The URL can be used to link to this page

Home My WebLink AboutSP 210; POINSETTA LANE STORM DRAIN; PRELIMINARY GEOTECHNICAL STUDY; 1999-12-08SP2IO 4 SOU. & TESTING, iflc. S . P H 0 N E P.O. Box 600627 (ç .' • (619) 280-4321 San Diego,, CA 9260-0627 TOLL FREE • • (877) 215-4321 6280 Riverdale Street cc - •••• FAX - • San Diego, CA 92120 (619) 280-4717 wwwscst corn PRELIMINARY GEOTECHNICAL STUDY P1.OP6SED POINSETTIA LANE STORM DRAIN INSTALLATION •• • .. FROM ROUGHLY. STATION 59+90 TO STATION 63+18 .• . • • PACIFIC SHORES SOUTH 0 CARLSBAD TRACK CT-7-22, CP 98 09 CARLSBAD CALIFORNIA PREPARED FOR :'- 4 . . • , .• S • • - • . - SHEA HOMES, SAN DIEGO, INC.. . • • •. : • 10721 TREENA STREET SUITE #200 SAN DIEGO, CALIFORNIA 92131 PREPARED BY SOUTHERN CALIFORNIA SOIL & TESTING INCORPORATED 6280 RIVERDALE STREET SAN DIEGO CALIFORNIA 92120 0 05 • - - S S • 0 I- . • •• S S . • -. • . • ......0 Providing Professional Engineering Services Since'] 959 < SOIL & TESTING, INC. 0 ' 0 • PHONE P.O Box 600627 0 0 (619) 280-4321 : San Diego, CA 92160-0627 z (877)2154321 6280 Riverdale Street FAX San Diego CA 92120 (619)'280-.4717 wwwscst corn December 8, 1999 - Shea Homes, San Diego, Inc. S 0 SCS&T 9911197.1 10721 Treena'Strdet, Suite #200 " • 0 San Diego, California 92131. 0 0 ,• 0 ATTENTION Mr. Robert R Fontana, Offsite Purchasing Manager 00 ' Mr. John Owen, Off-site General, Superintendent 0 S 0 Mr. Greg Ponce, Off-site General Superintendent 0 : SUBJECT Preliminary Geotechnical Study, Proposed Poinsettia Lane Storm Drain Installation from Roughly Station 59+90 to Station 63+18, Pacific Shores South, Carlsbad Track CT-97-22, CP-98-09, Carlsbad, California. 0 0 0 .'Gentlemen: In accordance with your request and authorization, we have completed the subject preliminary geotechnical study. The subject study is limited to the construction of Storm Drain (SD) from Station 59+90 to Station 63+18 We are presenting herewith our findings and recommendations Earth materials encountered in the exploratory bonngs performed along the proposed SD alignment 'i'ñdicated that the site is underlain by silty sand or clayey sand over Delmar Formation consisting 0 • , ' of silty sand and/or silty clay. ' '' • 0 0 • • 0 0 • •• • 0 Groundwater was encountered in both bonngs above the bedrock contact The depth to ground water was about 23 feet below the existing ground surface '0 0 0 • 0•' •' • 0 • 0 • 0 •'' •• - 0 - Based on subsurface exploration and laboratory test results, and engineering experience and judgement, the encountered subsurface soils and bedrock unit can be excavated using an excavator or other approved excavating equipment in good working condition Use of tunneling or pipe jacking method will be required to install SD below the existing Poinsettia Lane Bridge to a horizontal distance of 64 feet SCS&T 9911197.1 ., 0 December 8,. 1994 .. Páge.No..2 Use of shoring system, 'and/or trench shield method be considered for the construction of SD along the remainder portions of the proposed alignment. Construction considerations including horing installation and post-investigation services ate also discussed in this report: Based on observed groundwater depths, use of adewaterirg system along the tunneling / pipe jacking portion of the proposed SD 'alignment may not be required. However, use of a dewatering system south of the bridge would be an important consideration If you have any questions after reviewing the findings and recommendations contained in the attached report, please do not hesitate to contact this office This opportunity to be of professional service is sincerely appreciated Respectfully submitted, SOUTHERN CALIFORNIA .'SOIL & TESTING, INC 00ra Es hu 1. T.M. CH Kumar,RCE 443255,RGE #2206 Principal Geotechnical Engineer TMK:mw cc (6) Submitted , '- I ., . TABLE OF CONTENTS PAGE Introduction ' ......................S ................, .........,. ......... 1 Project Description .............. ............ .......................... 2, Scope of Study ............................... .......... .' ....2 Field Explorations ................................................. , Laboratory Testing 4 Ground Water ...................................................................... 4' Conclusions • .., . S . . 4 Construction Considerations and Recommendations ......................... S .. 5, General .................. ........................................ 5 Excavation ........................ ., ..5 .' Temporary Shoring - General ....... ........ ................... , . ' .......... 6 ' Trench Shield ..................... , ......................................' . '.. . Temporary Shoring / Trench Shield Design ..........................................7 1 Groundwater Control , ................................S ..................... . 9 Pipe Bedding 9 Backfill Placement . . . . . ............... ': ' Fill Materials .......................10 Observation and Testing .. .,. ........ .................... ...................io 'Survey Monitoring ........ I ....10 Fild Observation and Testing . . S ......................ii. Limitations, . ... .. ....................................................... '11 Reviei, Observation and Testing 11 Uniformity of Conditions ................". ' ........ . .'... 12 Change in Scope ............................2... Time Limitations 12 Prfessional Standard ............................................................' 