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Home My WebLink AboutCT 76-18; PLAZA CAMINO REAL SHOPPING CENTER; SOILS REPORT; 1975-09-17'" I· .. :i. :~ :1 I . . 'I· SOIL INVESTIGATION FOR THE PROPOSED' 'I PLAZA CAMINO REAL I '_ CARLSBAD, CALIFORNIA. ' ,I I" ,~ , . I I I' I' For May Stores Shopping Centers, Inc. ,I 611 Olive Street St Louis, Missouri 63101 I I" I' By 'I ' . I WOODWARD-CLYDE CONSULTANTS Consulting Engineers and' Geologists .~ :., I I· I I I I I ·1 . I' I· I '1 ·1 'I. I I 'I I I I LEtTER OF TRANsr.uTTAL . SCOPE OF WORK DESCRIPTION OF PROJECT ,FIELD' INVESTIGATION TABLE OF CONTENTS PLANS' AND PREVIOUS SOIL REPORTS REVIEWED LABORATORY TESTS AND EVALUATION OF SOIL' PARAMETERS SITE AND SOIL CONDITIONS '.SUMMARY OF FINDINGS, DISCUSSION AND CONCLUSIONS RECOMMENDATIONS LIMITATIONS FIGURE 1 -SITE PLAN FIGURE 2 ,-KEY TO LOGS 'FIGURES 3 THROUGH 21 -LOGS OF TEST BORINGS "FIGURES 22 AND 23 -GRAIN SIZE DISTRIBUTION CURVES FIGURE 24'-FILL SUITABILITY TESTS FIGURE. 25 -PLASTICITY CHART ' FIGURE 26 -LOADED SWELL TESTS FIGURES 27, 28 AND 29 -CONSOLIDATION TEST ATTACHf4ENT I -R-VALUE TESTS ATTACH~1ENT II -SPECIFICATIONS FOR CONTROLLED FILL ATTACHfvlENT II I -GUIDE SPECIFICATIONS FOR SUBSURFAC~ DRAINS . Page 1 2 3 4 4 6 13 17 , 27 I I I- I 'I I I I I I I I I I I I 'I 1- 'I WESTERN REGION 3467 Ku'rtz Street San 'Diego California 92110 Phone (714) 224-2911 WOODWARD-CLYDE CONSULTANTS ~ONSUL TING ENGINEERS. GEOLOGISTS J\ND ENVIRONMENTAL SCiENTISTS September 17, 1975 Project No. 75-173 May Stores Shopping Centers, Inc. '611 Olive Street St. Louis, Missouri 63101 Attention:, Mr. Norman Barth In accordance with the request of Mr. Lawrence Rogoway of Shuirman~ , Rogoway & Associates, and our authorized proposal dated July 7, 1975, we have made an investigation of the underlying soil conditions in the area of the Plaza Camino Real Expansion to be located west of the existing Plaza Camino Real Shopping Center in the City of Carlsbad, California. During our study of the site, we have identified three particular conditions that will require special consideration during the ,development of plans for the subject expansion. These are as follows: ' (1) Test borings indicated that variable subsurfac~ soil conditions are present in the areas of the proposed Sears store and the Marron Road extension. These areas of development are underlain by both relatively , soft potentially compressible bay-estuary deposits and relatively unyielding dense formational soils. In the case of Sears Store, the soft deposits range from 0 at the southeast corner of the store, 'where the underlying soils consist of hard and dense Tertiary sediments, to a thickness on the order of 100 feet in the northwest corner. Marron Road is underlain by alternating areas of 'relatively unyielding compacted fill and Tertiary sediments and potentially compressible bay deposits, the latter having thicknesses ranging from 10 to 80 feet. (2) Present plans indicate that in the proposed Sears store area, the existing ground surface is such that finish grades will result in " irregular and variable fill loading conditions ranging from approximately 10 feet of excavation to 18 feet of new fill. This variable loading, along with the variable soil conditions, could result in significant differential building settlements if not properly considered. (3) Along the alignment of the proposed Marron Ro'ad extension, much of that portion of the road, underlain by bay deposits has been surcharged; however, there are two "notch" areas not previously filled or surcharged., It is anticipated that significant settlements will occur under planned fills in these areas. 1 'I' I~ :1 .1 ,I I' I I' I I il <I 'I I I,' I I, .1 May Stores Shopping Centers, Inc. Project No. 75-173 September 17, 1975 . The accompanyi n9 report presents our conc 1 us ions andrecommendati ons ·i n , regard to soil conditions at the site, as well' as the results of the subsurface exploration and laboratory tests upon w.hjch the recommendati'ons are based. The engineer assigned to this project is Mr. Richard P.While of our firm. If there are any questions concerning this project in which we . 'may be of help, please call or write at your convenience. , . WOODWARD-CL YDE CONSULTANTS 14129 LJL/RPW/jr {2) May Stores Shopping Centers, Inc. (2) Shuirman, Rogoway & Associates .Page 2,. '-w 00 D WAR D • C l YD E CON S U L TA N r S ' CON~UI..TINO I:HOIHUlla, OIEOLOQISTa AND IEHVlItONMENTAL"CIENTlaTIE I ·1 <,I I 'I 'I I' I I I' I', I I I I I I, I ,1. Project No. 75-173 SCOPE OF WORK This 'report describes an investigation of, the underlying soil conditions at the site of the ~roposed Plaza Camino Real Expansion in \ the City of Carlsbad, Cal ifornia., The site is located west ~nd adjacent to the existing shopping center which is northwest of,the intersection of Marron Road and El Camino Real. Our studies are-,intended to provide subs'urface information, including depth of existing fills, charactertstics of potentially expansive and compressible soils and -gener,al groundwater', " "coriditions. This data provides a basis for conclusions and recommendations regarding site preparation and earthworking" soil stabilization, foundation design, estimates of settlements to be expected and paving requirements. Specifically we are presenting the following: Buildings-For building areas we are presenting recommendations for site preparation and grading, surcharge schemes for 'soil stabilization,-.· . foundation design including spread footings and piles~ and design recommendations for retaining walls. Paving Around Buildings-For these areas we are including recommendations for site and subgrade preparation.and pavement design for various areas including car parking, loadjng docks and access roads. Marron Road-For the Marron Road improvements, we a·re presenti ng site and subgrade preparation, earthworking and surcha-rge 'recommendations~ and preliminary pavement designs; also disc'ussed is the effect of settlement on the proposed storm drain. -·,w 00 D WAR D· Cl Y DE C'O N SU L TAN T S CONSULTING KNGINKK .. , GKOLOGISl'S AND IENVIIIONMENTAL ICIENTISTS I 1 I I :,1' 1 I I "I 'I ,I- 'I: "I 'I I' I, ,I I' ,I ,Project No. 75-173 DESCRIPTION OF PROJECT It is our understanding that the proposed expansion will ge~eral1y include a two level Sears Department Store.; a two level mall shops area; car parking, access roads, and loading dock areas a'round the ; stores; and the Marron Road extension,'which ,will extend around the southern boundary of the lagoon 'from the existing terminus to Jefferson Street at the extreme western edge of the project. Page 2 It is further understood that plans for the expansion are in a very early stage of development; however, we were furnished with preliminary' plans, dated December 20, 1973 and prepared by Krumm and Sorensdn,' showing the, basic size and location of structures. Rough estimates of finished grade elevations and building column loads were provided by Shuirman, Rogoway & Associates. This information indicates ,that the site will be graded into two pad levels with the lower level befng approximately 27 ft, the existing level of the adjacent Penneys Store, and the upper level will be approximately 44-1/2 ft. The higher elevation will exist adjacent to the southern boundary of the Mall Shop and Sears and extend around the western edge of Sears. Retaining walls Will separate the two levels.' Maximum column loads to be expected in the building areas will be on the order of 250 kips and it is assumed that' the construction will be either tilt up wall masonry or steel frame with , wall panels. The proposed buildings will be surrounded with car parking, atcess roads, and loading dock areas. , For purposes of design, traffic indexes of 3.0 for car parking areas, and 5.0 for access roads and 6.0 for truck lanes was assumed. WOODWARD·CLYDE CONsutTANTS CONSULTING aNGINKK,.II, Gaor.OCUSTS AND aNYllIONMENTAL $C.aNT'"T. ,I I I, I I I I ',I' I I I' I I I' I I' I I I ,Project No. 75-173 Marron R~ad will be extended from its existing' paved terminus along the 'south side of the project and will join Jefferson Street near an existing bridge. Two IInotches" in the existing roadway embankment will be filled and a 5 ft diameter RCP. storm drain will be installed in the roadway having' a cover over the pipe ranging from 3 to 4 ft. The design traffic index for Marron Road as rece1ved from Shuirman, Rogoway & Associates is 7.5. FIELD INV.ESTIGATION r A field investigation was performed at the site during the ,period between July 22 and August 19, 1975. The investigati,on included a review of previous studies, a visual reconnaissance nf the sita and " Page, 3 ,the drilling of test borings to determine the subsurface soil conditions.', FQur 4-in. diameter rotary wash borings and nine 6-in. diameter, con~inuous . 'flight, truck-mounted, power auger test borings were made at the,approximate locations shown on the attached Site Plan, Fig. 1. Two-in. diameter modified California drive samples, 3-in. diameter ,2-1/2 ft long pitcher samples, and disturbed bags or sack samples were obtained at'representative ' depths ih the borings. ' The drilling was done under the supervision of ' an engi'neering geologist of our firm who prepared field boring logs on the basis of an examination of 'the samples secured and the excavated material. The Logs of Test Borings presented on Figs. 2,through ,21 are based on an inspection of the samples in the laboratory, the laboratory test results and on the field boring logs. The vertical position of each sample secured is shown on the Logs of Test Borings. WOO D WAR D· eLY DEC 0 N'S U L t A,N T S CONSIILTING I:NGINEE.S, GIEOLOGISTS AND·KNYltlONMEHTA" ICIIENTIITS "I . I, I I' -I I ,',I' :1 I" 'I·, "I 1 'I I .. I I 1 I. 