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HomeMy WebLinkAboutGeotechnical Investigation f:' .:<.~ .~ \,?bratt"of" .Ce $fa ::::6.. _\ ~ - - -.::: ~- - - 1961 - 2001 TR ;;{9&r3CJ crD Leighton and Associates GEOTECHNICAL CONSULTANTS RECE\VED MAR 1 2 Z004 CITY OF TEMECULA ENGINEERING DEPARTMENT GEOTECHNICAL INVESTIGATION FOR THE PROPOSED ROAD WIDENING ON ROUTE 79 (WINCHESTER ROAD) FROM INTERSTATE 15 TO 0.6 KM EAST OF YNEZ ROAD, TEMECULA, CALIFORNIA January 7, 2002 Project No. 110578-001 Prepared for: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 \ 41715 Enterprise Circle N. Suite 103, Temecula, CA 92590-5661 (909) 296-0530 . FAX (909) 296-0534 . www.lelghtongeo.com 110578-001 \.. TABLE OF CONTENTS Section Page Introduction..................................................................................................................... ................ 1 Scope of Work .... .................... ........ ...... .......................... ... ..................... ........... ... ................. ......... I Site Location ...... .............. ......................................... ...... ............... ... ............ ......................... ......... 2 Field Investigation ........... .............. ....... .................. ...... ........ ...... ... ....... ... ........ ...................... ......... 2 Regional Geology ............. .............. ....... ... .................. .............. ............. ..................................... ..... 3 Faulting and Seismicity......................... ... ... ............ ........ ...... ......... ... ....... ....................................... 3 Secondary Seismic Hazards..... ........... ............ .... ........ ................. .......... ... .............. ........ ...... ....... .... 4 Laboratory Testing ............ ............................. ... ... ............ ... ... ... ... ... ....... ... .............. ....... ... ....... ... .... 4 Subsurface and Groundwater Conditions ....................................................................................... 5 Expansion Testing of Finish Grade Soils......................................................................................... 5 Conclusions. .................... ... .......... .... .... ... ...... ...... ...... ........ ..... .... ...... ............ ... ........ ........ ... ... .... ... ... 5 Recommendations.. ... ...... ........................ ...... ...... ............ ........ ......... .... ... ..... ... ........... ......... ... ... ... ... 5 Pavement Design .. ................. ................. ... ... ...... ............ ........... ...... ... ... ... ... ........ ..... ..... ... ... .... ... .... 5 Retaining Wall- Standard Type I Wall........................................................................................... 6 Permanent Slopes ............. ........................ ............ ... ..... .... ... ............... ... .... ........ ... ............. ....... ....... 8 Site Preparation ..... ......... ... ... ....... ........................................ ... ......... ....... ... ... ... ............. ....... ...... ...... 8 Excavation Stability and Shoring Requirements ............................................................................ 9 Earthwork and Settlement Considerations......................................................................................9 Curb and Gutters... ............ ..................................................................... ...... ........... ............ ....... ..... 9 Concrete Sidewalks............... ............... ............................ ...... ....................................................... 10 Soil Corrosivity ................................. ... ................................................... ... ... ... ... ...... ... ................. 10 Cement Type and Corrosion Protection.........................................................................................10 Construction Consideration ........................................................................ ..............:......... ....... ... 11 GradingIFoundation Plan Review....................... ......... ................................................................. 11 C . M . . onstruclIon omtonng... ....... .................. ...... .......... ............ ...................... ............... ... ... ....... ..... 11 - 1 - ~DI="J,.. -= -.:::; ~- ~ -- .... 11 0578-001 TABLE OF CONTENTS (continued) List of Accompanving Figures and Appendices Figures Figure 1 - Site Location Map Figure 2 - Test Pit Location Map Appendices Appendix A - References Appendix B - Geotechnical Test Pit Logs Appendix C - Summary of Laboratory Test Data - JI - :::::::0 I 2> ;::::; -- ~ ~.::: ~ -.;:: \.. \,llbrati-W ::::0"< & I "0 {;~ ~ - - -.::: ~- - -- 1961 . 