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HomeMy WebLinkAbout265 SAN JACINTO_ 251-89 (13)GRADING AND COMPACTION CONTROL A PORTION OF LOTS 7, B. 9 AND 10 PARCELS 1 AND 2 CITY OF LAKE ELSINORE RIVERSIDE COUNTY, CALIFORNIA Project No, 6S4WO9 -64 January 17, 1991 LAKE ELSlNORE Prepared for: LLH Construction Post Office Box 205 Temecula, California 92390 Attn: Mr. Larry Hansen Prepared by: CALIFORNIA GEO TEK, INCORPORATED 42030 Avenida Alvarado, Suite A Rancho California, California 92390 714) 676 -2782 CALIFORNIA GEO TEK, INC. _ ___/ 121130 Avvmdn /U ,nod,,. Sole A - 1I tiwrul.i. (714) (,%0'2782 I January 17, 1991 i Project No. 6S4WO9 -64 INTRODUCTION The compacted fill on the subject lot has been tested for compliance with applicable City specifications. The work was authorized by Mr. Larry Hansen and included: 1) inspecting the clearing and stripping, 2) inspecting the bottom of the overexcavation, 3) inspecting and testing the compacted fill, 4) testing the recompaction of the overexcavation materials, 5) performing a laboratory Maximum Density test on representative materials, 6) preparing this report presenting the findings, conclusions and recommendations. Plate 1 - Test Location Plan (30- scale) Appendix A - Laboratory Test Data Sheets Appendix B - References 6S4WO9 -64 Page 2 FINDINGS Proposed Development A two story commercial office building is proposed for construction. Ultimate development includes the installation of sidewalks, curb and gutter, street improvements, and on -site parking. Document Review The Grading Plan was submitted to California Geo Tek by Mr. Larry Hansen on January 4, 1991, and was used as a basis for the grading operation. The Preliminary Soils Report was prepared by Schaefer Dixon Associates under the authorization of Mr. Danny Lee and was used as a basis for the gradingoperation. Grading Plan The Grading Plan was prepared by Diversified Engineering (Temecula) and surveyedbySunSurvey (Moreno Valley). The pad is located in the northwest quadrant of the let, and is L- shaped with dimensions rP approximately 110 feet by 175 feet. The estimated earthwork quantities are 550 cubic yards of cut and 500 cubic yards of fill with the difference being allowed for shrinkage. Preliminary Soils Report Foundation Recommendation Report The report prepared by Schaefer Dixon Associates dated April 21, 1989 indicated that in the area of the proposed structures, within a perimeter of 5 feet outside the building limits, the existing grade should be overexcavated two times the footing width below the bottom of the footings. The overexcavation backfill or compacted fill shall be compacted to a minimum of 90 percent relative compaction and all potentially expansive material placed a minimum of 36 inches below finish grade. The report mentioned based on a visual /manual classification the on -site soil to have a very low expansion potential. The structural section of the on -site parking is 2.5 inches of Asphaltic Concrete AC) over 18 inches of compacted subgrade. Site Conditions The project site is located on Casino Drive on the west side of San Jacinto Avenue in the City of Lake Elsinore and consists of approximately one acre. i 4 i Q Ph 5cA, I•; yo O 1 b LEGENDFo9APPROXIMATE. LOCATION OF I_OMPACTIDN 7i i I "Z 1?1& N 17' 11' 53" E 216.86' I *3 •. APPROXIM OVEI lj` IIVITIC TANK ABANDONED) li EXIST PIT R N. WiT"ZT'E. SAN ROAD 114 N °5 / 2 Q.SEEPAIGE PIT ABANDONED) o$ 4 •6 8 b DRAWING PRODUCED FROM A FINISX G;LADING AND PAYING PLMI PREPARED BY DIVERSIFIED ENGINEERING MT MECULAI JANUARY 1991 L PROJECT N0. TEST LOCATION PLAN CALIFORNIA OEO TEK, INC. N E CORNER OF CASINO DR &SAN JAfINTO RD 42030 AvENIDA ALVARADU SURE A6S4W09 (n4 CI-'f OF LAKE ELMORE CALIFOR "';A TEN'ECULA, CALIFORNIA 9 390 RMW611—No 1 r 105 SNAViTl V all SG =2.50 ZERO AIR SG =260 S.G =2.70 VOIDS CURVE on 95 NN NO.