Loading...
HomeMy WebLinkAbout3079; POINSETTIA LN BRIDGE CONSTRUCTION; FOUNDATION INVESTIGATION; 1983-04-150 0 0 0 FOUNDATION INVESTIGATION Poinsettia Lane Overcrossing Bridge, Poinsettia Lane and Atchison, Topeka and Santa Fe Railroad, in the City of Carlsbad, California cowr. 3o-i9 0 r~~ for KERCHEVAL AND ASSOCIATES, INC. April 15, 1983 by Pacific Soils Engineering, Inc. Irvine, California L~ V Work Order 100164A' April 15, 1983 TABLE OF CONTENT.S INTRODUCTION AND SUMMARY 1 SEISMICITY 3 LIQUEFACTION 4 Table I -- Major Active Faults Figure 1 Seismicity Location Map DISCUSSION 5 Drivehi.Friction Piles 7 CONCLUSIONS A14D RECOMMENDATIONS 8 Seismicity Considerations 8 Pile and Structure Design 8 Grading and Embankment Fill Recommendations 12 ...Other Design Considerations 15 Chemical Testing 15 Ground Water' 16 APPENDIX References Field Investigation Laboratory Tests 0 Plate A - Unified Soil Classification System Plates A-1 through A-3 Log of Borings Plate B - Plot Plan Plates.C-1-through C-3 Consolidation Curves Plate D - Pile Capacity Curve Plate E - Direct Shear Test Results Plates F-1, F-2 - Slope Stability Calculations Plates G-1, G-2 - Pavement Design Data Earthwork Specifications PACIFIC SOILS ENGINEERING, INC. 0 PACIFIC SOILS ENGINEERING, INC. 17909 FITCH, IRVINE, CALIFORNIA 92714-6097 TELEPHONE: (714) 557-9450 0 Kercheval and Associates, Inc. 9420 Farnham Street Suite 113 San Diego, CA 92123 L.A. COUNTY OFFICE 1402 W. 240th Street Harbor City, Ca. 90710-0307 (213) 325-7272 or 775-6771 April 15, 1983 Work Order 100164A Attention: Mr. Albert Kercheval, President Subject: Foundation Investigation for Poinsettia Lane Overcrossing Bridge, Poinsettia Lane and Atchison, Topeka and Santa Fe Railroad, in the City of Carlsbad, California Reference: Foundation Investigation for Poinsettia Lane Bridge dated June 12, 1973, by Pacific Soilsl_.Engineering, Inc. (W.O. 100164) Gentlemen: INTRODUCTION AND SUMMARY Presented herein at your request, is this -firm's updated foundation report for the proposed bridge at Poinsettia Lane and ATSFRR. Included in this report are seismicity considerations, results of the field exploratory operation which was completed in 1973, laboratory testing, engineering analyses and this firm's Earthwork Specifications. Information was furnished by the firm of Kercheval and Associates, Inc. and indicated the proposed structure to be a three span precast pre- stressed.slab bridge on pier wall bents on pile caps. An embankment type of fill is proposed on both the east and west side of the railroad. This embankment will vary in height up to approximately 25 feet. E Work Order-100164A Page Two April 15, 1983 The site-.'islocated between the San Diego Freeway and Ocean View Avenue. The approximate elevation at the freeway is 80, at the site approximately 50 and at Ocean View approximately 65. Shallow local depressions exist on both the east and west side of the railroad tracks that tend to impound water. Surface drainage at the site is not positive as water was ponded on the east side of the track in the months of April, 1973 and April, 1983. E Granular marin.e Terrace Deposits exist over the site and the adjacent area. These materials are generally dense and competent materials. 0 Graphic .logs of borings and a partial summary of laboratory test data are shown on Plates-A-1 through A-3 inclusive. The estimated locations of the soil test borings are shown on the attached plot plan (Plate B). Consolidation-pres.sure test curves for the typical foundation soils to beinfluenced by the footings are shown on Plates C-1 through C-2. Direct shear data .for~ the typical bearing soils is presented on Plates A-1 through A-3, with ov erburden-direct shear single point data presented on Plate E. Pile capacity curve data are presented on Plate D-1. Slope stability calculations are presented on Plates F-1 and F-2. Anticipated pavement design calculations 'are presented on Plate G-2 with "R" Value test data on Plate G-1. Methods of field investigation and laboratory testing are briefly outlined in Appendices B and C. 40 PACIFIC SOILS ENGINEERING, INC. 0 Work Order 100164A Page Three April 15,.1983 Ll SEISMICITY Southern California is a seismically active region and it can be expected that the site.willexperience ground shaking as a result of earthquakes. The major active faults likely to produce ground shaking at'the subject site are presented in Table I along with computed seismic parameters. The location of these faults'and their 46 relationship to the site are shown on Figure 1. No known active faults have been mapped within the subject site. The La Costa Avenue fault lies somewhat less than two miles southwest of the site. This northeast trending normal fault has been postulated to be -related to wrench style faulting associated with the offshore Rose Canyon fault zone (Adams~.& Frost, 1981). A Pleistocene activation is inferred f6r'the La Costa Avenue fault based upon Pleistocene movement of the'.Rose Canyon fault as determined by Gastil, Kies and 0 Melius (1979). The Rose Canyon fault zone has been postulated by Moore (1972) to extend northward connecting with the Newport-Inglewood fault zone offshore at Newport Beach. This extension would increase the active length of the Rose Canyon fault from 45 miles to over 130 miles. 