2001 Leighton and Associates GEOTECHNICAL CONSULTANTS January 7, 2002 Project No. 110578-001 To: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 Attention: Mr. Mike Chesney, P.E. Subject: Geotechnical Investigation for the Proposed Road Widening on Route 79 (Winchester Road) From Interstate 15 to 0.6 km East ofYnez Road, Temecula, California Introduction In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has performed a geotechnical investigation for the proposed road widening on Route 79 (Winchester Road) from Interstate 15 to 0.6 km east ofYnez Road, Temecula, California (See Figure 1, Site Location Map). This report presents our findings of this geotechnical investigation and includes our conclusions and geotechnical recommendations for the proposed improvement. Scope of Work The scope of our work included the following tasks: . Preparation of a California Department of Transportation (CalTrans) Water Pollution Control Plan and a lane closure concept plan in connection with the geotechnical investigation. (Under separate cover.) . Prepare test pit location map. . A review of documents regarding the known geotechnical conditions pertinent to the alignment area. . Description of site work for Robert Bein, William Frost & Associates' (RBF) encroachment permit applications. A.. 41715 Enterprise Circle N. Suite 103, Temecula, CA 92590-5661 (909) 296-0530 . FAX (909) 296-0534 . www.lelghlongeo.com 110578-001 ~ . A geologic reconnaissance of the site. . Site coordination with underground utility locators and project team members performing utility locations. . Site coordination with the CaITrans Encroachment Permit Manager. . Provide traffic control during field investigation work as needed. . Excavation of 11 exploratory test pits, within the proposed right-of-way on Route 79 (Winchester Road) from Interstate 15 to 0.6 km east ofYnez Road, to depths ranging from 1.4 to 2.0 meters below existing grade and sampled utilizing a manual drive sampler. . Laboratory testing of selected soil samples to include moisture and density, direct shear, R- value, expansion potential, sand equivalent, California Test 216 (CalTest 216) for maximum density determination and corrosion suite (pH, resistivity, chloride content, and sulfate content). . Preparation of this Geotechnical Design Report (this phase of project) presenting our findings, conclusions, and recommendations for the proposed street improvements. Site Location The site encompasses Route 79 (Winchester Road) from Interstate 15 to 0.6 km east of Ynez Road (station 3+80 to station 8+98, PM 2.5 to 2.9 and stations 30+07 to 40+04 ofYnez Road), in the city of Temecula, California (Figure 1, Site Location Map). Field Investigation Prior to field exploration, a site reconnaissance was performed by a member of our staff to mark the test pit locations and to evaluate the proposed location of the test pits with respect to access and subsurface utilities. A site pre- and post-construction meeting was also held with the CalTrans Encroachment Permit Manager, Mr. Melvin Mendez, to evaluate the test pit locations with respect to the CalTrans right of way and to observe the completed work for compliance with permit requirements. A total of eleven 1 meter by 1 meter test pits were excavated to a depth of 1 to 2 meters below the existing ground surface. The approximate locations of the test pits are depicted on Figure 2 (Test Pit Location Map). Two test pits (TP-4A and TP-5A) were located along the southeast edge of the eastbound lane, east of the northbound Interstate 15 to Route 79 off-ramp; five test pits (TP- IB though TP-5B) were located along the south side of the eastbound lanes, and four test pits (TP-6B through TP-9B) are located along the north side of the westbound lanes. All test pits were logged and at selected intervals representative bulk samples as well as undisturbed ring samples utilizing a manual drive sampler were collected. Each collected soil sample was inspected and described in accordance with the Unified Soil Classification System. ;::;01- ~ ;:;:: - - -= -~.::: -2- ~ -.;: 110578-001 ~ The soil descriptions were entered on the test pit logs, which are included in Appendix B. All samples were sealed and packaged for transportation to our laboratory. Each test pit was back- filled with onsite soil cuttings. Regional Geology The subject site is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. Steep, elongated ranges and valleys that generally trend northwestward characterize it. The most common rock types found in the Peninsular Ranges consist of 105 to 140 rnillion-year old formations (Silver and Chappel, 1988). These formations were intruded by granodiorite, quartz monzonite and other granitics of the Southern California Batholith during the Cretaceous period (Kennedy, 1997). Tectonic activity along the numerous faults in the region has created the geomorphology present today. Specifically, the site is located along the southwestern edge of the stable Perris Block, an eroded mass of Cretaceous and older crystalline and metamorphic rock. Thin sedimentary, metamorphic and volcanic units locally mantle the bedrock with alluvial deposits filling in the lower valley and drainage areas. The Perris Block is bounded by the San Jacinto fault zone to the northeast, the Elsinore fault zone to the southwest, the Cucamonga fault zone to the northwest and to the southeast by the Temecula basin which is poorly defined. The Perris Block in the Temecula Valley region had a complex history, apparently undergoing relative vertical movements of several thousand feet in response to movement on the Elsinore and San Jacinto fault zones. Sedimentary units of the subject site were deposited on these erosion surfaces. Alluvial deposits (recent and older Pleistocene-aged) and Pauba formation sedimentary materials fill in the lower valley and drainage areas. The study area is underlain by existing road embankment fill, which is in turn underlain by alluvium and a bedrock unit, the Pauba Formation at depth. Faulting and Seismicity The subject site, like the rest of Southern California, is located within a seismically active region near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional faults such as the San Andreas, San Jacinto and Elsinore fault zones. These fault systems produce up to approximately 55 millimeters per year of slip between the plates. The inunediately adjacent Elsinore fault zone is estimated to accommodate a slip rate of 4-5 millimeters per year (mm1yr.) (WGCEP, 1995). The subject site is not included within any Earthquake Fault Zones as created by the Alquist- Priolo Earthquake Fault Zoning Act (Hart, 1999). The nearest zoned active fault is the Temecula segment of the Elsinore Fault Zone (a type "B" fault) located approximately 0.8 kilometers southwest of the site. Our analysis indicates the site is in a seismic zone 4 with a 10% ;::;01- (p ;:;:: - -.: -~.::: -3- ~ .;: ~ 110578-001 ~ probability that a peak horizontal ground acceleration greater than 0.5g would be exceeded in 50 years. The design earthquake therefore, is considered a magnitude 6.8 event that would generate a probabilistic peak horizontal ground acceleration on the order ofO.75g There are several significant active faults within southern California that could affect the site in terms of ground shaking. Of these, the San Andreas, San Jacinto and Elsinore-Temecula fault zones are the most prominent due to their proximity and relative high seismic potential. SecondarY Seismic Hazards Secondary hazards generally associated with severe ground shaking during an earthquake are ground rupture, liquefaction, seiches or tsunamis, flooding (dam or levee failure), landsliding, seisrnically-induced settlement and rock falls. . Ground rupture is generally considered most likely to occur along pre-existing active faults. Due to the proximity of this site to the Temecula segment of the Elsinore Fault the potential for site ground rupture is considered moderate. The potential for flooding and flood risk assessment was not a part of our geotechnical scope and may be evaluated by others. Following our review of the referenced reports, the following hazards are not a problem for the subject site: seiches/tsunamis, landsliding, seismically induced settlement, and rock falls. The proposed improvements for this site will react no differently then the surrounding existing pavement areas. Laboratory Testing Laboratory tests were performed on representative samples to verify the field classification of the recovered samples and to determine the geotechnical properties of the subsurface materials. The following tests were performed: . Sand Equivalent Expansion Index Direct Shear CaITest 216 In-situ Moisture Content and Dry Density R-value Corrosion Suite (pH, Resistivity, Chloride, Sulfate) . . . . . . Laboratory tests for geotechnical characteristics were performed in general accordance with ASTM procedures and/or CalTrans test methods. The results of the in-situ moisture and density tests are shown on our geotechnical test pit logs (Appendix B). The results of other laboratory tests are presented in Appendix C. -4- ;::;01- '\ ;:;:: - -= ~.::: ~ --=: ;, 11 0578-00 1 Subsurface and Groundwater Conditions The excavations performed for this phase of the project area were excavated from the existing ground surface to a depth of approximately 2 meters. Based on these test pit excavations, the soil in the upper 0.3 meters was characterized by loose to dense silty sand. Below 0.3 meters to the full depth explored the soils were a mixture of clayey sand, silty