- RMW611—No LOCATION NATIVE BORING /TRENCH NO BORING /TRENCH DEPTH SOIL CLASS SN ASTM D 698 METHOD ASTM D 1557 METHOD A MAXIMUM DENSITY 130.5 IbsM3 OPTIMUM MOISTURE_ B•5 1 r 105 V 100 SG =2.50 ZERO AIR SG =260 S.G =2.70 VOIDS CURVE 125 95 Lt90 0 5 10 15 20 25 30 35 i MOISTURE CONTENT (% OF DRY WEIGHT) DATE MAXIMUM DENSITY CURVE APPEAD;X JANUARY 1991 PROJECT NO. 120 CALIFORNIA GEO TEK INC. 0. TEANCAAL;FORN n654ia9 -64 LLH CONSTRUCTION TEME(ULA A 9 }390 Z w cc t 110 LOCATION NATIVE BORING /TRENCH NO BORING /TRENCH DEPTH SOIL CLASS SN ASTM D 698 METHOD ASTM D 1557 METHOD A MAXIMUM DENSITY 130.5 IbsM3 OPTIMUM MOISTURE_ B•5 APPENDIX B REFERENCES Schaefer Dixon Associates. "Geotechnical Investigation, Proposed Commercial Building, San Jacinto and Casino Drive, Lake Elsinore, California ", dated April 21, 1989. Schaefer Dixon Associates. "Observation and Test Results, Excavation Backfill, Former ARCO Northwest Corner Casino Drive and San Jacinto River Road, Lake Elsinore, California ", dated December 18, 1990. GEOTECHNIAL INVESTIGATION Proposed Co-nmericiai Building San .Jacinto and Casino Drive Lake Elsinore, California 9R4513A April 21, 1989 for Devenplus Corportion 2441 Lazy 131ook Hacienda Heights, California 91745 Prepared by Schaefer Dixon Associates, Inc. 251 Tennessee Street Redlands, California 92373 Te 1 1 r 105 100 SG =2.50 ZERO AIR SG =260 S.G =2.70 VOIDS CURVE 95 Lt90 0 5 10 15 20 25 30 35 i MOISTURE CONTENT (% OF DRY WEIGHT) DATE MAXIMUM DENSITY CURVE APPEAD;X JANUARY 1991 PROJECT NO. CALIFORNIA GEO TEK INC. 0. TEANCAAL;FORN n654ia9 -64 LLH CONSTRUCTION TEME(ULA A 9 }390 APPENDIX B REFERENCES Schaefer Dixon Associates. "Geotechnical Investigation, Proposed Commercial Building, San Jacinto and Casino Drive, Lake Elsinore, California ", dated April 21, 1989. Schaefer Dixon Associates. "Observation and Test Results, Excavation Backfill, Former ARCO Northwest Corner Casino Drive and San Jacinto River Road, Lake Elsinore, California ", dated December 18, 1990. GEOTECHNIAL INVESTIGATION Proposed Co-nmericiai Building San .Jacinto and Casino Drive Lake Elsinore, California 9R4513A April 21, 1989 for Devenplus Corportion 2441 Lazy 131ook Hacienda Heights, California 91745 Prepared by Schaefer Dixon Associates, Inc. 251 Tennessee Street Redlands, California 92373 Te 1 6S4WO9 -64 Page 3 Earthwork Contractor The earthwork was performed by LLH Construction (Temecula) from January 4 through January 6, 1991 with the benefit of surveyed construction stakingprovidedbyLLHConstruction. The equipment used was a Caterpillar 950 loader and Dynapacker 6648 vibratory roller with moisture provided by a water hose. Pre - grading The project site, which is now abandoned, previously consisted of a gasoline station, and a real estate office which were demolished with the debris exported offsite. The work was directed by Schaefer Dixon Associates (Appendix 8). Grading and Earthwork Operation The fill materials were obtained from the parking areas. During the earthwork, the contractor encountered a concrete septic tank in the southeast corner of the lot, in the parking area. The contractor said this tank will remain in place until it can be pumped out and removed. A section within the parking area wasdiscoveredtobebackfilledwithcrushedrock (Plate 1). This may have been an underground storage tank area (Appendix 8). No debris was used in the fill material. The soils are Silty Sand and were placed in lifts of 6 to 8 inches in uncompacted thickness, moistened, and compacted. Overexcavation The overexcavation beneath the building was done in 3 equal sections, by "flipflop" of the material. During the overexcavation, an abandoned seepage pit was found in the northern end of the building limits. The seepage pit had been backfilled with slurry during demolition of the gas station building. Approximately 5 feet of the seepage pit was removed in achieving the properdepthofoverexcavation. The overall depth of the overexcavation is 4 feet, and extended 5 feet outside the proposed building limits. Laboratory - Testing Maximum Density A representative sample of the compacted material was tested to determine the maximum density in accordance with ASTM D1557 -78 Method A. The results are as follows: Location/ Material Source Classification Native Silty Sand (SM) 71 x -- Maximum Optimum Density, pcf Moisture, 9 130.5 8.5 6S4WO9 -64 Page 4 Erosion Control In the event of adverse weather conditions prior to construction, measures should be taken to minimize erosion damage. Should damage occur (i.e. gullies, washed out slope, erosion scars, etc.) please contact this firm, or a Registered Geotechnical Engineer, to inspect and recommend corrective measures towards mitigating any problems. Following construction, the fill slopes should be planted as quickly as possible with appropriate vegetation as indicated on the Grading Plan or as recommended by a landscape architect. The irrigation system should be adequately constructed and placed to prevent possible washouts due to line breakage. Compaction Testing The tests were performed in accordance with ASTM D1556 -82 (Sand Cone Test Method). The test locations are shown on Plate 1 and the results are summarized below: Test Dry Density, pcf !