0 Threet (1981) objected strongly to Moore's interpretation, however. In Threet'sview, the increased seismic hazards inherited with a con- tinuous 130-mile*long fault are not justified for the San Diego area. 0 PACIFIC SOILS ENGINEERING, INC. 0 10 0 0 Work Order 100164A Page Four April 15, 1983 Threet prefers to veiw the Rose Canyon-Newport-Inglewood fault zone as a series of small faults thereby lowering substantially the inherent seismic potential. In Table I we have presented the.- Newport-Inglewood and the Rose Canyon as a continuous zone based on Moore's interpretation. This analysis presents a "worst case" type of study. LIQUEFACTION In consideration of the medium dense nature of the sands, liquefaction potential is considered remote. PACIFIC SOILS ENGINEERING, INC. T A B L E I Max i mum Probable Maximum Maximum Repeatable Predominant Probable Probable High Duration Period Earthquake Bedrock Ground of of Bedrock Magnitude(l) Accel.(1) Accel.(3) Shaking(4)- .@ Site (1.) 7.0 0.58g 0.38g 24 seconds 0.35 seconds 7.-5 0.23g 0.15g 30 seconds 0.35 seconds 7.5 0.06g 0.04g.- 30 seconds 0.50 seconds 7.5 0.09g 0.006g 30 seconds 0.50 seconds Approx. Max. Magnitude Distance of Historical FAULT From Site Earthquake' Newport-Inglewood- Rose Canyon 4 mil6s 6.3(1933) Elsinore 26 miles 5.5(1938) San Andreas (southern segment) 77 miles 6.5(1948) San Jacinto 53 miles 7.1(1940) 0 F U) M z M M Greensfelder (1975) Schnabel and Seed (1973)' Ploessel and Slosson (1974) Housner (1970) Seed, et.al. (1969) > ::E: 10 0 0 Ln Qj (D kD F~ CO C) w CD F~ 1857~ Ir O'N M2 9)6 060 NIS. Im + N 1893 .. .0 t971 A, X-11 0 M65 1899 LOS N. 'I " \ \~ ' ES CO % < VEATURA. CO % LE JVGS SAN FEWANDO FULT % 1769 S,4A1 BERNARDIIVO CO _j FAU F. 'L la55 VCH trm R S4 1907 Z P% FALLT Los - AWEI. C\S 920 BANNI r 1890 1918 M6.8 M63 MEL5 SANU LOAV ANA RI ORANGE CO 1812 899 M7+ 1937 M6.0 ...M6 1910 island M62_- SITE 1894 son CI&7w* SAIV DIEGO CO Island 1941 M -6 5.9 aO SAN DIESO CALIFORNI~ IOLV560, ~O~~20 10 5 ,0 10 m AJA CALI M I L E S KILOMETERS B L EGE-ND Total length of fault zone that brooks Holocene deposits or that has had seisrnic activity Fault segment with surface rupture during on 1899 historic earthquake, or vMh oseisrnic fault creep M75 Approximate epicentral area of earthquakes that occurred 1769 — 1933 *52 M6_80 Ref.: AEG Special Publication October 1973(coinplied by Richard ~L -Proctor) Earthquake epicenters since 1933 PACIFIC SOILS- ENGINEERING, INC.-- 10.'0 16 4A 4/15/83.. W.O. DATE 0 Work Order 100164A Page Five April 15, 1983 Ll DISCUSSION 40 Three (3) soil test borings were made in 1973, at the estimat ed - locations shown on the plot plan to depths ranging from 27.0 to 45.0 feet below existing grade. Undisturbed samples of soil were obtained from the borings at frequent increments in depth as , shown-on the attached Logs of Borings. The general soil profile, as revealed by the borings, consists of clayey and silty sands to the depths explored. Perched ground water -was encountered at a depth of 17.0 feet in Boring No. 1. The water level appeared static and did not rise appreciably when left undisturbed. The water and sandy soil condi- tions at the elevation water was encountered caused severe caving while attempting to bore with a rotary bucket rig. A head of water and drilling mud was imposed on the static water level to facilitate drilling without undue caving. This procedure.was utilized in all the borings to obtained the desired penetration. Moisture-density relationships and shear strength.indicate that the native soils are uniform in strength characteristics even though the moisture content varied. Consideration was given to the use of spread footings to support the proposed columns and abutments. Settlement studies which considered 0 the effect of the embankment were made for the spread footing solution. The studies were based on column loads of 200 kips of which 80 percent was considered to be permanent dead load; depths of embedment of E PACIFIC SOILS ENGINEERING, INC. LA 0 0 L] Work Order 100164A Page Six April 15,1983 five (5) feet below existing grade, and an average ground water 0 condition of 17 feet below grade. Computations using the Westergard equations indicated ultimate settlements on the order of 1/2 to 1-3/4 inches. Based on the general design criteria, settlements of this 0 magnitude are not considered allowable. Therefore, no further study regarding the use of this type of foundation was made. On the basis of the design requirements and existing soil conditions, it is recommended that the structure be supported on friction piles. Due to ground water conditions, the piles should be driven. A dense strata was encountered at a depth of approximately 27 to 35 feet that will result in difficult driving of the piles. Tips should be utilized to protect the pile. Jetting should not be permitted to achieve the desired length, however, the pile may be assumed to have the full design capacity if terminated under the project*soil engineer's direction. Selection of the type of pile to be used should be made on the basis of economics after a review of the characteristics and restrictions as set forth in this report has been made. Recom- mendations for driven piles are presented below. 