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Home My WebLink About30578 (Lots 36, 38)r, Accu-tESt SOIL 1ABOTMO12Y 1ncoizpowatE6 February 15, 1977 Lake Perris Real Estate Co. P.O. Box 1178 Perris, California 92370 Subject: Addendum to Soils Engineering Feasibility Study for Proposed Residential Development, Parcel Map No. 7696, Juniper Flats Road, Riverside County, Calif. #F-3568-76 Gentlemen: The estimated cost for installation of septic tanks on the subject property is approximately $750.00 per lot. The approximate cost of grading is also $750.00 per lot depending on the size of the lot. This opportunity to be of service is appreciated. If you have any further questions regarding this matter, please do not hesitate to contact this office. Respectfully submitted, ACCU-TEST SOIL LABORATORY, INC. LUNG W. HSU, R. C. E. 26237 ME 1824 EAST BALL ROAD ANAHEIM, CALIFORNIA 92805 (714) 635-2295 KEN O. LONEIM, President LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS CALL TOLL FREE (800) 422-4115 Lit— 3(p 22I rrls nuc-Qa2c R g-f5 R sd--Utcfi c rs.a- As f f'a cC,cv- g i L -c+ 2 2/ 0 `{- l 'n om of I - ss 2-- t(iv.e- -t',`f 1 - - X10 re -4# +1i- 3os7cS y Accu -test Soft LABOPAtouy lnCOPPORatea SOILS ENGINEERING FEASIBILITY STUDY FOR PROPOSED RESIDENTIAL DEVELOPMENT LOT 48, TRACT 30578 2595 WON TRAIN LANE DIAMOND BAR, CALIFORNIA JOB #F-3987-77 February 15, 1977 Bergum Construction Co. 1023 E. Chapman Avenue Fullerton, California 92634 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 ACCLVUSt Soil LABOQAtoay I11c0ap0RAtC6 F-3987-77 February 15, 1977 TO: Bergum Construction Co. 1023 E. Chapman Avenue Fullerton, California 92634 FROM: Accu -Test Soil Laboratory, Inc. SUBJECT: Preliminary Soil Analysis and Engineering Feasibility Study for Proposed Residential Development, Lot 48, Tract 30578, 2595 11agon Train Lane, Diamond Bar, Calif. INTRODUCTION Introductory Statement This investigation was undertaken for Bergum Construction Co. in order to determine the characteristics of the soils affecting the gross stability of the property, and to present our opinion on the suitability of the property and the engineering feasibility pertinent to the proposed residential development of Diamond Bar, California. Principals Planner: Bergum Construction Co. 1023 E. Chapman Avenue Fullerton, California 92634 Soils Engineer: Accu -Test Soil Laboratory, Inc. 1824 East Ball Road Anaheim, California 92805 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE 18001 422-4115 lay 9 Acreage: Number of Lots: Type of Development: Adjoining the Site: Existing Condition of Site: Sewage Disposal: Access to Development: PHYSIOGRAPHIC SETTING Average natural slope: Vegetation: Infiltration: Erosion Hazard: Drainage: 1824 EAST BALL ROAD ANAHEIM, CALIFORNIA 92805 (714) 635-2295 ACCu-test Soil laBoRatOPY incoupoaated F-3987-77 Approximately 1 Acre + One Residential 2- N'ly--Vacant Property & Fields S'ly--Wagon Train Lane E'ly--Vacant Property & Fields W'ly--Residential Gentle North Facing Slope with Flat Pad Area at the South End. Municipal Wagon Train Lane 4:1 Grasses & Oak Trees Moderate Moderate Northerly LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS CALL TOLL FREE (800) 422-4115 ACCWUSt Solt IABOQAtOQY HICOQPOPAtCO F-3987-77Pr INDERLYING EARTH MATERIALS The soils on the site consist of fine to coarse silty sands, tannish shite, slightly moist and moderately dense. This is underlaid by fine to coarse silty sands, tan, slightly moist and moderately dense. This is followed by .fine to coarse silty sands, pale tan, very clean, slightly moist and moderately dense to the end of our boring at a maximum depth of 18 feet. No groundwater was encountered. A more detailed description of the earth materials is depicted on the log of boring sheets. EXPANSION CHARAC'T'ERISTICS Buildings on adjoining properties, streets, walks and curbs show no 3- evidence of expansive soil. Shrinkage in the earth materials was not observed, indicating the nature of the surface soils as Very Low Expansive. The results of loaded swell tests performed on remolded samples of typical on-site material indicate the soils as Very Law Expansive (0-20). SU[ ]MARY AND REccnff VDATIONS Site Preparations A. All heavy vegetation and debris in the building, pavement or fill areas should be removed to avoid organic decay, and the cavities created brought to grade with properly compacted material. Any obstructions that are revealed during grading operations, along with the above mentioned obstructions, should be removed and the cavity