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Home My WebLink About3551; POINSETTIA LANE OVERHEAD WIDENING; STRUCTURAL FOUNDATION REPORT; 1999-05-25 (2)AGRA I- ENGINEERING GLOBAL SOLUTIONS I I . I . I I . I I I I I 1 I I . I SI S Recycled Paper AGRA Earth & Environmental, Inc. 16760W. Bernardo Dr. San Diego, CA 92127 Tel (619) 487-2113 Fax (619) 487-2357 STRUCTURE FOUNDATION REPORT POINSETTIA LANE OVERHEAD WIDENING CARLSBAD, CALIFORNIA Submitted To: DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, SUITE A-153 SAN DIEGO, CALIFORNIA 92123 Submitted By: AGRA EARTH & ENVIRONMENTAL 16760 WEST BERNARDO DRIVE SAN DIEGO, CALIFORNIA 92127-1904 May 25, 1999 (revised July 12, 1999) Job No. 9-252-102500 AGRA AGRA Earth & ENGINEERING GLOBAL SOLUTIONS S Environmental, Inc. 16760 W. Bernardo Dr. May 25, 1999 (revised July 12, 1999) San Diego, CA 92127 Tel (619) 487-2113 Job No. 9-252-102500 Fax (619) 487-2357 Dokken Engineering 3914 Murphy Canyon Road, Suite A-153 San Diego, California 92123 Attention: Mr. Kirk Bradbury Re: POINSETTIA LANE OVERHEAD WiDENING This letter transmits AGRA Earth & Environmental's revised structure foundation report for the Poinsettia Lane Overhead Widening at the San Diego Northern Railroad tracks in Carlsbad California. This investigation was conducted in general conformance with the scope of work presented in AGRA's proposal dated October 29, 1998. If you have any questions concerning this report, or need additional information, please call me at (619)487-2113. 5 Yours truly, AGRA Earth & Environmental ames J. one, RGE 808 Principal Engineer B Recycled Paper Dokken Engineering Structure Foundation Report Poinsettia Lane Overhead Widening Job No. 9-252-102500 May 25, 1999 (revised July 12, 1999) Page(i) I I I TABLE OF CONTENTS PAGE I EXECUTIVE SUMMARY .........................................................Ii 1.0 INTRODUCTION ............................................. . ............. I 1.1 GENERAL ........................................................I .1.2 PROPOSED CONSTRUCTION ...........................................1 1.3 SCOPE OF WORK .......................................... . ........ i 2.0 DATA ACQUISITION .....................................................3 2.1 FIELD EXPLORATION ...................................................3 2.2 LABORATORY TESTING .............. ............................... ... 3 3.0 SITE CONDITIONS ..........................5 3.1 SURFACE CONDITIONS ..............................................5 3.2 SUBSURFACE CONDITIONS ........................................5 3.3 SEISMOLOGY AND GEOLOGIC HAZARDS ...............................6 3.3.1 General .....................................................6 3.3.2 Regional Faulting ............................................6 3.3.3 Local Faulting ...............................................6 3.3.4 Liquefaction ................................................6 4.0 CONCLUSIONS AND RECOMMENDATIONS ....................................8 4.1 EARTHWORK ....................................................8 4.1.1 General ...................................................8 4.1.2 Settlements ................................................8 4.1.3 Flexible Pavement Structural Section ............................8 4.2 BRIDGE FOUNDATIONS ................................................9 4.2.1 General ...................................................9 4.2.2 Deep Foundations ...........................................9 4.2.3 Other Design Parameters ...................................12 4.2.4 Seismic Design Criteria .........................................12 4.2.5 Corrosion ...................................................12 5.0 CLOSURE ............................................................12 5.1 GEOTECHNICAL REVIEW ........................................ .-. 12 5.2 LIMITATIONS .....................................................13 REFERENCES .............................................................14. A G R A • ENGINEERING GLOBAL SOLUTIONS Recycled Paper Dokken Engineering Job No. 9-252-102500 Structure Foundation Report ' May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening ' . Page (ii) LIST OF FIGURES Figure 1 - Vicinity Map ........................................................2 Figure 2 - Location of Test Borings .............................................4 Figure 3 - Fault Map ...........................................................7 'LIST OF TABLES. Table I - Tip Elevations for Class 45 and Class 70 Piles .............................9 Table 2A - Lateral Capacities for Piles (Steel H Piles) ..............................10 Table 2B - Lateral Capacities for Piles (12-inch square Concrete Piles) .................'II APPENDICES Appendix A - Test Boring Log ......................... ................. .... A-I to A-5 Appendix B - Laboratory Test Results ....................................B-I to B-3 Appendix C'- Log of Test Borings ............................................0-I (AGRA ENGINEERING GlOBAl. SOLUTIONS ® Recycled Paper I Dokken Engineering Job No. 9-252-102500 Structure Foundation Report May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening S Page (iii) I I EXECUTIVE SUMMARY I This executive summary. presents a brief description of the prominent conditions, conclusions and recommendations from the structure foundation investigation performed by AGRA Earth & Environmental for the Poinsettia Lane Overhead Widening at the San Diego Northern Railroad I .. right-of-way in Carlsbad, California. The