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3900 S Bristol St - Soils Report
1 , 1 : 1- 1 1 . i )'i t. 1 1 1\ i /1 1.,1 . 1 1,4 2 1 1 1 1 If /1 t 1 1 1 0 . ,1.t CRAND.,iia AND ASSOCIATES . ti 'li :*Idli CONSULTING FOUNDATIO ENGINFEC' i j .1 1 - LeRO-YA NDALL AND *SSOCIATES - Congulting geotechnical engineers (213) 413-3550 INSPECTION OF FOUNDATION SOILS Date: Crj .lob Number:6-861 tol.juu E &33 Job Name. /f*43 AGB/,4/ ,57 Address: •20 ,2A®2272 RAM.iljn on 4 -20 -as ,the following foundation excavations were inspected by us and the soil conditions conform with the fiAdings of our foundation reportdated 22 /VA,· /97 / (1:ee J· c. 4/mi) /uspecrniZ> 6.,c> Appeo·€£) P126<> FoR_ /000 F<&.F- < Hu <660 1-.4 E1 4 5 P- R-£80 FlaS /,45,0£- EA, 76-r-,Al 6- 73 1, 46 4.64*/3-DWL Tb 71* 74-•m.0/£-e exce/al /22 f 6 -72, 740;- EA<vr a. 93, 06100 66*. 046 12-Eaus·*\,47-Aft /25"LeRlY CRANDALL AND ASSOCIATES /157 / /. 1 NO-I 1- Dhis inspection does not cover footing location, size, depth, or -'=·44..•reinforcement, and does not constitute authority for pouring footings without City approval. '/'fhLoose and/or soft soils must be removed prior to final approval 'Land pouring. FORM 303 CONSULTING FOUNDATION ENGINEERS , 711 NORTH ALVARADO STREET O LOS ANGELES, CALIFORNIA 90026 0 TELEPHONE 386-3920 Ft C. 4, 589 4 -, gO -<60 uT# 82,5736 ST. LEROY CRANDALL AND ASSOCIATES November 22, 1971 J. C. Penney Company, Inc. P. 0. Box 997 New York, New Y6rk 10001 (Our Job No. A-71009) Attention: Mr. Robert Keller,·A.I.A. Gentlemen: Supplementary Recommendations Proposed Partial Basement The Treasury Department Store Sunflower Avenue and Bristol Street Santa Ana, California This letter presents our recommendations for design and construction of the partial basement at the subject building site. The recommendations in this letter supplement the recommendations presented in our report of founda- tion investigation for the subject department store dated February 8, 1971. At the time our foundation investigation was performed, a basement was not planned. PROPOSED PARTIAL BASEMENT The proposed partial basement is planned at the northwest corner of the proposed department store. The basement will be approximately 70 feet by 160 feet in plan and extend to Elevation 20.0, about 14 feet below the main floor elevation of the department store and about 10 feet below the original grade. The basement walls will be of concrete block construction. Column loads within the basement will range from 144 kips to 221 kips. Wall loads will range from 3.0 kips per lineal foot to 8.9 kips per liaeal foot. In addition to the proposed basement, an elevator shaft, approximately eight feet by ten feet in plan is planned adjacent to the basement. The ele- vator shaft will extend approximately five feet below the proposed basement grade. SOIL CONDITIONS The natural soils beneath the site to depths of 14 to 25 feet consist primarily of clay. The deeper soils consist primarily of sand and silt with lesser deposits of silty sand and clayey sand. At basement level, the soils are generally moderately firm but contain soft layers. RECEIVED DEC 1 1971 L. Le ROY CRANDALL, C. E.RUSSELL C. WEBER, C. E.SEYMOUR S. CHIU, C. E.HOBERT CHIERUZZI, C. E. FREDRICK A. BARNES J. D. KIRKGARD. C. E.P. A. MALJIAN. C. E.JAMES L. VAN BEVEREN. C. E. LEOPOLD HIRSCHFELDT JAMES M. McWEE, C E.City of Santo An. De*. Bldg. Shy. 8 Haudihe J. C. Penney Company, Inc.C. 0, Page 2 November 22, 1971 (Our Job No. A-71009) Water was measured in the borings, which were drilled in January, 1971, as shallow as ten feet below the existing grade, corresponding to Elevation 22. The elevation of the water table is known to vary within this area, and the water level may be higher or lower during construction. RECOMMENDATIONS General The soils at basement level vary from soft to moderately firm. In addition, the water level could rise. to above the elevation of the basement level. We recommend that the site be dewatered as necessary to allow foun- dations for the basement and elevator pit to be constructed in the dry. If the site is properly dewatered, conventional spread footings may be used. The excavation may extend into soft soils, and the water level is relatively shallow. Accordingly, the subgrade soils may become spongy, and excavation my be difficult at basement level.However, the soils should not be allowed to dry out and crack after excavation due to exposure to the air. To prevent hydrostatic pressures developing on the basement walls and floor, we recommend that a permanent subdrain system be installed be- neath the basement floor and behind the walls.Recommendations for foun- dation and basement wall design and for a subdrain are presented in the following sections. Foundations If the.site is properly dewatered and the foundations are constructed in the dry, conventional .spread footings may be used. Spread footinqs should be established at a depth of at least two feet below the adjacent floor level. Continuous wall footings may be designed to impose a dead plus live load pres-sure of 800 pounds per square foot.Isolated column footings may be designedto impose a dead plus live load pressure of 1,000 pounds per square foot. A one-third increase in the bearing values may be used when considering wind.orseismic loads. The soils at basement level may be relatively soft and could even become spongy due to the shallow water level. Footing excavations shouldbe inspected to verify the presence of satisfactory undisturbed natural soils RECEIVED ,DEC 1 1971 City of Sanio a D.pt. Bldg. Sfty. 8 Mew,Ing J. C. Penney Company, Inc. Page 3 November 22, 1971 (Our Job No. A-71009) at footing level. . If the soils are excessively soft, it may be necessary to deepen the footing excavations and place a layer of compacted gravel for foundation support. The maximum settlement of the proposed basement will be on the order of one-half inch. Excavation of the Basement Walls If the site is properly dewatered, and the necessary space is avail- able, temporary unsurcharged embankments may be sloped back at 3/4:1 (hori- zontal to vertical) in lieu of shoring. For design of basement walls it may be assumed that properly drained backfill will impose a lateral pressure equal to that developed by a fluid with a density of 30 pounds per. cubic foot. All required backfill should be properly compacted to at least 90% of the maximum density obtainable by the ASTM Designation D 1557-70 method of compaction modified to use three layers