sand, and silt, which was medium dense to dense. Groundwater was not encountered in our test pits for the depths explored and is not anticipated to be a constraint during the planned improvement construction. Expansion Testing of Soils Expansion index testing was performed on selected soils. The test results indicate the soils have a low expansion potential (EI = 21 to 50 in accordance with Table 18-I-B of the 1997 UBC). Test results and procedures are presented in Appendix C. Conclusions Based upon our exploration, laboratory test results, and review of available data from this investigation, it is our opinion that proposed road widening on Route 79 (Winchester Road) from Interstate 15 to 0.6 km east ofYnez Road, Temecula, California, is feasible from a geotechnical engineering standpoint provided the recommendations of this report are implemented during design and construction. Recommendations that follow are a minimum and may be superseded by the prevailing code standards of the City of Temecula or CalTrans. Recommendations The following recommendations are based on the collected data, general site conditions, and the available information provided to us. Pavement Design To determine the representative R- Value for the on-site soil, seven representative bulk soil samples were collected from the exploratory test pits. These soil samples are considered representative of the site as a whole, however, soil characteristics can vary locally. Laboratory testing yielded R-Values ranging from 14 to 69 for the on-site soil. The average R- Value obtained for the westbound side of Route 79 is 18 and for the eastbound side of Route 79 it is 51. Considering the overall test results and our field observations, it is our opinion that R- Values of 18 and 51 are generally appropriate for proposed improvements to the subject roadways. During grading, observations of exposed sub grade soil conditions should be made. ;::;01- '0 ;:;:: - - - -~.:: - 5 - ~ _.;: . 110578-001 We have performed a pavement design based on a representative R-Values of 18 and 51 and Traffic Indices (TI) of 8 and 12.5, as provided to us by RBF. Pavement design calculations were performed utilizing NEWCON90, a computer program developed by' CalTrans, using the most appropriate section from the output generated. Based on our review of the available as-built CalTrans plans, discussions with the City of Temecula engineer and the project civil design engineer (RBF), pavement sections were selected using similar material sections previously used. The new pavement should be a flexible pavement conforming as a minimum to the following tables: TABLE I Recommended Pavement Sections For the North Side of Route 79 and Ynez Road R-Value = 18 Option Traffic Index Class 2 Base** Main 12.5 203 594 Shoulder 8.0 203 216 'Assumes standard CalTrans Type A Asphaltic Concrete "Assumes standard CalTrans Class 2 Base R.VALUE=78 TABLE 2 Recommended Pavement Sections For the South Side of Route 79 R-Value=51 Traffic Asphaltic Class 2 Option Index Concrete* Base** (TI) (mm) (mm) Main 12.5 203 229 Shoulder 8.0 203 152 'Assumes standard CalTrans Type A Asphaltic Concrete "Assumes standard CaITrans Class 2 Base R-Value=78 Retaining Wall- Standard Tvoe I Wall It is our understanding that the proposed retaining wall located approximate station 3+96 to station 4+64 complies with Type 1 Standard CalTrans walls up to 3 meters in height will be used. ;::;01- ~ ;::: -- ~ - ~=: -6- ~ _.;;: 110578-001 The recommended lateral pressures for free draining site soils (low expansive) and level or sloping backfill are presented below: Lateral Earth Pressures Conditions Equivalent Fluid Weight (kgim3) Level Backfill 2:1 Slope Backfill 1 Yz: 1 Slope Backfill Active 720 1041 1522 At-Rest 1041 1362 1762 Passive 4005 2002 1600 · Assumes condition will remain for life of the project. Embedded structural walls should be designed for the lateral earth pressures to be exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall carmot yield under the applied load, the shear strength of the soil carmot be mobilized and the earth pressures will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. Surcharge loading effects, such as traffic, if within a IV:IH plane up from the stem/footing connection should be evaluated and included as an addition to the soil pressure in the wall design by the structural engineer. Based on review of the plarmed Type I CaITrans retaining wall, the traffic loads will not be within a IV:IH influence zone of the wall stem. All retaining wall structures should be provided with appropriate drainage using permeable material and pipe as indicated in the CalTrans Standard Details. For sliding resistance, the friction coefficient of 0.38 may be used at the concrete and soil interface. In combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent. The passive resistance value may be increased by one-third when considering loads of short duration, including wind or seismic loads. The horizontal distance between the base of the footing and the slope face or finished grade should be a minimum of 1.5 meters to allow full development of the recommended passive pressure. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. Foundations for retaining walls in properly compacted fill should be embedded at least 0.6 meters below the lowest adjacent grade or setback from slopes as indicated above. Accordingly, an allowable bearing capacity of 168 kilopascals (kPa) may be assumed, if the footing is embedded 0.6 meters and has a footing width (w) in general accordance with the footing sizes indicated for a Type I wall up to 3 meters. The proposed Type I wall should be evaluated in respect to the anticipated dynamic loads presented herein. - 7- ;::;01- \0 ;:;:: - - -= ~.::: ~ -ai: 11 0578-00 1 Permanent Slopes Permanent slopes should be constructed at a gradient of 1 vertical:2 horizontal (1 V:2H) or flatter. Due to the granular nature of site soils, slope surfaces should be protected from erosion, seeded and/or planted immediately after construction or prior to the first rain. Deep-rooted, drought- resistant vegetation planted at close spacing will reduce problems associated with surficial instability such as erosion. In addition, berms or drainage channels should be constructed at the top of the slopes to prevent surface water runoff onto the slope. Site Preparation Prior to construction, the site should be cleared of all vegetation, surficial trash, and debris. Existing utility and irrigation lines, light standard bases, and retaining walls should be removed if they interfere with the proposed construction. The resulting voids from removal of utility lines or existing improvements should be properly cleaned out, backfilled and compacted. Where the new pavement will be supported on the existing, previously graded, unpaved shoulders (Route 79 eastbound lane, approximately station 4+64 to approximately station 8+53 and Route 79 westbound lane, approximately station 4+64 to approximately station 8+98 as well as the southbound lane of Ynez approximately station 39+07 to approximately station 40+04), overexcavation and recompaction of the sub grade soils to a minimum depth of 0.3 meters below the proposed pavement subgrade elevation (below total pavement section including subbase) will be required. The re-use of the existing artificial fill in the 0.3 meter overexcavation is anticipated. The bottom of excavations should be scarified, moisture-conditioned, and recompacted to at least 90 percent relative compaction as compared to a maximum density determined by California Test 216 (CalTest 216). Subgrade should be compacted to a minimum of 90 percent relative compaction as compared to a maximum density determined by CalTest 216. In the widening areas, which are located beyond the limits of the previously graded shoulders or road fill (eastbound lane, approximately station 3+80 to approximately station 4+64), overexcavation and recompaction should extend to a depth of at least 1 meter below the existing grade or proposed finished sub grade, whichever is greater. The existing drainage ditches should be overexcavated to a depth of at least I meter below the bottom of the ditch. The bottom of excavations should be scarified, moisture-conditioned as needed and recompacted to at least 90 percent relative compaction as compared to a maximum density determined by CalTest 2 I 6. Embankment side slopes should be constructed at an inclination of 1 V:2H or flatter. The maximum anticipated slope height is approximately three meters. Prior to placing fill on the existing slope of the road embankment, suitable benching should be performed into the slope face as the road improvement fill is brought up to grade. The proposed retaining wall, to replace the existing wall south of the eastbound lanes of Route 79 (approximately stations 3+96 to 4+64). Should be overexcavated approximately 1.5 meters below the proposed footing bottom and at least 1.5 meters beyond the toe and heel of the wall. - 8- ~Ol= \\ !!IIoii _- - - ~~- -- 11 0578-00 1 All fill should be placed in 0.15 meter loose lifts and mechanically cornpacted to a minimum of 90 percent relative compaction as cornpared to a maximum density determined by CaITest 216. Aggregate base or subbase should be compacted to a minirnum of 95 percent. The upper 0.15 meters of sub grade below the pavement section should .be compacted to 95 percent relative compaction as compared to a maximum density determined by CalT est 2 I 6 if the section is less than 0.15 meters in total thickness. All grading and earthwork should be performed in accordance with