bridge is located on Poinsettia Lane between Carlsbad Boulevard on the west and Avenida Encinas on the east. I .The existing bridge is a prestressed concrete, 3-span structure 142.2 feet long and 44.7 feet wide. It carries 2 traffic lanes, a bicycle lane and a sidewalk. Approach embankments were constructed originally across theentire Poinsettia Lane right-of-way and will accommodate abutments for the I new construction. It is understood that the existing bridge will be widened. The final configuration will carry 4, 12-foot wide traffic lanes; 2, bicycle lanes between 5 and 8 feet in width; 2, 5-foot wide I sidewalks and a raised center median. The existing overhead configuration was achieved by placing about 22 to 35 feet of fill at the I abutments. Between 2 and 4 feet of fill were placed along the railroad tracks, probably part of the original railroad construction. The fill at the abutments is underlain by terrace deposits which in turn are underlain by Santiago Formation. A 5-foot-thick layer of colluvium overlies the terrace I deposits at the location of boring B-I along the railroad tracks. The fill consists of silty sand. The terrace deposits are comprised of medium dense to dense clayey and silty sandstones and sandy claystones. The underlying Santiago Formation consists of a very dense or hard silty sandstone I and clayey siltstone.. Groundwater was encountered at depths of about 18 to more than 50 feet below the ground I surface, corresponding to an elevation as high as about 30 feet. above sea level. Foundation plans have not been finalized. Due to the presence of deep fills at the abutments, and I relatively compressible fill and colluvium at bent locations, deep foundations are considered most appropriate for support of the widening. Recommendations for Class 45 and Class 70 piles are contained in this report. Recommendations for alternative types of piles can be provided when I foundation plans are finalized. I .The regional seismicity is not unique compared to the rest of southern California. A peak horizontal bedrock acceleration of 0.5g canbe used in design. The depth to rock-like material is between 10 and 80 feet. I The fill soils and formational materials at the overhead represent a corrosive environment with respect to buried metal and concrete. Concrete for structural elements in contact with the ground I should incorporate Type II portland cement in the mix. No new fill will be placed for the widened structure. No special settlement period is needed. I S - AG RA I . ENGINEERING GLOBAL SOLUTIONS Recycled Paper I Dokken Engineering Structure Foundation Report Poinsettia Lane Overhead Widening I Job No. 9-252-102500 May 25, 1999 (revised July 12, 1999) Page (1) 1.0 INTRODUCTION I 1.1 GENERAL I .This report presents the results of the structure foundation investigation performed for the Poinsettia Lane Overhead Widening at the San Diego Northern Railroad right-of-way in Carlsbad, California. The bridge is located on Poinsettia Lane between Carlsbad Boulevard on the west and I . Avenida Encinas on the east. (Figure 1) This investigation was conducted in general conformance with the scope of work presented in AGRA's proposal dated October 29, 1998. 1.2 PROPOSED CONSTRUCTION The existing bridge is a prestressed concrete, 3-span structure 142.2 feet long and 44.7 feet wide. I It carries 2 traffic lanes, a bicycle lane and a sidewalk. Approach embankments were constructed originally across the entire Poinsettia Lane right-of-way and will accommodate abutments for the new construction. It is understood that the existing bridge will be widened. The final configuration I will carry 4, 12-foot wide traffic lanes; 2,-bicycle lanes between 5 and 8 feet in width; 2, 5-foot wide sidewalks and a raised center median. . I 1.3 SCOPE OF WORK . Initially, AEE made a site reconnaissance and reviewed published geologic and seismicity data as well as data from similar projects in the area. The structure foundation investigation included subsurface exploration, soil sampling, laboratory testing, engineering analyses and consultation with designers. Laboratory tests were performed to evaluate selected engineering, properties and to provide a basis for geótechnical design recommendations. The data collected were analyzed to develop conclusions and recommendations regarding: U 1. Types, locations and engineering characteristics of foundation materials. I 2. Engineering seismology of the project area, including liquefaction potential. Geotechnical factors potentially affecting the design of the proposed structure, I ' including settlement and groundwater. . Geotechnical design parameters for the most suitable methods of foundation I support including allowable bearing capacities and resistance to lateral loads. I I . AG RA ENGINEERING GLOBAL SOLUTIONS Recycled Paper I I A Approx. North I POINSETTIA LANE OH WIDENING CARLSBAD, CALIFORNIA IN I FIGURE 1- VICINITY MAP 1 A AGRA Earth & Environmental ws JJs I 5/25/99 -2- I Dokken Engineering Job No. 9-252-102500 Structure Foundation Report . May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening Page (3) I . Corrosivity of on-site soils with respect to steel and concrete. Fill and backfill material, placement and compaction procedures. 