'I , Project No.' 75-173 PLANS AND PREVIOUS SOIL REPORTS REVIEWED The test borings were 'located in the field with the aid of the previous mentioned Krumm and Sorenson plan provided us by Shuirman; : Rogoway & Associates. Other plans reviewed include the City of Carl,sba'd topographic survey sheets appljc~ble to the area, a plan entitled "Interim ,.Grading P'lans -Carlsbad" 'prepared by Shuirman,Rogoway and Associates., elated December' 9, 1971, and a recent undated plan entitled "P1ans and, 'Profiles For Street Improvements of Marron Road" also prepa,red by Shuirman, Rogoway and Associates. A "Report of Foundation Investigation Proposed Shopping Center E1 Camino Real near Vista Freeway, Carlsbad, Page 4 , California for Plaza Camino Real" prepared by Leroy Crandall and Associates, dated August 12, 1966, as well as two compac'tion reports, one of existing fi 11 tng and one of sett1 ement ana lysis (also prepared by Leroy Crandall' and Associates) dated April 29, '1968 and February 3, 1972, respectively, -wer'e also reviewed. A preliminary report for Hosp Grove area south and adjacent the Marron Roap prepared by Woodward-Clyde & Associates 'was " utilized in our study of ~1arron Road. Compaction and settlement analys'fs 'reports concerning grading in the Marron Road area and prepared by Woodward-Gizienski & Associates, dated December 2, 1971, and September 10, 1972, respectively, also provided additional data. LABORATORY TESTS AND EVALUATION OF SOIL PARAMETERS The soils encountered in the test borings were visuallY classified' and ~epresentative samples evaluated with the respect to strength and, compressibility charcteristics, dry density, moi$ture content and swelling, , WOODWARD-CLYDE, CONSULTANTS CON.ULTINa ENalNlElElIl, alEOLoallTI AND IENVIIIONMENTAL "1IENTIIT" . , ., ·'1 .1 I I I·' I'·· I .1:· 1 '1' I· . I '1: ·1 I :1 I· I I Project No. 75-173 Page 5 . . characteristics. The visual classifications were substantiated by grain size analyses a.nd the determination of plastiCity character.i$tics on represe:ntative samples 'of soils. The-strength of the soils were ~stimated by ~ unconfined compression strength tests, a direct shear test, and by a consideration of the penetration resistance of the s'ampler, the geologic characteristics of the formati~nal soils, and the water content and dry . density of the samples. Compressibility characteristics were' established by consolidation tests on representative samples, a consideration of the wat~r content and plasticity characteristics of the soils, and a study . of settlement data on file. Swelling characteristics were estimated by . loaded swell tests on both compacted and undisturbed samples and a consideration of plasticity tests. Fill suitability tests, fncluding a laboratory compaction test, grain size analyses, a direct.sh~ar test on a .compacted sample and classification tests, were performed on a sample of near surface existing fill soil. "The characteristics of anticipated' subgrade soils for the various areas to be paved were determined ·by R:" value and gratn size analyses tests on representative samples. The results of tests on relatively undisturbed samp)es, except " . for the consolidation tests and the loaded swell test, are shown with the penetration resistance of the sampler at the correspond!ng samp:le' location on the Logs of Test Borings. The grain size distributici~ curves and the fill suitability tests are found on Figs. ~2, 23 and 24, respectively. A chart of the plasticity characteristics'and the results of a loaded swell test on a relatively undisturbed sample are presented on WOOD WAR D· eLY DEC O·NS U L T A N'lS' . ' CON.ULTING II:NGINIIIII. OIl:OLoo.IST. ANII' ENYIIIONMII-"TAL .CIENTI!lT. .' 'I 'I I, I I, I 'I I,' 'I, I I" I I 1 I I" I .1 1 Project No. 75-173 " P,age 6 FjgS. 25 and ,2,6, respectively. The results' of the consolidatiqn tests ar~ reported on Figs. 27 through 29. The R-val~e tests; which were, performed by Testing Engineers, San Diego, are attached. SITE AND SOIL CONDITIONS General Site Location and Natural Setting The subject site is situated on reclaimed marshland' in' the .. Buena Vista lagoon area approximately 1 mile from the Pacific Ocean. "The site is located relatively close to the southern boundary of the lagoon, where somewhat steep side slopes ri$e from the lagoon ,to an, elevated terrace area several hundred feet above the lagoon surface. 'The elevation of the lagoon marshland prior to any site, development ranged from 5 to 10 ft (MSL). Several relatively large natural ridges extended in the lagoon having side slopes inclined on approximately 2 to '1. Tributary draws separate these ridges within the low level of the l,agoon which extends into the tributary mouths. Relatively thick m~rsh 'vegeta'tion covers undeveloped portions of the lagoon. Development History According to reports on file" the shopping center site was graded in phases with the first phase grading being done to accommodate " the existing shopping center buildings. The first phase grading extended . west into the area of the proposed expansion and generally consisted of the placing of fill over the marsh area and beyond 'the limits of th~ proposed Sears Store some 300 ft. The fill material was derived from the cutting of the nose of a prominent ridge extending into lagoon. --Wo.ODWARD-CLYDE CONSU:l TAN'TS CON.ULT'NO IENGINEERS. eCOI..OOISTS AND EHVUlON •• NTAL SCieNTISTS I I I I I, ' I' , . I 'I' I' I' I' I I I 'K Project ,No. 75-173 , Approximately 20 f~ of fill was placed during this period. A second, phase of grading was initiated closely ,foil~wing the f{rst phase and consisted of the placing of an excess of fill, to raise the existing fill grade to various pad height~ in the area of the proposed Sears Store, and extending the fill out over the native marsh area encompassing the'proposed parking area west of the Sears store and north of Marron 'Road. Settlement monuments were installed in the fill placed in the proposed parking area but not in the Sears store area. ,Page 7 The Phase I grading was done during the period of July to October' J966,while the'Phase'II grading was done du'ring'the period'of Janu'a.ry and February, 1968. The compaction of the fills was observed and compaction tests were taken by Leroy C~andall and Associates. Reports ,of grading' observations and compaction testing were issued on January 12 and April ·29, 1968 for Phase I and II, respectively. The area of Marron Road extension was graded during'the period of May 27, and September 12, 1972, and consisted of the placing of fil1 from adjacent sources in the road right-of-way along the southern,edge of the lagoon. The fill was compacted and brought to the design road grade, and 10 ft of surcharge was placed over the road embankment. Two "notches" were left for drainage purposes in the embankment and surcharge at 'approximate Stations 35 and 46+50.!j (Reference stationing of new , ' plans). The grading observation and compaction testing were done by Woodward-Gizienski & Associates and reported on Decembe'r 2, 1972. ; , Settlement monuments were placed at several locations along the roadway,; and readings were taken over a 1-1/2 year period. These monuments could not be located during our recent reconnaissance of the site. ,WOODWARD-CLYDE 'CON:SU~TANTS CONSULTING ENOINIIIIIS, GIIOLOGISTS AND ENVIIIONMIINTAL SCIENTISTI, I ~I I I' I I I. I~ 'I' I I I·· '1 I ·1.' ·1 I' I' I Project No. 75-173 '. Page 8 Existing Site Conditions At the time of our recent field work, the subject site appeared' to'be iii the same general condition as at the time of final grading inspections in 1968 and 1972. In the Sears store area several 'pad le~els exist at site elevations ranging from,approximate1y 26 to 27 ft over the northern third of the store, 38 ft over the southern two-thirds' and at the southwestern corner of the proposed building the existing .. elevation rises to an approximate elevation of 44·ft. (The pad elevat.ions were estimated using pacing and hand level measurements with reference to available maps and no actual surveying was done). Fill banks.with approximate 2 to 1 inclinations separate the various pad levels .. I The. area of the Mall shops is currently occupied by an as'phalt concrete parking lot ranging in elevation from approximately 27 ft, adjacent to the existing Pen~eys Store,to 22 ft at the west edge of the parking lot. Some local pavement distress was noted. The proposed parki.ng area extends west from the Sears and Mall shOp area at an approximate elevation ranging from'26 to 44 ft, for a . . distance of approximately 300 ft, where a bank slopes down to a .1 ower level, which extends from elevation 22 ft to elevation 16 ft at the extreme·western portion of the proposed parking lot.' '": .. The surface of the fills' in unpaved areas are covered by a sparse growth of native grasses and weeds, and some piles of dumped trash and rUbble were scattered over the site. Animal burrows appeared to be.·numerous throughout •. It was also noted that several of the fill slopes had d~veloped erosion ~ullys, some on the order of 5 to 10 ft in depth. WOO D W A R'D'-C L Y DE . CON S U L TAN T S CONSULTING IINQINUItS, G .. OLOQISTS AND IINVIIIONII!'IINTAL'SCIIENT,ISTS I I I- -I -I I I 1--- I I I I I I I I 1 I- I Project No. 75-173 The fills and surcharges along Marron Road have developed- erosion gu11ys ?nd are generally covered by a sparse_growth-of weeds and gra~~es. Some of the surcharge has been removed in _the area of Stations 31'+50 to 33+00 to accommodate the lnstallation of a sanitary sewet,which extends east from the intersection of future Monroe Avenue and Marron Road _(Station 33+20) along Marron Road and thence north across the filled area to a trunk sewer located in the center of Buena Vista Lagoon. Subsurface Soil Conditions Sears Department Store --The prClPosed Sears store is under1a,in ~y compacted fill ranging in depth from 15 to 34 ft. The fill appears _ to range-from clayey and silty sand to silty and sandy clay and according to reports, has been compacted to an i-ndica-ted minimumrelative-, compaction Df90% of ASTM-D l557-66T-(modjfied to three layers in lie~ of five). _ The -·upper layers of the fill appear to be primarily clayey sand to lean -sandy clay, which has been classified as low to moderately expansive in fiature having a potential swell between 3 and 6 percent under a surcharge load of 160 psf. Modified penetration values throughout the fill ra~ge from 16 to 28 percent with an average on the order of 21 -ft. Water contents ranged from 21 to 26 percent, with an average 23 percent. Dry densities were on the order of 123 pcf. Underlying the fill soils over most of the building area were _found bay and/or estuarine deposits consisting of soft to stiff silty and sandy clay with minor clayey silt interbedded with layers and lenses of silty to clayey sand and local layers of clean sand and gravel. Page 9 WOO D WAR D • eLY D E CO N S U L T AN T S eONSULTINO tNGINEII:.S, OIOLOGISTS AND I:NYlilONMENTAL SCIENTISTS ... I '··1 .. '1 .. .1. ·1· . 