instead of five. The required backfill should be mechanically compacted in layers and not flooded. The on-site soils consist of expansive clay materials and are not recommended for use as backfill. Preferably, backfill should con- sist of imported relatively non-expansive soils. The backfill, however,.should contain sufficient fines so as to be relatively impermeable and minimize the infiltration of surface water into the backfill. Walls below grade and the basement floor should be waterproofed. Subdrain To prevent the development of hydrostatic pressures on the basement walls and floor, we recommend that a subdrain be installed beneath the floor and behind the basement walls. The requi·red subdrain could consist of a layer of filter gravel* approximately one foot in thickness beneath the floor slab. The gravel layer should be drained by subdrain pipes leading to sumpareas equiped with automatic pumping units. The drain lines should consistof perforated pipes, placed with the perforations down, in trenches extend-ing at least one foot below the filter material. The trenches should bebackfilled with filter gravel material. The drain lines should be spacedapproximately 30 feet apart within the interior of the structure. In addition, a perimeter drain should be installed around the outsideof the basement wall. The perimeter drain should be surrounded by filter material, and the filter.material should extend at least five feet above thebasement floor. However, the filter material should not extend closer than RECEIVED DEC 1 1971 City of Santo Artu Dept. Bldg. Slly. & Hou,Ing J. C. Penney Company, Inc. Page 4 November 22, 1971 .(Our Job No. A-71009) five feet of the ground surface. At least the upper five feet of backfill should contain sufficient fines so as to minimize infiltration of surface water into the backfill. We suggest that the filter material meet the re- quirements of Class 2 Permeable Material as defined in Section 68 of the State of California, Department of Public Works, Division of Highways, Standard Specifications, dated January, 1969. The subdrain system should extend beneath the elevator pit floor unless the walls and floor of the elevator pit are waterproofed and designed·for the possible hydrostatic pressure.If the subdrain is installed beneath the basement, but not be- neath the elevator pit, the hydrostatic pressure on the elevator pit floor and walls could not exceed that developed by a head of water five feet high. Yours very truly, LeROY CRANDALL AND ASSOC IATES - A LeRoy Cranda f« JK-VB:mu (2 copies submitted) Via Airmail cc: (1) J. C. Penney Company, Inc. (Buena Park) Attn:Mr. Jack P. Harvill (1) J. C. Penney Company, Inc. (Buena Park) Attn:Mr. Edmund Smolenski (1 ) J. C. Penney Company, Inc. (San Franc i sco) Attn:Mr. Thomas Steward (2) Ernest W. Hahn Attn:Mr. Jim Harris (5) Maxwell Starkman & Associates Attn: Mr. Jerry Kramer (1) Marvin A. Hornstein and Associates RECEIVEU DEC 1 1971 City of Sor, 4Dept. Bldg. Sfty, 6 •louslnp .. 4 0 091 -907 2 0 €b ©0404 40 /50" CONSULTING FOUNDATION ENGINEERS U 711 NORTH ALVARADO STREET O LOS ANGELES:-CALIFORNIA 90026 0 TELEPHONE 386-3920 P.6.*687 159 00 -S OUTA B2,5721 57S 6 , LEROY CRANDALL AND ASSOCIATES RE©EOWED AUG 5 - 1971 August 4, 1971 MAXWELL STARKMAN AIA & ASSOC.8730 WILSHIRE BLVD.BEVERLY HILLS, CAUF. 90210 J. C. Penney Company, Inc. p. 0. Box 997 New York, New York 10001 (Our Job No. A-71009) Attention: Mr. Robert Keller, A.I.A. Gentlemen: Supplementary Grading and Paving Recommendations Proposed Department Store Sunflower Avenue and Bristol Street Santa Ana, Cali fornia This letter confi rms our discussions with Maxwell Starkman & Associ - ates and with other interested parties concerning grading and paving at the subject site. We previously investigated.the soil conditions beneath the site and submitted our report of foundation investigation on February 8, 1971. A prior supplementary letter was submitted on July 8, 1971. Recommendations· for grading and paving design were presented in our report, and these recommendations are still applicable.It has now been de- termined that the floor will*be established at Elevdtion 34, requiring the placing of abbut 2-& feet of fill beneath the building area. Imported fill material will be requi red in grading the site. We understand the imported fill material will be obtained from the Fashion Island Shopping Center area in Newport Beach. The imported material will, be relatively non-expansive, predominantly granular silty sand material. The on-site soils are expansive clay materials. As stated above, the gradi'ng recommendations of our report are still applicable. The existing soils within the building area and beneath adjacent walks and slabs should be excavated to a depth of at least two feet below the existing grade to remove soft, wet material, and the building area brought to grade by placing properly compacted fill. At least the upper two feet of required fill should consist of relatively non-expansive, predominantly granu- lar soils. RICEN:-'id .DEC 1 1971 L. LeROY CRANDALL. C. E.RUSSELL C. WEBER, C. E. SEYMOUR S. CHIU. €tiy of Sentil , ··• ROBERT CHIERUZZI. C. E. FREDRICK A. BARNES J. D. KIRKGARD. C. E.P. A. MALJIAN. C.6.0. Bldg. Slly. b Houll•A MES L. VAN BEVEREN, C. E. LEOPOLD HIRSCHFELDT JAMES M. McWEE. C. E. 1 . J. C. Penney Company, 'lric. 'August 4, 1971 Page 2 (Our Job No. A-71009) Paving recommendations were also presented in our report on the basis that the on-site clay soils would constitute the subgrade material beneath the paving.If the on-site soils were excavated so as to allow the placing of at least one foot of the proposed select imported fill, the thickness of paving and base could be reduced.If the upper one foot of subgrade soils beneath the paying (including the thickness of base course) consists of select imported fill, parking areas subject to automobile traffic may be paved with two inches of asphaltic paving and three inches of base course placed on the compacted subgrade.Driveways and other areas subject to truck traffic may be paved with three inches of asphaltic paving and four inches of base course placed on the compacted subgrade. The reduction in the pavement sections is based on the assumption that the proposed.imported materal will have a CBR value of at least 5. You rs ve ry truly, Le ROY CRANDALL AND ASSOCIATES A b Y. tchL= Le Roy Crandal JK-SC/pa (2 copies submitted) Vi a Ai rmai 1 1 cc: (1) J. C.'Penney Co., Inc. (Buena Park) Attn:Mr. Jack P. Harvill (1) J. C. Penney Co., Inc. (Buena Park) Attn: Mr. Edmund Smolenski (1) J. C. Penney Co., Inc. (San Francisco) Attn:Mr. Thomas Steward (5) Maxwell Starkman, A. I.A. & Associates Attn:Mr. Robert Blumin RECEIVEU DEC 1 1971 City of Santa K. 5Dept. Wg. Sfry. 8 Houslap l . 