0 0 PACIFIC SOILS ENGINEERING, INC. 0 0 0 Work Order 100164A Page Seven April 15, 1983 r--] 0 Driven Friction Piles Driven friction piles, having a maximum capacity of 140 kips,. may be used. The selection of the type.of driven pile to'be used will be an economic consideration. For the purposes of this report, we will limit our discussion to a di~.iven displacement type pile, either H-pile, or . p recast .. concrete. An H-pile is probably the best suited for the site conditions. Ll 0 0 0 PACIFIC SOILS ENGINEERING, INC. E Work Order 100164A Page Eight April 15, 1983 CONCLUSIONS AND RECOMMENDATIONS Based on the results of the field investigation, laboratory testing and review of available drawings received from Kercheval and Associates, Inc., the proposed improvements are feasible from a geotechnical viewpoint provided the conclusions-and recommendations presented here*in are incorporated into the design and construction of the project. SEISMICITY CONSIDERATIONS Seismicity considerations do not appear to be a constraint to the project. The potential for liquefaction is considered remote with the dense nature of the granular materials encountered. Ground acceleration at the site due to an earthquake will occur within the life span of the project. Ground rupture or cracking is present for the site as is the case for most of Southern California, however, it is considered remote. Seismic design should be based upon the current and applicable A_ASHT0 or CalTrans Specifications. PILE AND STRUCTURE DESIGN 1. The maximum individual pile capacity recommended is 140 kips (70 tons) dead-load plus live load. PACIFIC SOILS ENGINEERING, INC. 0 r] 0 Work Order 100164A Page Nine. April 15,1983 capacities for displacement piles can be determined by reference to Figure D-1. Factors of safety are 2. 0 for driven. -shell.and H-piles and 2.5 f or precast concrete piles. The curve indicates that a single 12-inch mean diameter pile will have a capacity of 70 tons with a penetration of 36 feet if driven from the present grade. Compacted embankment fill cannot be utilized as the depth of penetration of a pile unless the embankment fill is monitored and it can,be ascertained that all settlement of the soils underlying the' fill has taken place. It is estimated that lh-inches of settlement may take place 40 from the effec t of the embankment fill. This shall occur during'grading or shortly thereafter (30 to 60 days),. In order to avoid a downdrag on the piles from the embank- ment fill, the fill should be predrilled to a diameter slightly larger than the pile diameter. After the pile has been driven, the void should be filled with a clean sand (sand equivalent of 30 or greater).. 0 0 PACIFIC SOILS ENGINEERING, INC. 0 10 0 Work Order 100164A Page Ten April 15,1983 Ll 0 5. Due to the very dense material encountered at approximately 30 feet, it should be anticipated that some piles may reach refusal prior to achieving the design depth and need to be terminated to avoid damage to the pile. with the direction of the project soil engineer, these-'..- piles should be considered capacity. Jetting'or pre- drilling-should not be permitted to achieve the desired. depth of penetration. The allowable uplift resistance of a single friction pile or pile group may be assumed to be 40 percent of the recommended capacity of the pile or group. It is recommended that no pile be driven within four (4) mean pile diameters of a cast-in-place type pile filled with concrete for less than 24 hours. Computations for--the maximum ultimate settlement of a 270 kip pile group based on the appropriate consolidation 0 pressure curves shown on Plates C-1 through C-3 indicate settlements on the order of five-eights inch (5/8"). A one-third increase in the allowable pile capacities, as determined by the pile capacity curves,will be allowed when considering the.seismic loads. 0 PACIFIC SOILS ENGINEERING, INC. 9 0 Work Order 100164A Page Eleven April 15, 1983 It is recommended that the piles be spaced a minimum of 2.5 feet or 2-1/2 diameters, whichever is greater,. center-to"center with consideration being given to group perimeter versus sum of individual pile.perimeters. The sum of the individual pile perimeters should not exceed . the pile group perimeter. When driving large groups of piles, the piles near the cen ter of the group should be dirven first. The remaining. piles should be driven in sequence toward the perimeter of the group. With regard to passive soil resistance, a value of 400 pounds per square foot per foot of depth may be applied to both'the pile cap and the frontal piles in each group; The passive soil pressure depended upon should not exceed 3,5_00 pounds per square foot at -the maximum. The value may be increased one-third for temporarily applied loads, such as seismic. Piles placed in groups of more than two (2) should be desig ned for reduced capacity or should have 'an increase in length according to the following group efficiency formula: PACIFIC SOILS ENGINEERING, INC. -A 9 0 1 Work Order 100164A Page Twelve April 15, 1983 Efficiency = 1 - 3.14 D SMN E(N-l)M+(M-l)N+l.41(M-l)(N- Where: N = Number of piles in a row .M = Number of rows D =.Diameter of pile S = Center-to-center spacing of piles 13. Pile driving operations should be done under the continuous inspection of'a qualified soil engineer. C. GRADING AND EMBANKMENT FILL RECOMMENDATIONS - All grading should be accomplished in accordance with the recommendations contained herein and in accordance with the 0. Standard Specifications for Public Works Construction and the current Grading Ordinances of the County of San Diego. This firm's Earthwork Specifications are attached and are considered 9 applicable.for all work performed under the purview of this report. The embankment fill of approximately 25 feet is programmed for the bridge abutments. The exact source of the material to construct this embankment fill has not been determined-,. however, a reconnaissance of the general area indicates that Terrace sands will predominate the area and will probably be used. Based upon -the use of this type of materiall the 0 following recommendations are presented, Ll PACIFIC SOILS ENGINEERING, INC. 9 -I L A 0 Work Order 100164A. Page Thirteen April 15, 1983 Embankment fill slopes may be programmed at a ratio of 1~-horizontal to 1-vertical provided;!