1- ,I I I' I' . .1 I I, I I I. I· ·1 ·1· Project No. 75-173 Page 10. These deposits range from 0 at the southeast cor'ner to somewhat ·over 100 ft at the northwest corner. In general, two zones of the bay deposits , .' were recognized. An upper approximate 25 ft zone composed primarily of clayey soils having water contents from 22 to 65 percent, with an ayerage on the order of 40 percent. Dry densi ti es ranged from 55 to 1 O~ pcf, .' with an average on the order of 90 pcf. A .lower laye.r, below'.approximately 25 ft, is composed primarily of sandy soils hav1ng moisture contents rang;hig from 21 to 32 percent, with an average of 25.perc.ent. Dry,densit,ies' ranged . . from 83 to 112 pcf with an average on the order of 100 pcf. Unconfined . ------. ' strengths of the clayey po.rtions of the bay dep'osits averaged on the order of 1 ,.200 to 1,500 pcf in the upper 1 ayer, to 1,700 to 3,500 pcf fO.r the lower 1 ayer. 'Modi fi ed penetra ti on va 1 ues averaged from 9 to, 19 blows per foot for the upper and lower layers, respectively. Underlying the southeast corner of the store, and the bay deposits at'depth, is found very dense and hard' silty 'clay and' silty to c.layey sand similar to materials found 'in local formatio!,,!al sedimentary deposits of Tertiary age~' Geologically the ma~erials would be considered· poorly to moderately indurated claystone and sandstone. . Mali Shops -Test borings made in the area of th'e mall shops i-ndicate that this area is underlain by a to approximately 20 ft of . . " . compacted fill similar to that found in the Sears' store a-rea. The ~ill is underlain by hard silty clay and very dense' clayey sand of the Tertiary sediments. Penetration values in the compacted fill were similar to ·those encountered in the area of the Sears store. In Bbring -la, ap~roximately -WOODWARD-CLYDE CO'N'SULTANTS CON.ULTINO ENGINEE .. , GEOLOGISTS AND ENYIRONMENTAL.SCIENTISTS ' I I Project No. 75-173 ,20 :ft of compacted fill was encountered underlain by relativ~ly clean, medium dense'al.1uvial sands, to a depth of approximately 30 ft,where Tertiary sediments were encountered. According to cross sections drawn 'through this area and based on available maps, this should have been ,an' Page 11' I. 'area of approximately 15 ft of, cut. Based primarily on, the presence of. I alluvial soils, it is our opinion that this area was probably a narrow local drainage gully,not expressed in topographic map~,which'wa~ also subsequently filled. No potentially compressible bay deposits were .' . -encountered in the shops area; however, it is possible that they may ~nfringe, slightly into the area on the northwest and northeast corners. , Parking Lot Areas -The proposed 'parking 'areas surrounding the Sears and mall shops are underlain by Tertiary sediments, ,in the southeast I portions of the site, and compacted fill, bay deposits then Tertiary, sediments over the western and no~therh portions of the site. The 'I I I 'I I 'I',' 'I 'I' I Tertiary sediments appear to be similar to those previously described. , The compacted fill ranges in thickness from 11 to 35 ft, and is compos.ed ,of materials similar to those previously described. Visual observations,' ,previous reports and laboratory tests indicate that the soils .at or near , fi,nish grade range from silty clay to clayey ,sand having R-value 'strengths ranging from 5 to 25. Marron Road -The proposed Marron Road extension is ,currently covered by a surcharge fill, which is underlain by compacted fill" bay , . ~eposits and Tertiary sediments at depth. The thi,cknesses and distribution· of various materials are somewhat variable along the alignment. From , WOO D Vi A RD· C L YD E CO N S Ul TAN T S 'caH5ULTIHO ENOl NEE", OItC!LOQI5T5 AND &NVllla".KNTAL SCIK .. TJ5Ta I I I ,1.-- ,I, I: I' 'I 'I 'I I' I , I., I 'I~ , -I I' I I Project No. 75-173 the ,beginning of the section, approximate Station. 19+00 to Station 31+50 the alignment is underlain by 0 to approximately' 5' ft of compact~d fi1] which is underlain by Tertiary sediments. From Station approximate 31+50 to 36+00 the alignment crosses a tributary draw extending to the' 'south. With the exception of a'relatively narrow notch, at Station Page 12 35+00, the soils here consist of 10 :Ft of surcharge underlain by approx,imately 15 ft Of compacted fill underlain inturn by bay depos,i.ts with a maximum ' thickness on'the order of 80 ft. The bay deposits are underl~in ~t depth by Tertiary sediments. From approximate Station 36+00 to Station , 38+00 the alignment is underlain by approximately 10 ft of surcharge a,rid o to 5 ft of compacted fill, which is underlain inturn by Tertiary .. sediments. From approximate Station 38+00 to Station 41+00, 10 ft of , surcharge is underlain by 0 to 10 ft of compacted fill, 10 to 40 ft of bay deposists and then Tertiary sediments. From Stations 41+00 to 44+00, conditions similar to those encountered between Stations 36+00 and 38+00 are present. In the final section from Station 44+00 to the end of the alignment,'tne roadway enters into the deeper parts of the' lagoon, and ~xcept for a drainage IInotch" at Station 46+50, the soils encountered are approxi~ately 10 ft of surcharge, underla,in' by approxilil~tely 10 f~ of compacted fill, up to 100 ft of bay deposits and then Tertiary' sediments. Records indicate that the surcharge was placed in work-like manner; however, no compaction tests were taken to indfcate, the degree Of compaction. The compacted fill beneath the surcharge was compacted , to a minimum of 90% relative density, as compared to D 1557-70. The WOODWARD·CLYDE CONSULTANTS eONSULTIMa aNQIMt:I:IIS, QaOLOCIISTS AND t:NVUIONMKNTAL,SCIEHTISTi I I I '1 I I I: I I· I I I ·1 I I I I· I~ I I Project No. 75-173 upper zones of the fill appeared to be generally granular in nature;. however, there is no indication that· special effort was made to provide : speCial select ~oils at finish grade. A previous test boring ·indicat~s. the. bay deposits at the tributary crossing are similar, in regard tp soil' classification, thickness of various layers and soil parameters, to bay deposits in other parts of the lagoon. Similarly, the Tertiary dep'osits are expected to consist of poorly to mqderate1y indurated clayst.one and. sandstone. Groundwater Test borings indicate that the groundwater level over most of. : the shopping center site is slightly higher than the assigned 'level of the lagoon; Groundwater levels in the stores were measured at 'appr'oximate elevati'ons ranging from 10 to 15 ft (MSL). Along t4arron Road in the area of the tributary, groundwater., as indicated by previous borings.; is at approximate elevation 5 ft. .. SuMMARY OF FINDINGS, DISCUSSION AND CONCLUSIONS Sears Store . The proposed Sears store occupies an area that is char~cterized' . by four different level pad areas at elevations of approximately 22 ft; . .. . . 27 ft, 38 ft and 44 ft. The subsurface soil conditions are also vari~ble consisting of 15 to 35 ft of compacted fill underlain by 0 to over 100 .ft of' potentially compressible .b.ay deposits which are underlain at depth by poorly to moderately indurated Tertiary sediments; the latter soils underlay the extreme southeast corner of the site at a relatively shallow depth directl~ beneath the fill .. Page 13 .' WOO D WAR D· eLY DE CO N S U L T A NT S CONSULTING IENCINltEas. GIEOLOGISTS AND IENVlaONM .. NTAL SCIENTISTS I I I I, , , 'I ' '-I I' I I I . -I . I I, 'I I' I I .1 . I· .. Project No: 75-173 In.regar~ to the grading of the building area, it.a~pears that the grade changes will range from 10· ft of excavation to as much as 18 ft of fill adjacent to the western boundary of the site. The effective overall uniform building loads on the underlying compressible soils are assumed to. be the equivalent of approximately 3 to 4 ft of fill. , ,Page 14 An examination of settlement curves from the monument~ ·placed . in the adjacent proposed parking area indicates that most of the settlement has taken place under the existing fill loads. The anticipated settlements .under the new loading conditions are expected to range from a few inches, to ·as much as 12 in. total and differential primary settlement. These types of settl ements .are generally not to 1 erab 1 e in const!,ucti on of the proposed store. It is our opinion that pile fou~dations and/or subsoil stabillzation by surcharging could be employed to minimize the estimated differential settlements . . For preliminary consideration, it is anticipated that piles· having lengths' from 50 to 130 ft will be required. It is our opinion that piles most suitable for use in this case would include steelH-beam concrete filled pipe or a combination pipe and step taper/type piles. Individual pile capacities ranging from 50 to 100 tons are anticipated. Minor surcharging for fill and floor loads will generally be required in order ,to minimize differential settlements. Surcharges ranging ,from 5 to 10 ft in height over a period of 12 months