12 Client's Responsibility 13 ATTACHMENTS FIGURES 5 ', S S ' • 'S... Figure 1 Site Vicinity Map, Follows Page 1 Figure 12 Lateral Active Pressure," Follows Page 6 : PLATES.. : . • . . S. • • S , S , ,, -. Plate 1 .Boring -Location Map: •, '. . .. , • - . : • Plate .....Soil Classification Chart . ' • S •• • . S . Plate - 3-4 Boring Logs ' ' ' , • ' S • S - S , S APPENDIX / A - Laboratory Test Results S. .5 'SS1 - • S. •• S • ' 5 - • S 0 •0 •. / PRELIMINARY GEOTECHNICAL STUDY - POINSETTIA LANE STORM DRAIN INSTALLATION FROM STATION 59+90 TO STATION 63+18 - CARLSBAD CALIFORNIA • : INTRODUCTION • •• • 0 0 0 0 • 0 •0 • •• This report presents the results of a preliminary geotechrncal study performed by Southern California Soil and Testing, Inc (SCS&T) for the proposed Storm Drain (SD) between the proposed Pacific Shores South residential development and the existing railroad tracks of San Diego Northern Railway in Carlsbad, California.-The subject study is limited to the construction of SD from Station 59+90 to Station 63+18 Figure 1 presents a site vicinity map showing the rough location of the "proposed SD. 0 0 • 0 0 0 0 :0 0 0 0 The purpose of this geotechnical study is to evaluate the nature and engineering properties of encountered subsoils and depths to groundwater, and to provide geotechnica.1 recommendations for • the installation of proposed 72-inch diameter SD of reinforced concrete This report was prepared for Shea Homes and their project design consultants, to be used solely in the design and construction of the proposed SD improvement described herein This report may not contain sufficient information for other uses or the purposes of other parties ) 000 00 -1 /2 mile ~'Aclaptecl from the 1999 Th" mas Bros. Guide on CD-Rom 01. SCS&T 9911197 .1 December 8, 1999 ^Page No 2 PROJECT DESCRIPTION The subject site is located between Carlsbad Boulevard and the San Diego Northern Railway right of-way, and south and north of Po'iiisettia Lane Bridge in Carlsbad. The subject stiidy is related to the construction, of a 72-inch SD, east of the proposed residential development (Pacific Shore South): Review of available plans indicate that the SD will be located roughly, 18 to 2-2 feet below the existing grade. Also, our site visits and plans review indicate that the nearest edge of the pipe is - - located about 25 feet from the nearest railroad track (westernmost railroad track) The nearest western pier supporting the overhead Poinsettia Lane bridge is located about 11.5 feet east of the nearest edge of the proposed SD The toe of the abutment slope supporting the above bridge (west) - is located about 4 feet from the proposed SD face. Due toproxinityof the bridge abutméñtand pier, and iaiboad tracks, it was determined that at least 64-foot horizontal alignment of the SD below the bridgewill be installed usingturineling or pipe jacking method. We understand that a jacking pit and a receiving pit, each measuring about 12 feet wide by 26 feet long will be constructed on the south and north terminus sections of the above discussed tunneling / pipe jacking portion of the SD, respectively. In addition, trench shields will be utilized along the remainder portions of the proposed SD installation However, the details of proposed tunneling or pipe jacking method are unavailable at this time. The anticipated maximum thrust I force on thjckingpit is 'also unknown at this time. SCOPE OF STUDY . - The scope of geotechnical study cônsisted of the following - - Explore the subsurface conditions to the depths influenced by the proposed improvement 3 * - SCS&T 9911197 1 December 8, 1999 Page No 3 Perform Iabdratory testing to evaluate the engineering properties of the various subsurface matenals which, would influence the proposed construction, including,the shear strength characteristics of the foundation soils. - Address potential construction dif1culties that may beencountered due to soil conditions / and groundwater, and provide recommendations concerning these problems Develop soil engineenng criteria for site grading, and provide design and construction recommendations regarding the stability of ,temporary cut slopes and shoring, and Sp installation. v FIELD EXPLORATIONS Two(2) soil test borings (B-i and B-2) were drilled at the site at the locations shown on Plate 1 (Boring Location Map) The borings were drilled using a drill ng equipped with an eight (8) inch hollow stern auger. The explorations were observed and logged by a geolo'gist: DiSturbed and relatively "undisturbed" samples of typical and representative soils were obtained and returned to the laboratory for testing Representative undisturbed core samples were obtained by means of a split tube sampler lined with brass rings of 2.5-inch diameter (California Ring Sampler) driven into the soils or bedrock by means of a 140-pound weight hammer free falling a distance of 30 inches Also, Standard Penetration Testing (SPT) wefeprformed to evaluate .'relative density and consistency of the in-situ soils, and to obtain disturbed,soil samples for visual classification. The soils are described in accordance with the Unified Soils Classification System (USCS) as illustrated on the attached simplified chart on Plate 2.. The boring logs B-i and B-2 are presented on Plates 3 and 4. In addition, a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided -' I - SCS&T99111971 December8, 1999 PageNo 4 S S LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested proc'edurs. Representative samples of the 0 5; 5' soil' obtained dunng field exploration Werelested in the laboratory to verify flld classifications and to evaluate physical and 6gineenng properties The tests consisted of moisture content, dry density, tterberg Lim its, maximum dry density and optimum moisture content, direct shear, Tpaxial (unconsolidated undrained) and sieve analysis Results of these, tests are presented on the boring logs and in Appendix A 1 GROUND WATER S 0 5 5 Groundwater was encountered in the bonng(s) at a depth of 23 feet S S •,S 5 ' 5 5, S V ' S 0 CONCLUSIONS B'sed on subsurface exploration, results of laboratory testing, engineering analyses, and engineering experience and judgement, the construction of the proposed SD is feasible from a geotechnical standpoint, as long as the recommendations presented in this report are 0• considered and inorporated in the project design and construction. .