0. REPORT OF FOUNDATION INVESTIGATION PROPOSED DEPARTMENT STORE SUNFLOWER AVENUE AND BRISTOL STREET SANTA ANA, CALIFORNIA FOR J. C. PENNEY COMPANY, INC. (OUR JOB NO. A-71009) -80.* 587 3 900 SoUTH -8 21574 ST. CONSULTING FOUNDATION ENGINEERS 711 NORTH ALVARADO STREET O LOS ANGELES, CALIFORNIA 90026 0 TELEPHONE 386-3920 LEROY CRANDALL AND ASSOCIATES February 8, 1971 J. C. Penney Company, Inc. P. O. Box 997 New York, New York 10001 (Our Job No. A-71009) Attention: Mr. Robert Keller, A. I.A. Gentlemen: Our "Report of Foundation Investigation, Proposed Department Store, Sunflower Avenue and Bristol Street, Santa Ana, California, for J. C. Penney Company, Inc." is herewith submitted. The scope of the investigation was planned in collaboration with Shuirman-Simpson, Consulting Civ.il Engineers. The results of our investi- gation and preliminary foundation recommendations were discussed with them as the data became available. Below depths of two to three feet., the natural soi ls beneath the site are moddrately firm to firm and will offer support to the proposed building on conventional spread footings.If the grading recommendations are followed, footings may be established in either properly compacted fill or the underlying natural soils. The upper natural soils consist of expan- sive clay, and precautions will have to be taken to minimize differential movements of foundations, floor slabs, and walks. Recommendations for foundation design, for grading, and for floor slab and paving support are presented in the report. Respectfully submitted, LeROY CRANDALL AND ASSOCIATES LeRoy Crandal . JK-SC/pa (2 copies submitted) -Via Airmail : (2) J. C. Penney Company, Inc. (Buena Park) Attn:Mr. Jack P. Harvill (1) J. C. Penney Company, Inc. (Buena Park) Attn:Mr. Edmund Smolenski (1) J. C. Penney Company, Inc. (San Francisco) Attn:Mr. Thomas Steward (3) Shuirman-Simpson CC L. LeROY CRANDALL, C. E.RUSSELL C WEBER. C E.SEYMOUR S CHIU, C. E.ROBERT CHIERUZZI. C. E. FREDRICK A BARNES J D KIRKGARD. C E.P A MALJIAN, C. E.JAMES L. VAN BEVEREN, C E LEOPOLD HIRSCHFELOT JAMES M McWEE, C E. REPORT OF FOUNDATION INVESTIGATION PROPOSED DEPARTMENT STORE SUNFLOWER AVENUE AND BRISTOL STREET SANTA ANA, CALIFORNIA FOR J. C. PENNEY COMPANY, INC. TABLE OF CONTENTS Text Page No. Scope --- 1 Structural Considerations ------- 1 Site Conditions -1 Soil Conditions --------------2 Recommendations - 2 Foundations - 2 General ' 2 Bearing Value 3 Settlement - · 4 Lateral Loads i --- 4 Inspection --- *5. ' Grading 5 Floor Slab Support -------- 7 Paving ---------8 Appendix - Explorations and Laboratory Tests ----------A-1 Plates Plate No. Plot Plan -------- - 1 Logs of Borings ----A-1 through A-22 Unified Soil Classification System B Direct Shear Test Data C Consolidation Test Data D-1 through D-6 Compaction and C.B.R. Test Data ------ E Expansion Test Data -----F-1 Expansion Index Test Data F-2 LEROY CRANDALL AND ASSOCIATES SCOPE This report presents the results of a foundation investigation of the site of the subject department store. The locations of the proposed building and our exploration borings are shown on Plate 1, Plot Plan. Also shown are the locations of borings drilled during a prior preliminary investi- gation of an area which included this site (our Job No. A-69059)· The investigation was authorized to determine the characteristics of the soils at the site and to provide recommendations for site grading, for foundation design, and for floor slab and paving support. The results of the field explorations and laboratory tests, which together with the pre- vious data form the basis of our recommendations, are presented in the at- tached"Appendix. STRUCTURAL CONSIDERATIONS The proposed department store is shown in plan on Plate 1. The struc- tural features of the proposed building have not been definitely established at this time. However, it is anticipated that the depa rtment store will be one story high with a mezzanine, with reinforced concrete tilt-up exterior walls, steel columns, and a steel deck and vermiculite roof. Maximum column loads in the department store are expected to be on the order of 100 kiDS. The floor elevation has not been established at this time. SITE CONDITIONS At the time of our explorations, the site was clear of existing struc- tures and no evidence of prior construction was observed. We understand the site was planted in lima beans in the past; the upper soils have been disturbed LEROY CRANDALL AND ASSOCIATES Page 2 by cultivation to depths of two to three feet. The ground surface is relatively level. SOIL CONDITIONS Existing fill soils were not encountered in the exploration borings. Local fill deposits could occur between boring locations. The natural soils to depths of 14 to 25 feet consist primarily of clay. The deeper soils consist primarily of sand and silt with lesser deposits of silty sand and clayey sand. The soils to depths of two to three feet are currently wet and soft. Below the two- to three-foot depth, the soils are moderately firm to firm. The deeper sand and silt are firm. The clay soils are expansive and would swell and shrink with changes in the moisture content. - Water was measured in the borings as shallow as ten feet below the existing grade.Data relative to the water levels are presented on the bor- ing logs in the attached Appendix. RECOMMENDATIONS FOUNDATIONS General Although expansive, the natural soils beneath the site are moderately firm to firm below a relatively shallow depth, and the proposed building may be supported on spread footings established in the moderately firm undisturbed naturdl soils. We recommend that any existing fill soils and the upper. natural soils be excavated and replaced with properly compacted fill and that any planned . LEROY CRANDALL AND ASSOCIATES Page 3 additional fill be properly compacted.If this is done, footings may be estab- lished in either the compacted fill or the underlying natural soils.Recommen- dations for grading are presented in a following section. The excavation of the upper soils and the compaction of all required fill should be inspected and tested by our firm. Bearing Value If the recommendations in the following section- on grading are fol- lowed, spread footings may be