , ~'-' ~~) ~_/~5 ~5 , -~ .,~%"il~l 7_~;7`_,~ -~.:~~!;!'T(_~_----. . --f1~1_7 . tll~ -A wr,~ , , , ~.~ , , ~ _~_'~, ...:., _-, 4 - - . I , . ~ IN - ~ k ~ , 4~~ ,,.L .~.- .%-,~'~--,,~",.";4_~,_ 4,.' - t ,,~, -;U __ ~ I " - I ~ - ,~ ~/(~, (6 ~ -Z' .1 : ~,~ ,-','-~ ~,, -- 'kl% I " ,R1 I ~ I 111.11.11 I ~t, , ,,~;.: ~ I \. - ''I'll'' ___~, 0 . I I __ ! \ ,~ ------- - ,_ , nZ~ 6 ?r,,'?A/ r, ,9-_/6~'. -7. 2 -- - ~ - , " ~-,r - ~ ":.~~-,-__41f _11-1.cl __ _ PVa 12 ~~ -.~~~~ . : CIC-X/ ~) - - . . k v - ~Iw !"___ ,;; -.1_,--11 ., : . — . . , - "I I .. ,,~~*f", :~i:~_,,~, " i ~. . I ~ ': C 1. , - , 1 __X~_-~,-4~ ~, \ ~, I I I . 1, I . r.~ . I , I 1 0 . ~ ',~'I..__— I I I - A .- I . .. : : : , ~, .. : ~, . . ; , ~ I , ____ 7 J " - . - . ( . - Q ~ 1~ " ~ ~ . . 1, .. EXISY -C~C - T - --- - - * -. - - 11 ~ ,, rr,._,~ 0)) -. ,.- . J - .--. - , . A A :i,: . pfl/T'~ . - . . 0~) Q I--) p 60 c. __ q "I -A - 'a-, - \ . .-.-. - I... - ... \ ~ 1 .1 . . ~ I 1~_. ~ NEW A .c. -, I ~ . I . ,- , ~ d 'Z_ \ ..". ___1 I k ~ . . . ", ,~~ - 1 ,551<1 " I '. , . 'r ~, , p c- . ) 3 -w 7- ~~ ~Ij _k 11 - - . 1111 11 I . .1 / -41 ,.'; ~ -1 _* ,,, * ~, L 0) - I .1 - P6 , . 'r. - "11_~ ~ - ,; ~ i /0 , . I.. pvm,r w(t)ov/A*- V6'M61VT j . . ~,~ ,,/P rrb , 4p, or ___x, -, - ,~3 / T IN ~ ) I) Y3 C~_ .,- c ~, 'I __~_ - I I i v ,_~ /_ ) _--r_ - . . . .0!----,- C - ____', ) o--- - ~~— , C, . ~ _____-r~,--,,,,~,tlr%-. - C I I , i :,A, ~ C___ --- - — 4.~ I I I I - I -, ) I jr. 4 - L~ , , ,~ 1. K\Y//, ~ . 171 1 1 ~ I ~ I ~ ~ I ~ ~ . - : K \ -__ / / gl~l - , ///t (:cr/U "F" - 11 /—:-\ / SE CT I ON A A z 101: _. I I ~ To . . ~~ ~ . I , , I I . I . . I I / tlAl e* \ 4 0 ~ A . - 1-1 - __ .- - ,4 F, 0 A - _ - - - __ __ __ - - - ______ - \ \ __ ___ _____ __ _______ _____ _____ __ ______ L \ p/C"- . \ \ . APPROXIMATELOCATIONOFBORNG - _________ ., . \.A i --,. ~"____~ , ! _~_ Ic -,I,"- 6 ,::~ _-, -;~,- - & . . .Jr,~l ~ I ENGINEER OF WORK \ \ I ________ __ A. GILLFILLAN DATE \\\, \ ' U' ,. ,..., I R.C.E. 30434 XPIR& 3/31/92 11~ , ) - ~ )-"- '~'~~ ,_ ~_ 1, 13' ~ , I (I ~ - /~~O___~ - \.~ hl - — . ___ ___ L5 J r':'x ER I C A R LS /\ _____ .1 _____________________________ _____ ____ PLANS FOR THE IMPROVEMENT OF: . ___ 1. ___ ____________________ - JEFFERSON ST. KE PATh i. hlll + 50': 1 STA.35+OO TO STA.44 kl - 11 ____ ___ ________________________ ____ ____ APPROVED: . _____ _____ ______________________________ - RE'.