~that the criteria included in this report for grading is followed. Areas which are to receive compacted fill shall be stripped of all vegetation,existing fill and soft or unsuitable material. The local depression easterly of the railroad tracks had soft surface material at the time of bur field exploration. .Removal on the order of three (3) feet of material may be necessary in this area.' Fill exists as trench backfill placed during the construction of the sanitary sewer that extends parallel to the rail- 0 road on the easterly side of the railroad right-of-way. This fill was penetrated by boring and appeared to be suitable.~ 0 .3. It is understood that the sewer was encased in concrete in the subject area. With this encasement, the surcharge from the embankment fill should not cause any adverse settlement. A high pressure gas main traverses the site. An evaluation of this facility has not been made at this time. The effect of 'the proposed developme I nt on this pipeline should be evaluated. E PACIFIC SOILS ENGINEERING, INC. r] Work Order 100164A Page Fourteen*. April 15, 1983 After stripping and removal has been completed, areas to receive fill shall be-processed and compacted to a depth of 12-inches. All fill and processed material shall be compacted,to a minimum of 90 percent of the laboratory standard (ASTY[D: 1557) at close to the optimum moisture for the material. Imported material should be approved by the project soil engineer prior to its-*use. Due to the granular nature of the soil, special care will be necessary in grading of the fill slopes. The embankment slopes should be backrolled at maximum intervals of four (4) feet as the embankment is brought to grad.e.. At the, completion, the fill slope should then be compacted on the surface with a sheepsfoot roller and then a grid roller, manipulated by-a side boom tractor or a-truck crane. As an alternative to the above surface-compaction, the slopes may be overfilled and-cut back to the compacted core. 0 PACIFIC SOILS ENGINEERING, INC. 0 Work Order 100164A Page Fifteen April 15, 1983 ri LA ProVisions for surface drainage along the toe of the embankment fills will be necessary. Ponding of water in the area of the pile cap and fill slopes.-beneath the bridge area adjacent to the railroad must not occur. If water is to be transmitted along the toe of these fill slopes or in the area of the pile cap, it should be carried in a conduit or along a gunited channel. it is anticipated that the embankment fill will be con- structed with granular materials such as exists in the _.area. An "R" Value test conducted on this matetic indicated.a value of. 72. Based upon this and a Traffic Index of 7.0, the minimum structural pavement section of the City of Carlsbad for arterial highways of three (3) inches of asphaltic concrete on six (6) inches of aggregate base should be anticipated. Final design of the structural section must await completion of grading. D. OTHER DESIGN CONSIDERATIONS .1.* Chemical Testing Chemical tests of representative onsite soils have been conducted and the results are presented as follows: E Ll PACIFIC SOILS ENGINEERING, INC. I Work Order 100164A. Page Sixteen April 15,'1983 Sulfates Chlorides Sample pH (% of dry soil) (ppm) Centerline West Side 7.9 0.05 12 These-tests were performed by Twining Laboratories of Southern California, Inc. Based on these results, sulfate resistant concrete need not be utilized. This could change if imported materials are aggressive to concrete. 2. Ground Water Ground water was encountered in-all borings at the depths indicated on the Log of Borings. The borings were excavated in April 1973 and conditions may have changed. The findings and recommendations contained in this report are based upon the specific excavations, observations-.and laboratory tests as noted. The materials immediately adjacent to or beneath those observed may have different ' characteristics and no representations are made as to the quality or extent of materials not observed. Respectfully submitted, PACIFIC SOILS ENGINEERING, INC. 0 0 0 Dist: (8) Addressee JAH: RPK/vl 0 BY: Q9-A4,- REX P. KETTER, R.C.E.15251 Executive Vice President M- PACIFIC SOILS ENGINEERING, INC. 0 Work Order 100164A April 15, 1983 A P P E N D I X 0 A. REFERENCES Adams, M.A. and Frost, E.G. (1981), The La Costa Avenue Fault: An Example of a'Secondary Structure Developed in a Strike-Slip Zone: in Abbot t and O'Dunn eds.; GeologicInvestigation of the San Diego Coastal Plain, S.D.A.G. Field Trip Guidebook, p.20-24 Association of Engineering Geologists(1973), "Geology, Seismicity and Environmental Impact, Special Publication" Gastil, R.G., Kies, R. and Melius,D.J., (1979), Active and Potentially Active Faults: San Diego County and Northern- most Baja California: in Abbott and Elliott, eds., Earthquakes and Other Perils, San Diego County, California: G.S.A. Field Trip Guidebook, p. 47-60 Greensfelder, Roger W. (1975), "Maximum Credible Rock Accelera- tion from Earthquakes