created brought to grade with compacted material. These materials should be legally disposed of off the site before new construction is initiated. B. Soil, colluvium, alluvium, or rock materials determined by the Soils Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Any material incorporated as a part 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 dCCU-test Soil 1AB0QAt01Zy inCOPPOI CO F-3987-77 4q of a ccimpacted fill must be approved by the Soils Engineer. C. It is our opinion that the proposed structure will be stable in the natural soil materials south of the shear key shown on the geologic map by Robert Stone & Associates (1970). The proposed foundation will be 20 feet south of the shear key boundary and should be designed in accordance with our foundation reocnmendations. Compacted Fills A. Any material imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soils Engineer. Roots, tree branches, and other matter missed during clearing shall be removed from the fill as directed by the Soils Engineer. B. Imported soil for fill shall be clean, nonexpansive, granular material approved by the Soils Engineer or his representative. C. Prior to placing fill, the ground surface to receive fill shall be scarified to a depth of 12 inches, watered or aerated to near optimum moisture content and recompacted to 90% of the maximum dry density obtained by test method ASTM Des: D-1557-70, Method A (see Maximum Density/Optim m Moisture Determination Sheet). D. Material used in the cat>pacting process shall be evenly spread, watered, processed, and ccmpacted in thin lifts not to exceed 8 inches in thickness to obtain a uniformly dense layer. The fill shall be placed and compacted on a horizontal plane unless otherwise approved by the Soils Engineer. E. Each layer shall be compacted to 90% of the maximum density obtained by ASaI Des: D-1557-70, Method A (five layers). If the moisture content 4- 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 ACCW eSt Soil Lagoaatoay Incmpoizateb 5 F-3987-77 or relative density varies from that required by the Soils Engineer, the contractor will rework the fill until it is approved by the Soils Engineer. Grading Control A. All cleanout, processed ground to receive fill, key excavations, subdrains, and rock disposal must be inspected and approved by the.Soils Engineer prior to placing any fill. It shall be the contractor's responsibility to notify the Soils Engineer when such areas are ready for inspection. B. Inspection of the fill placement shall be provided by the Soils Engineer during the process of grading. Drainage An adequate drainage system should be designed to carry all the water away from the building area. Utility Trenches No problems are anticipated in the excavation of the utility trenches, which shall be backfilled with clean and approved granular non -expansive soils. These soils shall be brought up in level six inches lifts after properly bedded in the utility and ccn pacted to 90% of the maximum dry density and tested. 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 5- dCCU-tESt Soil laBORatOIZY MCOPPOPAWO 5 F-3987-77 -6- SUMMARY OF CONCLUSIONS AND MCM4ENDATIMS Bearing Capacity It has been established by using a safety factor of three that footings may be designed having a bearing value of 2.2 kips per square foot for the total of dead loads and frequently applied live loads. Maximum Settlement Lateral Load Design (Natural Soil) Active Case Passive Case May be increased by 33 1/3% for seismic and wind loads Coefficient of Friction Settlement of Underlying (Natural Soil) Shrinkage Expansion of (Natural Soil) 1824 EAST BALL ROAD ANAHEIM, CALIFORNIA 92805 (714) 635-2295 0.4" 36 p.s.f. 280 p.s.f. 0.2" 160 Very Law (0-20) LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS CALL TOLL FREE (800) 422-4115 Accu -test Soil IABoaAtouy IncoapopAteb F-3987-77 7- Foundation Design Please refer to Table II, Case I. Maximum Density/Optimum Moisture Determinations SOIL: Silty sands with 116.5 pounds per cubic foot maximum density at at 10.2% optimum moisture content. Maximum Density acquired through compaction method ASTM Des: D-1557-70, Method A, (five layers, 25 blows per layer with a 10 pound hammer, 18 inch drop, four inch diamter, 1/30 cubic foot mold). 