__CITy ENGNE orE. I 1~ 1 _____ _____________________ _____ . . DN;CYI [PROJECT O. I&WNO. REVISION DESCRIPTION NO CITY APPROVAL EKL J I 3 5S 2 __________;91 _ _________"77 711 -7-77"7t7 .' i .' ____________________ ø SOUTHERN CALIFORNIA . < >T SOIL & TESTING, INC. JEFFERSON STREET BICYCLE LANES BY: DBA/JTD DATE: --1993 JOB No.:931 1049 PLATE N,m 1C , .--..,-.- . I 1 I I I I .' I I SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES COARSE GRAINED, more than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW. Well graded gravels, gravel- More tnan half of sand mixtures, little or no coarse fraction is fines. larger than No. 4 GP Poorly graded gravels, gravel sieve size but sand mixtures, little or no smaller than 3". fines. GRAVELS WITH FINES GM Silty gravels, poorly graded (Appreciable amount gravel-sand-silt mixtures. of fines) GC Clayey gravels, poorly graded gravel-sand, clay mixtures. SANDS CLEAN SANDS SW Well graded sand, gravelly More than half of sands, little or no fines. coarse fraction is SP Poorly graded sands, gravelly smaller than No. 4 sands, little or no fines. sieve size. SANDS WITH FINES SM Silty sands, poorly graded (Appreciable amount sand and silty mixtures. of fines) Sc Clayey sands, poorly graded sand and clay mixtures. FINE GRAINED, more than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plas- ticity. Liquid Limit CL Inorganic clays of low to less than 50 medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous' fine sandy or silty soils, elastic silts. Liquid Limit CH Inorganic clays of high greater than 50 plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. --'' - Water level at time of excavation CK - Undisturbed chunk sample or as indicated BG - Bulk sample US - Undisturbed, driven ring sample SP - Standard penetration sample or tube sample :1 SOUTHERN CALIFORNIA SOIL & TESTING,INC. JEFFERSON STREET BICYCLE LANE BY: ' DBA I DATE: 04-06-93 JOB NUMBER: 931'1049 1Plate No. 2 - LU 3- - BORING NUMBER I o. -- U : S - U._ Z. — Z • :Z < < z - U 2 ELEVATION W Z ,-. z. CL U-. 3- U. U) 3- - 3. U) ' < 4 ,, ..<. .... 3-0 °-z <o 0 z Cl) " UJ• 0 cc ,- - a 0 .Z 'U 3. cc _j DESCRIPTION 'S SS •• n '• - - 0 0 -_ SM FILL, Light Brown SAND _SILTY Humid Loose - J SC-/SM. Brown CLAYEY SILTY SAND 'SP SANTIAGO FORMATION?. Hunild Dense - US Yellow Tan SAND 48 100.1 -. 4.6 6 Medium 26 941.4 .8 .0 - BG Dense 8 '- 10_ .