2.0 DATA ACQUISITION 2.1 FIELD EXPLORATION The field exploration program con%isted of 4 test borings drilled with hollow-stem auger equipment to depths of 40.5 to 66.3 feet. The locations of the borings are shown on Figure 2. U Relatively undisturbed samples were obtained using a 2.5-inch I.D. sampler driven by a 140-pound hammer falling 30 inches. Standard penetration tests were performed using. a 1.4-inch I.D. I sampler driven by a 140-pound hammer falling 30 inches in general conformance with ASTM 0 1586. Disturbed samples were obtained from the standard penetration sampler. I . The drilling andsampling operations were performed under the supervision of an AGRA geologist who also logged the borings and obtained the samples for examination and laboratory testing. The logs of the test borings are contained in Appendix A. Soils are classified according to the Unified I Soil Classification System described in Appendix A. Rock is described according to its physical characteristics. . . . I Existing groundwater conditions were noted during drilling. Upon completion of the field exploration program, the borings were backfi!led. I . 2.2 LABORATORY TESTING .I Laboratory tests were performed to evaluate selected engineering properties and to provide a basis for geotechnical design recommendations. The following tests were performed: Moisture Content and Dry Density Direct Shear I Resistivity .. I pH AG RA .I ENGINEERING GLOBAL SOLUTIONS Recycled Paper . . — — — III::1Mdb0 Tra c k (RR Track 2. -- ,,,— ! f _ B 3 B2B1 4B4 et PnIO Lane I/li00 .12+00 IJW TIlT iii: B-I PLM Test Boring (current study) • 1"40' POINSETTIA LANE OH WIDENING CARLSBAD, CALIFORNIA FIGURE 2- LOCATION OF TFST BORINGS u AGRA Earth & Environmental Draft Approved I Date I Job No. JJS I JJS 5/25/99 9-252-102500 5 I Dokken Engineering Job No. 9-252-102500 Structure Foundation Report May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening Page (5) I 10- I Soluble Sulphate Content I 11- Chloride Ion Content Grain size analyses I R-value I Results of the moisture content and dry density determinations are shown on the boring log in Appendix A. Remaining test results and brief descriptions of the test procedures are contained in Appendix B. 3.0 SITE CONDITIONS 3.1 SURFACE CONDITIONS The Poinsettia Lane Overhead spans the San Diego Northern Railroad right-of-way between deep abutment fills on both the east and west ends. The fills were placed initially to accommodate future widening and extend beyond the current traveled way. Existing fill slopes range from about 1:1-% (vertical: horizontal) to 1:1 where the slopes are paved in front of the abutments: Minor amounts of fill have been placed along the railroad tracks. Surface vegetation consists of sparse grass and weeds. 3.2 SUBSURFACE CONDITIONS I The existing overhead configuration was achieved by placing about 22 to 35 feet of fill at the abutments. Between 2 and 4 feet of fill were placed along the railroad tracks, probably part of the original railroad construction. The fill at the abutments is underlain by terrace deposits which in I turn are underlain by Santiago Formation. The terrace deposits extend to depths of 37 to 44 feet. The Santiago Formation continues to the maximum depth explored, 66.3 feet. I A 5-foot-thick layer of colluvium overlies the terrace deposits at the location of boring B-i along the railroad tracks. The top of the terrace depots was encountered at.depths of 4 to 7 feet along the railroad tracks. The top of the Santiago Formation at bent locations is at depths of 25 to 31 1 feet below the ground surface. The fill consists of silty sand. The terrace deposits are composed of medium dense to dense 1 clayey and silty sandstones and sandy claystones. The underlying Santiago Formation consists of a very dense or hard silty sandstone and clayey siltstone. I (+AGRA I ENGINEERING GLOBAL SOLUTIONS Recycled Paper I 1 I Dokken Engineering Structure Foundation Report Poinsettia Lane Overhead Widening Job No. 9-252-102500 May 25, 1999 (revised July 12, 1999) Page (6) Groundwater Was encountered at depths of about 18 to more than 50 feet below the ground surface, correspondingto an elevation as high as about 30 feet above sea level. Groundwater levels can rise following periods of rainfall and during the wet. season. 3.3 SEISMOLOGY AND GEOLOGIC HAZARDS 3.3.1 General Southern California is known to be seismically active, and much geologic and seismologic evidence of earthquake activity is available. The engineering seismology study for this project included review of regional and local faulting, the general tectonic regime, and existing historic data. 3.3.2 Regional Faulting Earthquakes within about 60 miles of the site are capable of generating ground shaking of engineering significance to the structure. The site is located within the regional influence of several fault systems that are classified as active or potentially active. Figure 3 shows the proximity of the project to these faults. The most significant fault to the design of the project is the Newport- Inglewood-Rose Canyon/East Fault, about 5 miles to the west. The estimated peak acceleration during the maximum credible earthquake on this fault is estimated to be 0.59. 3.3.3 Local Faulting The project site is not located within a currently established Alquist-Priolo Earthquake Study Zone. Consequently, trenching to locate active fault traces is not mandated. Surface fault rupture at the site during the design life of the structure is considered unlikely. However, the area is vulnerable to strong, earthquake-induced ground shaking during the design life of the project. 