plans and specifications, except as modified in this report. Excavation Stability and Shoring ReQuirements Based on our observations during subsurface investigation and results of laboratory tests, the soils at the site should be readily excavated by conventional earthmoving equipment. Temporary shallow excavations < 1.5 rneters with vertical slopes should be stable. However, excavations 1.5 meters or deeper should be laid back or shored in accordance with OSHA requirements before personnel are allowed to enter. Temporary back-cut(s) for the retaining wall on Route 79 eastbound from approximate stations 3+96 to 4+64 may be cut at 1 V:%H or flatter and reviewed by a geologist prior to exposing the entire cut. In addition, special care should be taken for excavation near existing improvements (to remain) in order to reduce the potential for impact. Earthwork and Settlement Considerations The following shrinkage values can be used for on-site material excavated and compacted as fill. These values are based on an average relative compaction of 90 to 95 percent of the maximum density and do not account for losses due to the removal of vegetation and other deleterious material. ' . Alluvium / Existing Weathered Fill 8 to 12 percent Actual shrinkage values will depend on the moisture content, degree of compaction, and grading methods used during the placement of fill. Subsidence of natural ground, due to the movement of construction equipment and load, is expected on the order of approximately 0.03 meters. Curb and Gutters Curbs and gutters should be constructed in accordance with the requirements of CalTrans and/or the project design civil engineers (RBF) recommendations. Subgrade below gutters is to be pre- moistened to near optimum moisture content prior to placement of concrete. Clean sand (SE 30), crushed rock, or granular onsite fill soil should be placed under the gutters to control cracking. The curb and gutters should be provided with control joints in accordance with CalTrans guidelines and/or the project design civil engineer (RBF) recommendations. -9- ;::;01_\1/ ;:;:: - - -.: -~.::: ~ .;: c 110578-001 Concrete Sidewalks Concrete sidewalks should be constructed in accordance with the requirements of CaITrans and/or the project design civil engineers (RBF). Concrete sidewalks should be a minimum of 101 millimeters thick (actual) and should be placed on sand (SE ;:: 30), crushed rock or granular onsite fill soil. Subgrade below concrete sidewalks should be compacted to a mlrumum of 90 percent compaction as compared to a maximum density determined by CalTest 216. Subgrade below the sidewalks should also be pre-moistened to near optimum moisture prior to placing the rock and/or concrete to control cracking of the sidewalks. Control joints should be provided in accordance with CalTrans guidelines and/or the project design civil engineer (RBF) recommendations. Soil Corrosivitv In general, soil environments that are detrimental to concrete have high concentrations of soluble sulfates and/or pH values of less than 5.5. Table 19-A-4 of the Uniform Building Code (ICBO- UBC, 1997) provides specific guidelines for the concrete mix design when the soluble sulfate content of the soils exceeds 0.1 percent by weight in soil or 150 parts per million (ppm) soluble sulfate in water. The minimum amount of chloride ions in the soil environment which are corrosive to steel, either in the form of reinforcement protected by concrete cover, or plain steel substructures such as steel pipes is 500 ppm per California Test 532. Results of laboratory corrosivity tests conducted on recovered samples indicated soluble sulfate contents <150 ppm to 195 ppm in water, chloride content at 112 ppm to 584 ppm, pH value of7.7 to 7.9, and minimum electrical resistivity of 725 to 950 ohm-cm (Appendix C). Cement Tvoe and Corrosion Protection Based on these results, concrete in contact with the existing earth material at the site is expected to be subject to moderate to high effects of corrosion. There is a low potential for soil chloride- related corrosion of buried metal improvements Based on the lab test results, concrete structures in contact with the onsite soil (moderate exposure to water-soluble sulfates) should utilize Type V cement in accordance with CalTrans Standard Specifications. Additional laboratory corrosion tests should be performed on representative soils during precise grading. If corrosion sensitive improvements are to be used, a corrosion engineer should be consulted following additional corrosion test results for evaluation and mitigation design of construction components that may be influenced by site soils. Such components include (but are not necessarily limited to) buried metal pipes, footings and metal sign or fence posts in contact with site soils. - 