• S ' S • Design and construction of a dewatering system south of the bridge would be an' important 5 S S considetation,°'here,groundwater presenbe influences the construction of the SD: Ground S water elevations could fluctuate due to precipitation, drainage, drought, etc, and therefore evaluation of groundwater depths prior to SD construction would be an important consideration 'S - I . SCS&T99111.97.l . . December 1999 . ' Page No.5 Removal -of localized soft or loose clayey, soils/ sandy soils will be required during the placenent of the SD pipe bedding material and backfill Mixed soil face(clay and sandy soils) conditions should be considered in the design of, tunneling or pipe jacking method Grouting of the annulus space between the 72-inch diameter RCP (SD) and the shield proposed during pipe jacking or tunneling method should bean important consideration Any caving between the trench shield or shoring wall and the excavated wall face be filled with.at least 2 sack sand-cement slurry. The slurry shall be placed immediately and vibrated. using a concrete' vibrator Monitonng the concrete slope face of the western bridge abutment using survey points should be aii.imortant consideration: . - •' . . , • - / • CONSTRUCTION CONSIDERATIONS AND RECOMMENDATIONS-. GENERAL All soils disturbed by excavations / grading activities that are to remain after construction shall be compacted ,in accordance with the Fill Placement section of this report. 'Contaminated and/or deleterious material or oversized rock greater than 6 inches in its largest dimension shall not be incorporated into any fill EXCAVATION ': ' .• . ' • All natural soils and fill (if any) on the site are considered nppable Temporary, cut slopes in native soil shall be no steeper than 1 1 (ho 1. nzontal to vertical) Temporary cut slopes that will remain exposed .during the rainy season shall be properly maintained and protected from erosion SCS&T 99111971 December 8, 1999 Page No 6 Temporary cut slopes are not allowed below the Poi'nettia bride and adjacent to the slopes supporting the bridge abutment and the roadway If the proposed SD installation is within 1.5 (H)to 1.0 (V) influence of the adjacent railroad tracks then open cut excavation is not permitted. •.' • - - - TEMPORARY SHORING - GENERAL .• S Vertical cuts will not be permitted unless properly shored due to the high caving potential of both natural and fill soils Temporary shonng design shall be the responsibility of the contractor, and subject to review and approval of the geotechnical engineer and the governing agency Shonng shall incorporate solid sheeting for the full depth of the excavation Excavation shall proceed in such a manner -that. no voids are developed between the back of the sheeting and the supported soil: All shoring shall conform to the recommendations of this report and Section 306-1 1 of the Standard 'Specifications for Public Works Construction', 1,.994 Edition, (Standard Secifications). TRENCH SHIELD . • In-lieu of trnporary shoring system, trench shield(s) may be used at locations where no future - building or structure is proposed However, use of trench shield to install SD below the bndgd is not recommended As a minimum, the trench shield shall be designed in accordance with the lateral pressures discussed below for temporary shoring. In addition, the lateral pressure duto ground • water should be considered in the design, if ground water will not be kept below the bottom of the excavation, or the potential for ground water to raise if the proposd dewatenng system fails All loose material at the bottoin of the excavation shall be removed prior to the placmént of bedding •. and backfill ñ-iaferiäl. All loose material between the trench shield and the excavated trench walls should be removed and replaced with compacted fill (if feasible) or a minimum of 2 sack snd- • cement slurry. The trench shield shall be designed and approved by a Licensed Civil' Engineer practicing shoring engineering or 'a Structural Engineer. - SCS&T 9911197 .1 December 8, 1999 Page No 7 TEMPORARY SHORING / TRENCH SHIELD DESIGN I. Trench shoring for excavations not exceeding 20 feet in depth shall be designed in accordance with Title 8, Division 1, Chapter 4, Subchapter 4 of the California Code of Regulations: CAL/OSHA Construction Safety Orders (Construction Safety Orders) or engineered incorporating the lateral' earth pressure distributions presented in this section Based on the soil classification system presented in Appendix Aof 'the Construction Safety Qrders;"all sOils' encountered at The site above.' the bedrock shall be considered to be high caving potential Temporary, unsurcharged,. braced shoring supporting level ground for e,cavations not exceeding 25'. feet in, depth shall be designed using a uniform lateral earth pressure distribution of 24H pounds per square foot, 'where H' isthe depth of excavation in 'feet, assuming no hydrçStatic pressure is developed behind the shoring. In addition, surcharge due to heavy earth moving equipment and truck loads shall be included in' the design'of shoring and french shield system. The recommended. lateral S active pressures On the proposed jacking and receiving pits; pipe jacking; and french shield adjaceht to the bridge and the railroad influence are shown on Figure 2 The above lateral pressures were '.developed using Cooper E80 loading and the existing 1:1 (H:V) or flatter slope, around the western bridge abutment Because the distance between the group of piles supporting the bridge column and the pipe jacking shield is over 10 feet, the pile load influence was not considered in the lateral load -• ' analysis (greater than 3 times the maximum size bfthe'pile). ' .