•igisture, Relative No. Elevationl/ Field Max field Opt Compaction, Y 121 80.0 126.0 130.5 7.2 8.5 97 22/ 79.5 123.6 130.5 8.1 8.5 95 32/ 82.7 127.2 130.5 7.8 8.5 97 42/ 80.0 126.2 130.5 7.6 8.5 97 52/ 82.5 123.5 130.5 7.8 8.5 95 62/ 82.8 120.4 130.5 8.4 8.5 92 7 84.0 127.7 130.5 8.8 8.5 96 8 84.0 122.2 130.5 9.5 8.5 94 9 83.8 128.6 130.5 9.2 8.5 96 I/ Elevation, in feet, of test is in reference to the finish grade as shown on the Grading Plan 21 Overexcavation backfill test Test Location Plan The basis of the test location plan (Plate 1) is the Grading Plan prepared by Diversified Engineering. The test elevations shown assume the finish grade elevation is 84.5 feet as shown on the Grading Plan and are in reference to that elevation. 6S4WO9 -64 Page 5 CONCLUSIONS AND RECOMMENDATIONS Conclusions 1. The site was properly stripped prior to the overexcavation of the materials. 2. The vegetation was removed from the overexcavated area and was not used in the fill or backfill of overexcavated materials. 3. The fill and backfill of the overexcavated materials have been compacted to a minimum relative compaction of 90 percent based on ASTM D1557 -78 unweighted average = 95.2 percent). 4. The pad was overexcavated to 5 feet outside the building limits identified by construction staking to a maximum depth of approximately 4 feet below pad grade in vertical dimension. 5. The bottom of the overexcavation was properly premoistened and precompacted to a depth of 6 inches prior to replacement of the overexcavated materials. 6. A total of 9 quality assurance tests were performed by the Sand Cone Method ASTM D1556 -82). 7. The parking and drive areas were left below finish grade to accommodate material generated from trench and footing excavations. 8. A concrete tank was found on the southeast corner of the parking area. The tank was not removed and was not within the building structure limits. 9. A seepage pit was found during overexcavation of building pad. (See grading plan for location). The pit had been backfilled with slurry duringdemolitionofthebuildingasstatedbyMr. Dave Davis. Approximately 5feetofthepitwasremovedtoachievetherequireddepthof overexcavation. Schaefer DixonAssociates I J.N.9R4513A April 21, 1989 Devenplus Corporation 2441 Lary Brook Hacienda Heights, Catifornia 91745 Attention: Mr. Danny Lee I Subject: Geotechnical Investigation Proposed Commericial Building San Jacinto and Casino Drive Lake Elsinore, California Gentlemen: We are pleased to submit this report in accordance with the contract dated November 17, 1988. The objective of the invesugadon was to evaluate the site subsurface conditions with respect to the proposed development. I Presently existing sewage disposal systems should be found and removed. Su e x a v i n v il. be required in the proposed building area and at the removed -qk location. Thank you for the opportunity to be of service. Should you have any questions, please contact this office. Respectfully submitted, SCHAEFER DIXON ASSO__ TES, INC. Chris K. yes, RE hlJ. L Proj cf Engine Dean M. White, P.E. ' Associate /Branch Manager DMW /CKH:dcn Addressee (3) Schaefer Dixon Associates I 9R45 13A Devenplus Corporation April 21, 1989 1.0 INTRODUCTION This report presents the results of the investigationwhich was performed in general accordance with our proposal dated November 17, 1988. The scope of services provided in order to develop the recommendations contained in this report included: 1. Seven exploratory borings located across the site. 2. Laboratory analysis of soil samples obtained from the exploratory borings. r 3. Geotechnical engineering analysis of the data obtained from the field exploration, laboratory analysis and information provided by you. 4. Preparation of this report including reco. emendations for foundation design, general site grading and tentative pavement design. 