established in properly compacted fill or in the underlying undisturbed natural.soils. Where necessary, footings may be established partly on corripacted fill and partly on undisturbed natural soils. Exterior footings should be carried to a depth of at least three feet below the adjacent final grade.Interior footings may be established at a depth of two feet below the adjacent floor level.Spread footings established on properly compacted fill or in undisturbed natural soils and carried to the recommended depth with respect to final grade or floor level, may be designed to impose a net dead plus live load pressure of .2,000 pounds per square foot. The weight of concrete in the footings may be taken at 50 pounds per cubic foot, and the weight of soil backfill over footings may be neglected when using this net bearing value. A one-third increase in the bearing value may be used when considering wind or seismic loads. If desired, any loading dock walls may be supported on shallower spread -1 ootings using a lesser bearing value. Footings for such light loads estab- -r lished in properly compacted fill or the underlyi,ng natural soils and extend i Qg .. -at least 16 feet below the lowest adjacent final grade may be designed to Page 4 LEROY CRANDALL AND ASSOCIATES impose a pressure of 1,000 pounds per square foot.Dock walls should be de- signed to resist the lateral earth pressure developed by a fluid with a density of 30 pounds per cubic foot plus the lateral surcharge pressure due to any stor- age loads on the dock slab. Backfill adjacent to the walls should be mechanically compacted to at least 90% of the maximum density obtainable by the ASTM Desig- nation D1557-70 method of compaction mod.ified to use· three layers. Relatively non-expansive soil should be used in backfilling behind loading dock walls. While the actual bearing value of the fill will depend on the material used and the compaction methods employed, the quoted bearing value will be applicable if acceptable soils are used and are compacted as recommended. If our firm is retained to inspect the placing of the compacted fill, as recom- mended, we will confirm the bearing value. of the fill in our inspection report. Settlement · The maximum ultimate settlement of the proposed building, supported on spread footings, will depend on the loads imposed. We can provide settle- ment data when foundation load information is available. Lateral Loads Lateral loads may be.resisted by soil friction and by the passive re- sistance of the soils. A coefficient of. friction of 0.4 may be used between footings or the floor slab and the supporting soils. The passive resistance of the properly compacted fill or natural soils may be assumed to be equal to the pressure developed by a fluid with a density of 250 pounds per cubic foot. A one-third increase in the passive value may be used for wind or seismic loads. The frictional resistance and the passive resistance of the Page 5 LEROY CRANDALL AND ASSOCIATES soils may be combined without reduction in determining the total lateral re- sistance. Inspection The footing excavations should be carefully inspected to verify that the footings are founded in satisfactory soils. The clay soils are expansive, and footings extending into clay soils should be poured immediately after cleaning and inspection to avoid drying and cracking -of the foundation soils. All footings should be deepened where necessary to reach satisfactory soils and where necessary to extend below any dry or cracked soils. All necessary footing and utility trench backfill should be mechanically compacted; flood- ing should not be permitted. Also, the exterior grades should be sloped away from the building to prevent ponding of water adjacent to foundations. GRADING To provide improved support for the building floor slab and for foot- ings established in compacted fill, any existing fill soils and the upper natural soils should be excavated, and all required fill should be properly compacted. Because of the expansive nature of the upper soils, a layer of relatively non-expansive and predominantly granular soils is recommended be- neath the building floor slab and beneath any adjacent walks and slabs. - .1 After stripping any existing vegetation, any existing fill soils within the building area and in areas to be paved should be excavated. Next, the upper natural soils within the building area should be excavated to a depth of at least two feet below the existing grade, but not less than two feet below the planned subgrade level (bottom of floor slab). The excavation of the natural ................... Page 6 LEROY CRANDALL AND ASSOCIATES soils should extend at least five feet beyond the building in plan and should also extend beneath any adjacent walks or slabs. Within areas to be paved, the natural soils should be excavated to a depth of at least one foot below the existing grade. After excavating as recommended, the exposed soils should be care- fully inspected to verify the removal of·all unsuitable deposits. Next, the moisture content of the exposed clay soils should be determined. At the pres- ent time, the upper natural soils are generally wet and some drying may be necessary to achieve proper compaction. (If grading is done during the rainy season, drying may be difficult to accomplish and special techniques such as the addition of hyd rated lime may be desirable.) However, the natural clay soils should not be allowed to dry out to.a moisture content less than 3% above optimum moisture content.If necessary, the exposed clay soils should be slowly and uniformly moistened to bring the moisture content to at least 3% above optimum moisture content at a depth of six inches below the excavated surface. The moisture content of the subgrade should be checked and approved prior to placing the required fill. After drying or premoistening if necessary, the surface soils should be rolled with heavy compacti·on equipment. The upper six inches of natural soils should be compacted to 90% of the maximum density obtainable by the ASTM Designation D1557-70 method of compaction modified to use three layers instead of five. · After compacting the natural soils, the required fill should be placed in loose lifts not more than eight inches in thickness and compacted to at least Page 7 L£ROY CRANDALL AND ASSOCIATES 90%.It is recommended that the moisture content of the on-site soils used in fills not be below optimum and not more than 4% above optimum moisture content at the time