• '' , • : • .• Cantilever shoring shall nt be used where existing structures are founded within the active wedge of retainment of the shoring, "Which is defined as earth above a plane projected upward into the backfill from the base of the shoring at an angle of 30 degrees. Cantilever, shoring shall not be used where substructur'es and slopes supporting the structure are within the active wedge of retainment of the shoring will be adversely affected by lateral deflection of the wall exceeding V2 inch An active earth pressure equivalent to a fluid having a density of 35 pounds per cubic foot shall be used for the design of cantilever shoring-assuming an unsurcharged, level backslope and no hydrostatic pressure is developed behind the shoring. / •- / ,I Lateral Soil Pressure Jacking/Receiving Pit Lateral Pressure Diagram 75 x 18 = 1350 psf* Railroad Side 10' - Lateral Pressure Due to Rail \Late 4 4 4 4 Shoring Box I 250 psf 40 x 18 = 720 psf* * Bridge 'N Abutment Side 1 Note: Allowable Passive Pressure: 350 psf increasing linearly to maximum of 5000 psf. NO SCALE Note: Soil Pressure due to ISP Slope 1:1 (H:V) Surcharge * Add pressure due to construction traffic (e.g. Komatsu PC650, or other excavators' trucks, etc.) and Lateral Pressure Changes with Depths. OUTHERN CALIFORNIA I POINSETTIA BRIDGE SOIL & TESTING, INC. BY: KMS/TMK DATE: 12/3/99 I I IJOB NO: 9911197.1 FIGURE 2 SCS&T911197.1 December 8,l99 - "Page No. 8 p... 0 For light vehicular traffic, -minimum surcharge load equivalent to an additional 100 pou'nds per •. square foot shall be applied to the upper 10 feet of the shoring Where heavier traffic with axle loads of 18 kips or greater is applied or construction equipment is to operate in such a manner that wheel or outrigger loads are applied-within the ative wedge of retainnt of the shoring. / these additional surcharges shall be incorporated into the design SCS&T will provide this information once the anticipated vehicular loads are known The allowable passive resistance against temporary shoring or thrust block of tunneling or pipe jacking pit due to native soil shall be assumed to be 350 pounds per square foot (psf) per foot of depth up to arnaximum of 5,000 psf, and 400 psf per foot Of depth up to a maximimvalueof 8,000 psf for bedrock material. We assumed that the soldier piles are spaced no closer than 2 V2 diameters on centers. For an isolatçd-pole Condition; such as in front of soldier piles, the incremental passive.. . resistance may be doubled, however the maximum shall not be exceeded Soldier piles embedded in concrete shall be designed using an effective diameter equal to the diameter of the drilled shaft Soldier piles embedded in 1 V2 sack ,sand-cement slurry shall be designed using an effective diameter equal to the flange width of the beam used Due to the arching effect of soil between soldier piles, it may be assumed that the earth pressure on lagging does'not exceed 500 pounds per square foot for all heights of retainment provided soldier piles are spaced no greater than 8 feet 4 inches on centers However, the traffic load shall be included in addition to the soil pressure discussed above If trench shield is proposed, the excavation within the shield should not exceed the tip of the shield to preveht caving of adjacent earth matçrials. M any instance, the maximum depth of excavation below the tip of shield shall not exceed one foot The trench shield shall be driven and excavation should proceed as discussed above / / SCS&T99111971 December8, 1999 Page No 9 GROUNDWATER CONTROL A dewatenng system (such as dewatenng wells, andlor well points) shall be designed and constructed prior to the excavation below groundwater depth. We recommend that. as a minimum groundwater shall be kept at least 2 feet below the proposed depth of excavation. ' PIPE BEDDING .•, - . '- Where pipes are not located below structures, Class II base or crushed rock (maximum of 1 inch size) be used as pipe bedding material. Howeer, backfill material arOund the SD and at least One foot above the top of the pipe be crushed aggregate wrapped by geo-synthetic fabric, Class II base and/or crushed aggregate mixed with sand The backfill (Class II base or crushed aggregate mixed With sand) around SD and one foot above the SD pipe be compacted to at least 90 percent relative compaction Compaction of the backfill around SD pipe'shall not be achieved by jetting or flooding Below structures, pipes shall bebedding in fill concrete placed on undisturbed bedrock or certified soil, and the fill concrete shall extend up to at least one foot above the top of the pipe. To reduce the potential of sidewall materials leaching into the crushed rock '(with no sand) use of geo-synthetic fabric (Mirafi 180N or equivalent grab tensile strength) around the crushed rock or gravel is recommended BACKFILL PLACEMENT All existing soils can be used as trench backfill provided, it is free