should be considered for preliminary estimates . . '. In order ... to minimize differential settlements, and in order. to utilize spread footing foundations, it is our opinion that stabilization WOODWARD-CLYDE CONSULTANTS CONSULTINO eNGINe ..... OKOLOIlISTS ANI> IENVIIIONM!fNTAL SCIKNTISTS . I I I I ,I I I I I "I I" I I " I, I," I ,I I I Project No. 75-173 of t.he soft subsoils by surcharging could be used. Surcharge heights, rang'ing from 5 to 20 ft of variable geometry across the building area. would be necessary and loading periods would generally range from 12 to 18' months. Residual dif~erential settlement over periods of 5 and 20 , years a,re' estimated to be on the order of 1 to 2 in. after completion' of a suitable surcharge stabilization. A preliminary evaluation' of the bay deposits underlying the sub~ect building site indicate that liquefaction of the soils could occl:Jr under large seismic shocks.' This could re~ult in additional l ' settlement of structures on spread. footings or large lateral, loads Or), pi 1 eS ~ A, s~udy o'f thi s ' condi ti on is beyond th,e scope of our, present . investigation, ,but we are available to discuss this condition if 'such an --, -, imalysls is des; red. Mall Shops Page 1'5, The mall shops area is generally under'lain by relative-lycompetent $o,ils consisting of compacted fill and Tertiary sediments. As indica-ted " previ,ously, the upper layers of these soils are generally granular, i,'n 'nature, but may be slightly expansive ,requiring either undercutting an,d replacement with nonexpansive soils, or reinforcing of slabs and,footings. The northeast and northwest corners of the mall shops may be underlain , by minor zones of bay deposits and some special consideration may be required in these areas. It is anticipated that 0 to 5 ft of new compacted fill will be placed in the area of the shops. Some excavation may be required along the southern edge of the shops where a fill slope currently exists., '·'W 00 D WAR D· C L YD 'E "C 0 N S U L T A NT S CONSULTING IENG.NEIE .. , GEOLOGISTS ANII ,ENVIRONMENTAL SC:'IEN,!,~STS I 'I ~" ", I I' 1 'I I 'I I I 1 1 -,I I Project No. 75-173 No grade change is anticipated at the northeast corner; more over records indicate that this area was surcharged previously for ' adjacent existing structures. ' The northwest corner however may receive up t05 ft of fill and a minimum surcharge may be in order to stabilize the subsoil. It is our opinion that the proposed mali ~hops may generally , be founded on conventional spread and continuclus footings founded at depths of approximately 24 in. in properly compacted suitably select fill. ( , Parking Areas,Access Roads and Loading Dock Areas Areas to be paved are generally underlain' by compacted fill primarily composed of clayey sand materi,als; 'in some areas, however" patches of silty to san'dy clay may be encountered at grade., S5nce ' , actual grades are ~nknown at this time, a range of anticipated ~ubgrade , Page 16 soil cionditions was, id~ntified and the correspondi~g strength and ~lassifi~ation characteristics established. The results of laboratory tests performed for this investigation and our 'experience in the areas around 'the subject project, indicate that materials similar to those of the subject site' have R-values ranging from 5 to 25. In loading dock area~ where relatively heavy trucks, may be parked for extended l,ength of time, PCC pavements may be more suitable than flexible asphalt concrete pavement~. Marron Road To reiterate, the soil conditions along the Marron Road alignment , range ,from surcharge fill areas overlying bay deposits' with relatively , competent Tertiary sediments at depth, to compacted fill overlying' WOO D WAR D -eLY DE CO N S U L TAN T S ' eONSULTINO ENOINEIERS, ot:o~OQln. AND ENVIIIONIUNTAL "'ENTlaT. II 1'·11, ·11 II' II' ·11 II ,II 'II . II' I I '·1 II Project No. 75-173 . Page 17 .Iertiary sediments; these latter conditions constitute relatively uny:felding areas. A review of previous reports issued on the ,performance of the surcharge indicate that most of the design settlement under the permanent . fill 10ad~ ~laced along the alignment has taken place~ Additional s'ettlement will take place upon addition of th~ fill load in the unload' , "notch" areas. Settl ements on the order of 8 to ·10 in. (total and . differential) are estimated. The proposed storm drain will, to our understanding, be .placed, along the proposed road alignment and will be constructed of ( . . reinforced concrete pipe. It is anticipated that the pipe will settle with t~e fill irr the previously indicated "notch" areas. RECOMHENOATIONS '. ~.i Building'Areas -Site'Grading (l) It is recommended that the, site be cleared, of vegetation ,~nd 'pi1es of trash and rubble. Soi,l and ~ubble may be fncorporated tnto fills below a depth of 2 ft outside building and utility areas providi'ng, the' rubble is broken down into pieces no larger than 24 in. tn maximum . , dimension. ,All vegetation arid perishable material should be disposed: of , offsite. (2) Prior to placing any new fills or foundations, it is II 'rec~mmended that the upper 12 in. of rough grade. be scarified, watered or dried as required, ahd compacted to a minimum relative compact{on of 90 II percent as compared to laboratory compaction ASTM 0-1557-70 •. All loose ~ piles of soil fill should be excavated, properly prepared, replaced and compacted in accordance with the specifications. WOO D WAR D· eLY D EC 0 N S U L TAN IS CONIJULTINQ IENQINUU •• IEOLOQ'STS AND IENVIIIONMENTAL SCIENTISTS .... ------~-------------......------------:--;---~-------- I I I' I '1 '1· I· I 'I I I I I' I :1 I I I I Project No. 75-173 (3) It is recommended that any highly expansive so·ils existin~ in building areas be excavated from the upper 3 ft of rough' grade and replaced with properly compacted suitably select soils. Suitably select soils are defined as those having a poten~ial swell of' less than 6 . percent under a surcharge load of 160 psf under saturated conditions, at l~ast 40 percent passing a No. 4 sieve s1ze and a maximum siz~ of 6 in. , ' Similarily, the upper 3 ft of any design fills placed in the building . areas should be composed of properly compacted suitably select soil. ' Highly expansive clay soils, that is, -those swelling more than 6 percent, may be 'placed and properly compacted in ,~eeper portions of the fills •. . . The building area is defined as the outline of the structure plus a . minimum distance of 5 ft outside the structure limits: Areas requiring· undercutting will be determined in the field by the soil engineer at the til1)e of grading. It will be necessary to excavate shallow pits at rough· pad grade during the, initial stages of grading in order to determine : actual limits of highly expansive clay soils. ,(4) It is recommended that all loose material be removed from ero~jon gullies in any fill slopes that are to remain and the. area properly prepared and filled with properly compacted soil as a part of . . the grading operation.' (5) It is recommended that all.ear~hworkjng on the site .be done in accordance with the attached "Specifications for Controlled . fill". Grading at the site should be observed and compacted fills' tested by Woodward-Clyde Consultants. Page 18 . WOO D WAR 0 • C L Y D EC 0 N S'U L TA N T S . CONSULTING ENGINEERS, QEOLOGISTS AND ItNVlaONMENTAL tltiENTISTS I· ,I~ :' I I I I I I' . .1 'I" I I' I I I I I ·1 1.1 Project No. 75-173 Building Areas -Surcharge Design (1) For preliminary designs, it is recommended that the' heights and general limits of surcharges illustrated in the sketch below " be cons i dered. min. f • 200 I t· . ' rr'-~---=--x=-..... T~=I ·,,'h-;Ol min. 'I' ...... , ~ ~l EL. 64 1 .: • ';.1'.':: ': ~',:: '. ~ " ':, '. I I-r-. , J \I .. ~. . I, .' '... .. Wt-'-\:":1 litl" : : .. ' .' .....,,' , . EL. 301 u ml n •. -I I 1········ ..... :, .. ' .E4.. ", 44 '. I . t:: 1) , • '. ". o 0 1 '. •• '...... c . . , o ml n. . .•. :.. 2 r' f" . . '. '.' ., . .-'.' . . . Nl : .... > ... .:. :.:. :::.::,.:._: : ~: SE,~~'S~ ',::-r'-:~rr·"' ...... I I / . -.:;·f···/:':' -. : : '.': M-T" '_MA~L:SHOPS . 1)-,'7 --r~ ._' . ...:.~ ~\f, ~' ... , . ' .• :., ", ' ~....J __ ..r..~-1.i:~:.:~:-7.~~·7:·. T:J, o' .' , .' . : L '. Lb.':1 '. -. . . .". . 00 I EL.501f-~~~ :." . m;~.···· .' J. ~I min. SKETCH-NO SCALE Page 19 This surcharge design is based on certain prel iminary assumptions' in regard to existing and proposed grade and building loads. Final surcharge configuration should be determined when this data. is more firmly established. (2) It is recommended that the surcharge fills be compacted to a minimum 85 percent relat;'ve compaction and that they be placed WOODWARD·CLYDE· CONSULTANTS CONSULTING EN.INnas. GEOLOGISTS AND IrNv,aONMiN1'AL SCIENTIST. I ~'I '1, I,' ·1 I. I', I .1 I I I· "'1' . -I' 1-.. I I I Project No~ 75-173 in a'workman1ike manner. Surcharge side slopes should in general be no steeper than 1-1/2 to 1 (horizontal to vertical). (3) Approximately 6 to 8 settlement monuments should be placed in the building area prior to placing any fill and the settlement~ recorded by a licensed surveyor on a weekly basis during grading and for the first one or two months upon completion of grading; readings may be made monthly thereafter. The location of the"settlement monuments: will be determined in the field at the time of grading .. (4) It is estimated that the surcharge period should not exceed 18 months. Settlement readings should be forwarded to ,Hoodward- , Clyde Consultants for periodic analyses so that the actual date of removal can be established from this data. (5) Upon removal of surcharges and excavation to finish rough grade, the surfaces expo~ed should be scarified to a depth'of'12 in., watered as required, and compacted to a minimum 90 percent relative co~paction in accordance with earthwork specifications. Foundation Design -Sears Store' (1) Conventional