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 TABLE II Accu -test soil encmeeRmG Consultants F-3987-77 C Minimum Requirements of Expansive Soils SOIL GARAGE FOUNDATIONS SLAB ON GRADEA MOISTURE SLAB S CONTROL TREATMENT E a einforcing Thicknesses Reinforcing b C:) None 4" Concrete Conven- None Required Conventional I o Required 2" ' Sand tional Construction u 0 6 mil Plastic 00 sheet N None Same as above 6x6-10/10 Presaturate to Presaturation not iI W C"I Required Wire Mesh 25% above opti- required. Plastic a.. to 2'x2' mum moisture vapor barrier not content 8" below required. Provide 1-#4 Bar Same as above 6x6-10/10 Slab Subgrade. positive separatio o p Top & Wire Mesh at slab to footing r z= Bottom joint & fill with N 1/4" bituminous O E-1 z0 joint filler. U 1-#4 Bar 4" Concrete 6x6-10/10 Presaturate to Same as Above Top & 2" Sand Wire Mesh 25% above opti- o Bottom 10 mil Plastic mum moisure i sheet content 12" below III O 4" Sand Slab Subgrade C> rn D U Z z co O U 244 Bars Same as above 6x6-10/10 Presaturate to Same as Above Top & Wire Mesh 25% above opti- Bottom mum moisture 0 content 16" Cn below Slab Sub - IV O grade C:) M Z E-+ 00 oxU V CRITICALLY EXPANSIVE - 12% and over. Special design for individual circumstances by soil engineer 1824 E. BALL RD. 0 ANAHEIM, CALIFORNIA 92805 0 (714) 635-2297 0 PERRIS (714) 657-4022 0 RIVERSIDE (714) 682-7782 Accu -test Sotl 1AB0QAt0QY IncoapoaAtea F-3987-77 Ii S`:t t: Y . Soils were classified visually, texturally and by mechanical analysis. Visual classification was performed according to the Unified Soil Classification System. Moisture determinations were performed on every sample lot, and unit weight determinations were performed on every undisturbed sample lot. Results of density and moisture contents, along with soil classifications, are shown on the Logs of Borings attached. The laboratory tests results, which have been performed on all the samples of the borings, are considered to be representative of the soils under- lying the site. Direct shear tests were performed on selected undisturbed samples in order to determine the shear strength of the soils. These tests were performed at increased moisture contents and at various surcharge pressures in order to simulate adverse field conditions. The yield point values determined from the shear tests are presented on the attached Direct Shear Test Data. Confined Consolidated Tests were performed on undisturbed samples in order to establish the ccimpressibility of the soil. Water was added at an axial load of 1300 pounds per square foot in order to simulate the effect of moisture on the c npressibility. The maximum load applied was 5200 pounds per square foot. Compressibility within the zone of significant stress of all soils was investigated and the results were considered in our engineering judgements. Graphic plots of the Load Consolidation Tests are included in this report. 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 ACCLI-USt Soil LABOPAtoay lncoapoaACO F-3987-77 Expansive soil conditions were evaluated on the site. Representative samples of the soils near pad grade were recovered for classification and expansion testing. Expansion tests were performed on remolded samples in accordance to the A.S.C.E. Expansion Index Test Method and as referenced in the 1973 Uniform Building Code. In order to determine the maximum density of the soil, which established the carpaction required during grading and backfilling, maximum density tests were performed on representative samples of the upper soils. The cm paction method used was ASTM Des: D-1557-70, Method A, (five layers, 25 blows per layer, ten pound hammer, 18 inch drop, four inch diameter, 1/30 cubic foot mold). 10- 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 4 FIELD EXPLORATIONS Boring Procedures ACCLI-USt Soil IABoRatoay IncoPpouatCO F-3987-77 -11- Our investigation included a site inspection and the drilling of three exploratory borings to a maximum depth of 18 feet. All were drilled using a truck -mounted, continuous flight, six inch power auger. This investigation was initiated on February 9, 1977. Sampling Soils encountered were continuously logged by our Geologist. Undisturbed ring samples were obtained by split spoon sampler and transported to our laboratory in moisture sealed containers to ensure environmental conditions for controlled laboratory analyses. Undisturbed ring samples were acquired for shear, consolidation, expansion, and density testing. Disturbed bulk samples which are beneficial in establishing characteristics of typical material when used as compacted fill, were also obtained. Standard Penetration Test A bulk sample was also acquired through the Standard Penetration Test which is made by dropping a hammer weighing 140 pounds onto the standard drill rod from a height of 30 inches in free fall. The N number of blows) necessary to produce a penetration of one foot is regarded as the penetration resistance which assists in computing the bearing value. 