of,organic material; dleterious material, expansive clay, soft and wet to satqrated clay,.and cobbles / boulders greater than six (6) inches in size (if any) Such unsuitable materials shall be removed and wasted from the site Where the trench backfill will eventually support structural loads, the backfill shall be compacted to at least 95 percent relative compaction. However, non-structural areas, the backfill -shall be compacted to. at least 90 percent relative compaction Below pavement areas, the backfill shall be compacted to at least 95 percent to a depth of 3 feet below the finished subgrade The backfill material shall be moisture conditioned to the optimum moisture content plus 2 percent prior to compaction Densification of trench backfill using jetting or flooding methods will not be permitted & SCS&T 9911197 .4 December 8, 1.999 Page No. 10 FILL MATERIALS . All existing natural soil and fills on the site are suitable for replacement as new fill or backfill provided they are free of organic and deleterious materials, contamination, or rock fragments greater tan 6 inches in their largest dimension Unsuitable materials shall be removed and wasted from the site. Any soil imported to the site shall consist of granular sail with engineering, poperpes equal to the natural soil existing on the site as determined by the geotechnical engineer. All soils t be imported fdr fills shall be approved at the bono'v sites by the geotechnical engineer prior to import. The geotechnical engineer shall be notified of the borrow site at least five wcrkdays prior to import- to , allow time to conduct the appropriate tests and calculations to verify the required fill properties OBSERVATION AND TESTING SCS&T shall be contacted to observe, test, an1 approve the bottom of the excavation, all soil to be used for fill prior ,to any import, all fill placement and all other excavations In addition, continuous observation by SCS&T be provided during construction / installation ofjacking and receiving pits, and tunneling / pipe jacking of the 72-inch diameter SD between the pits Where concrete is to be Placed, the soil inspection shall take place prior to and after placing SD To facilitate scheduling, at least 72 hours advance notice of the needed inspection is requested Also, ',a pre-construction meeting prior to any construction of SD is recommended SURVEY MONITORING On the basis of proposed jacking pits and tunneling / pipe jacking methods, we recommend 2. Settlement Monuments (SM) along the proposed pipe jacking alignmenj and a few survey points using construction nails or other suitable methods on the adjacent concrete face ,bridge abutment However, at ütilityand jiipelines crossing locations, the survey monitoring readings be performed directly\above and ten feet before and after the intersection of the utility'! pipelines. Initially, the above read data shall be transferred to the geotechnical consultant on a daily basis and the reading I - SCS&T 991119.7.1 December 8,,19'99 Page No. 11 frequencies may be altered at a later.date, if required. If any movement, cracking and/or settlement is detected during tunneling or pipe jacking operatio1s, then the remedial action should be taken as soon,as pqssible. Prior to the remedial section, the available datashould be reviewed and approved by the geotechnical engineer and the governing ageny. We recommend that the initial and final SM rçadings should be performed by a licensed land surveyor. However, the intermittent readings may be performed by others I FIELD OBSERVATION AND TESTING The construction process is an integral part of design with respect to the geotechnical aspects of a project Itis therefore critical that SCS&T be retined during site grading, shoring and pits installation, pipe jacking, boom preparation, and pipe bedding and backfill preparation to observe, 'compliance with the design concepts and geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those anticipated I LIMITATIONS REVIEW, OBSERVATION AND TESTING - • '• - The recommendations presented in this reort are contingent upon our review, of final plan and •, specifications. Such plans and specifications should be made available to the geotechnical engineer and engineenng geologist so that they may review and verify their compliance with this report and with Appendix Chapter 33 of the Uniform Building Code It is recommended that SCS&T be retained to provide continuous soil engineering services during • the earthwork operations. This is to verify compliance, with the design concepts specifications or recommendations and to allow design changes in the eventthat subsurface conditions differ from • -• - - those anticipated prior to start of construction. • : • • • SCS&T 99111971 December 8, 1999 PageNo, 12 UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered It should be recognized that the performance of the foundations and/or cut and fill slopes maybe influenced by undisclosed or unforeseen Variations in the soil conditions that may occur in the intermediate and, unexplored areas. Any iinusual condition not covered 'in this report that may be encountered during site development should be brought to the attention of the geotechniôal engineer so that, he may make modifications if necessary. CHANGE IN SCOPE . This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate This should be venfied in writing or modified by a written addendum TIME LIMITATIONS .. ' . . . The findings of this report are valid as of this date Changes in the condition of a property can, however, occur with the'passage of time, whether they be due to natural processes or the 'work of: - - man on this or adjacent properties. In addition, changes in the Standards-of-Practice andlor- Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond ourcontrol.