of compaction.Imported relatively non-expansive granular soils should be compacted at a moisture content varying no more than 2% below or above optimum moisture content. Because of the expansive nature of the on-site soils, we recommend that at least the upper two feet of fill beneath the planned building floor slab and any adjacent concrete walks and slabs consist of imported relatively non- expansive and predominantly granular soils such as a silty sand. The on-site soils, less any debris or. organic.matter within any existing fill, may be used in the required fills except for the upper two feet of fill in the building area and beneath adjacent walks and slabs. Due to their expansive nature, proper control of the moisture content will be required when using the on-site soils. The excavation of the upper natural soils, the premoistening. of the soils, and the compaction of all fill should be inspected and tested by our firm.Imported fill materials should be approved prior to importing. FLOOR SLAB SUPPORT If the subgrade is prepared as recommended, and at least the upper two feet of fill consists of compacted relatively non-expansive granular soils, the building floor slabs may be supported on grade.If vinyl or other moisture- sensitive floor covering is planned, we would suggest that the slab be sup- ported on a four-inch-thick layer of gravel or on an impermeable membrane as a capillary break. (If the gravel is used, the thickness of underlying select relatively non-expansive soils may be reduced to 20 inches, keeping the total Page 8 LEROY CRANDALL AND ASSOCIATES thickness of relatively non-expansive soils at two feet.) A suggested grada- tion for the gravel layer would be as follows: Sieve Size Percent Passing 3/4"90 - 100 No. 4 0 - 10 No. 100 0-3 If the membrane is used, a low-slump concrete should be used to minimize possi- ble curling of the slabs. The concrete slabs should be allowed to cure properly before placing vinyl or other moisture-sensitive floor covering. PAVING To provide data for design of asphaltic paving, California Bearing Ratio.tests were performed on two samples of the on-site soils. The tests indicate a C.B.R. value of 2 at 90% compaction. This *value is low and indi- cates that the upper natural soils have relatively poor characteristics from a paving standpoint.Compaction of the subgrade to at least 90%, including trench backfills, will be important for paving support.Also, the moisture content of the subgrade soils will be critical since the soils are expansive clay materials; the moisture content of the subgrade should be at optimum mois- ture content or slightly above when placing the base course. Assuming·that the paving subgrade will consist of the on-site soils compacted to at least 90% as recommended, and that the subgrade will be at a unifofm moisture content of optimum or above, parking areas subject to automo- bile traffic may be paved with two inches of asphaltic paving and four inches of base course placed on the compacted subgrade.Driveways and areas subject L£ROY CRANDALL AND ASSOCIATES Page 9 to truck traffic may be paved with four inches of asphaltic paving and eight inches of base course placed on the compacted subgrade. The recommended pavement sections are considered as to be the minimum acceptable; careful inspection is recommended to verify that the recommended thicknesses or greater are achieved.The use of thicker sections would result in reduced future main- tenance. The base course should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the State of California, Department of Public Works, Division of Highways Standard Specifications, dated January, 1969. Proper drainage of the paved areas will be very important and should be pro- vided since this will reduce moisture infiltration into the subgrade and increase the life of the paving. If the paved areas were to be raised by placing one foot or more of imported fill soils and the characteristics of the imported fill soils were significantly better than those of the natural soils, the required paving sections could be reduced. We would be pleased to consult with you on. this when grading plans are developed and the source of imported fill soils is known. -000- PROPOSED DEPARTMENT STORE 1 9. 1 . .1 .10 11 12 9 Gig Ct 43 . 0 \1 1.L k 0) I3 r- BORING NO. I4 I5 1 KEY TO BORINGS: CURRENT INVESTIGATION (A-71009) G PREVIOUS INVESTIGATION ( A-69059) . . . 1 16 17 18 ----*--- - 4 - BR/STOL STREET - B. M. FOR BOR ELEVS. - L CHISELED "t" TOP OF CURB, ASSUMED 100.0 PLOT PLAN S CAL E 1"= 100' REFERENCEI PLAN (REVISED 10-21-69) BY SHUIRMAN - SIMPSON, CONSULTING CIVIL ENGINEERS.LEROY CRANDALL AND ASSOCIATES PL AT E I ------ 1 2 3 4 . 1 6 7 8 1 5 .. l 1 LUE LEROY CRANDALL AND ASSOCIATES APPENDIX EXPLORATIONS The site was explored by drilling 18 borings to depths ranging from 5 to 50 feet below the existing ground surface. Borings 1, 4, 6, and 9 were drilled using 5-inch-diameter rotary wash-type drilling equipment with drill- ing mud to prevent caving. Boring 12 was drilled to a depth bf 151r feet using 24-inch-diameter bucket-type drilling equipment, and then extended to 50 feet using the rotary wash-type equipment. The remaining borings were drilled with 24-inch-diameter bucket-type equipment. Caving of the boring walls occurred in one of the bucket holes during drilling; easing or drilling mud was not used to extend the bucket borings to the depths drilled. The soils encountered were logged by our field engineer, and undis- turbed samples were obtained for laboratory inspection and testing.Loose samples were also obtained for the performance of laboratory compaction and California Bearing Ratio tests and for expahsion index tests. The logs of the borings are presented on Plates A-1 through A-22; the depths at which undisturbed samples were obtained are indicated to the left of the boring logs. The soils are classified in accordance with the Unified Soil Classifi- cation System described on Plate B. LABORATORY TESTS The field moisture content arid dry density of the soils encountered were determined by performing tests on the undisturbed samples. The results of the- tests are shown to the left of the boring logs. Direct shear tests were performed on selected undisturbed samples to determine the strength of the soils. The* samples were tested at field and increased moisture contents and at various surcharge pressures. Many of the samples were tested at two different surcharge pressures to provide more Page A-2 LEROY