3.3.4 Liquefaction Liquefaction can occur when loose, granular soils below the water table are subjected to vibratory motions such as those induced by earthquakes. The vibrations cause a rise in the pore water pressure. If the pressure rises high enough, the sand can lose strength and behave as a fluid. Liquefaction can result in substantial settlements or other disruptions at the ground surface. Dense formational materials were encountered at relatively shallow depths in all the borings, and groundwater levels are relatively deep. Therefore, the potential for liquefaction is considered slight. IS AG RA ENGINEERING GIGLOBALSOLUTIONS Recycled Paper I I I i 1116. - SI . \ N __ __ __ __ /•\\ __ __ __ N - N 60 miles 33. I \kM 0 6 348 POINSETTIA LANE OH WIDENING CARLSBAD, CALIFORNIA FIGURE 3-FAULT MAP — LA AGRA VY Earth & Environmental -7- Dokken Engineering Job No. 9-252-102500 Structure Foundation Report May25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening Page (8) 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 EARTHWORK 4.1.1 General - Minor earthwork associated with the widening and backfill adjacent to the bridge supports I associated with construction of the foundation system is planned. All grading should be performed in conformance with Sections 300-3 and 300-4 of the "Gréenbook" Standard Specifications for Public Works Construction, latest edition. Ponding orjetting of unclassified fill and structure backfill I should not be permitted. All fill and backfill materials should be compacted to at least 90% relative compaction based on the ASTM.D 1557 laboratory test method (Section 211-2.1). The upper 3' feet of fill or backf ill ,beneath pavement structural sections-should be compacted to at least 95% 1 ' relative compaction. Fill slopes probably will be composed of granular soils which are susceptible to surface erosion. I Slope paving should be incorporated where 1:1Y2 slopes are used. Consideration should be given to the use of jute mesh or other surface treatments to those slopes not being paved to minimize soil transport by run-off. All roadway drainage should be directed to appropriate collection and I discharge facilities so that run-off does not flow over the tops of slopes. i 4.1.2 Settlements Only minor fills will be placed for final grading, and ground surface settlements are expected to I be minimal. Settlements should be complete shortly after placement of the fill. No special settlement period is necessary. 4.1.3 Flexible Pavement Structural Section Poinsettia Lane has been assigned a Traffic Index (TI) of 85 by the City of Carlsbad. 'A laboratory R-value test on a sample of existing fill material from the roadway resulted in a measured R-value of 68. Based on a maximum design value of 50 for conservatism, calculations in accordance with Caltrans procedures indicate that the following pavement section corresponding to a TI of 8.5 is appropriate: I ('AGRA ' ENGINEERING GLOBAL SOLUTIONS Recycled Paper Dokken Engineering Job No. 9-252-102500 Structure Foundation Report May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening Page (9) Pavemeht Component Asphalt Concrete Surface Course (AC) Aggregate Base Course (Class 2 AB) 4.2 BRIDGE FOUNDATIONS Thickness (inches) 5 644 4.2.1 General It is understood that the existing overhead structure is supported on driven piles. A potential for significant settlement exists if the new structure is supported on shallow foundations in existing fill. Cast-in-drilled-hole (CIDH) piles can be considered for support of the widening. However, caving occurred during drilling of the test borings, and groundwater levels are within anticipated pile depths. Therefore, driven piles, appear most appropriate for foundation support. 4.2.2 Deep Foundations 4.2.2.1 Foundation Capacity and Settlement Driven piles will develop support by friction along the sides of the piles in the dense and hard formational materials at depth. Pile tip elevations for Class 45 piles at abutments and Class 70 piles at abutments and bents are presented in Table 1. Ultimate uplift capacities of the piles are also shown in Table 1. Actual uplift capacity for design may be limited by structural considerations If pile spacing is at least 3 times the maximum dimension of the pile, no reduction in axial capacity for group effects is considered necessary. 'I . TABLE TIP ELEVATIONS FOR CLASS 45 AND CLASS 70 PILES Location Design Loading (Service) Nominal Resistance Design Tip Elevation (feet) Specified Tip Elevation Compression Tension (feet) Abutment 1 70 tons 280 kips 140 kips 30 (1); 30 (2); 30 (5) 30 45 tons 180 kips 90 kips 37 (1); 37 (2); 37 (5) 37 (. A G R A ENGINEERING GLOBAL SOLUTIONS Recycled Paper Dokken Engineering • Job No. 9-252-102500 Structure Foundation Report May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening Page (10) Location Design Loading (Service) Nominal Resistance Design Tip Elevation • (feet) Specified Tip Elevation (feet) Compression Tension Bent 2 70 tons 280 kips 140 kips. 10(1); 10(2); 10 (5) 10 Bent 3 70 tons 280 kips .140 kips 10(1): 10(2); 10 (5) 10 Abutment 4 70 tons 45 tons 280 kips 180 kips 140 kips 90 kips 26 (1); 26 (2); 26 (5) 30 (1); 30(2); 30 (5) 26 30 (1) Compression; (2) Tension; (3) Lateral Loads - Table 2; (4) Scour Potential - was not evaluated for this study; (5) Liquefaction. - very unlikely. • . S Lateral loads causing % inch of deflection at.the ground surface for 12-inch square piles are provided in Table 2. Lateral pile capacity can be assumed to increase linearly with deflection up to a maximum deflection of 1 inch. If defléctions greater than .1 inch are anticipated, lateral capacities should be.evaluated on a case-by-case basis. TABLE 2A . . . LATERAL CAPACITIES FOR PILES (Steel H Piles Pile Location . Lateral Load at 1/4 inch Deflection Free • • . . . S Fixed Strong Weak Strong Weak Abutment 1 . 