- • SAND Intrusion in - Auger Below this Depth, Satur- Medium 44 : .104.6 22.9 -12 \ Samples not Representative ated Dense lip "S to - -4 Water Table Dense 14 16_ US 57 93.2 29.8 118.. 0 20- - US S 44 96.4 27.1 j.22 -?4,- - 26 Boring Ended at 25' Lost Hole Due t0 Sand IntrusiOn - b. SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL &TE'ST1NG INc. LOGGED :. JH DATE LOGGED:03_16_93 S •• , JOB-NUMBER: 9311049 Plate No. 3 S - 'OS" - -. -, S - - •0 •. - O0 1 U 2 = BORING NUMBER 2 4 U ELEVATION 3. CL O U. • (1) I D E S C R IPT1ON U- 0 SM FILL, Brown SILTY SAND I BG US I 4 - • SC! CLAYEY SILTY SAND SM I 6 - US ML& Pale Green CLAYEY SANDY SM! SILT, Sample Tip Red - SC Brown CLAYEY SILTY SAND 8- Lj . UJ UJ = U.J_/) C1= <4 - - Z Lu -. - z - - - 4 C/) 3. - <-Lu -U)C I- U)- Lu - 0 u U) Ui - - 4 0 4 3. 0 4 CL Z <0 z wLu >- - 0 z Lu 3. - 0 0 0 Humid Loose - Moist to Very Moist i 11 99.7 20.4 Moist Medium 11 I 107.3 I 15.3 to Very Stiff Moist to Stiff I 10- ML& SANTIAGO FORMATION, Pale Satur- Stiff 11S SM Green SANDY SILT and SILTY ated and SAND Dense 12- - - Water Table 14- us 16 - 18- 2 0 - US -- __ __________ U 22 Boring Ended at 21' I -- - SOUTHERN CALIFORNIA I SOIL &TESTING,INC. ,1 44 1106.9 I 20.4 FA Hard andi I I Very I I I Dense I 50!3" 1115.4 116.4 50!2" 1 121. 5 1 14. 5 SUBSURFACE EXPLORATION LOG LOGGED BY: JH DATE LOGGED: 03-16-93 JOB NUMBER: 9311049 Plate No. 4 I -- - tL1 z I - U-- BORING NUMBER 3 z U I I W -J ELEVATION z = z - - z >0 - - - ,- a. Q. wj • 0u. cn Cl) CL - < UjI- (/)- - U Cl) IU ' 1 I (I) -J DESCRIPTION 0. 0 0-z 0 0 " W 0. 2 0 z 0 w 0. cc 2 0 I SM FILL, Brown SILTY SAND Humid Loose BG Moist l us 9 105.7 11.7 I - - 4_I —?—. Very - Asphalt and Base Moist I .US 6.. 57 115.5 14.9 SatuF ated 8_ SM ALLUVIUM, Brown SILTY SAND Satur- Medium - BIG ated Dense I 10 US - Sample Not Retrieved 21 12 14 I!- 16 - US CL& Top Sample Olive Grey Medium 12 SM SANDY CLAY, Bottom Light Stiff! 1 - Grey SILTY SAND (Sand Loose 18 - Trap Used) . to Medium I - Dense 20 • US SM/ Yellow Tan SLIGHTLY SILTY 23 SP SAND, Disturbed Sample - 22_ 241 - - US —Sample Not Retrieved 31 - 1 26 - — — — Cobble to 28' 31 28- 30--_ I SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG LOGGED BY: JH DATE LoGGED:03_16_93 I SOIL &TES.TING, INC. - JOB NUMBER: 9311049 Plate No. 5 1 I I I I F7 H LI I I 1 I I I LI L I I BORING NUMBER 4 - -; - 4 Z • Z.— ,- Z - 0 • 'I ui ELEVATION w 4 = Z - a.. :- 4 •U) a. - <;i ._ c,, 0 c., CL U) Ui - ,_ 4 . 0 4 c S a. 0 2 .