spread or 'continuous footings founde'd in ,a, prope,rly compacted suitably select fill, which is unde'rlai'nby stabilized subsoils or dense suitably select natural formational soils, may be designed for an allowable soil bearing pressure nf 4000 psf at a minimum . , ' depth of 24 in. below compacted or rough pad grade. All footings should , , have a minimum width of 18 in. A one-third increase of the bearing pressure may be used for loads that include wind forces only. No incre9,se is allowed for seismic forces. Page 20 \'100 DWAR D·Cl Y'D E CO NS U L rANTS CONSULTING IlNQINCUS, QIlOLOGISTS AND INVIRONMIlNTAL SCIINTlsn, I . ,I I· '. ~ '1· .1 I ·1 ".1 ·1· ... I I· .1 I'" I I., I:' '1' "1 ,':1 I '1 Project No. 75-173 Page 11 It is estimated that long term secondary differential settlements o~ the order of 1 to 2 in. over a period of 5 to' 20 years, should be . anticipated across the building following soil stabilization. A more detailed estimate of those settlements will be made upon completion of the surcharge stabilization. (2) 'It is recommended that all continuous wall footings reinforced and interior slabs-on-grade be reinforced and underlain with base material in accordance with Paragraph 2, Section Foundation Design-. Mall.Shops. (3) The design recommendations for resisting lateral forces are presented in Paragraph 3 under Foundation Desfgn-Hall Shops. Foundation Design -Mall Shops Area , (l) Conventional spread or continuous footings founded in properly compacted suitably select fill or dense suitably select natural formational soils may be designed for allowable soil bearing pressures . of 4000 psf at a minimum depth of 24 in. below compacted or rough pad grade. All footings should have a' minimum width of 18 in. A one-third increase in the bearing pressure may be used for loads that include wind or seismic forces. It is estimated that total and differential settlement under anticipated building loads fn this area will be 1 in. and 1/2 ;n., respectively. , (2)' It is re~ommended that all continuous footings be reinforced wit~ a minimum one No. 4 bar top and bottom. The interior concrete . -slabs-on-grade should be a minimum 4 in. in thickness and should be reinforced with 6x6, 10/10 flat welded wire mesh placed at the midpoint ,I . ' WOO D WAR D· eLY DE. CO N S Ul i.·A NT S CONSULTINO ENOINEIIRS, GIIOL_,STa AND ENVIRONMENTAL SCIENTlaT. . -~ I· I I I I' I I I I I I I I I I "'1 I I I Project No. 75-173 of the slab. The slab should be underlain by a minimum 4 in. of coarse sand, crushed rock or grave'l. A plastic membrane should be supplied , , beneath the slab wherever floor coverings are sensitive to moisture. (3) In order to resist lateral forces, friction between the base of the footing and the underlying soil or passive resiitance of the soil adjacent to the footing ·or a combina~ion friction and passive· resistance may be utilized. If friction alone is used, an allowable friction value of .4 may be applied to designs. An allowable passive fluid weight of 300 pcf may be used for passive resistance., If passive and friction is , used together, a reduced friction value of .25 should be employed. : Building Areas -Retaining Wall Design'" (1) For the design o~ ca~tilevered retaining walls, it i~ , , recommended that an equivalent fluid weight of 45 pcf be used to determine' lateral earth'pressures. For this condition, it is assumed that suitable select on-site granular soil will be used for backfill and the backfill will have a level surface. For_~~s_~me~t type _~~l~~ that are partially, 'restrained from movement at'the top, it is recommended that an additional • ---------• -> • --------~-. --------------~~ ..... -------~--:'-----, Page 22 uniform horizontal pressure of 100 psf be employed. If any Dther conditions _v_ ------- --------. '.-:-~ ---or surcharge loads such as footings oro-vehicles are anticipated, we should be advised so that additional recommendations can be provided for design. (2) For the design of retaining wall footing~, the soil parameters previously established for the Mall shops and Sears store in regard to allowable ,bearing and lateral resistance, may be utilized. WOO D WAR D· t L Y DEC 0 N S U L lA N T S ' CONSULT.N. IlN.UNIlU ..... OLOCl'aT'· AND ENYIIIONMENTAL .SCIENTIST' I ,I I I I I I ,I I' "1 I I I I , 'I , ·1 I 'I' I Project No. 75-173 , (3) It is recommended that all retaining walls be properly drained or the walls should be designed to withstand hydrostatic pressures. A typical drain installation and specification is attached for your information. Building Areas Pavements (1) It is recommended that all areas to be paved around buildings be generally cleared of vegetation and debris and that the upper 12 in. of subgrade in areas to receive asphalt concrete pavements be scarified to a depth of 12 in., watered as required, and compacted to a minimum relative compaction of 95 percent as ~ompared to ASTM 0-1557- 70 laboratory compaction. (2) In the case of loading dock areas, it is recommended that the upper 12 in. of subgrade be composed of properly compacted noriexpanstve -granular soils compacted to a minimum relative compaction of 95 percent. Nonexpansive soils are defined as those select materials swelling less, Page 23 than 3 percent under a surcharge load of 160 psf under saturated conditions. . Where shallow cuts or fills are made or where no grade changes" are made, it may be necessary to undercut expansive soils and repla,ce " 'them with nonexpansive material. The areas -requiri,ng this treatment will be determined in the field at time of grading. (3) For preliminary pavement design, it is recommended that the following table be considered. WOO D WAR D· elY DE . Co r~ S U l TAN T S CONSULYING ENGINEEIIS. GEOLOGISYS AND IENYIIIONMINYAL SCIIENTISTS ·1 ·1 I I ·1 I. I I··' I I I I ·1 I I . 1 I I '1· Project No. 75-173 . Use Design R-value = 5 Design R-value = 20 A.C. Base A.C. Base Car parking and traffic 2 6 2 4 Access roads 2-1/2 11 2-1/2 8 Truck lanes 3 14.5 3 10.5. loading docks 6 inches of PCC pavement placed over compacted , select subgrade .' . The above table is based on the assumption that soil conditions . at subgrade could range from silty clay to clayey sand soils. If the clay soils are excavated and replaced with gra~ular materials in the' . ~pper 12 in~ of grade, the higher R-value design may be realized in final ·analyses. ... ~ ':v~(4) . It.is retommended that the asphalt concrete paving and . . base materials conform to· the State of ~alifornia Standard Specifications 1973 Addition. The asphalt concrete should conform to Section 39-.04 ·and the material should be Class II aggregate base in accordance with Section 26-1.021B. Mar:ron Road . (1) It is recommended that the ex;'sting surcharge be removed, all .erosion gullies in permanent embankment side slopes be cleaned of loose material, properly prepared and filled with properly compacted soil and all slopes be backrolled to compact the surface . (2) It is recommended that in areas where new fills_ar~ to be placed along the alignment, the surface be properly prepared and compacted Page 24 WOO D WAR D • eLY DEC 0 N S U L T A N'T S CONSULTINA ENGINEERS. AEOLOClI.T~ AND ENVIRONMENTAL SCIENTISTS ,I I I 1- ,I.' I Project No. 75-173 and the fills placed and compacted in accordance with the attached earthwork specifications. The grading should be observed and compacted fills test~d by Woodward-Cly~~Co~sultants. ·(3) In the area b~tween the approximate Stations 36+50 to . Station 47+50, the current road alignment and proposed finish ,grade extends up into the overlying surcharge. It is recommended th.at in thes_e areas and any other similar areas, the filJs be excavated to a minimum de~th-'of 1 ft below the old finish grade, the area prep'ared and the fill replaced and compacted in accordance with the specifications. (4) It is recommended that the "notches ll in the area of· Station 35+00 and the area at the end of the roadway alignment be cleaned ,of lpose material, properly ~repared and filled.with properly compacted Page 25 I soil. These areas should be surcharged ~ith a minimum 15 ft high fill , for as long a period as possible to help minimize future settlements. I, I I I I I I· I . ·1 ' , The top of the surcharge should extend a minimum distance of'lO ft .. be~ond the permanent fill t~e on either side of the roadway embankment and for a minimum distance of 20 ft on either side of the notch in a· direction of the road alignment. One or two s~ttl~ment monuments should -' be placed in the surcharge at each location and read on a weekly ,basis . , . for th'e first one or two months and monthly thereafter. The readings 'should be provided to Woodward-Clyde Consultants for periodic analyses. ,An 'estimate of remaining settlement will be made when it is decided to remove the surcharge. WOO D 'II A RD· eLY DEC O'N S Ul TA N T S· CONSULTINa ENGINEERS, aEOLOGIST. AND ENVIRONMENTAL SCIENTIST. '1 I' I I I ·1 I '1 I I: I I I ,I ' I I 'I I I Project ·No. 75-173 (5) It is recommended that the, upper 12 in. of subgrade' throughout the alignment be composed of suitably select· soil compacted to a minimum relative compaction of 95 percent as compared to ASTM D· ,.1557-70. In order to accomplish this, it may be necessary to excavate highly expansive clay soils to a depth.JrLl.?-.in. below sugrade surface and replace them with suitably select material. The· areas ,of subgrade requiring this treatment will be determined in the field at the time. of grading. Suitably select soil has been defined previously in Paragraph. 