in California"; California Division of Mines and Geology, Map Sheet 23. Housner, G.W. (1970), "Strong Ground Motion", Earthquake Engineering, Chapter 4,-pp. 75-90, Prentice-Hall f New Jersey (R.B. Weigel, ed.) Moore, G.W.,(1972) Offshore Extension of the Rose Canyon Fault San Diego, California: U.S.G.S. Prof. Paper 800-C, p.Cll3-Cll6. Slossen, James E. & Ploessel, M.R. (1974), "Repeatable High Ground Accelerations from Earthquakes, Import Design Criteria"; California Geology, Vol.27, No.9, pp.195-199. PACIFIC SOILS ENGINEERING, INC. E Work Order 100164A April 15, 1983 Appendix Cont. References Continued Threet, Richard L. (1979), Rose Canyon Fault: An Alternative Interpretation: in ."Earthquakes and other Perils, San Diego Region: Patrick L. Abbott and William J. Elliott, eds., GSA Field Trip Guide Book, San Diego Association of Geologists 4 0 a ~j 0 Ll PACIFIC SOILS ENGINEERING, INC. Work Order 100164A April 15, 1983 Appendix Cont. B. FIELD INVESTIGATION Three (3) borings were made to depths*ranging from 27.0 to 45.0 feet using a rotary bucket type drill rig. Undisturbed samples for detailed testing in . our laboratory were obtained by.driving a sampling spoon into the material. A solid barrel type spoon was used, having an inside diameter of 2.50 inches, with a tapered cutting tip at the lower end and a ball valve at*the upper end. The barrel is lined with thin brass rings, each one(l) inch in length. The spoon penetrated into the soil below the depth of boring approximately 12 inches. The central portion of this sample was retained for testing. All samples in the natural field condition were sealed in airtight containers .and transported to the laboratory. Blow counts were noted for each sample obtained and converted to "blows per foot" of the Standard Penetrometer. Surface water was p-onded on the east side of the railway during the spring-of 1973. This water receded and at the time of our field investigation, no free water was visible, however , the drill rig did become.mired down when a boring nearer the railroad tracks than Boring No. 1 was attempted. Perched ground water was encountered in the borings and it was necessary to employ the addition of water and drilling mud to the borinqs in order to facilitate drilling. The static water level was determined in Boring No. 1 prior to utilizing this method. PACIFIC SOILS ENGINEERING, INC. 0 E Work Order 100164A. April 15,1983 Appendix Cont. C. LABORATORY TESTS Moisture content and unit weight determinations were made on specimens from each undisturbed sample, providing information on the relative densities and moisture retention properties, and also serving as a further index of classification. Shear tests were made with'a direct shear machine of the'strain control type in which the rate of strain if 0.05 inch per minute. The machine is so designed that tests may be performed without removing the specimens from the rings in which they were obtained, insuring a minimum of disturbance from the field condition. Specimens were subjected to shear under normal loads equivalent to the overburden on the soil tested. The results, expressed as shearing resistance in pounds per square foot, are those given on Plate D. Consolidation tests were performed on specimens of the rep- resentative soils. The consolidometers, like the direct shear machine, are designed.to receive the specimens in the rings in the field condition. Porous stones, placed at the top and bottom of each specimen, permit the free flow of water from the specimen during the test. Progressive and final settlements under increasing load increments were recorded to an accuracy of 0.0001 inch. The final-settlements so obtained are plotted to determine the curves shown on Plates.C-1 through C-3. A laboratory maximum density was determined on samples of the upper soil strata to provide data on relative compaction of the native soils. PACIFIC SOILS ENGINEERING, INC. 0 E Work Order 100164A. April 15, 1983 Appendix Cont. Ll 49 Particle size determinations were conducted on representa- tive specimens to aid in classification of the soils. The percent of sand, silt and clay are shown in Table II. Chemical tests were conducted on near surface samples in accordance with ASTM:D-70., D-512 and D-516 standards. 11 71 0 0 0 0 PACIFIC SOILS ENGINEERING, INC. 0 Fine-grained Soils Coarse-grained Soils fill More than half of material Is smaller than Na 200 More than half the material is larger than Z P sieve sl*z,e No. 200 sieve size 06 C — CD (A r The Na 200 sieve size is about the smallest particle visible to naked eye 0 ;a C-) Sands Grovels 06 W 0 0 Z > More than half of coarse More than half of coarse < Z fraction is smaller than fraction is larger than W No. 4 sieve size. No. 4 sieve size. (n M Ej W Silts and Clays Silts and Clays (For visual classification, the !--in. size may be Z 0 used as equivalent to the N.' 4 sieve size. Z or 0 Liquid linit Liquid limit w C: Sands with Grovels with 0 0 greater than 50 less than 50 Z fit x 0 06 Fines Clean Sands Fines Clean Grovels -n rT1 r— SL (n > P (appreciable (little or (appreciable (little or no fines) < amount no fines) amount M C/) _>< M of fines) of fines) 0 U) -n - N\SN . . . . . . . . . . 'P .0 (n 0 (n _V (1) Q . C) G) 0 0 > 0 K CDC 'a r' (on R. 0 4 M Z W 0 z n"I -a og a. 0 a 0 Z Xon a a a v 2 o 1. . o -a w to M S2 Z M . n 8 EL n 'E a a 0. o G. d3 I B c 0 i3 6 - . vr g =r a 0 a o g o ol = = o lo = ~ — 0 > 0 1 F_ 0 z Ile OL Er a Q. ar vr. =r cn rn 26. Q, a Ira 42, o. a ' ;' o ; o Z C/) C (n Z: c L o Q. > U) in < F4 rn Z ac m 3 R . 