2.5 kips 1.4 kips 6.6 kips 4.1 kips Bent 2 7.9 kips 4.1 kips 23.8 kips 13.2 kips Bent 3 9.7 kips 5.9 kips 25.0 kips 15.2 kips Abutment 4 2.5 kips 1.4 kips • 6.5 kips 4.1 kips ( AG RA ENGINEERING GLOBAL SOLUTIONS Recycled Paper I Dokken Engineering Structure Foundation Report Poinsettia Lane Overhead Widening Job No. 9-252-102500 May 25, 1999 (revised July 12, 1999) Page (11) TABLE 2B LATERAL CAPACITIES FOR PILES (12-Inch Scivare Concrete Piles) Pile Location Lateral Load at % inch Deflection Free Fixed Abutment I 17 kips 4.7 kips Bent 2 4.9 kips 15.6 kips Bent 3 6.8-kips 17.3 kips Abutment 4 1.7 kips 4.6 kips Pile settlement is expected to be on the order of ¼ inch and should be essentially complete shortly after completion of the widening superstructure. 4.2.2.2 Pile Drivin Each pile should be evaluated during driving to determine if adequate capacity has been achieved. For practical purposes, final set. should equal or exceed that required for the recommended allowable load capacity based on "Greenbook" Standard Specifications for Public Works Construction Section 305-1.5. If specified tip elevation is reached without satisfying the Greenbook formula, pile driving should continue until final set is attained. Piles which encounter practical driving refusal above the specified tip elevation may be acceptable, depending on pile and hammer behavior during driving. The geotechnical engineer should observe pile driving and evaluate each pile on a case-bycase basis. It is recommended that a pile hammerwhich develops a minimum energy of 40,000 foot-pounds per blow be used. Drilling in the terrace deposits for pile installation at the abutments and bents does not appear needed unless cobbles or extensive gravel lenses are encountered. Calculations indicate that the I piles will have to be driven 10 to 14 feet into Santiago Formation at the bents in order to develop required vertical capacities. Drilling likely will be needed to advance the piles to specified tip elevations at the bents. Drilled holes in the Santiago Formation should not have diameters larger I than the minimum pile dimension and should not extend closer than. 5 feet to specified tip elevations. I (AGRA . . ENGINEERING GLOBAL SOLUTIONS Recycled Paper I . Dokken Engineering . . . Job No. 9-252-102500 Structure Foundation Report . May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening .. . . Page (12) I 4.2.3 Other Design Parameters Average geotechnical parameters for bridge design are: I . The wet density can be taken as 130 pounds per cubic foot (pcf). The modulus of subgrade reaction under vertical loads for soils at abutments can be taken as 150 pounds per cubic inch. 1110 Active and passive equivalent fluid pressures of 35 pcf and 350 pcf, respectively, I can be used for wingwall design. . I 4.2.4 Seismic Design Criteria As discussed in Section 3.3.5, a peak horizontal bedrock acceleration of 0.5g should be, used for this site. For design purposes, the depth to rock-like material can be considered to be 10 to 80 I feet. . 4.2.5 Corrosion Laboratory test results indicate that the soils underlying the site form a slightly to moderately corrosive environment with respect to steel and reinforced concrete. Type II portland cement is recommended for use in concrete in contact with the ground. Adequate concrete cover over reinforcing steel should be provided in accordance with good construction practices and design standards. 5.0 CLOSURE 5.1 GEOTECHNICAL REVIEW The foundation and earthwork plans and pertinent sections of the project specifications should be reviewed by the geotechnical engineer to evaluate conformance with the intent of the conclusions I and recommendations contained in this report. If project conditions orfinal design vary from those described in this report, AGRA should be contacted regarding the applicability of, and the necessity for any revisions to, the conclusions and recommendations presented in this report. I Removal of unsuitable soils, placement and compaction of structural fill, and excavations for footings should be observed by the geotechnical engineer and engineering geologist of record. I . AG RA I .. . . ENGINEERING GLOBAL SOLUTIONS Recycled Paper . . Dokken Engineering Job No. 9-252-102500 Structure Foundation Report May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening Page (13) Appropriate field tests should be performed to provide quality control and quality assurance for structural fills and related earthwork elements. 5.2 LIMITATIONS I This report is based on the project as described and the information obtained from the test borings at the approximate locations indicated on Figure 2. The findings are based on the results of the field, laboratory and office investigations, combined with interpolation and extrapolation of I conditions between and beyond the boring locations and reflect interpretation of the limited direct evidence obtained. This report has been prepared for the use of Dokken Engineering in design of the described project. It may not contain sufficient information for other users or.other purposes. This report has been prepared in accordance with generally accepted geotechnical practice in the San Diego County area. It may not contain sufficient information for other projects or uses. AGRA Earth & Environmental ?ames J. Stone, GE No. 808 Principal Engineer 0-H S1 JJS/js Distribution: (6) client No. 9DO8,D8 Brian H. Reck, CEG 1792 Senior Geologist FCP& ( A G R A ENGINEERING GLOBAL SOLUTIONS Recycled Paper Dokken Engineering . Job No. 9-252-102500 Structure Foundation Report May 25, 1999 (revised July 12, 1999). Poinsettia Lane Overhead Widening . Page (14) REFERENCES Blake, T.F., 1992, EQFAULTVer. 