2.0 PROJECI' DESCRIPTION The project site is located it the northern quadrant of San Jacinto Road and Casino Drive in Like Elsinore, California, and consists of approximately ore acre. The project site is now abandoned but previously was used as a gasoline station and a real estate office building. The pro wsed new development includes an L- shaped two -story masonry building located in the northern corner of the property. The exact locations and dimensions were not available at the time of our investigation. We have estimated that maximum wall loads will be 3,000 pounds per linear foot, and maximum column loads will be 30 kilopounds. i I - remainder of the property will be developed with paved parking areas and landscaiping. If the proposed development differs from that described above, the recommendations of this report should be reevaluated. 3.0 SUBSURFACE INVESTIGATION 3.1 Site Condition P •I'he site was previously developed as a gas station and real estate office building which is Pow abandoned. The office building has been demolished. At the time of our investigation there was an existing one -story building, concrete pump islands covered with a canape and the remainder of the property was paved with asphaltic concrete. South of the existing building p il,,;re was an area nominally 30 feet by 30 feet where gasoline storage tanks previously existed. 6 Schaefer Dixon Associates 9R4513A Devenplus Corporation April 21, 1989 The site is relatively flat with a minimal slope to the south for drainage. The surrounding area was commercial development. 3.2 Exploratory Borings Seven exploratory borings were performed across the site utilizing a truck - mounted rotary flight auger drill rig. The borings ranged in depth from 5 to 20 feet below the existing ground surface. Logs of the: materials encountered were developed by our field engineer as the borings were advanced. Drive sampples were obtained from the borings with a 2.5 -inch internal diameter ring sampler and Standard Penetration Test (SPT) sampler. The samplers were advanced using a 140 -pound safety -type hammer free - falling 30 inches. The number of blows required to drive the sampler the last 12 inches of an 18 -inch drive are shown on the boring logs included as Exhibits 2 through 8. In addition, representative bulk samples were obtained of each rep- resentative soil type encountered. The samples were delivered o our laboratory for testing and analysis. 3.3 Laboratoi Testing The following tests were performed for this projec: in our laboratory in accordance with the American Society for Testing aad Materials, the State of California Standard Specifications or contempo-ary practices of the soil engineering profession. In -Situ Moisture and Density: This test consists of weighing and measuring the drive samples obtained from the borings to evaluate their in -place moisture and density. These results are used to analyze the consistency of the subsoils. Maximum Density - Optimum Moisture Evaluation: This test is used to evaluate the density that a soil can be compacted at various moisture contents. For each soil mixture, there is a maximum dry density obtained and the associated optimum moisture content. The results are used to evaluate the natural compaction, !lie control of the grading process and as an aid in developing the soil bearing capacity. This test is based on the ASTM Standard D1557. Sieve Analysis: This test determines the size of the soil grains which constitute a soil and is used in generating an engineering classification of the soil. R" Va'ue Determination: The "R" value test is used to evaluate treated and untreated material for base, subbase and subgrade for pavement thickness design. Dire et Shear: This test is used to assess the soil shear strength values wNci, among the basic soil properties used to evaluate the soil bearing capacity, slope stability and lateral earth pressures on structures. 2 6S4W09 -64 Page 6 Recommendations 1. Utility trench backfill and base and subgrade shall be tested and approved at a later date. 2. The concrete septic tank shall be removed prior to subgrade preparation. The excavation shall be properly backfilled with suitable materials compacted to a minimum relative compaction of 90 percent. SAW /dg Distribution: Addressee (4) Respectfully submitted, Scott A. Wynia Project Manager L' /", Bruce R. Lee, P. E. GE 509 No. 00,909 lip. 17.3193 OF !-Al i I 1 1. -. _1 "