8 M -n .5' 1~ 01 5* o Q. U) 3 a a ~ o 3 m o. o og. C/) 2. 0 (n a Z (40 m C: col. z a Z Z T :E 06 0 M w a d3 C3. a c 3 a 0 Fn Er 6 ii; 21 2. 0 0 W 'a. c a a 2-3. .,a Z (n 2 .a a 06 0 __4 Z a Loa rn 0 17, 0, a rn Z Z cn 47 Z U) SL rri C? :IF C: r' a on — go at 0 Z a * A a Z C) w C G) a = PR R i; - n n or 0 0 P X! CO 0 o. 'a to m a ul rn 06 0. CO a cL R 0 -" wo V m g R*o a * 9 " rn 0 3 0, 9.o zr o !! 0 m C a 9 W 06 c, U) (D X F Z x m sz Z a r 9 P 3 V 36 m 9 or ir 0 40 3 a M 0 0 PACIFIC SOIIS ENGINEERING, INC. BORING 'r.OG Boring No. I Date 5/23/73 W.O. 100164 Surface Elev. 50—+ ft . AL4 co A.- 0 U 0 'M DESCRIPTION & ANALYSIS (% Sand. % Siltp % Clay) Q E-4 :J M -E-4 0 E-4 co H . 0 0 H 0 02 ra Z 0 ;-4 bo 0 ~1 V R 28 FILL: (Sewer Backfill) Silty sand (SM), brown and gray, wet to very moist.below moderately dense. 118.2 12.0 120 44 R 26 Clayey ~~sarrd (SC),".*gray;-andi,ru'st.~-brown, very moist, dense. 119.2 13.9 -10- R 24,- Si Ity's'wid; (SM)kgray-,anid,brown,vve~ry moist, moderately dense, becomes wet at 16. 01. 108.7. 17.6 Gravelly sand (SP), gray, saturated, dense. Silty sand (SM), Ian, saturated, dense, interbeds of cle"an sand. R 3Z 7 Silty land (SM), 'NWhite, very moist, very dense. 101.0 25.4 End of Boring, severe caving below 17'; water @ 17'. NOTE: Boring was drilled to 17.0' where ground water caused. severe caving. Drilling mud was added to the water to facilitate further penetration. Plate A-1 Ll Ll 0 .0 Ll 0 El 0 0 PACIFIC . SOILS -ENGITF-ERING, INC. BORING LOG Boring No. 2 Date 5/23/73 W. 0. 100164 Surface Elev. 54:;~- f t. C-b CO c D 0 0 co DESCRIPTION & ANALYSIS (% Sand", 01. Siltp Clay) -E-4 r-1 E-4 co H 0 N~o 4; ;-4 0 - H Cr co M W N~'- tZ M 0 M 0 0 0 ;~; 0 'CZ S~4 bo 0. H 10 M - ItD R R' 3 Si.1ty sand (SM)- ' dark brown to brown, mist to very mist, moderately dense. 111.8 113.3 6.7 13.3 185 37. Clayey sand (SC), gray and brown, very moist, dense.. 0- R R R 23 Z& 26. Silty sand (SM), gray and rust ~brown, mist, dense, becomes very moist @ 12. 0' and wet @ 19. 0.. 116.8 109.8 109.3 12.1 12.3 18.1 -20- R 277-7 Silty sand (SM), light gray, saturated, dense, water entering below 23.0'. 97.1 25.4 F -~-O- 65' Clayey silt (ML), light gray, very moist, cemented, very hard. 112.5 17.7 Very difficult drilling, caving @23.0'. NOTE: Drilling mud was used to facilitate drilling. Ground water estimated to be at 23.0'. Plate A-2 a n 2 rl 0 0 0 a PACIFIC SOTIS ENGI-IN—EERING, INC. BORING LOG Boring No. 3 Date 5/23/73 W. o.- 100164 Sur--"s.^e* Elev. 60t ft. 4; 9Lq 14 .90 ::c EO C 0 U 3. 0 CO DESCRIPTION & ANALYSIS (% Sand. Silt, 1/00' Clay) E-4 FA H Q ~Q E-4 OF :4 *6-,' 4; 4-4 0 - co M 0,0 Cb 0 ;4 0 ;4 U. boo H '0 M R R 3 Silty sand (SM), dark brown to bro wn,, moist, mode.tatel.y-:t.d.eiisdw-,.4,,,i,,s---. 107.3 111.7 6.5 8.2 10- A R R R 2-3 36 Silty sand (SM), light brown, mist, dense. Becomes gray, wet @ 25. 0'.- Becomes saturated @ 28. 0', water entering @ 28.0'. 105.3 107.5 108.3 107.5 6.8 9.1 * 8.0 20.4 225 34 20- —3 R 4Z Clayey sand (SC), white, very moist, dense. 105..8 23.2 40- R ~6`5 Clayey silt (ML), white, very moist, well cemented, very hard. 115.0 18.1 Slight caving at 28.0', water @ 28.0'., Drilling mud was used. Plate A-3 4; ~&. ft, Ll Lj 4 0 0 ATCHI!90N -lot 00' W 'rOPEKA 8 SANTA FE R./ W. V *1 40 4AJG 'PLO -r PLA ~J Il L P01sjsF'=1A L-f+AJE: CA eLS B,%D, C"I F. OcZIDEA'OTAL PF-T20LEum PACIFIC SOILS ENGINEERING, INC* 17875 Sky Park North lrvine,Calif. L A " r) Fv F-Lom rx) -r (714) S57 9450 W.O. 100IG4. Date(o-4-75 p] &~r% f.' p I EY) Qj loll on mmumi 0 ION NONNI 1 no IN III 11 Way 1 11110111101 0 No I go MEN 111 1 00100100111011 111 11 111111 11111111 11 ON on son so rORM CC 5 10 Is z 6 r~30 L -0 I V 4 0 v c> 0 on 3:3 C> -j 4.a co z 0. -0 A -3 3 WORIC ORDER DAY E PACI.FIC SOILS ENGINEERING, INC. 1402.West 240th Street B y Horbor City, golifornio 90710 SHEET NO.. SUBJECT Polk) S 0\;/ FJP— c_eos- c:' F-C- AS—F 6tj 2- it sa PILE CAPACITY CURVE Da t e v 0' —r-7- PACIFIC SOILS ENGINEERING BY sheet—of nvrzzn!,RnPN nTRr4fT siivA 0 - .0 Lm 0 0 20 2S rag Aw ME Lm a loc"o 2000 4<:xDo SHEAR ATRENCT14 (Psfl 60co 0 r] 0 0 Cale. By: S Date: — 5 - 3 O:7B C77 I? CS, I SLOPE STAIBLU'ry CALCULATIONS TAYLOWS CRITICAL HEIGHT METHOD HC — C_ ~W(F S..) S. N. WHERE: H 69-C-Vertical Height of Slope, feet. C -Cohesion, psf. C %'w Unit Wet Weight of Soil, pCf. F.S.-Factor of Safety 1P - Interna.1 Fr.iction Angle, degrees. S.N.-TAYLOR'S Stability Number,varies with Tan 1) and 'Slope Angle, i, in Degrees. FOR Y2.1 0 Soil Characteristics: C psf; C) pCf. w 0 0 When is is S. N. FOR 14 :1 0 Soil Characteristics: C= lln-o psf; pCf. w 0 When i -i's ~2_9_z is S.N.= C I OOFS~ :F-S 13 0(0. 0 1'(b) PACIFIC SOILS ENGINEERING, INC. SS7 94SO W.O. 1001COA- DATE 5-30-73 VT ArVV F-1 a Ll st-Ire AP-SA we-I t,jo- ~ -r4 2) - - ~ Wi 9~ 1%T) — I lDr,-P-TH ' 64?&q ~. B.-C-) + 4-560. 1 5~ T-T D F-P714 A'. S'C) go 8. c 0 0 =,4. 2-9 9- .7 0-4- .Z4~'c 10- 1 SuAi:ACE GL-OPE G-rAsiLrry 0 f CoM Pim-ME 0 2 6/,C, 150 -F.- S. c 215" 0 LW- :Fez ~ x c 4z F~) -~6 ~ r] L + iz ~ = 4- 4505) . 