< a. Z .<° ZU) ' ui9' - 0 z W a. OESCRIPTiON U U. o • .0 0- - S -SM FILL, Brown SILTY SAND Humid_ Loose - Moist I 2- BG. US ____ _._ 8 108.8 15.2. - Moist Water Table to Wet H— 6- US SM/SC Grey Brown CLAYEY SILTY SAND 44 122.3' 10.7.- - SM: ALLUVIUM,. Yellow Tan Satur- Loose : 8- SILTY SAND âted and Soft to - • 2. . Medium : Stiff :p10 US OL& Dark Grey Organic CLAY -SM : and Yellow SILTY SAND 12 SC/- Interbedded SILTY SAND SM: and CLAYEY SAND 16 - .SP CL - Greenish Grey-SANDY CLAY - Layer 18 QO - 22' - -• - . us .1. : I 30 - SOUTHERN CALIFORNIA SOIL &.TESTING, INC.. I, • 3/3 977 27.8. 5 5 - Medium 31 104.0 24.9 Dense SI. S.UR FACE EXPLORATION LOG LOGGED sy:. J DATE LOGGED;03_16_93 .JOB NUMBER: 9311049 P1-ateNo. 7 - 1 uJ BORINGNUMBER4 - LUZ I' ELEVATION 0 - Q LU O o U. 4 'Q. - <' U,, w 0 • . ,UI) 4, . CL z < 0 z " w o 0 0 z cc a. 2 - DESCRIPTION 0 0 - C) Interbedded SILTY SAND and Satur- Medium I _SC& SM CLAYEY SAND ated Dense 32 - I 34 I 36 38 SM SANTIAGO FORMATION, Pale Satur- Very • '' Green and Light Grey ated Dense - - SILTY SAND • • 40._ - , . .. , • , , 50/4.5" 123.5 12.6 Boring Ended at 40.5' I • ' - r. - . It 1= I: Ii ' I SOUTHERN CALIFORNIA . SUBSURFACE. EXPLORATION LOG LOGGED BY JH DATE LOGGED 03-16-93 I SOIL &TESTING, INC. JOB. NUMBER: 9311049 Plate No. 8 - iiiui mil 14- Tiiiii iIIIIuIIIIIIHIuIuII iIIUUhIIIIHh[IIMN IIIUUIIIIHIIUIIII iuuuiuiuinuinuii IUIuIIIIIIHIuIIU iuiiuiuiauiiui.0 IIIHUUIIIIIIIIIlIfl IuIuItIIlIuIuIIH OIIuIuIuIHIuIuIl . - HYDROMETER (MINUTES) uuii;H!ik1tIIOuUU_ouiui uImHIuuiIu.IHIuIII—IIUIUI UIIHUUIh1IHIIII1IIUHhI ULHIHIIUIHIU1MNIH!U! IIHIHUOt1IUIIUtiIiOIIU UIUIHIUIMIUUIIIIHIIU1 uImOIHhIILDHIUIt_PIIIUI IUHIHUOiiIUII___ 1111111 UIIHIIUIOIUIHIUI! - LIJ - - 0•i ._J I 0 C) LiJ. O _J I (_) . _i 1: (50Gm) - I 40 (100Gm) 2 V) (..) LU L. LLJ cc Lu I"-cc •. o z. UJI ..: .0 CC 0 U.S. STANDARD SIEVES. 36 18 2 1" 1/2 114 #10 #20 #40 #60 987654 3 2 987654 3 2 b(bb'I ., *000 *00 to 1.0 0.1 .01 GRAIN SIZE (mm) PARTICLE SIZE LIMITS .001 LI .—cl) BOULDER COBBLE GRAVEL . SAND SILT OR CLAY .. . COARSE . FINE .. . COARSE .. 1 MEDIUM . . FINE 4 — (12) 3" 3/4 No. 4 No. 10 No. 40 . No. 200 U.S. STANDARD SIEVE SIZE - - - - - - - - - - - - - - - - - - - - - '1iIIIUIIIIUIUIIIll1111Iuhi11I00II111II00I111II1 ___ .'UIiiIIIItHIUIlIUHHhIIUIIIIHIIHIUUIIHhIUl__ "IiUiIIUIIUUIII.IUHIIIIUIlHIUI1LUOUIU—IHIHIl___ tUIIUIIItI1IUIIUiIIHIUIWIHhIk1IHIIIINNIHP!II__-- - I • UiHIIIIIUIIUIIlOUHIflIHUUhUIHIIIII_IHIIUI_ IiiIUIlItUiUIlIUOIFIIIIIflHU1UIiIUItHUIUI__': JiHIuiUIuhIIIUIUOHHIRIIHIUIH..IHIUlI HIIIUINJ__ H111U1_ UiUllhIIIHIUIIIIOHHhIIHIHUOIINUI :uituuuiuuuuIuIuHIIuIuuIoIuuIo'.IuuuIu uu MINE __... 