- Therefore, this report should not be relied upon after a period of two years without a review by us -verifying ihq suitability of the conclusions and recommendations.. • • - • ,; • , ,: . * f .- -• - PROFESSIONAL STANDARD In the peformance of our professinal services, we. comply 'with that level of care and ,. skill ordinarily exercised by members of our profession currently practicing under similar condiions and in the same locality. The client recognizes that subsurface conditions may vary from those SCS&T.9911197.1 December 8, 1999 Page No., 13 encountered at the locations where our bonngs, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist ofprfessional consultation and bservation only, and no warranty of any kind whatsoever, express or implied, is made or intended in- connection with- the work perfor7-ned or to be performed by us, or by ur proposal for consulting or other services, or by our furnishing of oral or written reports or findings CLIENT'S RESPONSIBILITY It is the responsibility of Shea Homes, or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the civil engineer, railroad • authonties, and City of Carlsbad, and incorporated into the project's plans and specifications It is further their responsibility to take the necessary measures to insure that the contractor and their subcontTactors carry out such recommendations during construction • • • S • '< - I - ' ( Approximate - - - , 3 k 1 Tunneling/Pipe I -- - - 1 - - j Jacking Portion '1 11111 : .- CF-s - - ./_ •j;I '1H1j / I .' __ ' I :1 HI1/11:' STA: 55,r45f - - - - 36 0 RCP STUB AND PL C - - BRICK AND MORTAR END OF PIPE , IE 33 96 _- - - Proposed Receiving*,' / ) I Pit Location \:5J#th42 - MOD .T )PE T- 7 54 (?6) r CA (1770N." - CONTRACTOR 70 VERFY - - - - EXACT LOCATiON OF £7S7WC (JIlL/TiES FM lYE /7(10 - PRIOR 70 COMSTRUCThN Storm Drain Construction Under Consideration I -- - PUTIJRESTORMORAINL/NE—fr..---- k 1 SEfR/N ---$ I -- _______c)______ -- --• 20" CASING \ H F - - II - Proposed Jacking MA ZYRR MACK-t -T it Location 1 - - - -L 4/)//Ji( .:: ?, .•( - - - - - X X_0 7x5 T)EA7'C? ___1L — ? O'AI4v—X—X ___ ___p Xj /972_" RCP !O5x := x t_ 7'-72 RCP Ek1ST MCI LIME ftt - I Ma 0 0 l=-: 0 --1iV574Ll 7ip CHAIN LINK _••_____F_• -------- CCNSTRUC11ONFEJ/CI - // \ - - B2 -i - - ---- -. Bi I i — Ii I Lii _18NRCP c r I oV) LLJ to LLJ I— :V) PLAN STORM DRAIN LINE "A" SCALE: 1w=401 T SOUTHERN CALIFORNIA SOIL & TESTING, INC. POINSETTIA BRIDGE BY: TMK/KMS DATE: 12/7/99 JOB NO: 9911197 PLATE NO: I SCS&T EXPLANATION -4. Approximate Boring Location I SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES COARSE GRAINED, more than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS (3W Well graded gravels, gravel-sand More than half of mixtures, little or no fines. coarse fraction is GP Poorly graded gravels, gravel sand larger than No. 4 mixtures, little or no fines. sieve size but smaller than 3". GRAVELS WITH FINES GM Silty gravels, poorly graded gravel- (Appreciable amount . sand-silt mixtures. of fines) GC Clayey gravels, poorly graded gravel- sand, clay mixtures. SANDS CLEAN SANDS SW Well graded sand, gravelly sands, little More than half of or no fines. coarse fraction is SP Poorly graded sands, gravelly sands, little smaller than No. 4 or no fines. sieve size. SANDS WITH FINES SM Silty sands, poorly graded sand and silty (Appreciable amount mixtures. of fines) SC Clayey sands, poorly graded sand and clay mixtures. FINE GRAINED, more than half of material is smaller - than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt- sand mixtures with slight plasticity. Liquid Limit CL Inorganic clays of lowto medium plasticity, gravelly clays,-sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit CH Inorganic clays of high plasticity, fat clays. greater than 50 OH Organic clays of medium to high plasticity. FilGI-ILY ORGANIC SOILS PT Peat and other highly organic soils. - Water level at time of excavation or as indicated Cl( - Undisturbed chunk sample US - Undisturbed, driven ring sample Bulk Sample 0- SPT - Standard penetration sample UC - Unconfined Compaction SF - Shelby Tube DS - Direct Shear SC - Sand Cone TX - Triaxial Compression CON - Consolidation RS - Ring Shear El - Expansion Index SA - Sieve Analysis MS - Maximum Size of Particle AL - Atterberg Limits MAX - Maximum Density RC - Relative Compaction PH - PH & Resistivity TX - Triaxial POINSE1TIA LANE, UNDER BRIDGE I SOUTHERN CALIFORNIA I I I SOIL & TESTING, INC. BY: KLS/TMK DATE: 1211199 I JOB NUMBER: 9911197.0 PLATE NUMBER: 2 )Cf LOG OF TEST BORING NUMBER B-I Date Excavated: 10/29/99 Logged by: R.D. Equipment: DRILL RIG* Project Manager: T.M.K. Surface Elevation (ft): Depth to Water (ft): 23 feet SAMPLES 0 C' 0 i 0 w M Lu )q CL CL SUMMARY OF SUBSURFACE CONDITIONS 5' z 3- 0 FILL (Oaf), Tan, Moist, Loose, Silty Sand SM Brown, Moist, Loose, Silty Sand with Trace of Clay .2 6.4 111.2 131.5 T O.M.0 7.8 SM Dark Brown, Moist, Loose to Medium Dense Silty Sand with a Trace to Some Clay .5 - 4 11.8 119.3 DS 13 -6 SM/ Sc Brown, Very Moist, Medium Dense to Dense SILTY SAND/ 171 CLAYEY SAND, with Trace to Some Clay . 