2.4r7 -r—r 6.8 LM platp F-9 0 LM L AN 0 ~]Ml 0 ~M 0 E R ING C I F T C A SOILS EINGIT P AV El'v'^~ E IN T D E S11'(D"NI D A T A W.O. 21,,i,,t ?OiQSE—r—rlA ),AQF— EXUDATICIN P.,-'ESS-uTZ C-11~= C&QLSF~Ab' S=Ole 80 Location Dep h 70 S PE C =- N, A B C Moisture Content % 1q.rj Compaction Pressure, psi 13150 39;0 '3150 Dry Density, psf F--,-udation Pressure, psi qqO 12-901175 Expansion Pressure peolalool. M. 0 R-Value by Stabilometer 114- _I -7' 2 40 1 '~ I J. 60 50 40 30 20 ic 0 F *t* 700 600 '500 400 ^300 200 100 r EXUD,TION PRESS0,02 (Ds- I U.S. STANDARD SIEVE SIZE June 11, 1973 Work Order 100164 PAVEMENT DESIGN CRITERIA Soil Properties*: Laboratory Maximum 123.0 per square foot Optimum Moisture 7.5 Reddish Brown Sand (84% Sand, 8% Silt, 8% Clay) Sand Equivalent 28 "R" Value 72 Sample obtained from Occidental Petroleum property 6ast of the freeway and south of Poinsetfia Lane. Gravel Equivalent = 0. 0394 (Traffic Index )(100 - "R") Traffic Index 7.0 11 R" 72 G for Traffic Index of 7.0 2.14 f Gravid,- Equivalent = 0.384" (7.0)(28) 7.5311 - 4P Use Minimum Section for City of Carlsbad 3" AC/ 6" Aggregate Base 311 AC 6.42 6" Base 6.6 Gravel Equivalent 13.02"> 7.53000' OK 0 0 0 PACIFIC SOILS ENGINEERING, INC. 0 E 0 PACIFIC SOILS ENGINEERING, INC. EARTHWORK SPECIFICATIONS These specifications present generally accepted standards and minimum earthwork requirements for the development of the project. These specifications shall be the project guidelines for earthwork except where specifically superseded in preliminary geology and soils reports, grading plan review reports or by prevailing grading codes or ordi- nances 'of the controlling agency. GENERAL The contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. The project Soil Engineer.and Engineering Geologist or their representatives shall provide testing services, and geotech- nical consultation during the duration of the project. C.' All clearing, grubbing, stripping and site preparation for the proJect shall be accomplished by the Contractor to the satisfaction of.the Soil Engineer. It is the Contractor's responsibility to prepare the ground . surface to receive the fills to the satisfaction of the Soil Engineer and to place, spread, mix and compact the fill in accordance with the job specifications and as required by the Soil Engineer. The Contractor shall also remove all material considered by the Soil Engineer to be unsuitable for use in the construction of compacted fill. The Contractor shall have suitable and sufficient equipment in operation to handle the amount of fill being placed. When necessary, equipment will be shut down temporarily in order to permit proper compaction of fills. II. SITE PREPARATION A. Excessive vegetation and all deleterious material shall be disposed of offsite as required by the Soil Engineer. Existing fill, soil, alluvium or rock materials determined by the Soil Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Where applicable, the.-Contractor may obtain the approval of the Soil Engineer and the controlling authorities for the project to dispose of the above described materials, or a portion thereof, in designated areas onsite. After removals as described above have been accomplished, excavation of earth materials deemed unsuitable'in their natural, in-place condition, shall be removed as recommended by the Soil Engineer/Engineering Geologist. PACIFIC SOILS ENGINEERING, INC. 0 0 Earthwork Specifications Page Two After the removals as delineated in Item II, A above, the exposed surfaces shall be disced or bladed by the Contractor to the satisfaction of the Soil Engineer. The prepared -ground surfaces shall then be brought to the specified moisture condition, mixed as required, and compacted and .tested as specified. In areas where it is necessary to obtain the approval of the control ling agency, prior to placing fill, it will be the Contractor's responsibility to notify the proper authorities. Any-underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines or others .not located prior to grading are to be removed or treated in a manner prescribed by the Soil Engineer and/or the control- ling' agency for the project. III. COMPACTED FILLS Any material imported or excavated on the property may be utilized in the fill, provided each material has been deter- mined to be suitable by the Soil Engineer. Deleterious material not disposed of during clearing or demolition shall be removed from the fill as.-.directed by the Soil Engineer. Rock or rock fragments less than eight inches in the largest dimension may be utilized in the fill, provided they are not placed in concentrated pockets and the distribution of the rocks is approved by the Soil Engineer. Rocks greater than eight inches in the largest dimension shall be taken offsite, or placed in accordance with the recom- mendations of the Soil Engineer in areas designated as suit- able'.for rock disposal. D-. All fills, including onsite and import materials to be used for fill, shall be tested in the laboratory by the Soil Engineer. Proposed import materials shall be approved prior to importation'. E. The fill material shall be placed by the Contractor in layers that when compacted shall not exceed six inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain a near uniform moisture condition and a uniform blend of materials. All compaction shall.be achieved at optimum moisture content, or above, as determined by the applicable laboratory standard. No upper limit on the moisture content is necessary; however, the Contractor must achieve the necessary compaction and will be alerted when the material is too wet and compaction cannot be attained. PACIFIC SOILS ENGINEERING, INC. 0 Earthwork Specifications Page Three I Where the moisture content of the fill material is below the limit specified by the Soil Engineer, water