1.1. K. •A • e V_1l ITh4 - i BOULDER COBBLE GRAVEL SAND SILT OR CLAY COARSE -FINE COARSE MEQIUM FINE a Z. (12w). 3 . .3/4 No.4 No. 10 No'. AD No. 200 Lu U.S. STANDARD SIEVE. SIZE • . ö - . . .. B2@O-3'. •. . • -- B2 @ I0'-1,4' • Cl) - • ________________ - - - - - - - - - - - - - - - - - - - - .i 11. '1iiiilII1tHhIIIIIHhiiUHUUhU•1IHIIII• 11111111 .'UIHIIUIUUIIUI•IUHHhIIflU!HNU..IIHIIIU'HUHII___ 'iIiHUiitllIUIuIIIIHIDIflHIhI1NIIHIU1-IIUIIII' iIHIUIUItlUUI.IIIllHIHlIHHI1IOIUIMNIHPiIl—;• HUUUIUIUIUJUIillHhHIIiHhiiIHIIU1OhIIIlI IL_ ___UIIUIIIUIIIgUIlIUillHIOlIUIIUINIIUIUL_HUIUU_ :jIuuIII.uuuIlIIHuIIIouumHuo:HIIuI 0111U1i_ _____ HIuIuIuu1IUl.J,HutHIuIuHIHuoiIUIm___ IUHhIU_ I :uun.uiuiiuuj.iuuiiiiuui,iiHhuo..uuulu iuiuuu_ L1 : I I P'4 111 II I - 1• BOULDER COBBLE GRAVEL SAND S SILT OR CLAY S - COARSE FINE COARSE MEPUM FINE _ (12) S 3/4 No. 4 No: 10 HoL 40 NO. 200 U.S STANDARD SIEVE SIZE B3 @ 11_41 - B3@ 7.'-10'. - - - - - - - - TkJL I!. - .iiUiUIItIIIUIlIIHIIIIIHIIHIU 1.IIHUII'—IHUIIU__ '1IIrIII.ItIUUIIIHIIHIHIHIHIIiIOIUI•TIIUHhl___ 11 IuiUiiUIIIlIHhIHhIIOHHIAIHIIIIIUIUIHIIUmIHUU 1!_. tIAIUIUIIU1IUIIUOHHIHIIHHhI1IIIILIIPIlHUIIN1_ HUIUUI_ JflHIIlIUIHIUIIIII1HIHIIHHhhOIILIUht _____ iiiflhum_ uIIuUI.IHIuIIIIuIII.uI,IHHuauHUIm___ JIIIiIlIIUUHUIIIIHhluuII,HIIJUNMUIUuI uhIIIIUU J : I Is!i '4 II II i BOULDER1 COBBLE GRAVEL . SAND SILT OR CLAY COARSE FINE . - COARSE .:. MEOIIM FINE. z OWN (12w) . . 3/4w No. 4' No. 10 No. 40 No. 200 L16LLI U.S. STANDARD SIEVE SIZE . . - B3 @ 15.5' • B3 @ 2O.5 ..- . ..• - ___________________ .. - --..,. ..• ..-• • • .- ., •-- . -,• -- - -.-- -.-.-_,._.- - ,- U.S. STANDARD SIEVES -HYDROMETER -. !PJLII 24* 12", 100 ___ 11111111 IIiuIruItmIIiiuIHuhIIgIUbUIM..IHIflhI_IIUIIIl___ 170 cc IUHI.IIuIlUJ!IIIHIUIHIHU1IHIIlI1.__IHIIUU___ • uj • . IIIIuIIuII1ILIluImHuhIlDIflH!1UI..IHIIUl _Q ul 30 cc JflIUluiIIHIUIIIIIHHIIUIOHhIIIIlUI_HUIUU_ cc UiHIIlIUIOIUIlJNHHIUIIHIHuOIUlI—OUHhl__- ::IIIti..l,uululll.luollnhuluuuuuo..IHIuIE uuiuu___ i0i01. IS 1.0 • 01 .001 GRAIN SIZE (mm) al PARTICLE SIZE LIMITS FZ -, U.S. STANDARDSIEVE SIZE —CZIS' -III . BOULDER COBBLE GRAVEL' SAND SILT OR CLAY COARSE ' FINE - COARSE J MEDIUM I FINE - - - - - - - - - - - - - - - - w cZ C) __I ON I • w -J Q L) I >-. 