7 - NESTOR TERRACE (Osn) - 3 12.7 111.3 SC Tan to Gray, Very Moist, Medium Dense or Stiff, Clayey Sand 16 DS 31 .9 -. -10— * Equipped with 8" Hollow Stem Auger and 140 Pound Automatic Hammer. ** Blow Counts per 6 Inch Penetration SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. BY: RD/TM K DATE: 11/23/99 JOB NUMBER: 9911197.0 PLATE NO.: 3 LOG OF TEST BORING NUMBER B-I (Continued) Date Excavated: 10/29/99 Logged by: RD Equipment: DRILL RIG * Project Manager: TMK Surface Elevation (ft): Depth to Water (ft): SAMPLES 0 >- = Q W - _D 0 w of t SUMMARY OF SUBSURFACE CONDITIONS D D o 0 U0Q 0 8 12.1 117.9 DS -200 20 =29% -11 SM Tan to Brown, Very Moist, Dense to Very Dense, 36 Silty Sand with a Trace of Clay -12 10 -13 26 43 14 - Sc Green to Brown, Very Moist, Very Dense, Clayey Sand with a Trace to Some Silt - - 15 6 10.4 107.7 SC/ sm Olive, Very Moist, Dense, Clayey Sand 26 11.1 112.9 LL=30 .16 DS Tan to Brown, Very Moist, Very Dense, Silty Sand 27 -200=41% with a Trace of Clay 17 18 19 20_ * Equipped with 8" Hollow Stem Auger and 140 Pound Automatic Hammer. ** Blow Counts per 6 Inch Penetration . 4 A> SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. BY: RD/TMK DATE: 11/23/99 JOB NUMBER: 9911197.01 PLATE NO.: 3 LOG OF TEST BORING NUMBER B-I (Continued) Date Excavated: 10/29/99 Logged by: RD Equipment: DRILL RIG * Project Manager: TMK Surface Elevation (ft): Depth to Water (ft): - SAMPLES o . C' - 0 ,-, 5 2.. o. . >- : w - SUMMARY OF SUBSURFACE CONDITIONS ca o 0 J o 0 SM Tan to Brown, Wet, Dense, Silty Sand 3 17.3 107.2 DS 22 -22 27 Ground Water at.23 Feet 24 SM Tan to Gray,Saturated, Very Dense, Silty Fine Sand 15.2 112.3 13 -26 25 50-2" -28 - CL DEL MAR FORMATION (Td) - Olive, Wet to Saturated, 30 Hard, Clay 10 26 99.1 TX 50-5" -200= 62% - 32 LL=66 - P1=37 34 CL Brown,Wetto Saturated, Hard, Silty Clay 14 114.4 50-3" 36 P1= - 32% -200 83% - 38 CU 150-51 —401 CH * Equipped with 8" Hollow Stem Auger and 140 Pound Automatic Hammer. ** Blow Counts per 6 Inch Penetration /\ SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. BY: RD/TMK DATE: 11/23/99 JOB NUMBER: 99111971 PLATE NO.: 3 LOG OF TEST BORING NUMBER B-I (Continued) Date Excavated: 10/29/99 Logged by: RD Equipment: DRILL RIG * Project Manager: TMK Surface Elevation (ft): Depth to Water (ft): SAMPLES 0 - C) 10 w : w SUMMARY OF SUBSURFACE CONDITIONS 0 F- 0 Z J o L3 0 > a CL Brown, Wet to Saturated, Hard, Silty Clay 50-5' -41 42 -43 -44 CL Brown, Wet to Saturated, Hard, Silty Clay 50-5" -45 Bottom at 45 feet Groundwater at 23 Feet Hole Backfilled with Native Cuttings * Equipped with 8" Hollow Stem Auger and 140 Pound Automatic Hammer. ** Blow Counts per 6 Inch Penetration. SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. BY: RD/TMK DATE: 11/23/99 JOB NUMBER: 9911179 PLATE NO.: 3 LOG OF TEST BORING NUMBER B-2 Date Excavated: 10/29/99 Logged by: R.D. Equipment: DRILL RIG * Project Manager: T.M.K. Surface Elevation (ft): Depth to Water (ft): 23 feet SAMPLES o - 0 o -j -.? ' - w ?'- - w 0 1X SUMMARY OF SUBSURFACE CONDITIONS z LU 0 JoO 0 , SM E1LL(Qaf), Tan, Moist, Loose, Silty Sand 1 Dark Reddish Brown, Moist, Loose, Silty Sand with a Trace of Clay 2 MAX 3 9.4 105.6 DS .3 5 SM Dark Brown, Moist, Loose to Medium Dense, Silty Sand with a 6 Trace to Some Clay -5 - 6 11.7 119.9 8 -6 SM Brown, Very Moist, Medium Dense, Silty Sand 14 -7 NESTOR TERRACE (Qsn) CL Tan to Gray, Very Moist, Dense, or Very Stiff to Hard, Clayey Sand! 14 14.2 119.3 DS Sandy Clay 27 .9 - .10 * Equipped with 8' Hollow Stem Auger and 140 Pound Automatic Hammer. ** Blow Counts per 6 Inch Penetration 4\ SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. • BY: RD/TM K DATE: 11/23/99 JOB NUMBER: 9911197.01 PLATE NO.: 4 LOG OF TEST BORING NUMBER B-2 (Continued) Date Excavated: 10/29/99 Logged by: RD Equipment: DRILL RIG * Project Manager: TMK Surface Elevation (ft): Depth to Water (ft): SAMPLES * CD a .S S.- 10 u.i co )- Lu CJ) SUMMARY OF SUBSURFACE CONDITIONS o 0 U0O Z L3 0 10 11.2 114.4 Os 25 -11 SM Tan to Brown, Very Moist, Dense to Very Dense, Silty Sand with 32 - 12 a Trace of Clay - 13 10.4 123.6 17 40 50 14 SM/ sc Olive Brown, Very Moist, Dense to Very Dense, -'15 Silty Sand/Clayey Sand - 12 -16 28 10.5 106.2 SM Tan to Brown, Very Moist, Dense to Very Dense, Silty Sand 42 200 WASH =16% — with a Trace of Clay - 17 -18 - - 19 -20 - - - - - * Equipped with 8" Hollow Stem Auger and 140 Pound Automatic Hammer. ** Blow Counts per 6 Inch Penetration SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. . BY: RD/TMK DATE: 11/23/99 OB NUMBER: 9911197.0 PLATE NO.: - - 4 LOG OF TEST BORING NUMBER B-2 (Continued) Date Excavated: 10/29/99 Logged by: RD Equipment: DRILL RIG * Project Manager: TMK Surface Elevation (ft): Depth to Water (ft): SAMPLES 4 4 0 C- Q 0 -J z ..p o . >- 19 W 00 2'- w 0 ci SUMMARY OF SUBSURFACE CONDITIONS '. o. )CI) 2F- 0 . • 0 U0 0 0 SM Tan to Brown, Wet, Dense to Very Dense, Silty Sand 11 14.6 109.6 -200 19.3 36 22 50 Ground Water at 23 Feet 24 SM Tan to Gray,Saturated, Very Dense, Silty Fine Sand 15 26 30 45 -28— DELMAR FORMATION (Td) -30 - 15 13.1 116.4 -32 SM Tan to Olive, Saturated, Very Dense, Silty Fine Sand with a Trace 20 to Some Fine Gravel 37 -34 SM Light Gray,Wet, Hard, Very Dense, Silty Fine Sand / Sandy Silt 15.5 111.9 DS 50-3" -36 -200 - 12% -38 Bottom of Boring at 40 feet. r5O-15- -40 - Groundwater at 23'. Hole Backfihled with Native Cuttings. * Equipped with 8' Hollow Stem Auger and 140 Pound Automatic Hammer. ** Blow Counts per 6 Inch Penetration /\ SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. BY: RDITMK . DATE: 11/23/99 JOB NUMBER: 9911197 PLATE NO.: 4 "V . 55% / 5- ) - - -.5 4q •. 4 - - - S -. - S -. . S ' •_g5 - S ( S. - - - ' .•.-,' , 'St . - -. - - - . - _..:- . - 5- 5 5 5 I - - I,- .5 - - --' - - -:'- ----:-' . -• . / .5_.___ 5_•__ -. S .' , - --.- ' •5__•S_ -• - - 1 -. - . . ' - . -5; , -. - -, . - / 5' S ,. -- ' . 5 -. . -5 . -- S .