10- \"? -0' ::::::::: - ;:;:: - - -= -~.::: ~ -.;: 11 0578-001 '. Construction Consideration Prior to commencement of construction, a qualified consultant should be employed for the purpose of observing procedures and pavement constriIction; for testing the sub grade and aggregate base; and for observation of presoaking for conformance with the recommendations of the geotechnical report. It will be necessary for the consultant to provide adequate testing and observation in order to determine that the work was accomplished as specified. It should be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. It is also the responsibility of the contractor to inform the geotechnical consultants if conditions encountered during construction are different than discussed herein. During construction, the contractor should demonstrate necessary care to retain the integrity of the existing adjacent improvements. GradingfFoundation Plan Review A detailed plan/sheet improvement plan review should be conducted by a qualified geotechnical engineer prior to the commencement of grading to verify the conclusions and recommendations of this report. Additional site specific recommendations for site grading may be necessary at that time based on actual proposed grading and site layout. Construction Monitoring Observation and testing, under the direction of a qualified geotechnical/soils engineer during grading, is essential to verify compliance with our recommendations and to confirm that the geotechnical conditions encountered are consistent with the fmdings of this investigation. At a minimum, observation and testing should be provided at the following stages of construction: . Clearing and grubbing. . Removal and recompaction of unsuitable material. . Import of soil. . Placement and compaction of structural fill. . Placement and compaction of Subbase. . Placement and compaction of aggregate base. . Whenever any unusual sub grade conditions are exposed during construction. The recommendations in this report are based in part upon the data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our prelinIinary findings are representative for the site. - 11 - ;::;01- \~ ;:::: - - -.c ~.::: ~ -.;: ~ 11 0578-00 1 Respectfully submitted, LEIGHTON AND ASSOCIAT d //-1 .L'/ "7Z /IVIY{/=I.~/ Andrew T. Guatelli, PE, GE 232 Senior Project Engineer Distribution: (10) Addressee - 12- ~Ol= \~ -= ~.::: ~ -.;:: -; ~. .".- ;. .' Base Map: TOPO California, 2000 \~ I , I Road Widening on Route 79 at (Winchester Road) from 1-15 to 0.6 km East of Ynez Road Temecula, California Site Location Map ~UR=.: ~~= Project No. 110578.001 Date January 2002 Figure No.1 I If" ... 0 '"l z " I~ l!! 0 2ll! ::I '" "'11> filiI, ~ u: olS /z c;;! ;; - . )1.1 i " _. II. 0 Z.... w 0_ ..J N -II.. < !ci:.... _ (.l 8 Om o fIl a: N Ow q 0 LL ,., , ~ ..J.... .. I- a: co Ii; I- a :; ::J ..J l: ~~ o 0 !it Q co ;: Z ...., .... >> .1- ci g m z !;! il - g .. .: i .. - 1i '" ... o l: ~ Q A. tn w 0 u .~'~'l/~,~ ~rt'-ol. """ . E o ~ .... - "C ns a.. 0 "C .....I:l:ns ..... ~ 0 :E .s I:l: en N ns Z ~ Q) ._ OucE c> 0 -.- E~ ~ ~~ :; OQ)<<!O 1'--0 a OQ)O.!! .-_::1 - ::I.... U o .., Q) ~1:l:~E a:C.s~ OJ9 ~ C)~ (J) .5 .s W c c ~~- i "C ns o I:l: (\ ~ 110578-001 APPENDIX A References Blake, T. F., 2000a, EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Faults, User's Manual, 79 pp. Blake, T. F., 2000b, FRISKSP, A Computer Program for the Probabilistic Estimation of Seismic Hazard Using Faults as Earthquake Sources, User's Manual, 116 pp. Hart, E.W., Bryant, W. A., 1999, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning with Index to Earthquake Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. Revised 1997, Supplements I and 2 added 1999. International Conference of Building Officials, 1997 Uniform Building Code, Volumes 1-3. Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern California, CDMG Special Report 113. Leighton and Associates, Inc., 1998, Geotechnical Investigation, City of Temecula Public Works Project No. PW 97-03, Improvement of southbound Exit Ramp, Interstate Route 15 (1-15) to Winchester Road (State Route 79), City of Temecu1a, California, Project No. 11960038-002, dated January 30,1998. RBF Consulting, 2001, Project Plans for Construction on State Highway in Riverside County in Temecula on Route 79 (Winchester Road) from Interstate 15 to 0.6 km East of Y nez Road, Date Submitted December 21, 2001 (95% submittal). Silver, L. T., and Chappel, B. W., 1988, The Peninsular Ranges Batholith: An Insight into the Evaluation of the Cordilleran Batholiths of Southwestern North American, Transactions of the Royal Society of Edinburgh: Earth Sciences, 79, 105- 121, 1988. State of California Department of Transportation, Standard Plans, January 1988. State of California Department of Transportation, Standard