CRANDALL AND ASSOCIATES complete data. The yield-point values determined from the direct shear tests are presented on Plate C, Direct Shear Test Data. Confined consolidation tests were performed on·11 undisturbed samples to determine the compressibility of the soils. Water was added to 4 of the samples during the tests to illustrate the effect of moisture on the compressi- bility. The results of the consolidation tests are presented on Plates D-1 through D-6, Consolidation Test Data. The optimum moisture content and maximum dry density of the upper soils were determined by performing compaction tests on samples obtained from Borings 13 and 18. The tests were performed in accordance with the ASTM Desig- nation D 1557-70 methqd of compaction modified to use three layers. After completion of the compaction tests, California Bearing Ratio tests were per- formed on the samples in accordance with the ASTM Designation D 1883-67 method. The results of the compaction and California Bearing Ratio tests are presented on Plate E, Compaction and C.B.R. Test Data. Expansion tests were performed on four undisturbed samples of the clay soils to determine the volume changes of the soils due to changes in the mois- ture content. The samples were confined under a nominal surcharge pressure, soaked, and the resulting expansion was-measured.Next, the samples were al- lowed to air-dry, and the resulting shrinkage was measured. The results of the expansion tests on the undisturbed samples are presented on Plate F-1, Ex- pansion Test Data.In addition, the expansion index of the soils was determined by performing tests on three remolded samples in accordance with the tentative method proposed by the Expansive Soils Committee of the Los Angeles Section of The results of these tests are shown on Plate F-2, Expansion IndexA.S.C.E Test Data. -000- gry 18, 1971 )iameter Rotory Wash ;h-brown 13 P I 95-30 5 31 04 y 0/67//BORING v ./ \' %>74> / DATE DR ILLED Jam EQUIPMENT USED. 5"-[ / 4/91\37/ / / ELEVATION 98.7* 1///CL SILTY CLAY - dark greyis 31.4 85 154 86 E .8 88 Layer of Sandy Silt 90-37.1 82 Cemented Nklules Dark grey - 10 27.4 96 85- - 15 18.3; 112 (LARGE QUANTITY OF WATER LOST IN CIRCULATION) ZT SANDY CLAY - fine, reddish-brown and grey Elevations refer to assumed datum; see Plate 1 for location of benchmark. Soils classified in accordance with the Unified Soil Classification System. 80-93'»IF- · SAND - fine, few fine grovel, light brown 15.7 113 1- 20- 75-'Grey 25_21.0 107 1 2 NOTE: Water level not established. Drilling mud used in the drilling process. 70- - 30 18.8 112 ML SILT - some clay and very fine sand, cemented nodules, light greyish-brown 65- SAND - fine, light greyish-brown 60-SILTY CLAY - light greyish-brown 40 jl1 LOG OF BORING LEROY CRANDALL AND ASSOCIATES pVATE 'All BORING 241/6/ DATE DRILLED : January 15, 1971 EQUIPMENT USED 24"-Diameter Bucket / / ELEVATION 98.8 ' CL S ILTY CLAY - dark greyish-brown 90 83 87 ML SANDY SILT - fine, light brown 82 rl-CE SILTY CLAY - brown 28.0 95- - 5-. 33.5 29.9 90- - 10 35.2 lililll.Mottled reddish-brown and light grey 85- <.Ill 15- 31.3 90 NOTE: Slight water seepage encountered ot 11'. No caving. LOG OF BORING LEROY CRANDALL AND ASSOCIATES ...1-, - - =J q///- 7,///9 TE 7 /e!!Ef. E.. D. _Ad T C 1 - •r- . I 1 1 .- I. , -> 33 95-37 32 90 39 - 10 31 8y 15 16 BORING 3 ..C.ji...lf, qfi2:.fli ./DATE DRILLED : January 15,1971 QUIPMENT USED: 24"-Diameter Bucket / / ELEVATION 99.0 SILTY*CLAY - dark greyish-brown .3 85 .1 74 .7 87 .5 82 .4 90 1 117 Layer of Silt - brown Troce of organic matter, light grey Mottled reddish-brown and light grey Sandy, light brey NOTE: Water seepage encountered at 11'. No ca vi ng. LOG OF BORING LEROY CRANDALL AND ASSOCIATES P L d'TE... AM.3 ' -. -, 34 - 10 15- - 15 1971 Rotary Wash BORING 4 7 1 DATE DRILLED. January 18, EQUIPMENT USED 5"-Diameteril#//,;>tio0 4¢>/Co// / ELEVATION 99.0 SILTY CLAY - doric greyish-brown 85 33.9 8495- 5 25.0.90 14 Layer of Silt - brown 1II Cemented nodules, clark grey29.7 91 1/7/ 34.2 86 Mottled reddish-brown and grey 27.6 - 96 - 20 16.0 115 1 ' SAND - fine, few fine gravel, light brownSandy, li ght brown 25--18-1 _112- -1 .. (CONTINUED ON FOLLOWING PLATE) LOG OF BORING LEROY CRANDALL AND ASSOCIATES ¥ A-3*:Al<9 TE Illf/* 0.7-.E. jE,(IliD. _lial- 1 - ..... A- .. 70- k / / /2 /4, 2, :t,449* /04\Vor 45 q. BORING 4 (CONTINUED) DATE DRILLED I January 18, 1971 EQUIPMENT USED 5"-Diameter Rotary Wash - 30 17.6 111 65-65- 14.7 119 5/ CL SILTY CLAY - some very fine sand, cementednodules, light greyish-brown 60-27.9 97- 40 -lill ML S ILT - brown 55- - 45 29.2 95 1 50-5031.3 91 1 NOTE: Water level not established. Drilling mud used in drilling process. LOG OF BORING LEROY CRANDALL AND ASSOCIATES r \/4- / /BORING 5 1971 mr Bucket 49/4* '«3634,/ DATE DRILLED T January 15, +,/<: 1>;63><t/' EQUIPMENT USED: 24"-Diamet,/0.00/4 -4./4/ / / / ELEVATION 98.2 ////CL SILTY CLAY - dark breyish-brown .5 87 4/55 Light brown and grey32 95- 27.9 80 - 5- 27.7 83 29.6 80 90- Layer of Silt - light brown Dark grey - 10 42.3 79 85- 14 16.4 116 Mottled reddish-brown and grey 9 l1it 80- 20 11.1 123 0011 E SANDY CLAY - some silt, light brown SILTY SAND - fine, few fine gravel, light brown NOTE: Water .first encountered at 18'. Water level at a depth of 114' 1 hour after completion of drilling. Caving below 18' . LOG OF BORING LEROY CRANDALL AND ASSOCIATES, -PLATE *461 . 4 9.- r - r 34, 95- 1 / 4 BORING 6 '¢i /' DATE DRILLED January 19, 1971 P'*'/ EQUIPMENT USED : 5"-Diameter Bucket ELEVATION 98.5 2*/+462 0/St 63/y\6 >Sfi\:34; 95>/ -«CL SILTY CLAY - rootlets, dark greyish-brown 28.7 80 12»Mottl ed grey and brown '1' -5 26.6 94 Layer of Silt 90-36.3 85 1 Cemented nodules dark greyish-brown - 10 lit, 39.8 81 1 85- -15 19.5 112 li wrey ana reaa,sn-or-own Sandy, few fine grovel 80- 20 12.1 124 r...c2:·1 SP ' SAND - fine, few fine grovel, light brown 75- 25 15.7 114 (CONTINUED ON FOLLOWING PLATE) LOG OF BORING LEROY CRANDALL AND ASSOCIATES Plz AT'E A·,7 , -H--1 -•.9/9191-- 12---7,r-1-- --7 -¥-c- 'FV""p- ' 7- hi 70- 0.4 1 /.1/6 /61/49 4 'cy0*€9'4»93 BORING 6 (CONTINUED) DATE DRILLED : Janbary 19,1971 EQUIPMENT USED: 5"-Diameter Rbtary Wash - 30 ML SILT - some very fine sand, few cemented nodules, 25.6 100 0 grey and brown 65- 19.9 109 1- 35- 60- 55- 40 24.1 101 Sandy - 45 35.6 87 Clayey 50- 50 26.6 98 NOTE: Water level not established. Drilling mud used in drilling process. LOG OF BORING LEROY CRANDALL AND ASSOCIATES -9 E illll EE&4Ili4' 73£IIIIIID. E 'llilili <1 ll). 