•• S . S S S 5- 5 -. -... 5 5 5_ - 5 •• 4 -- 15 S '54' '.$ . . .5. - - S S S.•_ . • - -, 5, 1. . - . I - - S • . _ . -• - '•• 5 -. . -. '5- - - 5_' I - I .5,-... .. '- / S.. 5__. ••,. .•_--',.. I •• 5_' . - ''S 5- .. . S. -. •. -5 5_Il__S - - . -. S S •S S - . S - •.• • , 5_ . . - . .5 5 ., .5 I 5 -5. •55• 5 - - .- CL & TS''U Mc GIJ lC -.5-.,- 5' .5, _.5 .5 - . .5 - -. . I •- DIRECT SHEAR SUMMARY 5000 4500 4000 3500 U.U) 3000 2500 W LU 2000 1500 1000 500 0 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS [PSF] (2 112" SAMPLE) ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE DESCRIPTION FRICTION (PSF) BI at 7.5'B CLAYEY SAND/SANDY CLAY 22 0 500 SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE (J SOIL & TESTING, INC. BY: KMSITMK DATE: 12/7/99 • JOB NUMBER: 9911197 IPLATE NO.: 5 DIRECT SHEAR SUMMARY 5000 I 4500 4000 3500 U. 3000 Lu IX 2500 (.1 Lu 2000 1500 1000 500 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS [PSF] (2 1/2" SAMPLE) ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE. DESCRIPTION FRICTION (PSF) B1 at bA SILTY SAND WITH TRACE TO SOME CLAY 42 0 0 c, SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. BY: KMS/TMK DATE: 12/7/99 JOB NUMBER: 9911197 IPLATE NO.: 6 DIRECT SHEAR SUMMARY 5000 4500 4000 3500 U. 3000 / CL /// 2500 ul 2000 S 1500 1000 500 / 0 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS [PSF] (2 1/2" SAMPLE) ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE DESCRIPTION FRICTION (PSF) B1 at 20' SILTY SAND 41 ° 300 SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE (3 SOIL & TESTING, INC. BY: KMS/TMK DATE: 12/7/99 JOB NUMBER: 9911197 IPLATE NO.: 7 DIRECT SHEAR SUMMARY 5000 4500 4000 3500 U- 3000 IL Lu 2500 I-Cl) Lu 2000 1500 1000 500 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS [PSF] (2 1/2" SAMPLE) ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE DESCRIPTION FRICTION (PSF) Bi at 2.5' SILTY SAND 35 0 0 SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE (J SOIL & TESTING, INC. BY: KMSITMK DATE: 12/7/99 JOB NUMBER: 9911197 PLATE NO.: 8 I DIRECT SHEAR SUMMARY 5000 4500 4000 3500 LL 3000 0. 2500 Lu 2000 Cl) Ar 1500 1000 • _/• ____ 500 0 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS [PSF] (2 1/2" SAMPLE) ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE DESCRIPTION FRICTION (PSF) B2 at 10 SILTY SAND WITH TRACE CLAY 38 ° 300 SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. BY: KMSITMK DATE: 12/7/99 • JOB NUMBER: 9911197 IPLATE NO.: 9 DIRECT SHEAR SUMMARY 5000 4500 4000 3500 -I U. 3000 CO Cl) Cl) w 2500 I- Cl) W 2000 I Cl) 1500 ez 1000 500 - 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 NORMAL STRESS [PSF] (2 1/2" SAMPLE) - ANGLE OF COHESION INTERNAL INTERCEPT SAMPLE DESCRIPTION FRICTION (PSF) B2 at 35' SILTY FINE SAND 34 ° 0 SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. BY: KMS/TMK bATE: 12/7/99 JOB NUMBER: 9911197 IPLATENO.: 10 I I I I I I I I I I I 6.0 4.0 5.0 17 UJ 9. Je f5 3.0 01 2.0 1.0 LÀ 0.0 1 I I I I I I I I I I I I I I I I I I I 0.00 0.05 0.10 0.15 0.20 0.25 0.30 HORIZONTAL DISPLACE1vE14T (in) -4.0 I I I I I I I -3.0 UJ -2.0 ix -1.0 Lu Z5 1.0 W CL w In 2.0 3.0 4.0 I 0.05 0.10 0.15 0.20 0.25 0.30 0.00 HORIZONTAL DlSP1ACv8'1T (in) 6.0 I 1T1T ,-v-r-r i-rT-r •rrrr ,-i-i-r i i-ri-r rr1-r rrr,- i , . rrrr 5_ _ 4.0 3.0 2.0 1.0 / Yf' 0.0 .L_JLL ..L..L.LL I I I 4JJ JJ .j4 J I I I I I I 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 NORMAL STRESS (ksf) DIRECT SHEAR TEST RESULTS Project Name.: SDI!JP -A-- Stage 1:0.9 ksf Consolidation Stress Project Number: 5709912999.04 I Exploration No.: B-i -R- Stage 2: 2.0 ksf Consolidation Stress Sample Number: 1 at 5.0 ft. Test Number: DS99013 Li- Stage 3:4.2 ksf Consolidation Stress SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE SOIL & TESTING, INC. BY: KMS/TMK DATE: 12/7/99 JOB NUMBER: 9911197 1PLATE NO.: 11 6.0 5.0 . 4.0 3.0 2.0 Cn 1.0 1 77 0.0 0.00 0.05 0.10 0.15 0.20 0.25 0.30 HORIZONTAl. DISPLACEMENT (in) -5.0 -- -4.0 -2.0 LU Lu IL 20 ao ...... .......,,, j - 4.0 5.0 0.00 . 0.05 0.10 0.15 0.20 0.25 0.30 HORIZONTAL CSPLACEMa1T(in) 5,0 lull uuu lull III lull lUll lull lull lu -I-I ii u -u-- 4.0 1.0_V 0.0 II lull lull lull Ill lull 1111 liii 1_Ill lull 0.0 1.0 2.0 3.0 4.0 5.0 6.0 - 7.0 8.0 9.0 10.0 DIRECT SHEAR TEST RESULTS NORMAL STRESS (ksf) Project Name.: SDIUP -A--- Stage 1:1.35 ksf Consolidation Stress Project Number: 5709912999.04 Exploration No.: B-I -$.-- Stage 2: 2.45 ksf Consolidation Stress Sample Number: I at 15.0 ft. Test Number: D599014 ---- Stage 3:4.15 ksf Consolidation Stress SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE 17 SOIL & TESTING, INC. BY: KMS/TMK DATE: 12/7/99 - JOB NUMBER: 9911197 1PLATE NO.: -12 SR-206 (4199) (SNA) uu200002x1s URS Greiner Woodward Clyde SOUTHERN CALIFORNIA I POINSETTIA LANE, UNDER BRIDGE I SOIL & TESTING, INC. 1JOB' KMS/TMK DATE: 12/7/99 NUMBER: 9911197 1PLATENO.: 13 6.0 - 5.0 - . 4.0 - LU 04 2.0 0.0 011 0.00 0.05 0.10 0.15 0.20 0.25 0.30 HORIZONTAL DISPLACEMENT (in) -10.0 - -8.0 - uJ U' -60 - ow Z -4.0 - U6 -2.0 IL ___ - U) 0.0 2.0 I I - 0.00 0.05 0.10 0.15 0.20 0.25 0.30 HORIZONTAL DISPLACEMENT (in) 5.0 4.0 1.0 0.0 • I I I I I I I I 0.0 1.0 2.0 3.0 DIRECT SHEAR TEST RESULTS Project Name.: SDIUP Project Number: 5709912999.04 Exploration No.: B-2 Sample Number: 1 at 7.5 ft. 4.0 5.0 6.0 7.0 8.0 9.0 10.0 NORMAL STRESS (ksf) Stage 1:0.91 ksf Consolidation Stress -U- Stage 2: 2.00 ksf Consolidation Stress Test Number: DS99015 --- Stage 3:3.90 ksf Consolidation Stress SOUTHERN CALIFORNIA POINSETTIA LANE, UNDER BRIDGE. 1 & SOIL & TESTING, INC. BY: KMS/TMK DATE: 12/7/99 JOB NUMBER: 9911197 IPLATE NO.: 14