1.01, Estimation of Peak Horizontal Acceleration from Digitized California Faults, computer Program. California Department of Transportation, 1989, Bridge Design Aids Manual. , 1986, Bridge Design Details Manual. . _, 1987, Bridge Design Specifications Manual. , 1986, Bridge Memo to Designers Manual. 1995, Highway Design Manual. . 1995, Standard Specifications. California Department of Transportation, Division of Structures, As-Built Plans, Woodley Street Overhead, December 1960(?). California Division of Mines and Geology, Weber, F.H., 1982, Recent Slope Failures, and. Related Geology of the North-Central Coastal Area, San Diego County, California. California Division of Mines and Geology, Weber, F.H., 1963, Geology and Mineral Resources of San Diego County, California, County Report 3. Department of the Navy, Naval Facilities Engineering Command, 1982, NAVFAC DM-7.2, Foundations and Earth Structures. Jennings, C.W., 1992, Preliminary Fault Activity Map of California, Compilation and Interpretation: California Division of Mines and Geology, DMG Open-File Report 92-03. Mualchin L., California Seismic Hazard Detail Index Map, dated July 1996. A G R A ENGINEERING GLOBAL SOLUTIONS Recycled Paper . . . .. Dokken Engineering Job No. 9-252-102500 Structure Foundation Report May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening Page (15) Seed, H.B. and Idriss, l.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes: EERI Monograph Series, Berkeley, California. Slemmons, D.B., 1982, Determination of Design Earthquake Magnitudes for Microzonation, Proceeding of Third International Microzonation Conference Vol. 1. AGRA - ENGINEERING GLO8AL SOLUTIONS Recycled Paper APPENDIX A CH OH Project: Poinsettia Lane Bridge Job. No. 9-252-102500 5/25/99 Page A-i UNIFIED SOIL CLASSIFICATION 0/0 SHSP ML SC SW GGGW Sands wjth Fines >12% Fines Clean Sands <5% Fines rave1s with Fine >12% Fines Clean Gravels <5% Fines Highly O& 9;coils Silts and Clays Silts and Clays Liquid Limit >50% Liquid Limit <50% Sands - more than 50% of coarse Gravels - more than 50% of coarse fraction is smaller than No. 4 sieve fraction is larger than No. 4 sieve Fine Grained boils Coarse Grained Soils (more than 50% is smaller than No. 200 sieve) (more than 50% is larger than No. 200 sieve) LABORATORY CLASSIFICATION CRITERIA GW and SW: Cu = D60 /D1, greater than 4 for GW, greater than 6 for SW Cc = D 3, /D60 x D10 between 1 and 3 GP and SP: Clean gravel or sand not meeting requirements for GW and SW GM and SM: Atterberg Limit below 'A-LINE or P1 less than 4 GC and SC: Atterberg Limit above "A-LINE", or P1 greater than 4 I Silt or I Fine I Medium' Coarse I Fine I C oarse I Cobble Boulder' I Clay Sand Sand Sand Gravel Gravel I Sieve200 40 10 4 3/4' 3' 12 I I Size I ME 20 40 60 80 LIQUID LIMIT Classification of earth materials is based on field inspection and should not be construed to imply laboratory analysis unless so stated MATERIAL SYMBOLS CONSISTENCY CLASSIFICATION FOR SOILS Asphalt Calcaerous Sandstone According to the Standard Penetration Test Blows / Foot* Granular Blows / Foot* Cohesive Concrete Marl 0 - 5 Very Loose 0 - 5 Very Soft 6-10 Loose 6-10 Soft Conglomerate I I _ Limestone 11-30 Medium Dense 11-30 Medium Stiff 31-50 Dense 31 -50 Stiff El Sandstone / I/i 4 Dolostone 50 Very Dense 50 Very Stiff Ed Silty Sandstone LI Breccia >70 Hard * using 140-lb. hammer with 30' drop = 350 ft-lb/blow E9 Clayey Sandstone F4 Volcanic Ash/Tuff LEGEND OF BORING :4 . . . Siltstone Metamorphic Rock Material Change Bulk Sample ______ Sandy Siltstone Ii-. : . 1 Quartzite Driven Sampi == = = = = Clavev Siltstone /Sil(y Claystone I V I Li Extrusive Igneous Roc Water Level V , Appro.jme.MatriatChai 09 I-i- Claystone/Shale i++-I I- + + I 4- Intrusive Igneous Roc - Bottom of the Boring "NSR" indicates NO SAMPLE RECOVERY Project: Poinsettia Lane Bridge Job. No. 9-252-102500 5/25/99 Page A-2 TEST BORING LOG BORING: B-I Sheet lofi Date(s) Drilled: 5/5/99 Surface Elevation (ft): 49 Total Depth of Boring (ft): 40.5 Hole Diameter (in):8 3/4" Rig Type: Hollow Stem Auger Drilling Contractor: C & K Drilling Depth to Groundwater (ft): 18.5 Boring Completion: Backfihled on 5/5/99 Caving: up to 21 ft after pulling auger out SM- FILL: 101 24.9 15 bag 2.5 1 2 5, Tan fine SILTY SAND. \DrlbrfiEYMb. COLLUVIUM: 29 1.4 3 10 \ Dark brown SILTY CLAY with minute voids. - - TERRACE DEPOSITS: Mottled gray-green poorly indurated fine CLAYEY 114 15.2 31 2.5 4 15 : SANDSTONE. - rá-ieen SILTY - SANDSTONE. 0 - 38 1.4 5 ...Trace of fine GRAVEL at 21 ft. 25 63 1.4 6 : SANTIAGO FORMATION: Tan-white slightly indurated fine to medium SILTY 30 : : SANDSTONE. 71/6" 1.4 7 35 79/6" 1.4 8 ..__ ____ _________________ Gray-white CLAYEY SILTSTONE, poorly bedded. = 40 ...Red-gray-brown below 38 ft. 45 NOTES: Total depth 40.5 feet. 50 Sampler driven by 140-pound hammer failing from 30" height. 55 Elevation obtained from on-site survey. 60 65 70 75 80 85 0. z QQ 00 C 0 0 . f) W 0 °- E 0 Z a E - g E CO - ° U) THIS BORING LOG SUMMARY APPLIES ONLY AT THE TIME AND LOCATION INDICATED. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND TIMES. Logged by: TMP Project: Poinsettia Lane Bridge Job. No. 9-252-102500 5/25/99 Page A-3 TEST BORING LOG I BORING: B-2 Sheet lofi Date(s) Drilled: 5/5/99 Surface Elevation (ft): 50 Total Depth of Boring (ft): 41 Hole Diameter (in):8 3/4" Rig Type: Hollow Stem Auger Drilling Contractor: C & K Drilling Depth to Groundwater (ft): 20.5 Boring Completion: Backfilled on 5/5/99 Caving: up to 23.5 ft after pulling auger ou bag 1.4 L N g w-brown fine SILTY SAND.---5. brown fine CLAYEY SAND with scattered15 BLES. 110 9.6 29 2.5 3 10 - - :CE DEPOSITS: -brown to orange-brown poorly indurated fine CLAYEY SANDSTONE, with minute voids and : - . 32 1.4 bag 4 15 : : magnesium-oxide staining. - ragThead orange-brown poorly indurated fine : - SILTY SANDSTONE. 100 23.9 39 2.5 6 - 25 69 1.4 7 30 67/6" 1.4 8 SANTIAGO FORMATION: . Gray-white slightly indurated fine to medium SILTY 71 1.4 9 : : - - SANDSTONE.. - - - Tin o6?IybedJéd CVYEY VILTS TO_ NE-. - 50L4 iA 1f1 40 - - ...Red gray-brown below 38 ft. - - - NOTES: Refusal on hard rock at 41 feet. 50 Sampler driven by 140-pound hammer falling from 55 30" height. Elevation obtained from on-site survey. 60 65 -- 70 - 75 80 85 - Cn W low 0 02 Z' 13 CL Q 00 0 2 . E c o allE CI - a V 5. co .2 c ' THIS BORING LOG SUMMARY APPLIES ONLY AT THE TIME AND LOCATION INDICATED. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND TIMES. Logged by: TMP Project: Poinsettia Lane Bridge Job. No. 9-252-102500 5/25/99 Page A-4 TEST BORING LOG BORING: B-3 Sheet lof 1 Date(s) Drilled: 5/6/99 Surface Elevation (ft): 77 Total Depth of Boring (ft): 61.5 Hole Diameter (ln):8 3/4" Rig Type: Hollow Stem Auger Drilling Contractor: C & K Drilling Depth to Groundwater (ft): 51 Boring Completion: Backfilled on 5/5/99 Caving: not recorded : SM FILL: 1 Yellow-brown fine to medium SILTY SAND. 21 1.4 1 bag la 10 1 114 12.1 35 2.5 2 15 22 1.4 3 20 110 12.9 35 2.5 4 25 - TERRACE DEPOSITS: 23 1.4 5 Red-brown poorly indurated fine to medium SILTY SANDSTONE. 30 110 6.3 35 2.5 6 35 ..Red-yellow below 32 ft. 31 1.4 7 40 110 8.4 46 2.5 8 45 35 1.4 9 50 : - SANTIAGO FORMATION: 109 20.7 91 2.5 10 Sz : Light brown slightly indurated fine to medium SILTY SANDSTONE. 55 -.•. 59/6" 1.4 11 60 : White-gray slightly indurated SANDY SILTSTONE. 50/3' 1.4 12 65 - NOTES: I. Total depth 61.5 feet. 70 Sampler driven by 140-pound hammer falling from 75 - 30" height. Elevation obtained from on-site survey. 80 - 85 -0 THIS BORING LOG SUMMARY APPLIES ONLY AT 10 . d . THE TIME AND LOCATION INDICATED. . . 0 04? j SUBSURFACE CONDITIONS MAY DIFFER AT CL 0 , OTHER LOCATIONS AND TIMES. Cl) U. Logged by: CEN Project: Poinsettia Lane Bridge Job. No. 9-252-102500 5/25/99 Page A-5 TEST BORING LOG BORING: B-4 Sheet lofi Date(s) Drilled: 5/7/99 Surface Elevation (ft): 77 Total Depth of Boring (ft): 66.3 Hole Diameter (in):8 3/4" Rig Type: Hollow Stem Auger Drilling Contractor: C & K Drilling Depth to Groundwater (ft): Boring Completion: Backfiiled on 5/5/99 Caving: not recorded : SM FILL: 1 Light brown fine to medium SILTY SAND. 111 9 33 2.5 1 bag 2 10 30 1.4 3 15 109 9.8 36 2.5 4 20 32 1.4 5 25 110 12.7 39 2.5 6 1 ...Dark red-brown below 25.5 ft. 30 7 1.4 7 35 - ...Light brown below 30 ft. 5 113 127 45 2.5 8 TERRACE DEPOSITS: Red-brown poorly indurated fine to medium SILTY 40 SANDSTONE. 39 1.4 9 45 - Yellow-brown to orange-brown poorly indurated fine to 124 13.3 50/8" 2.5 10 coarse SANDSTONE. - 50 -4 Mottled gray-brown poorly indurated fine to medium 67 1.4 11 SILTY SANDSTONE. : 88 1 4 12 55 - : - - SANTIAGO FORMATION: Gray-white slightly indurated fine to medium SILTY ' SANDSTONE interbedded with CLAYEY SILTSTONE. / 60__ : Ugift idtiatd CLAYEY - 86/6" 1.4 13 : SILTSTONE with scattered fine SANDSTONE lenses. 65 . . .Red-gray-brown below 63 ft. 50/3.5 1.4 14 70 NOTES: Total depth 66.3 feet. 75 Sampler driven by 140-pound hammer falling from 80 30" height. Elevation obtained from on-site survey. 85 01 ig P 2 . CL 00 0 02 . j Ec d a E - - a . THIS BORING LOG SUMMARY APPLIES ONLY AT THE TIME AND LOCATION INDICATED. SUBSURFACE CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND TIMES. Logged by: CEN I I I I I APPENDIX B I I Dokken Engineering Structure Foundation Report Poinsettia Lane Overhead Widening I Job No. 9-252-102500 May 25, 1999 (revised July 12, 1999) Page (B-I) 1 APPENDIX B LABORATORY TESTING The laboratory test program was designed to fit the specific needs of this project and was limited to testing on-site materials. A brief description of each type of test is presented below. Results are given on the following pages and on the boring logs in Appendix A. Moisture contents and dry densitieswere determined for numerous relatively undisturbed samples. Results are listed on the boring logs in Appendix A and the Log of Test Borings. In addition to the in-situ field tests, strength characteristics of the subsurface soils were determined in the laboratory by direct shear tests performed on 3 relatively undisturbed samples. Specimens were submerged and tested at 3 normal loads. All samples were tested in a 2.5-inch I.D. circular shear box, using a controlled displacement rate. The direct shear tests were performed in general accordance with ASTM 0 3080. Results are listed in Table B-I. Corrosivity .tests were performed on I sample. The pH and minimum electrical resistivity were determined in general accordance with California Test 643. Soluble Sulphate content was determined in accordance with California Test 417. Total chloride ion content was determined in accordance with California Test 532. Results are contained in Table B-2. The grain size distribution of I