1_ L•·•'---a--- I../.-.....I'l£=2£heet====21-=2&==. /'*r / iq 43 85- -15 28 80- 20- 14>@23/ EQL / ELEVATIC ///y>:0, .t> /yi\:3/4 4,60 / CL 29.0 90 95- 23.3 98 5 18.1 102 BORING 7 IATE DRILLED . January 15,1971 JIPMENT USED: 24" -Diameter Bucket )N 98.5 S ILTY CLAY - dark greyish-brown Mottl ed light brown and grey Layer of Silt 90-36.9 84 1 -10 ]Ill' .2 80 .1 95 t Trace of organic matter, clark grey NOTE: Water level not established. No caving. LOG OF BORING LEROY CRANDALL AND ASSOCIATES PLATE *=9 > /5/k I 0 85 15 1 1 30.1 89 154 95 30.5 78 5> 25.7 87 1-£- 90 31.3 91 ;6 30-8 91 , BORING ,8 . January 15, 1971 ) : 24"-Diameter Bucket * greyish-brown y and brown I / DATE DRILLED DA 93549/ EQUIPMENT USE[/4>,3>.abelCoy/ / ELEVATION 98.6 SILTY CLAY - dai Layer of Silt Greyish-brown 41.6 79 NOTE: Slight water seepage encountered at 11'. Water level at a depth of 134; U hours after completion of drilling. No caving. LOG OF BORING LEROY CRANDALL AND ASSOCIATES .... f%*k> EQL / ELEVATIC BORING 9 ,ATE DRILLED: January 19, 1971 *42;319 HPMENT USED 6 5"-Diameter Rotary Wash /4,40/42 )N 98.3 1 1 A />5/ CL SILTY CLAY - dark greyish-brown 28.1 89 24.5 85 1,., 1 L. lili Cemented nodules, light grey and brown 24.9 94 12 It .4 89 , CL CLAY - dark grey 82 'lill - '4 SC CLAYEY SAND - fine, few fine gravel, grey and 15.8 117 tM reddish-brown 1 :/SP SAND - fine, few fine gravel, light brown 12.0 123 , .0 12.6 124 . (CONTINUED ON FOLLOWING PLATE) LOG OF BORING LEROY CRANDALL AND ASSOCIATES Ilill-liall/46 'llilk--filiwill- 1 95 -5 90 -31 - 10 37 85 - -15 80 - -20 75 - 25 _.---W.---6==-===-----h---6-....R' 2/0'-04/1 9 4+ 0:/40. 45 BORING 9 (CONTINUED) DATE DRILLED January 19, 1971 EQUIPMENT USED 5"-Diameter Rotary Wash ..... 12.6 115 . T[IT Layer of Silt, light brown ML SILT - some cl«and very fine sand, few cemented nodu les, light greyish-brown 16.7 113 . 28.9 94 1 29.1 95 1 V6ry clayey 23.0 104 i NOTE: Water level not established. Mud used in drilling process. LOG OF BORING LEROY CRANDALL AND ASSOCIATES ,1 9 -RATE 27 7- E- /3 Ul 01 g 1 1 1 1 W CA 8 W 0 k. .. - 09 65 - 70 - r I ' ./ I I. 6- - -9 1 4 IU 85 - - 15 80 - 20 /6 11 / ELEVATIC 2/BORING 10 ATE DRILLED 9 January 15, 1971A>€915 11 PMENT USED 24"-Diameter Bucket IN 98.4 CL SILTY CLAY - dark greyish-brown27.5 93 1 ec Layers of Silt, brown and grey95 -£4./OJ 14.0 94 0 1I. 31.1 86 Mottled grey and brown90 - /// - - in 26.2 .91 8 1 Traces of organic matter, grey and reddish-brown 23.8 103 2 Sandy litliit 13.8 119 .17% SP SAND - fine, few fine gravel, reddish-brown NOTE: Water seepage encountered at 19'. Water level at a depth of 931,24 hours after completion of drilling. No caving. LOG OF BORING LEROY CRANDALL AND ASSOCIATES PLATEr A-13 -- ..TE- 74 -ep-. E BORING 11 . e./6/ DATE DRILLED Z January 15,1971 EQUIPMENT USED: 24"-Diameter Bucket / ELEVATION 98.4 ./ 1 -. 649 *4°i.<<Lb. 2/i:* Q« CL SILTY CLAY - dark greyish-brown 34.1 86 95 - 23.2 98 - 5- 29.2 89 90-31'.5 91 0 ML SANDY SILT - brown and grey ML CLAYEY SILT - brownish-grey '35 c t SILTY CLAY - brownish-grey 34.0 85 -lliill -15 28.2 95 80 - Dark grey Reddish-brown and grey NOTE: Slight water seepage encountered at 143'. No caving. LOG OF BORING LEROY CRANDALL AND ASSOCIATES -i== 0 -. ...::, ...lop 26 95-28 \lt©LI / ELEVATIC BORING 12 ..fgbi<Q& 4>ATE DRILLED : January 15,and. 18,1971:21/63/3 11PMENT USED: 24"-Diameter Bucket to 154' /*e /54 4 5"-Diameter Rotary Wash to 50' )N 98.5 1.9 80 ,CL SILTY CLAY-dark brownMottled greyish-brown 86 -5 16.4 yj ./ 90-21.4 97 V -10 35.4 86 12 85- -15 >28.6 93 1/ 80-411'lll. 50*4- 20 20.2 108 75- - 25 13.6 122 055 2-:.5 Sp SAND - fine, few fine gravel, light brown 70- 10.7 129- 30 (CONTINUED ON FOLLOWING PLATE) LOG OF BORING LEROY CRANDALL AND ASSOCIATES p EATE A=15* . d. --6.-- ----- -- -/s"-/I//'/-' --219-- -a-*//'- r Ithl0/ /0/« 634/0.000:/44 45 BORING 12 (CONTINUED) DATE DRILLED : January 15,and 18,-1971 EQUIPMENT USED- 24"-Diameter Bucket to 156 5"-Diameter Rotary Wash to 50 65 - 35 16.4 113 60 'O An A ML SILT - some clay and very fine sand, cemented nodules, light greyish-brown - 4U 55· 26.3 99 - 45 50 28.6 96 50 NOTE: Water level not established. Drilling mud used in drilling process with rotc,ry wash equipment. LOG OF BORING LEROY CRANDALL AND ASSOCIATES PLA¥'e, A,16 ·, 26 29 95 - 25 - 5- 90- - 10 85 15 1. 1 1 AORING 13 22,/0.<>024> DATE DRILLED: JaAuary i5,1971 EQUIPMENT USED : 24"-Diameter Bucket /;,353(03 seivi/ ELEVATION 98.8 01 SILTY CLAY - dark greyish-brown .1 88 .3 86 e Mottled brown and grey NOTE: Water not encountered. No caving. 4 JO LOG OF BORING LEROY CRANDALL AND ASSOCIATES 27 -10 85 15 / ELEW /8 4 9/ '9#/4*45 CL BORING 14 January 15, 1971 : 24"-Diameter Bucket greyish-brown No caving. ' DATE DRILLED EQUIPMENT USED 4TION 98.7 SILTY CLAY - dark 85 95-28.3 74 -5 29.5 76 90- 0 NOTE: Water not encountered CRANDALL AND ASSOCIAIES LOG OF BORING LEROY .-I.-17 I.--J ORING 15 / ELEVATIC v/ - /10/0, 41.ATE DRILLED : January 15, ly/1 224;45 JIPMENT USED: 24"-Diameter Bucket /600//2 45 )N 99.1 ,//Uk SILTY CLAY - dark greyish-brown .4 87 .8 74 .5 8/ NOTE: Water not encountered. No caving. LOG OF BORING LEROY CRANDALL AND ASSOCIATES 1-ZA-71 . 8 1 15 -10 26 .25 95 - -5 26 1%l41 1 1 AARIKIG. IA 1971 er Bucket ,,4St;¢,316 t/4, / DATE DRILLED : January 15,- 47/ EQUIPMENT USED: 24"-Diamet,1% 4 %1 4 91 11 / / ELEVATION 98,2 SILTY CLAY - dark greyish-brown 29.u. 89 95-21.9 85 - 5 25.1 88 90 - -10 85 - 15 NOTE: Water not encountered. No caving. LOG OF BORING LEROY CRANDALL AND ASSOCIATES .. 2 BORING 17 DATE DRILLED January 15, 1971 'y' EQUIPMENT USED: 24 -Diameter Bucket / ELEVATION 98.4 UITY Cl AY - dark arevigh-brown t/Spt/9. e/4940 /4.49 29.6 80 ll1 95 - 24.3 79 25.5 83 -5 Cemented nodules NOTE: Water not encountered. No cavinb. W LOG OF BORING LEROY CRANDALL AND ASSOCIATES PLATE A-21 O0 U.1 3 1 01 0 r 14lt, 34.1 -r 97 9 -10 85 - -15 80 - -20 75 - 25 1 \11 BORING 18,/A €15;04,>/6 / DATE DRILLED 2 January 15, 1971.i r/'43-0/92/ EQUIPMENT USED 24"-Diameter Bucket / / ELEVATION 98.7 7 CL SILTY CLAY - dark greyish-brown 87 Brown 02\: yo -£'.£/O -5 25.3 93. 90 - 0 Layer of Clayey Silt, light brown Light brown Brownish-grey Light brown & CL SANDY CLAY - light reddish-brown 1 1- NOTE: Slight water seepage encountered at 22'. No cavIng. LOG OF BORING LEROY· CRANDALL AND ASSOCIATES * -lk MAJOR DIVISIONS GROUP SYMBOLS TYPICAL NAMES G'*i Well graded grovels, grovel - sond mixtures,?'49 Gw little or no fines.CLEAN 2 ...:2 GRAVELS 4.·. · (Little or no fines ) ·Wo':"Poorly graded gravels or gravel-sond mixtures, GRAVELS :9:06€ GP litlle or no fines.