Specifications, July, 1999. T.H.E. Soils Co., 1999, Report of Testing, Ynez Road and Winchester Road, Improvements, PW97-06CSD Temecula, Riverside County, California, Work Order No. 046901.22, dated October 28, 1999. Urban Logic Consultants, Inc., 1997, Preliminary Soil Investigation, Proposed Street Improvements for Winchester Road and Ynez Road, Temecula, California, dated September 30,1997. A-I \'0 ~Ol=- ~ -- - - ~~- -- 11 0578-001 WGCEP - Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California: Probable Earthquake Probabilities, Bull. Seismol. Soc. Amer., Vol. 85, No.2, pp. 379-439. A-2 :::::::0 I \~ ;::::; -- ~-~.::: ~ -.;: . :ii ~ .... ~ o " 3 CIJ ~ ~ ~ p.. " ~ ~ ffi ~ e i "'" "'" N '" '" cr. >. ~ ,~ a ~ OIl i) .3 lil ~ j ij ~ ~ I I~ " ~~ 'o~ ::E " - P,' ~~ CIJ u - ,,~ ~s ~ " "'" ~ .;; 8 Oi o .'" '" " o o-l i:i J I ~~~ n ~ K8E 'S ''="l 'S @ t: It ~ ~"...: ClJp.. 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Procedures and Test Results Chloride Content. Minimum Resistivity and pH Tests: Chloride content, Minimum resistivity and pH tests were performed in general accordance with Califomia Test Method 422, 532 and 643, The results are presented in the table below: Chloride Minimum Sample Location Sample Content pH Resistivity Description (ppm) (ohms-cm) TP 5A, No.5@3' Dark brown silty clayey SAND (SCISM) 584 7.91 950 TP 4B, No.3 Dark brown silty SAND (SM) 112 7.68 725 Direct Shear Tests: Direct shear tests were performed, in general accordance with ASTM test method D3080, on selected remolded and/or undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately I-hour prior to application of shearing force, The samples were tested under various normal loads, a motor-driven, strain-<:ontrolled, direct-shear testing apparatus at a strain rate of less than 0.00254 to 1.27 centimeters per minute (depending upon the soil type). The test results are presented in the test data, Friction Angle Apparent Sample Location Sample Description (relaxed, Cohesion degrees) (kPa) TP 5A, No.4@ 2.5' Medium brown clayey SAND (SC) 22.0 23.940 Exoansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, ASTM test method 04829 or U.B.c. Standard No. 29-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 25.4 millimeter thick by 101.6 millimeter diameter specimens are loaded to an equivalent 6.89 kPa surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Location Sample Description Expansion Expansion Index Potential TP 5A, No.5 @3' Dark brown silty clayey SAND (SCISM) 36 Low C-I ~\ . 0; I 10578-00 I Laboratory Testing Procedures (Cont'd.) Maximum Density Tests: The maximum wet density of typical materials were detennined in accordance with California Test Method 216. The results of these tests are presented in the table below: Sample Location Sample Description Wet Density (kgm3) TP 8B, No. 1 Dark Olive silty SAND (SM) 2319.4 Moisture and Density Determination Tests: Moisture content and dry density determinations were performed, in general accordance with ASlM test method D2937, on relatively undisturbed samples obtained from the test pits. The results of these tests are presented in the test pit logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. "R"-Value: The resistance "R"-value was determined by the California Materials Method No. 301 for subgrade soils. Seven samples were prepared and exudation pressure and "R"-value determined on each one. The graphically determined "R" -value at exudation pressure of 2068 kPa is summarized in the table below: Sample Location Sample Description R-Value TP 4A, No.3 @ 2' Light brown silty SAND (SM) 19 TP 2B, No.3 @2' Dark gray sandy SILT (ML) 52 TP 4B, No.3 @ 2' Dark gray silty sand (SM) 69 TP 5B, No.3 @ 2' Dark gray silty sand (SM) 32 TP 6B, No.3@2' Dark brown silty sand (SM) 18 TP 7B, No.3 @2' Dark brown silty sand (SM) 14 TP 8B, No.3 @2' Medium brown silty sand (SM) 24 TP 9B, No.3 @ 2' Dark brown silty sand (SM) 17 Sand Eauivalent: The sand equivalent of a selected sample was detennined in accordance with ASlM Test Method D2419. The results are presented in the table below: Sample Location Sample Description Sand Equivalent Value TP 3B, No.3 @ 2' Gray sandy SILT (MUSM) 14 ~'Z.. C-2 . .. i . . 110578-001 Laboratory Testing Procedures (Cont'd.) Soluble Sulfates: The soluble sulfate content of a selected sample was detemtined by standard geochemical methods, AS1M Test Method 0417. The test results are presented in the table below: Sample Location Sample Description Sulfate Content Potential Degree of (ppm) Sulfate Attack* TP 5A, No.5 @3' Dark brown silty clayey SAND (SCISM) 195 Moderate TP 4B, No.3 Dark brown silty SAND (SM) <150 Negligible * Based on the 1997 edition of the Uniform Building Code, Table No. 19-A-4, prepared by the International Conference of Building Officials (lCBO). 30 C-3