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 dCCU-test Soil 1ABoaatoay InCOPPORAtea F-3987-77 -12- C7NC`T 7 i.STf'I T It is our opinion that the subject site is considered stable and suited for the proposed residential development. It is our opinion, providing the recommendations presented in this report are incorporated in the design and construction of the proposed project, that a satisfactory residential development can be constructed on the property investigated. Our laboratory tests on the samples of the materials encountered confirm the adequacy of the soils to support construction of the proposed structure on the site. Our services consist of professional opinions and recommendations made in accordance with generally accepted soil, geologic, and foundation engineering principles and practices. This warranty is in lieu of all other warranties either expressed or implied. Unanticipated soil conditions are commonly encountered and cannot be fully determined by taking soil samples or performing test borings, and frequently require that additional expenditures be made to attain a properly constructed project. We are responsible for the conclusions and opinions contained in this report based on the data relating only to the specific project and location discussed herein. In the event conclusions or recommendations based on these data are made by others, such conclusions or recommendations are not our responsibility unless we have been given an opportunity to review and concur in -such conclusions or reccimendations in writing. 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 Accu -test Soft lasoaatoay IncoapoRateb In the event that any changes in the design or location of the buildings as outlined in this report are planned, our conclusions and recommendations shall not be considered valid unless the changes are reviewed and our conclusions modified or approved in writing by us. The analyses and reccImmendations submitted in this report are based upon the data from the exploratory borings performed at the locations indicated on the site plan. This report does not reflect any variations which may occur between these borings. The nature and extent of variations between the borings may not became evident until the course of construction. If variations then appear, it will be necessary for a re-evaluation of our recommendations to be made after performing on-site observations during the construction period and noting the nature of any variations. This opportunity to be of service is sincerely appreciated. If you have any questions, please feel free to call us. We will be happy to extend our services to solve any soils or foundation problems that may develop during design or construction of your project. Respectfully submitted, ACCU-TEST SOIL LABORATORY, INC. LUNG , R. C. E. 26237 1824 EAST BALL ROAD ANAHEIM, CALIFORNIA 92805 (7141 635-2295 14 O. N, President LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS CALL TOLL FREE (800) 422-4115 Accu -test soil LABoaAtOQY incoapoQAteo W-3987-77 -14- 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115 Accu- :est Soil LABOPAtoriy I1)c0ap01zAtC0 F-3987-77 -15- S Joh Number Date LOG OF BORING 1824 E. BALL RD. • ANAHEIM, CALIFORNIA 92805 • (714) 635-2295 o Undisturbed Ring Sample Z v 0 E Disturbed BLIIk Sample E Standard Penetration Sample T C in v 1= 0 0 -j i C ? o C2 vi DESCRIPTION Fine to coarse silty sands, tannish white, SM slightly moist and moderately dense. 111.2 3.8 35 1 5 11 114.6 3.5 49 1 Fine to coarse silty sands, tan, slightlySM moist and moderately dense. 1 6.2 10 1 Fine to coarse silty sands, pale tan, verySM clean, slightly moist and moderately dense. 5.7 15 I 1 1 / E. O. B. No groundwater was encountered. 20 25 1824 E. BALL RD. • ANAHEIM, CALIFORNIA 92805 • (714) 635-2295 LOG OF BORING ACCU-test Soil 1aB01ZAt0ay 1ncoapoRate0 F-3987-77 -16- oh Number Date 2 1824 E. BALL RD • ANAHEIM, CALIFORNIA 92805 • (714) 6352295 o Undisturbed Ring Sample C 0 L E o Disturbed Bulk Sample z n. a E Standard Penetration Sample LL V1 n C n o C)-iCL U — I m DESCRIPTION Fine to coarse silty sands, tannish white, slightly moist and moderately dense. 112.9 4.1 32 i r Fine to coarse silty sands, tan, slightly 115.7 4.6 47 moist and moderately dense. 10 r Fine to coarse silty sands, pale tan, very clean, slightly moist and moderately dense. 