• o Ot. (More than 50% of coarse fraction is LARGER than the Silty grovels, grovel- sand-silt mixtums. No. 4 sieve size)GRAVELS WITH FINES COARSE (Appreciable amt. Cloyey grovets, gravel-sand-clay mixtures.of fines) GRAINED SOILS (More than 50% of Well graded sonds, grovelly sands, little or material is LARGER no fines. Ihon No. 200 sieve CLEAN SANDSsize)(Little or no fines ) Poorly graded sands or gravelly sands, little SANDS or no fines. (More than 50 % of coarse fraction is SMALLER than the Silly sands, sand-sili mixtures.No. 4 sieve size)SANDS WITH FINES (Appreciable amt.Cloyey sands, sand-clay mixtures.of fines ) GC SM q f. 7 Fl k ML Inorganic sills and very fine sands, rock flour, silly or clayey fine sands or clayey sills wilh slight plosticily. SILTS AND CLAYS .llll Inorganic cloys of low to medium plasticity, (Liquid limit LESS than 50)gravelly cloys, sandy clays, stlty cloys, leon Cloys. CL FINE GRAINED SOILS (More than 50 % of material is SMALLER than No. 200 sieve size) m 0L MH Organic silts and orgonic silly cloys of low plosticity . Inorgonic silts, micoceous or diatomaceous fine sandy or silly soils, elastic silts. SILTS AND CLAYS (Liquid limit GREATER than 50) 1 OH Inorgonic cloys of high plosticity, fat cloys. Organic cloys of medium lo high plasticily, organic silts. HIGHLY ORGANIC SOILS pt Peol and other highly organic soils. BOUNDARY CLASSIFICATIONS: Soils possessing characterislics of Iwo groups ore designated by combinations of group symbols. PART ICLE SIZE LIMITS SAND GRAVEL SILT OR CLAY COBBLESI BOULDERS FINE MEDIUM COARSEE FINE COARSE NO. 200 NO. 40 NO. 10 NO. 4 34 in.3 in.(12 in.) U. S.STANDARD SIEVE S IZ E UNIFIED SOIL CLASSIFICATION SYSTEM Reference : The Unified Soil Classification System, Corps of Engineers, U. S. Army Technical Memorandum No. 3-357, Vol. 1, March, 1953. (Revised April, 1960) LEROY CRANDALL 8 ASSOCIATES PLATE B 0 0 SHEAR STRENGTH 500 1000 in Pounds per Square· Foot 1500 2000 2500 3000 441,6 0 o -7*/ Jes Xees eae 545 .. 0 • 22€ i 3 03 S@5 500 12*PO 2%G 0 0 11418 0 7@9 1000 03@#r quare F r ./2€45 0 ICAn BORING NUMBER a SAMPLE DEPTH (FT.)/06/4.Ge,5 .eeg. 0@/0 1 -VU C i €24· . C - 2000 4.20 W D 0 Lu 01 2500 LU 0 I VALUES USED_, IN ANALYSES \ 6€/ ,¢§ 1 /%/ 0 3 /eNa '-" 8@24. 00@39 4€#¢ 3®5 3000SURC 3500 4000 KEY • Tests at field moisture content o Tests at increased moisture content DIRECT SHEAR TEST DATA LEROY CRANDALL 8 ASSOCIATES -PLATE C LOAD IN KIPS PER SQUARE FOOT 0.5 0.6 0.7 0.80.9 1.0 20 3.0 4.0 5.0 6.0 7.080,·0.4 -0.02 -0.01 Boring 2 at 44' SILTY CLAY 5 0 LU 0 WO.01 I U Z Z ,0.02 . j &- Boring 1 at 24 SA ND r- \ 0.04 a 0.05- INU IC: ¥vurer Ougeo ro Somple Nom Doring £ oTTer Con;ollacTIOn under a load of 1.8 kips per square foot. The other sample tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL AND ASSOCIATES 3 4 ... A Al C f. f . .91 LOAD IN KIPS PER SQUARE FOOT 0.4 0.5 0 0 0.01 0.6 0.7 0.80.9 1.0 20 io 4.0 5.0 6.0 7.0 80 1 1 . Boring 5 at 36'1 \' f SILTY CLAV I 0 E 0.02 Boring 4 at 446 SILT 0.03IN INCHES Z 0 4 0 0.04 \ 7 i \ 1 -2 0.05 N Z 0 0 0.06 1 0.07 NOTE: Water added to sample from Boring 5 after consolidation under a load of 1.8 kips per square foot. The other sample tested at field moisture content. LUNbULIUAI ION Itbl UAIA LEROY CRANDALL AND ASSOCIATES CH 4=. I. .. .- " 1 : - -'-' 12. T . - t¥ f.,9/, -r,3.,""5 LOAD IN KIPS PER SQUARE FOOT, 0.4 0.5 0.6 0.7 080.91.0 2.0 10 4.0 5.0 6.0 7.08.00 Boring 7 at 2' SILTY CLAY , 0.01 -244 1 I T 0 Zn no Boring 6 at 346' SILT WO.03 tr-I 0 . Z \ \ 1 - i k. ,0.04 \ 0.06 0.07 NOTE: Water added to sample from Boring 7 after consolidation under a load of 1.8 kips per square foot. The other sample tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL AND ASSOCIATES T PEATE--043 /0 A-1 LOAD IN KIPS PER SQUARE FOOT 0.4 0.5 0.6 0.7 0.80.9 1.0 20 i0 4.0 5.0 6.0 7.0 80 1 0 I u 0.02 Boring 8 at 11 6' SILTY CLAY rol w 0.06 I Z Z n ng- · Z 0 0 J 0 Z 0 0 VIVW 0.10 0.12 0.14 NOTE: *NOTE CHANGE IN SCALE Sample tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL AND ASSOCIATES 4 t r LOAD IN K I PS PER SQUARE FOOT 0.4 0.5 0.6 0.7 0.80.9 1.0 2.0 i0 4.0 5.0 6.0 7.0 80 0 T --0-0- , Boring 10 at 3 SILTY CLAY 0.01 I U ZO •02 -- - Boring 9 at 15* CLAYEY SAND V' 990.03 -----g IN INCI- 14-64 0.06 0.07 NOTE: Water added to sample from Boring 10 after consolidation under a load of 1.8 kips per square foot. The other sample tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL AND ASSOCIATES · LOAD IN KIPS PER SQUARE FOOT t .r 0.4 0.5 0.6 0.7 0.80.91.0 20 3.0 4.0 5.0 6.0 7.08,0 0 Boring 11 at 6 / CLAYEY SILT 0.01 r_ Boring 12 at 20 b' / SILTY CLAY I 0 Zn rio 0.03 Z n nd 3HJNI \XS PER -1 J 0.06 0.07 NOTE: Samples tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL AND ASSOCIAJES ' I •Ie·- -1 T. ..'....1 -..i 7,- BORING NUMBER AND SAMPLE DEPTH:13 at 0 to 4'18 at 0 to 6' SOIL TYPE:S ILTY CLAY S ILTY CLAY MAXIMUM DRY DENSITY*:108 109 (Lbs./Cu.Ft.) OPTIMUM MOISTURE CONTENT*: 17 16 (% of Dry Wt.) EXPANSION (%): 8 74 (From Optimum to Saturated Moisture Content) C.B.R.** (96 of Standard) At 90% Compaction: 2 2 At 95% Compaction: 3 3 * TEST METHOD: ASTM 0esignation D1557-70 method of compaction modified to use three layers instead of five layers. " TEST METHOD: ASTM Designation D 1883-67. COMPACTION AND C. B.R. T EST DATA LEROY CRANDALL AND ASSOQIATES BORING NUMBER AND SAMPLE DEPTH:3 at 1'5 at 1 S ILTY S I LTY SOIL TYPE:CLAY CLAY CONFINING PRESSURE:200 200 (Lbs./Sq. Ft.) FIELD MOISTURE CONTENT:33.3 32.5 (%) EXPANSION FROM FIELD TO SOAKED MOISTURE CONTENT:0.5 1.0 (90) SOAKED MOISTURE CONTENT:34.7 33.8 (96) SHRINKAGE FROM FIELD TO AIR-DRIED MOISTURE CONTENT:22.6 20.5 (%) AIR-DRIED MOISTURE CONTENT:4.6 4.3 (%) TOTAL VOLUME CHANGE:23.1 21.5 18.5 18.8 (%) EXPANSION TEST DATA LE ROY CRANDALL AND CATES 2 .1-&-... a - .4 1 7- . 2,!m - . .10. . sc. . P. Di- 10 at 1'12 at 1' SILTY SILTY CLAY CLAY 200 200 27.5 26.9 0.9 0.7 28.8 34.3 17.6 18.1 4.4 3.8 1 t BORING NUMBER AND SAMPLE DEPTH:3 at 0' to 2'5 at 0' to 5'10 at 0' to 3' SOIL TYPE:SILTY CLAY SILTY CLAY SILTY CLAY CONFINING PRESSURE:144 144 144 (Lbs./Sq.Ft.) MOLDING MOISTURE CONTENT:15.0 15.5 .15.4 (%) FINAL MOISTURE CONTENT:33.1 37.3 32.6 (%) DRY DENSITY: 92 91 92 (Lbs./Cu. Ft.) EXPANSION INDEX: 89 120 87 NOTE: Tests performed in accordance with the tentative method for expansion index test proposed by L.A. Section ASCE Expansion Soi Is Committee. EXPANSION . INDEX TEST DATA LEROY CRANDALL- AND ASSOCIATES JI DIETERICH·POST CLEAR•RINT 1020-10