3 under Building Areas -Site Grading. (6) For preliminary consideration, a pavement section consisting ~of 3-1/2'in. of asph~lt concrete placed over 14-1/~ in. of base mat~rial' is recommended. This section assumes a design R-xalue of 20, a traffjc index of 7.5 2 and a general 20 year life. (7) It is recommended that the asphalt concrete and bas~ materials conform to the specifications outlined 1n Paragraph 4 under '.' Building Areas -PaVE~ments. (8) It i~_~ecommended that the proposed storm drain interceptor \ be located as far south in the roadway alignment as possible. It should .... -. be'anti~ipated that some special treatment of "the drain will be required j'n the "notch ll areas noted above. This may include raising of the drain at some later date. Page 26 WOODWARD·CLYDE CONSULTANTS CONSULTING ltNGINltIERS. GEOLOGISTS AND ltHVIItONM"NTAL SCIENTISTS' I 1 I 'I ,.1' I' I I' '1. I ·1 '1· . '1 I. 'I I ·1 I I. Project No. 75-173 General Recommendations (1) It is recommended that additi'onal studies b.e made as required when plans are further developed. Final recommendations for '. foundations for the Sears store, either piles or surcharging;, .can be presented in addendum reports. If a pile foundation is chosen, additional test borings will be necessary in order to estimate the pile' lengths. (2) It.is recommended that Woodward-Clyde Consultants review . ~ all grading and foundation plans prior to finalizing. Additional analyses and recommendations, as required, may be presented in addendum reports. (3) It is recommended that prebid and preconstruction 'conferences be held with the owner, architect, civil engineer, contractor or contractors and the soil engineer in attendance. Any qu~stions Tegarding special soil handl~ng or foundations may be answered at that time. LIMITATIONS The conclusions and recommendations made in this report are based on the assumptiori that the soil conditioris ·do not deviate appreciably from those disclosed by the test borings. Lf variations are encountered during construction, we should be notified so that we ' may make supplemental recommendations, if this should be required. Evaluation and utilization of soil mat.erials and rock formatibn£ for support of structures includes investigation of the Page 27 'W 0 0 D WAR D·' elY DEC 0 N S U IlAN T S CONSULTING ENGINEEIIS, GEOLOGISTS ANO ENVIRONMENTAL SCIIENTISTS I I I I I I I I II. '1 I I I .1 '1' I 'I I I Project No. 75-173 subsurface conditions, analysis, formulation of recommendations, and tnsp~ction during grading. The ~oil investigation is not completed until the soil engineer has been able to examine the soil and rock ip excavations or cut slopes so that he can make the necessary modifications, if needed. I We emphasize the importance of the soil erigineer continuing hisservtces , through the inipection of grading, including construction of fills'and foundation excavations. Page 28 WOO D WAR D • eLY DEC 0 N SOL T A, N r s CONSULTINQ ~HQINEE"S. fI~OLOQISTS AND EHVIIIOHMIltHTAL SCIENTISTS I I I I I I I I I' I I I I I I I I I I t I .12 L of Road Al ignment , Proposed Parking Lot ~ Monroe Street Proposeq Bu i 1 din roximate location g. eroximate location amp 1 e. ~ lroximate original 10 ft. t e contour and ~he approx1mate ,e between the original at marsh surface and the on side slope. E PLAN CAMINO REAL 75~173 DATE:,9-12-75 FiGURE NO; 1 WOODWARD:C1YDE CONSUL rANTS I I, 1 I, I 1 1 1 'I 1 I • ',I 'l,ocation Boring Number Elevation DEPTH TEST DATA t-OTHER SAMPLE IN SOIL DESCRIPTION, FEET ·Me *00 -DC TESTS NUMBER , . - 12 110 ~ .. ;":'1< 65 1 2 r"-E [ Very dense, damp" brown silty' sand (SM) !?~ WATER LEVEL J r-" At time of drilling or as indicated. SOIL CLASSIFICATION ' Soil Classifications are, based on the Unified Soil Classification System-, and include color, moisture and consistency. Field descriPtions have been modified to reflect results of laboratOry analyses where" . appropriate. --DISTURBED SAMPLE LOCATION Obtained by collecting the auger cuttings in a plastic or cloth bag, L.-__ UNDISTURBED SAMPLE LOCATION MODIFIED CALIFORNIA SAMPLER Sample with recorded blows per foot was obtained with a'Modified California drive sampler (2" inside diameter, 2.5" outside,diameter) lined with sample tubes. The sampler was driven into the soil at the bottom of the hole with a 140 pouOd hammer falling 30 inches. ' L..-_____ INDICATES SAMPLE TESTED FOR OTHER PROPERTIES GS -Grain Size Distribution CT -Consolidation Test LC-Laboratory Compaction UCS'-Unconfined Compression Test, Test ' , PI -Atterberg Limits Test OS -Direct Shear test , ST -Loaded Swell Test TX-Triaxial 'Compression Test CC-Confined Compression Test NOTE: In this column the results of these: tests may be recorded where applicable. L-________ BLOW COUNT Number of blows needed to advance samp",!r one foot or as indicated; , L-_________ DRY DENSITY Pounds per Cubic Foot '-------------MOISTURE CONTENT Percent of Dry Weight NOTES ON FIELD INVESTIGATION 1. REFUSAL indicates the inability to extend excavation. practically. with equipment being used in the investigation. KEY TO LOGS PLAZA CAMINO REAL DRAWN BY: ALS I CHECKED ElY: '(;/.IJJ I PROJECT NO: 75-173 I DATE: 9-2-75 I FIGURENO: 2' wooDwARD-CLyDe CONSULTANTS I' I I· I I I . 1 I I' ',1 I .. 1 I I I· 1.1' '1 I.' I DEPTH' TEST DATA IN FEET -MC -DD -BC · · · 5 - ;. 21 103 18 .. - 10 - 26 21 15 - 16 - 20-/' 34 82 25 - · 30 _ 21 105 9 - ·OTHER SAMPLE TESTS NUMBER 1-1. . 1-2 . 1-3 I GS,PI 1-4 CT Borinq 1 .. . . SOIL DESCRIPTION " Compacted, damp,. brown clayey sand fIll Compacted, damp, dark gray silty clay with. silty sand zones FIll scattered gravel and rubble Fi rm, saturated, very dark gray si·1 ty cl ay " (CH) 1-5 '~~ ~~~!~be~~~~r:~~~y ~l~~n (~~~~rtnd with ~ Firm, saturated, dark gr~y silty ~lay (CH) 35 - -I---I---I---f--~ with thin interbeds of silty fine sand' 1\._-__ _ ------------ --- - . -For description of symbols. see Figu~e 2. Continued on next page lOG OF TEST BORING 1 PLAZA CAMINO REAL DRAWN BY: ALS I CHECKED BY: ~~I PROJECT NO: 75-173 I DATE: 9-2-75 ;. fIQUR'e.NO: 3 WOODWARD-CLYDE CONSULTANTS . . I I I· I I .1 ·1 -I "1 ·1 I . -I I' I' '1· I I I I DEPTH IN FEET 40 45 50 . 55 60 TEST DATA ·OTHER SAMPLE .Mc .DD .BC TESTS NUMBER 44 77 4 GS,PI 1-6 8 1-7 '36 9 1-8 . 23 1-9 63 1-10 Bori ng 1, ' conti nued SOil DESCRIPTION Firm, saturated, dark gray silty clay (CH) with thin interbeds of ~ilty fine sand Firm, saturated, dark gray silty-clay (CL) to loose, saturated, gray silty to clayey sand (SM-SC) . Very dense, saturated, gray fine to medium sand (SP) Medium dense, saturated, gray to. light olive gray clayey fine sand (SC)' to. stiff, s'andy _ clay (CL) '-'--------Continued on next page • For description of symbols, see Figure 2. LOG OF TEST BORING 1 PLAZA CAMINO REAL DRAWN BY: ALS I CHECKED BY: tAW.'I PROJECT NO: 75-173 I DATE: 9-2-75 '1 FIGURF,: NO: 4 WOODWARD-CLYDE. CONSULTANTS I I, I 'I' I' I I I. I ·1 I, .1' 'I ··1 I' I ,I 'I· I, Borin 1 'continued DEPTH TEST DATA -OTHER SAMPLE IN I-----r----"!r-'""--f S SOil DESCRIPTION FEET -MC -DO -BC TEST NUMBER 26 20 65 24 18' UCS= 3500 70 27 75 80 82. -For de~ription of symbols, see Figure 2. 1- Medium dense, saturated, gray to light olive gray clayey fine sand (SC) to stiff, sandy clay (C~) Stiff to very stiff, saturated, dark gray silty clay (CH) Medium dense, saturated, gray silty m~dium to fine sand (SM) , · Medium dense, saturated, light olive gray clayey medium to fine sand (SC) sand Bottom of Hole LOG OF TEST BORING 1 PLAZA CAMINO REAL DRAWN BY: ALS CHECKED BY: fIN PROJECT NO: 75-173 DATE: 9-2-75 . FIGURE NO: 5 WOOOWARO·Cl VOE ,CONSULTANTS I I I I ,I, ',1' 'I I I, I I :1, I I I' I I I, I, DEPTH '--""-TE,....ST_D_AT .... A_-l.OTHER SAMPLE IN ..-FEET -MC ·DD .BC TESTS NUMBER 5·- . - - 10·- - - 15 - - 20 - . - 25 - '30 - 24 103 22 . 65 55 2-1. I PI,CT 2-2 '35 --. -f---I--f---I-- - - • For description of symbols, see Figure , 2. Borinq 2 SOIL DESCRIPTION Compacted, damp,· brown clayey sand FILL Compacted, damp, brown silty to sanqy clay", with clayey sand, interbeds FILL tI-sand Compacted, saturated, brown si·lty sand FILL gravel Firm, .saturated, 'dark' gray silty clay (CH) with organic material' brown Firm, saturated, gray to dark gray.fine sandy clay (CH) to loose, silty to clayey sand (SM-SC) ---------- Continued on next page LOG OF TEST BORING 2 PLAZA CAMINO REAL -DRAWN BY: ALS I CHECKED BY: ~\jj'W1 PROJECT NO: 75-173 1 DATE: ,9-2-75 ·1 FIGUREHO: 6 WOODWARD·CL VDe CO!lJSUl TANTS 'I' '·1 ',I,' ' I I I I: 'I I '1 I -I I ,I I' I, I I ,I Boring 2, continued DEPTH t--' _TErS_T_D_AT,...A_-i·OTHER SAMPLE F~~T ·MC ·00 .BC TESTS NUMBER SOIL DESCRIPTION 45 ,50 55 60 65 70 33 91 2-3' 24 '103 21 2-4 24 18 UCS= 2-5 2500 -For description of symbols, see Figure 2. Firm, saturated, gray to' dark 'gray fine sandy clay (CH) to loose, silty to clayey sand (SM-SC) Medium dense, saturated, gray silty fine sand (SM) Stiff, saturated, dark gray sandy-clay.to clayey sand (CH-SC) . -' Medi um dense, saturated, gray ,c,l ayey sand (SC) Continued on next page LOG OF TEST BORING 2 ,PLAZA CAM! NO REAL DRAWN BY: ALS I CHECKED BY: UvJl PROJECT NO: 75-173 I DATE: 9-2-75' I,FIGlJRE HO: '7 W,OODWARp-CLYDE CONSULTANTS . ~.: .. 'I ~I 'I I 'I I I ,I' I I, I DEPTH TEST DATA -OTHER SAMPLE IN I------r---r-----; FEET -MC -DO -BC TESTS NUMBER 19 23 2-6 75 80 , 33 16 CT ,PI 2-7 85 90 .39 83 15 UCS= 2-8 1700 Boring 2, continued SOllO'ESCRIPTioN --~------------------------------------~ Medi u'm dense, saturated, gray clayey sand (SC) Dense, saturated, 'gray s'ilty sand (SM) , , ravel Stiff, saturated, gray silty clay with' interbedded clayey sand (CH) with organic, material ' Medium dense, saturated, gray ,clayey .sand '; . (SC) scattered fine well round~d gravel some interbeds of sandy to clayey silt (ML) .1 ' 95 , , I I I I I' 100 30 94 15 GS,PI 2-9 102 • For description of symbols, see F iglire 2 • interbeds of silty clay (CL) Bottom of Hole" LOG OF TEST BORING 2 PLAZA CAMINO REAL DRAWNBV: ALS I CHECKEDBV: Va~ PROJECTNO: 75-173 I DATE: 9-2-751 FIGURE,NO: 8,- WOODWARD-CLYDE CONSULTANTS I I ··1 , , I I I I· ·1 I I I ·1 , I. I ·1 '·1 I I I Boring 3· DEPTH. TEST DATA ·OTHER SAMPLE SOl L DESCRIPTION IN TESTS NUMBER FEET ·MC ·00 ·Be Compacted, damp, light brown silty fine sand °0 ]-scattered medium gravel , . 5 -.1 .25 3-1 FILL -.. - 10 -I -22 20 3-2 - '- 15 -22 3-3 I - Compacted '. damp, dark .gray to black $ilty 20 -I clay . 