5.8 15 E. O. B. No groundwater was encountered. 20 25 1824 E. BALL RD • ANAHEIM, CALIFORNIA 92805 • (714) 6352295 LOG OF BORING ACCl1-USt Olt 1ABOQAtol2y 111COPPOPatCo F-3987-77 -17- 9, , Y . dol) Number Date 3 1824 E BALL RD. • ANAHEIM. CALIFORNIA 92805 • (714) 6352295 o Undisturbed Ring Sample o 0 L o Disturbed BUIk Sample Z y 3 f n N s o T Standard Penetration Sample E L J L o C1. E U_. p U vi a Z m DESCRIPTION Fine to coarse silty sands, tannish white, SM slightly moist and moderately dense. 112.6 4.4 32 115.5 3.8 48 S Fine to coarse silty sands, tan, slightly SM moist and moderately dense. 4.0 10 Fine to coarse silty sands, pale tan, very SM clean, slightly moist and moderately dense. 7.4 151 E. O. B. No groundwater was encountered. 20 25 1824 E BALL RD. • ANAHEIM. CALIFORNIA 92805 • (714) 6352295 F-3987-77 MAJOR DIVISIONS GROUP TYPICAL NAMES COBBLES I BOULDERS SYMBOLS I -EOIU- C. rink COe ASE V)Fo GW Well graded gravels, gravel - sand mixtures, CLEAN Gem e .. o. little or no Imes. GRAVELS Little or no fines e°o Poorly graded gravels or gravel-sond mixtures, GRAVELS GP little or no fines. More than 50% of coarse fraction is LARGER than the GM Silly grovels, gravel- sond-silt mixtures. No 4 sieve size) GRAVELS WITH FINES COARSE Appreciable amt. of fines) y GC Clayey gravels, gravel -sand -cloy m1 1ures. GRAINED SOILS More than 50% ofWell SW graded sands, gravelly sands, little or material is LARGER no fines. than No. 200 sieve CLEAN SANDS Size) Little or no fines ) SP Poorly graded sands or gravelly sands , little SANDS or no fines. More than 50 % of coarse froc tion Is SMALLER than the SM Silly sands, sond s It mixtures. No 4 sieve size) SANDS WITH FINES Appreciable amt of fines) SC Clayey sonds, sand -clay mixtures. Inorganic silts and very fine sands, rock flour, ML silly or clayey fine sands or cloyey silts with slight plasticity. SILTS AND CLAYS Inorganic cloys of low to medium plasticity, Liquid limit LESS than 50) CL gravelly clays, sandy clays, silty clays, lean cloys OL Organic silts and organic silty clays of lowFINE GRAINED plasticity SOILS Mare than 50% ofMH Inorganic silts, micaceous or diatomaceous material is SMALLER fine sandy or silly soils, elastic silts. than No 200 sieve sue) SILTS AND CLAYS Liquid limn GREATER than 50) CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. BOUNDARY CLASSIFICATIONSSoils possessing character sl cs of two groups are designated by combinations of group symbols P A R T I C L E S I Z E L I M I T S SILT OR CLAY SAND GRAVEL COBBLES I BOULDERS F'.E I -EOIU- C. rink COe ASE rvv. cw Wj vu NV IV NV.4 NIn_ 3- ti2mJ U S. STAN DARD SIEVE SIZE UNIFIED SOIL CLASSIFICATION SYSTEM Reference The Unified Soil Classification System, Corps Of Engineers. U S Army Technical Memorandum No 3357, 1volI, March, 1953 (Revised Apr i, 1960) '-, Oil1l L,1f;Oi?.\j.O \' 1IlC,C11?1C1jWA:,0 ACCu-test Soil LABOPAtORy InconpOIZAtea F-3987-77 CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 003 04 05 Ob 07 0.8 0.9 LO L5 2.0 3.0 4.0 5.0 6.0 7,0 8.0 Boring o Depth 2 Water hdded. coow U o 4 w a a 5 w O a_ 6 H z w Urz Water Added 0 a Boring 1 z1 Depth 2' q 2 O Pc bo+d z 3 O U 4 6 o Indicates percent consolidation at field moisture Indicates percent consolidation after saturation 19- 1824 E. BALL RD. 0 ANAHEIM, CALIFORNIA 92805 • (714) 635-2297 0 PERRIS (714) 657-4022 0 RIVERSIDE (714) 682 7782 Accu -test soil enr4ineeRmG Consultants F-3987-77 -20- 500 0 I 1@ 1@ 2@2' LSanple Boring Depth (Ft.) 0 500 1000 1500 2000 250o 3c) ),) 0 Tests at ficld moisture content Tests at increased moisture content DIRFCF SHEAR TEST DATA C = 0 0 = 37 degrees 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CA 92805 (7141 635.2295 CALL TOLL FREE 1800) 422-4115 ACCU-teSt Soil laBORatOPY lncoizpoRatEa F-3987-77 -21- EXPANSION INDEX TEST RESULTS B. H. No. Sample Depth Expansion Index Value Potential Expansion 1 2 feet 4 Very Low 2 2 feet 5 Very Law 3 2 feet 6 Very Low 1. Expansive soil conditions were evaluated for the subject lot. Representative samples were recovered near pad grade for class ification and expansion testing. 2. Expansion tests were performed in accordance with Uniform Building Code Standard No. 29-2. Based on recommendations of the Los Angeles Section ASCE Soil Committee. Criteria for Evaluation; Table No. 29-C Expansion Index Potential Expansion 0-20 Very Law 21-50 Low 51-90 Medium 91-130 High Above 130 Very High 1824 EAST BALL ROAD LOS ANGELES -RIVERSIDE -SAN DIEGO AREAS ANAHEIM, CALIFORNIA 92805 (714) 635-2295 CALL TOLL FREE (800) 422-4115