shall be added and the materials shall be blended until a uniform moisture content, within specified limits, is achieved. Where the moisture content of the fill material is above the limits specified by the Soil Engineer, the fill materials shall be aerated by discing, blading or other satisfactory methods until the moisture content is within the limits specified. Each fill layer shall be compacted to minimum project stand- 41 ards, in compliance with the testing methods specified by the controlling governmental agency and in accordance with recommendations of the Soil Engineer. In the absence of specific recommendations by the Soil Engineer to the contrary, the compaction standard shall be ASTM:D 1557-70. Where a slope receiving fill exceeds a ratio of five- horizontal to one-vertical, the fill shall be.keyed and benched through all unsuitable topsoil, colluvium, alluvium, or creep material, into sound bedrock or firm material, in accordance with the recommendations and.approval of the Soil Engineer. Side hill fills shall have a minimum key width of 15 feet into bedrock or firm materials, unless otherwise specified in the soil report and approved by the Soil Engineer in the field. Drainage terraces and subdrainage devices shall be constructed in compliance with the ordinances of the controlling govern- mental agency and/or with the recommendations of the Soil Engineer and Engineering Geologist. The Contractor shall be required to maintain the specified minimum relative compaction out to the finish slope face of fill-slopes, buttresses, and stabilization fills as directed by the Soil Engineer and/or.the governing agency for the project. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the designated result. Fill-over-cut slopes shall be properly keyed through top- soil, colluvium or creep material into rock or firm material; and the transition shall be stripped of all soil or unsuitable materials prior to placing ,fill. I-] L PACIFIC SOILS ENGINEERING, INC. Earthwork Specifications Page Four The cut portion should be made and evaluated by the engineering geologist prior to placement of fill above. M. Pad areas in natural ground and cut shall be approved by the Soil Engineer. Finished surfaces*of these pads may require scarification and recompaction. IV. CUT SLOPES A.' The Engineering Geologist shall inspect all cut slopes and shall be notified by the Contractor when cut slopes are started. If, during the.course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the Engineering Geologist and Soil Engineer shall investi- gate', analyze and make recommendations to treat these problems. Non-erodible interceptor swales shall be placed at the top of cut slopes that face in the same direction as the prevailing drainage. Unless otherwise specified in soil and geological reports, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. ' Drainage terraces shall be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the Soil Engineer or Engineering Geologist. V. GRADING CONTROL A. Fill placement*shall be observed by the Soil Engineer and/or his representative during the progress of grading. Field density tests shall be made by the Soil Engineer or his representative to evaluate the compaction and moisture compliance of each layer of fill. Density tests shall be performed at intervals not to exceed two feet of fill height. Where sheepsfo.ot rollers are used, the soil may be disturbed to a depth of.several inches. Density determinations shall be taken in the compacted material below the disturbed sur- face at a depth determined by the Soil Engineer or his .representative. PACIFIC SOILS ENGINEERING, INC. 0 Earthwork Specifications Page Five Where tests indicate that the density of.any layer of fill, or portion thereof, is below the required relative compac-- tion, or improper moisture is in evidence, the particular layer or portion shall be reworked until the required den- sity and/or moisture content has been attained. No addi- tional fill shall be placed over an areas until'.the last placed lift of fill has been tested and found to meet'the density and moisture requirements and that lift approved by the Soil Engineer. Where the work is interrupted by heavy rains, fill opera- tions-shall not be resumed until field observations and tests by the Soil Engineer indicate the moisture content and density of the fill are within the limits previously specified. During construction, the Contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The Contractor shall take remedial measures to cc ' ntrol surface water and to prevent erosion of graded areas until such time a*s permanent drainage and erosion control measures have been installed. Observation and testing by the Soil Engineer shall be conducted during the filling and compacting operations in order that he ' will be able to state that in his opinion all cut and filled areas are graded in accordance with the approved specifications. After qompl~etion of grading and after the Soil Engineer and Engineering Geologist have finished their observations of the work, final reports shall be submitted. No further excavation or filling shall be undertaken without prior notification of the Soil Engineer and/or Engineering Geologist. VI. SLOPE PROTECTION All finished cut and fill slopes shall be planted and/or protected from erosion in accordance with the project specifications and/or as recommended by a landscape architect. 0 I* PACIFIC SOILS ENGINEERING, INC.