22 3-4 FILL - - 25 -I Compacted, moist, brown cl ayey .fine sand .21 23 3-5 . FILL - 30 ---I-----r------. Compacted, mOist, brown sil ty sand \_-FILL ----------Continued on next page - - .. - .. -- • For description of symbols, see Figure 2 • LOG OF TEST BORING 3 PLAZA CAMINO REAL DRAWN BY: ALS I CHECKED BY: ~I PROJECT NO: 75 -1 73 I DATE: ·9-2.-75· I FIGURE NO: . 9 WOODWAflD·CLYDE CONSULTANTS I I: I I I I I ',I I I 1 '·1.- , 'I I I' I' I I .. 1 DEPTH TEST DATA ·OTHER IN FEET -MC -DO -BC TESTS , · 28 · 35 .... 37 8 .. ,. 40 ..: 31 93 7 UCS= 1200 , 45 - 41 8 50 _ · 22 105 16 52 - . · - · - --- *For description of symbols, see Figure 2. Boring 3, continued SAMPLE SOil o ESC R I PTION NUMBER " 3-6 1 Compacted, moist, brown, silty sand ' . FILL I ~ Firm, saturated, gray-brown silty clay (CH) 3-7 3-8 3-9 3-10 with roots and organic matter I I " ~~;ig;: Very loose, saturated, gray'sand (SP) -,};lX .:.: :~.: ': I ~ Firm, saturated, dark gray silty to sandy clay (CH) - I Medium dense, saturated, gray si 1 ty sand sand'(SM~SC) with interbedded ~~f:;,l Bottom of Hole LOG OF TEST BORING 3 PLAZA CAMINO REAL , . clayey . DRAWN BY: ALS I CHECKEDBY:\t-l/1li1 PROJECTNO: 75-173 I DATE: 9-2-75 I FIGURE NO: 10 WOODWARO·Cl YDe CO.NSULTA,NTS '. 'I' 'I ,I ,'I I I I ,·1 I I 1 ',I I 1 'I ',I ,I 1 ,'I Boring 4 DEPTH TEST DATA ·OTHER SAMpLE ' . SOl L DESCRIPTION IN TESTS NUMBER ,FEET ·MC ·00 ·BC 15 GS,ST ~ 20 5 - . 22 10 ---18 15 - -GS,PI 12 114 50 UCS= 19 4500 - - , - . - -- - • For description of symbols, see Figure 2 . 4-1 I Compacted, damp, brown sandy clay 4-2 I FILL .. " 4-3 I ' ' Compacted, damp, gray-brown silty clay I 4-4 FILL ' , Dense, damp, 'light brown sandy to clayey II 4-5, e si 1 t (I~L) , II! Poorly to Moderately Indurated, Silfstone, Bottom of 'Hole 'LOG'OF TEST BORING 4 PLAZA CAMINO REAL - " ~ , . DRAWN BY: ALS I CHECKED BY: ,«,-'~JI PROJECT NO: 75-173 I DATE: 9-2-75 'I FIGURE NO: 11 , ' . WOODWARD·Cl YOE CONSULTANTS I "I' I 'I , I , , . I 'I I, I 'I' I ·1 41 I I, I I , ,'I I Boring 5 ' DEPTH TEST DATA ·OTHER SAMPLE SOil DESCRIPTION IN TESTS NUMBER FEET ·Mc ·00 ·BC · 5-1 [ Compacted, damp, brown silty to clayey s.and. · with clay 'zones 5 -FILL .;. 5-2 C . -0-10 -clay , , 5-3 [ · '15 -~-sandy clay " 5-4 L - 20 _ · 5-5 [ Compacted, moist, dark gray silty clay "\ FILL' 25 ---:..... -'---'---f-----------............ -Continued on next page . -'. - · · - ·For description of symbols, see Figure 2. LOG OF TEST BORING 5 PLAZA CAMINO REAL DRAWN BY: ALS I CHECKED By:\M\v I PROJECT NO: 75-173 f DATE: 9-2-75· i FIGUREN(): 12, WOODWARD·CL YOE CONSULTANTS ',' :1 ·1 I I, I. I· I I I I -·1 ·1 .1' I '1. I·· ,I· I '.1 .1 Boring 5, continued DEPTH t-_T.....,E_ST_O_A.,...TA_--i·OTHER SAMPLE m S FEET -MC ·00 .BC TEST NUMBER SOIL DESCRIPTION 30 - ,.. . - ~5 - - ,.. - '40 - · 45 - - 50 ~ 52 - · -- · - . 27 23 34 28 42 34 29 ·39 ·For description of symbols, see Figure 2. 5-6 C ~ 5-7 I '-- ~ ~ 5-8 ~ '-- ~ 5-9L ~ 5-lOC f~\:'~;l 5-111 ==\ 5-12. ~ :::::::g ::::;:::::::: 5-13 ~ ~ 5-141 ~ ~ l"-."\: Compacted, moist, dark gray silty cl~y FILL Stiff, moist, black silty clao/''(CH) . . . ~.;. .. . . '. l ~ • .. Firm, wet, olive sandy clay (CL) ; Firm to stiff, saturated, olive silty clay (CH) .. Medium dense, saturated, gray clayey sand (SC) 'Medilim dense,' saturated, brown clayey silt (ML) Stiff; saturated, gray silty clay (CH) Bottom of Hole LOG OF TEST BORING 5 PLAZA CAMINO REAL . ORAWNBV: ALS I CHECKEOBV:'U~I PROJECT NO: 75-173 1 DATE: 9-2,':'75 I FIGURENO: 13 WOODWARD·CLYDE CONSULTANTS ..... --------------------~------------~-----~--~~---~ I ~I "'I I "I I I~ I I I I 'I , 'I I' I: I I I I, DEPTH '--_TE ..... S_T_D_AT .... A_-..1·0THER SAMPLE IN .,... FEET-MC -DO -BC TESTS NUMBER . , ~ . Boring 6 SOIL DESCRIPTION Compacted, damp, brown silty to clayey sand , FILL 5 - ~. 6-2 C [dark gray sandy clay - 10 - - l5 - 31 ,20 - 6-3 L SlCompacted, wet, dark gray silty clay -::: ** FILL . Stiff to medium dense, saturated, gray clayey sand to sandy clay (CH) 41 6-5 C~ ~-,---~ ----~ Firm, saturated, gray sandy clay (CH) , 25 . - '- . - -For description of symbols, see Figure 2. --------------Continued on next page ** Water level approximately 26 days' after drilling. LOG OF TEST BORING 6 PLAZA CAMINO REAL D,RAWN BY: ALS CHECKED BY: !fiJj PROJECT NO: 75-173 DATE: 9 -2 -7 5 FIGURE NO: 1 4 WOODWARD·CLYDI: CONSUL TArHS I I I I I I I' I I· I· 'I· I I' I I I I I I " 'DEPTH 'TEST DATA IN FEET ·MC ·00 ·BC 28 . 30 52 37 35 35 30 40 45 50 52 ·OTHER SAMPLE TESTS NUMBER 6-6 6-7 6-8 6-9 6-10 6-14 Boring 6, continued SOIL DESCRIPTION Firm, saturated~ gray sandy clay (CH). Medium dense, saturated, gray clayey sand, (SC) Firm, saturated, gray sandy to si1 ty clay (CH) Medium dense, saturated, gray c·l ayey san,d (SC) Firm, saturated, gray silty clay (GH) with. s.ome interbeds of clayey sand (SC). ' , . shells Bottom of Hole ·For description of symbols, see Figure 2 LOG OF TEST BORING 6 PLAZA CAMINO REAL DRAWN BY: ALS I CHECKED BY;~I PROJECT NO: 75-173 I DATE: 9-2-75 I FIGURENO: 15 WOOO,WARO·CL YOe CONSUL TAlUS . ,I' I, "I I I I, I I I I I" I' I' ~ 'I'- I' I' I I I DEPTH TEST DATA ·OTHER IN FEET -MC ·00 ·BC TESTS -.. GS,PI 5 - - - 10 - ~ - 15 ..... 17 - ..: . - - , '. . - , -- -- "For description of symbols, see Figure 2 DRAWN BY: ALS CHECKED BY: Boring 7 SAMPLE SOIL DESCRIPTION .. NUMBER ~ i\ 4" Asphalt Concrete -\ 411 Base 7-1 L ~ ~ Hard, damp, brown silty clay (CL) , 7-2 r ~ Poorly to Moderately Indurated Claystone ---, '::" .. li·.~.: ;~:~:i~~ Very dense, damp, l,i ght brown clayey sand 7-3 [ :::.:. ~::': .. ~ (SC) ::::-: .;~:. : W,l:;i Poorly to Moderately Indurated S'andstone :~i"}f~ ";i::\ 'J;i:~ Very dense, damp, brown clayey sand to sandy 7-4 [ ":.' clay (SC-CL) :~:1 l~ : Poorly to Moderately Indurated Sandstone and Claystone Bottom of Hole . .' - , , LOG OF TEST BORING 7 PLAZA CAMINO REAL PROJECT NO: 75-173 DATE: 9'-2-75 ',FIGURE NO: 16 ' WOODWARD-CLYDe CONSULTANTS I I I I I I I .1 'I I I I '.1'" I·' I I. I I I ·1 Bor;nq 8 SOIL DESCRIPTION DEPTH TEST DATA ·OTHER SAMPLE IN FEET' ·Mc ·00 -BC TESTS NUMBER · · 12 117 5 - - -- · 10 - · - '15 - 18 - · · 5 - · 10 - 14 · · · 23 - PI 95 pO/6" ~8/6" 37 ·For description of symbols, see Figure 2. 8-4 8-5 Bottom of Hole Boring 9 ' Bottom of Hole LOGS OF TEST BORINGS 8 AND 9 PLAZA CAMINO REAL DRAWN BY: ALS I CHECKED BY: tWNI PROJECT NO: 75-173 I DATE: 9-2-75, -. I flGURE NO: 17 WOODWARD-Cl VDE EONSULTANTS' ,I '1 I I, ;1- 'I I --I I I I I :.1 ,-I -I -'I I I, I DEPTH IN FEET. - 5 - -- 10 - - 15 - - 20 - - 25 - 30 - 33 - . - -- TEST DATA ·OTHER ·Me ·00 ·BC TESTS 23 26 22 21 • For description of symbols, see Figure 2 • SAMPLE NUMBER ~ 10-1 I - - \ '10-21 10-3 1 1\ Boring 10 SOIL DESCRIPTION Asphalt Concrete and Base Compacted, damp, brown silt~ sand with clay FILL Compacted, moist, brown ,to, gray silty clay FILL Compacted, damp to saturated, gray, silty to cl ayey sand " FILL Medium dense, saturated, gray medium to fine sand (SP) Very dense, saturated, olive gray clayey sand (SC) Moderately Iridurated S~ndstbh~ Bottom of Hole LOG OF TEST BORING 10 PLAZA CAMINO REAL DRAWN BY: CHECKED BY: ~J PROJECT NO: 3 DATE: '9 -2 -7 5 _ FIGURE-NO; 1 8 WOODWARD-CLYDE CONSULTANTS -I I 1-. -I I ·1' I I ·1 I- I I I I I- I -I I I B orlng 11 DEPTH TEST DATA ·OTHER SAMPLE SOl L DESCRIPTION IN TESTS NUMBER FEET -MC ·DD ·BC r--;~.::} .. ~.: •••• >} Very dense, damp, light brown c'layey sand . GS,PI 11-1 Ji::::;~~ (SC) Moderately Indurated Sandstone .!".:/..: 3 ~ ~:::}.' " Bottom of Hole - : · - -Boring 12 GS,PI Compacted ,. damp, brown clayey s'~nd DS,LC 12-1 FILL 3 · "'- Bottom of Hole - · '- - · . -. -, .. - -. .. - *For description of symbols, see Figure 2. LOGS OF TEST BORINGS 11 AND 12 PLAZA CAMINO REAL DRAWN BY: ALS CHECKED BY: tIJ,,'IJ PROJECT NO: FIGURE NO: WOODWARD·Cl VDE CONSULTANTS "I I' ,I , ,I I I' I ,I I I I 'I I, I I' I, . i'l 'I 1 "'I, ' DEPTH IN FEET 15 20 25 30 , 35, TEST DATA -OTHER SAMPLE .MC -DO .BC T~STS NUMBER 18 13-1 Boring 13 SOIL DESCRIPTION , ' Compacted, damp to moist, light brown to 1 ight gray si 1 ty fine sand FILL Soft, saturated, dark gray silty clay ,(CH) Medium dense, satur'ated, dark gray silty medium sand (SM) with slight organic odor 8 13-3 ~M+---S-Of-t--t-o-f-i-r-m-,-s-a-tu-r-a-te-d-,--gr-a-y--Sl-'1-t-y-c-l-a~y-- (CH) with silt layers 23 101 13-4 39' 83 " 6 UCS= 13-5 1500 Very loose, saturated, very dark gray fine sandy silt (ML) Soft,to firm, saturated, dark gray sil ty , , clay (CH) Loose to medium dense, saturated, gray silty fine sand (SM) , -----Continued on next page -For description of symbols, see Figure 2. . , LOG OF TEST BORING 13 PLAZA CAMINO REAL DRAWN BY: ALS J CHECKED BY:~ .... PW I PROJECT NO: 75-173 I DATE: 9-2-75 I FIGURE NO: 20, WOODWARD·CLYDE CONSULTANTS I I I ·1 I '1 I .·1 I I·' I· I I : I'· I '1 :1· I.· ... i;: I·'· I Boring 13, continued DEPTH TEST DATA -OTHER SAMPLE t----r---r--f TESTS' NUMBER IN FEET -MC -DD ·BC· SOIL DESCRIPTION 9 40 ..., 8 .. -- 45 -19 112 15 ucs= -2600 -- 50 -19 - 55 -20 11 0 10 PI 60 -24 13-6 . ~ \,--_.~_~_~_! e_~_!_~d_m __ (,-:~_~ u.:....) m __ d_en_s_e-:-,_s_a_t_u_ra..,...t..;..e_d_, _g_r_ay_s_i_lt_y ~~ ~i~!U~a~;l"(~r4JO dense, saturated, gray silty 13-7 ~~ 'f~~{.t::· ··i:fi~ ~~~ ~;.~.::- 13-8 :'~~1 ~i" ~); Sf' ~~( ~t'. Very stiff, saturated, gray-brown sandy clay (CL-SC) 13-9 .~ D=~,.,/r--------~-------------------~---------~;\ Medium dense, saturated, very light oli.v€) d gray si 1 ty v.ery fine sand (SM-MLJ . 13-10 ~~}.::; :::;?/;~ J Stiff, saturated, olive gray mediu~ to fine· sandy clay (CL-SC) with scattered pieces of· charcoal and a few well rounded' pebbles 13-11 ~:i; ~i'" . ~J: ~~~T:-----------------------------~--------------~ Hard, saturated, olive gray-brown fine sandy ~ clay (CL-CH) 13-121~ ~ Poorly Indurated Claystone 65 - - - - l3-l3,1.