sample was determined in general accordance with ASTM 0 422. Results are plotted on Page B-3. An R-value test was performed in accordance with California Test 301 procedures. Results are discussed in the main text of the report. . Soil samples not tested are now stored in our laboratory for future reference and analysis, if I . needed. Unless notified to the contrary, all samples will be disposed of 30 days from the date of this report. I AG RA Recycled Paper ENGINEERING GLOBAL SOLUTIONS Dokken Engineering Structure Foundation Report Poinsettia Lane Overhead Widening Job No. 9-252-102500 May 25, 1999 (revised July 12, 1999) Page (13-2) TABLE B-I SUMMARY OF DIRECT SHEAR TEST RESULTS (ASTM D 3080-72) Boring No. / . Peak Shear Shear Stress at Sample No. Normal Stress - Stress 0.25 in Displacement (psf) (psf) (psf) 1125 1526 712 B-1 /4 2160 2729 1619 3195 3571 2461 1125 1221 842 B-312 2160 2303 1720 3195 2867 2387 1125 888 731 B-3 /6 2160 1647 1443 3195 1 2432 2128 TABLE B-2 SUMMARY OF CORROSIVITY TEST RESULTS. (California Test Nos. 417.422 and 643) Boring No. / Soluble Sample No. pH Resistivity Sulfate Chloride (ohm-cm) (porn) (ppm) - B-4/2 7.3 2990 240 1 . 241 -' 1'AGRA- ENGINEERING GLOBAL SOLUTIONS Recycled Paper GRAIN SIZE DISTRIBUTION APPENDIX C 1749+50 1750+00 11+50 --------------------- REGISTERED PROFESSIONAL ENGINEER 0. or 808 PLANS APPROVAL DATE AGRA OF Earth & Environmental, Inc. 0 50 NEW POINSET1A LANE - 1751+00 \ 12+00 POINSETTIA LANE (e)leting) 12+50 Ii .,: __11 iii 1___I_ - 1751+50 - - - - - - - - - - - - - - - - - 1:3 ------- t -1 - -------------------------------------------------- PLAN \ FRI B-2 B-i . FR B-4 13+00 -- NOTES: GROUNDWATER ENCOUNTERED 114 BORINGS B-i, 5-2 AND 1131-3 AT ELEVATIONS 33. 26.5 AND 26.0 FEET. ELEVATIONS BASED ON UNDATED PLAN BY CALTRANS BORINGS LOGGED BY TED PRIMAS, STAFF GEOLOGIST AND CARLTON E. NETT1.ETON. 4) BENCHMARK - CALTRANS DISTRICT 11 CONTROL MONUMENT LOCATED ON THE RIGHT SIDE OF ROUTE SON TOP OF C*JTBANK 833 m± SOUTH OF POINSETTIA LANE OVERCROSS1NG 9 r !AA1' i !F1 - L F1LL Yellow-brown, fine to medium SILTY SAND ELEVATION B-4 80 ELEV. 76 FILL- Light brown, fine to medium SILTY SAND I100+I24J. - -_j 70 (auJ1 TERRACE DEPOSITS: Red-brown fine to medium SILTY SANDSTONE. Poorly Indurated ELEV. 50 60 B-2 B-i . 1100+11.4 1?1 ________________ELEV. 49 -_r-_1100+12.5 -_-_color change to dark red-brown 50 1I5 FILL: Yellow-brown, fine SILTY SAND Fill: Tan, fine SILTY SAND Dark brown, fine CLAYEY SAND scattered COBBLES BU U 1 Dark brown, fine CLAYEY SAND color change to light brown TERRACE DEPOSITS: Red-brown to orange-brown, fine COLLUV1UM: Dark brown SILTY CLAY with minute voids 1100+11.4 - CLAYEY SANDSTONE, poorly Indurated, with minute [T00+I2.5 voids and magnesium-odde staining TERRACE DEPOSITS: Mottled gray green, fine CLAYEY -nt - - TERRACE DEPOSITS: Red-brown, fine to medIum______ 40 ELEVATION 80 ELEV. 76 40 11.4 _I_______ ...cotorchangetored-yellow 1100+I2.L _-_I_-_I ______ GraygreanSANDYCLAYSTONEW1thmIflUteVOIdS I 100+I1•4 _____ _____ - _____ SANDSTONE,poOrtylndurated 'SILTYSANDSTONE.poorlylndurated ______ _____________ 1_H_ -_- Grey-green and orange-brown, fine SILTY SANDSTONE, Gray green, fine to medium SILTY SANDSTONE, poorly, Indurated 1100+11.4 ______ _____________________________ __________________________________________________________ - 1100+_14 _I poortylndurated 100+12.5 ____ I ___ Yellow-brown to orange-brown, fine to coarse, poorly Indurated --_I_SANDSTONE. __________________________________ FORMA71ON: Light brown, fine to medium -I - 1. _______________________ _________________________________ 00+11.4 ___II __________________ ______________________________ -_trace of fine GRAVEL 1100+I 2.5 _____ 30 Mottled gray-brown, fine to medium SILlY SANDSTONE. 1___ 1 _____ - ______ __________ -_I I_ I -_I 11.4 ______________ __________________ 1100+11.4 100+11.4 __________ 30 EEII_I SILTY SANDSTONE Interbedded with CLAYEY SANTIAGO -I_-I SANT1AGOFORMAT1ON:Tan-wtllte,finetomedlum SILTY SANDSTONE, slIghtly Indurated --_I poorlylndurated 5P.AGOFORMATON:Gray-wtrIte,finetomedsm 100+11.4 -_ SILTSTONE, Indurated 20 alighttly 20 11.4__-_I WhIte-gray SANDY SILTSTONE, slightly Indurated 1100+114 - _ -_I SANTiAGO FORMATiON: Gray-whIte. fine to medium 1100+11.4 color change to ____________________________________________________ -I_-_I Ught gray-brown CLAYEYSILTSTONE with scattered ______SILTYSANDSTONE,ailghtlylndurated 100+11.4 -I_-_I ltneSANDSTONEIanses,sllghtlylndurated [] [ [ 1 11.4 _-_I 1100+11.4 __ Tan CLA SILTSTONE, poo bedded 1100+114 --_i Grawhtle CLA SILTETONE PCO bedded _____________________________ ________________ _______ color changeto red gray-brown__________________ ,.,00br change to red-gray-brown -I 100+11.4 -_-_I 10 10 PROFILE _______________________________ ___________ I_-_I 1100+11.4 5-5.99 - 1100+11.4 . - _I_-_I . a-a-es NO GROUNDWATER ENCOUNTERED . HORIZONTAL SCALE :1' - 10' . VERTICAL SCALE: 1' 10' - A , Lh a d 0 e ac~I O STATIONING - 1749+50 i. - - 0 1750+00 I 1750+50 I 1751+00 I 1751+50 (QPOlNSErrIALANE) JOB No. 9-252-1025 PLATE I :+ DRAWNBY TM.PRIMAS/C.E.NETTLETON I PREPARED FOR THE POINSETTIA LANE OHWIDENING I PlOD INVE2T1CATOR CITY OF CALRSBAD BRIDG qMILE POST I OtlOOIIA D€SICP4 atRaGI4T _,IB.DePOORTER I I _______ _LOGOFTESTBORINGS -_Nn ' CHECK BY JAMES STONE DATE .5, MAY I CALIFORNIA - -- ORIGINAL SCALE IN INCHES I I I I I I . DISREGARD PRINTS BEARING "'""_'"'•""' - FOR REDUCED PLANS 0 1 2 3 - EARLIER REVISION DATES 8/11991 I 1 ___I_I_I_I_I_I_I I 1 70 _____ t I IV • 60 I h 50 I I I I I U