0 (50Gm) C....) CD p-4 d)co -- I- ' LiJLLJ 4 - I— C'., 0•i 10 (100Gm) C) C) V) IJJ LL... 0',- LL. ;. .11-i - ma w ui C., >• 0 Sa -3 U.S. STANDARD SIEVES HYDROMETER 36 18 2" I" 1I2 *I4 fiol #20 #40 060 UiIiIIUIUII1lUIIUHhIIIiIIiidU'UIIHIIuIIllIHIl_-iiIilIlIIUUIIIIIiIIIHhOIHhIUU..IIllhIIIiIPhIIIU___ urui.I.ImuIlIHllHIAIIHHhINUCIIII"IHIHIU_ • UIIiItUIIIHIIHIIIUHIOIOIIIUIIIUIUI__IHIIUII . IiiHItIIUIHIUIUllHUHIDIHIHINI\IIHhINtIIIIIU___ IiIHIiliIIIIIIIIIlHHIIIUIMHIIUUUhIIHIUIl HhiIU•I • oIuuIItHIuI.IIHHHI..mHIHhIoNIUIm—iIUHhlm iHiUtUIIIHiUIUIIHllHIUIIHHUOI11.1110ml 1 1HhlN BOULDER COBBLE GRAVEL SAND SILT OR CLAY ARSE CO FINE COARSE MEDIUM -1 FINE (12") 3" 3/4" No. 4 No. 10 No. 40 U.S STANDARD SIEVE SIZE No. 200 B4 @ 19.5' - 84 @ 20.5' •.•. ,• •.• - - - - - - - - - II. 1iuuhiI.uIIuI.IIHllHlHIrnNUUIHIUIHUHIU—' - ___ LI Ui1UIII•IHuIIIUIiIPHIflUflHIHhNIIUIUII,_llUIUI 1L. • _____UIIUIIIUIHIUIlIlHIHUlUIHHIUHhtlIHUIUU_ • IilIUI.I•UIIUIlIUiUFHIHIIHHhIIbA!tI!U1111 1____' UIIUtUIUIHIUIIIIIHhIIUIOHIIOIUIUlUUHlU__J ' uIIlIulIulHuUIlIIiIILulluuIIHHhio..UHUII___1 11 ilium I, ' 'I _•I '1'1 1i;III.!Th44uI'lt GRAVEL. SAND SILT OR CLAY BOULDER COBBLE COARSE FINE COARSE MEDIUM. FINE (IT) 314" No.4 No. 10, No. 40 No. 200 U.S. STANDARD SIEVE SIZE - - - - - - — — — — — — — — — No — - _ - LU f..1 :is, •I 'A : Ii. -I, DbJIHIM IlIuuuul.IHIIHluumnuiijIuIuuInhInuI___ jiuuruh.uuuIMIIHHINIHIlUII!HhI1II_IHIIUIiiii • UUiiiRiUIIIIIIIlIHhIIIIHIIHIUINMIHItIIIIUIU•___ I'ul"tmu'.',IIIHUHuIlUII.•IUI • If II1!!I ____ _____UIIUIUItHlUIlIHIHIHIflOUIIIO1.IHIUl1—OUUU.f_ IiUUIiiiUiIUIlIUOIHIflIUHIHhIO..IHIHItHUNi__: ______uuuu.IuIuuI.ImHIHIuhlHuuu1MIuhIIiRpIuU;L_ iiitululullllUlml,nuhlullmullUll..IIIIIlNm_uIIIUI.J..I..r - • -11uiHllhIuIHIullImHIlIIflhIIHHhIOIHIUIm_OiUhl_ ___ JiIIUuiuIIUIIIuIIohIIIuoImHIIUIO'.IHIUIU HIIIUUH. cVI4 • GRAVEL SAND • .__-.__. COARSEJ . FINE COARSE • MEDIUM BOULDER COBBLE 0 FINE • I 1 SINGLE POINT CONSOLIDATION TEST RESULT 1 SAMPLE NO. B2@3' B3@3' B3@5.5' B4@5.5' -,INITIAL MOISTURE, % 20.4 11.7 14.9 10.7 - INITIAL DENSITY, PCF 99.7 105.7 115.5 122.3 -% CONSOLIDATION BEFORE WATER ADDED 4.6 1.2 3.2 2.0 -% CONSOLIDATION AFTER WATER ADDED 3•9•. 1.2 3.2 2.0 FINAL MOISTURE, % 22.0 17.0 14.2 11.2 -. AXIAL LOAD, KSF 2.86 2.86 2.86 2.86 SOUTHERN CALIFORNIA JEFFERSON STREET BICYCLE LANE SOIL ,.& TESTING INC. BY: DBA DATE: 04-06-93 Plate No. 18 JOB NUMBER: 9311049