~ Hard, saturated·, light olive gray silty 70 -~I~ clay (CH-MH) 74. ____ -+ __ -+ __ -r ___ ~r---~II~~T----:-::-:-:-:-rt-O--MO-d-e-r-at-e-l-y-I-n_d_u_ra~t~e_d_C_l_a_y-st~o-n-e~ - -For description of symbols, see Figure 2. Bottom of Hole LOG OF TEST BORING 13 PLAZA CAMINO REAL 'DRAWN BY: ALS CHECKED BY: ,ftJ PROJECT NO: 75 -17 3 DATE: 9-2-75 FIGURE NO: 2T.' WOODWARD-CL VDE CONSULTANTS I I I "I ·1 I' ·1 I I I I' I I I. I, ! I· C!:I z: CI) CI) < .Q.. I-15 (,.') 0:: UJ Q.., COBBLES GRAVEL SJ LT and CLAY Coarse Fine, Coars Fine Mesh Opening -ins. Sieve Sizes Hydrometer Analysis I I 100 7 6 .3 2 I.~ I tr~ 10 16 20 3040 60 80 '140 2QO "2 0 -'-",.:.; ..... r--.. . , r-• :--", \ ". '\'" F= 1-4, , , 90 " \. .",. 10 . \ ~\ \ -.\. ,'.,\ 80 '., 20 \ '.~ \ -.' 4-1 \\ 1-6 " \ '.\ --- 70 ',\ '\. 30 I \ '.\ '. 2-9 '.\. "" \ 0 '. '\ . UJ 60 '~ ~ , ,\. '\. '.\ "\ .< t:i 7-1 -~.\. " 0:: " " 50 '. ,.' '1- I~ , '\.. ....... 50 ffi, \' '\. (,.') . 0:: . r. '. " . " ' 'UJ . . , ' . "-Q.. ~ \ \. " '. " ': 60· , ~. "' \ '", '\. " " \ ., " 30 '\. , '70 \ 4-5 ,. " " ... 20 .'" " , 80 ....... " ...... -10 ... 90 .... .-..;~ I I I 0 100 ' 100 50 10.0 5.0 ,.0 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN M I ~LIt"ETERS SAMPLE CLASSIFICATION AND SYMBOL 1 -4 Silty clay (CH) 1 -.6 Silty clay (CH) 2 -9 Silty claJ' (CL) 4 -1 Sandy clay (Cl) 4 - 5 Sandy silt (ML) 7 -1 Silty clay (CH) *LL = Liquid Limit *PI = Plasticity Index GRAIN SIZE DISTRIBUTION CURVES PLAZA CAMINO REAL *lL ' *PI 60 39 88 64 37 15 ---- 36 10 56 30 , . DRAWN BY: ALS PROJECT NO: 75-173 DATE: 9-4'-75 FIGURE NO: 22 WOODWARD-clYDE CONSULTANTS r---~----~--'-------------------:-------:----~~~~-~----------- I I I· I I I I I I I I' ·1 I I I' '1 I I I GRAVEL SAND COBBLES I Coarscl I SI LT and CLAY Coarse Fine Medium Fine I 100 76 Mesh Opening -ins. 1 Sieve Sizes Hydrometer' Analysis 1. Ij. 10 16 20 304-0 60 80 IlJ.O 200 o '32 I~l. --..:,.-...... ~ ..... "-". '\. "-....... 90 10 \. \ "-\ \ .80 20 .. " .1 '- 70 30 A ~ \ '\. \ \ '\ , \. -\ ·11-1 .--"-- C!:I :z: 60 (I) (I) ll:0 _\ . '-, \. . \ ~ \ '\. I-50 ffi (.) 0:: 50 ~ \ ,. II '\ llJ a.. . \ \ \ " '\ 110 60 '\. I\, \ " 8-1 '\. \ '\ , 30 70 \\ '\. \' '.'-.'\ "'-12-1 -=s I"~ '\. "-...... 20 80 . " "--..... -"'-."" . B . --"--...... . 10 0 -'- I 100 50 10.0 5.0 ,.0 0.1 0.05 GRAIN SIZE IN MILLIMETERS SAMPLE CLASSIFICATION AND SYMBOL 8 -1 Silty sand (SM) 11 - 1 Silty clay (CH) 12 -1 Clayey sand (SC) A Silty to clayey sand (SM-SC) B . Silty to clayey sand (SM-SC) *ll = liquid limit *PI = Plasticity Index GRAIN SIZE DISTRIBUTION CURVES .. .1' PLAZA CAMINO REAL , . " • " '"fl:!>" ..... "-'-- 90 '-. -. t-.,.' ... "'" -. -:-' '-~ --- I 0.01 0.005 00 ·0.001 *ll *PI ---- 50 29 31 13 ---- ---- DRAWN BY: ALS I CHECKED BY:~nll PROJECT NO: 75-173 I DATE: 9-:-4-75 I FIGURE NO: .23 c llJ :!: ~ llJ 0:: 1-' . :z: llJ (.) 0:: llJ c... WOODWARD·Cl VUE CON8ULTA!HS . , ... , I 'I ,I I I I I 'I I, I I I I I ,I I '1 I I PLASTICITY CHARACTERISTICS 12-1 Liquid Limit, % 31 100 ~ Plasticity Index, % 13 \ .. Classification by Unified Soil Classification System ' SC \ ' , .~ '-12' ·T \ "-, "--.;,., , " , " , o o 150 , \ \ a: ~2 .\ \ 1\ ZERO AIR VOIDS CURVES \ 1\ \ \ 2.80 SG 000 100 10 1.0 0.1' 0.01 0.001, GRAIN SIZE, mm MECHANICAL ANALYSIS \ \ I~ 2.70 SG '1 \ 1\ 2.60 SG !\ \ \ ' 1 2.50 SG 140 \ ~ \ \ \ \ 1\ \' EAR TEST DATA pcf Content, % ontent, % hesion, psf ction Angle, degrees \ \' DIRECT SH i\ ~ 1\ Dry Density, \ \ \ Initial Water \\1\ -Final Water C '\ \\ .~ / Apparent Co 12 1 \\ 1\' z Apparent Fri / \' \ \ 130 120 ..... \ 1\ \\ T DATA tl \ \ \ \ Co t-' \ 1\ \\ :I: C) r"\\ \ r\ SWELL TES w 3: \ \ ~\ Initial Dry De t- 5' \ \ \ Initial Water >-.\ !\ \\ Final Dry De nsity, pcf Content, % nsity, pef 110 0:: \ \ ~ Final Water 0 I Content, % \ \ \' i-.Load, psf \ \' ,\ Swell, percen ,\ .\ \ t~ ________ ~~ __ ~ __ ~ __ -J '100 \ ,\ \.\ \ \. ~\ \. ~\ [\. Maximum Dry 12-1 ','\ ~'\ r\., Density, pet 124.0 '''\ .'\ K' Optimum Moisture '\ l'\.' " Content, % 11 .5 1,\ " ~ " 90 I I MOISTURE CONTENT, % '" " 40 LABORATORY COMPACTION TEST METHOD: ASTM 0 1557-70 10 20 30 LABORATORY COMPACTION TEST FILL SUITABILITY TESTS ! PLAZA CAMINO REAL DRAWN BY: ALS I CHECKED BY:~ty!r!4 PROJECT NO: 75-173 I DATE: 9-4-75, I FIGURE NO: 24 WOOOWARO·CLYOECQNS,ULTANTS 1 ;,1 1 1 . , I ' I ·,1 1 1 1 1 60 50 A. Ij() >< UI 0 z:: ~ 30 u .-(I) 20 :5 A. 10 7 q o 1-6_ ~ 1/ 2-2/ ~ V ./ 1-4, ~ CH " " V· Ql ~ ::i V V 11-1-Co r--.. -, V r--8-2 __ 7-1 ~ - 2-9, e---2-7 ./ 12-1 __ ~ V MH ~ OH 13-10 ~ l----4-5 sc ~ VM[ & OL ~ ~~ffL~"W SM V o 10 20 30 itO 50 60 70 80 90 LIQUID LIMIT. LL PLASTICITY CHART For Classific~tion of Fine -Grained Soils in Unified,Sysiem Legend Cl Inorganic clay of low to medium plasticity. CH Inorganic clay of high plasticity. Ml Inorganic silt of low plasticity. MH Inorganic soil ~f high plasticity. OL Organic silt or clay of low plasticity. OH Organic clay of high plasticity. SM Silty sand. SC Clayey sand. PLASTICITY CHART PLAZA CAMINO REAL , 100 110 DRAWN BY: ALS I CHECKED By:ty}i]1 PROJECT NO: 75-173 I DATE: 9-4-75' I FIGURE NO: 25 WOODWARD·CLYDE CONSULTANtS ',1 I I 'I, I :1 " I ,I I I ',I' I,::, I' I I I I 1 I' RESULTS OF LOADED SWELL TESTS Initial Final Sample Dry Water * Dry Water * Pressure Expansi 9I'l Number Density Content Saturatior Density Content Saturation pef % % pef % % psf' % of Initial Height 4-1 106.3 13.8 67 101.4 '23'.5 99 . 160 4'.8 - - . Diameter of Samples: 1.94 inches Height of Samples: 0.629 inches *assumed spec; fi c gray; ty' -2.65, LOADED SWELL TESTS PLAZA CAMINO REAL DRAWN BY: ALS I CHECKED BY: 'i?JhWI PROJECT NO: 75-173 I DATE: 8-29..:.]5' I FIGURE NO: 26 WOODWARD·CLYDE CONSULTANTS r---~--~--------------------------------------------------~---------------- I' I ,I, I I ,I I ',I I I 1 1 1 I I, 'I -I 1 I 1.24 1.16 1.08 o ~ e 1.00 ~ 0.92 eo r-r--. "'I " ~ " 0.84 0.1 INITIAL DRY DENSITY, pcf INITIAL WATER CONTENT. % INITIAL SATURATION, % FINAL DRY DENSITY, pcf FINAL WATER CONTENT, % FINAL SATURATION, % r--r-. ~t' SAMPLE 1 - 4 Pd ~ '\ 1\ \ "' '" ~ "" ~~ ~ 1\ "-r-.. , I"-o~ 1.0 10.0 PRESSURE -Tons per sq. ft. 81.5 SPECIFIC GRAVITY OF SOLIDS 40.1 INITIAL VOID RATIO. eo 97.6 COMPRESSION INDEX, C,,' " 86.7 SWELL INDEX, C!: 35.5 EFFECTIVE OVERBURDEN PRESS, plo' tsf 97.3 MAX. PAST PRESSURE, Pc, tsf CONSOLIDATION TEST PLAZA CAMINO REAL " . ' - 100 2.80 1.15 0.340 ' 0.094 1.5 " 1.6" DRAWN BY: ALS CHECKED By:ljlMV PROJECT NO: 75-173 DATE: 9-4-75 WOODWARD-CLYDE CONSULTANTS . ~ .. ------~------------------------------------~----------------------------------~ I I I I I .1 ·1 ,I I I. I I I· I I I I I I 2.2 1---.. r... i'--. en - 2.0 1.8 o 1.6 , " ...... 1.4 INITIAL DRY DENSITY, pcf INITIAL WATER CONTENT % INITIAL SATURATION, % FINAL DRY DENSITY, pcf FINAL WATER CONTENT, % FINAL SATURATION, % SAMPLE 2 - 2 P'I 0 .... .... ~ \ \ , .\ \ ..... ~ '" ~ ...... " 1\ ~ ....... r\ r--~ 1.0 10.0 PRESSURE -Tons per sq. ft. 55.3 SPECIFIC GRAVITY OF SOLIDS 78.1 INITIAL VOID RATIO' eo 100 COMPRESSION INDEX, C~ 64.4 SWELL INDEX, Cs 60.8 EFFECTIVE OVERBURDEN PRESS, P'o, tsf 99.7 MAX. PAST PRESSURE, Pc, tsf CONSOLIDATION TEST PLAZA CAMINO REAL , < : 100 2.76 2.12 0.93 0.23 1.7 1.3 DRAWN BY: ALS I CHECKED BY: ~~\l1 PROJECT NO: 75-173 I DATE: 9-4-75 JFIGURENO: '28 WOOOWARO·Cl VOE· CONSUf,.TANTS I I- I I -I I I --I I 1 -I -I I I -I I I ·1 ·1 0.78 .~ 0.76 eo ~ .. 0.74 0.72 0.70 0.68 0 0.66 .--~ 0 0.64- ~ 0.62 0.60 . 0.58 0.56 0.01 INITIAL DRY DENSITY, pcf INITIAL \1ATER CONTENT, % INITIAL SATURATION, % FINAL DRY DENSITY, pcf FINAL WATER CONTENT, % FINAL SATURATION, % i-"" SAMPLE 2 - 7 Pt' r----.. Y ......... l' t_ ~ I\. 1\ !\ 1\ \ \ \ \ \ i' r--... f"":--. toot---- . 0.1 _ PRESSURE 1.0 Tons per sq. ft. 95.4 SPECIFIC GRAVITY OF SOLIDS 30.0 INITIAL VOID RATIO eo -100 COMPRESSION INDEX, c~ 10J .8 SWELL INDEX, Cs . ~ \ \ ~ ""- 25.4 EFFECTI VE OVERBURDEN PRESS, P' 0' tsf· 100 MAX. PAST PRESSURE, Pc, tsf CONSOLIDATION TEST PLAZA CAMINO REAL .. . 1\ ~ 10.0 2 F.7 a 75 o 114 0.031 2.56. - 0.79 DRAWNBV: ALS I CHECI(EDBV:~~tNI PROJECTNO: 75-173 I DATE: 9-4-75 _ I FIGURE NO: 29 WOOOWARO-Cl YOE CONSULTANTS , ' "OliN,""" " Project No . 75-173 ATTACHr·1ENT I . ,1 .. Page 1 of 2 L:$;; " -TESTING ENGINEERS SAN' DIEGO ' ' , 'I -- 3467 KURTZ ST •• P.O. BOX 80985. SA.N DIEGO. CA 92138 (714) 225.9641 ' , ; La ' . LABORATORY NUMBER SD30-3795 Job No • 1086 DATE August 8, 1975 . : JOB DATA: Plaza Camino Real Expansion SAMPLE .DATA: Job No. 75-173, SIN ift 11-1, Woodward-Clyde Consultants Boring in!. Sample submitted to the . 13467 Kurtz Street laboratory August 1, 1975. San Diego, California 92110 =-R • VAl.UE DATA "I:DII'lG ANALYSIS A B C D E PERCENT PASSING COMPACTOR PRESS. P.S.1. SO 50 130 ., SIZE As RCVD. As USED I '. MOIST @ COMPACTION • % 25.S 27.7 23.9 --DENSITY. #/Cu. FT. 96.2 92.8 99.3 J R·VAl.UE • STABILOMETER S 5. 15 .' I EXUD. PRESSURE. P.S.I. 310 230 570 . , . STAB. THICK. FEET ---------. . * .. I EXPAN. PRESS. THICK. FEET 0.13 0.13' 0.50 T. I. (ASSUMED) = .. -. .. 1 III By,STAB. @ 300 P.S.I. EXUD. = S . z:> C)..I '.4 -< ID> By EXPANSION PRESSURE = " -~·I o· ---n: AT EQUIl.IBRIUM = 8 .16 .10 SAND EQUIVAl.ENT = DURABILITY (COARSE) = LIQUID LIMIT = " '1° . . , DURABILITY (FINE) = Pl.ASTIC LIMIT == ·#100 ~oo ·P. I. = ,REMARKS: I 11 cc. , . I TESTING ENGINEERS. i. I c:"..;/lf'? . . I~Hc.:rm BY-"/4ft Thomas ~,~,:;a,£ R .. E. 1f14882 H. lapm , - " " .. ~ Project No. 75-173 ATTACHMENT 'I I'o'RIoI lll·'" I . ~ .Page 2 of .2 . .. " -I TESTING DIEGO , I ENGINEERS -SAN .. ' , -3467 KURTZ ST., P.O. BOX 80985. SAN DIEGO. CA 92138 (714) 225.9641 I .. . . ~ LA.BORATORY NUMBER. SD30-3796 Job No. 1086 DATE August 8, 1975· JOB DATA.: . Plaza Camino Real Expansion SAMPLE DATA: Job No. 75-173, SIN 1F12-l, Boring 1112' .• Sample submitted to th.e l,woOdward-ClYde Consultants laboratory August 1, 1975 3467 ~urtz Street San Diego; Califo'rnia 92110 I' '. " R • VALUE DATA .~ lADING ANALYSIS, , A B C D E PASSING COMPACTOR PRESS. P.S.I. SIEVE ' PERCENT ISO' 95 120 SI2E As RCVD. As USED I· .. MOIST @ COMPACTION • % 13.8 15.6 14.7 .. DENSITY. #/Cu. FT. 118.1 113.3 116.3 .J R.VALUE • STABILOMETER 16 9 13 2" I EXUD. PRESSURE. P.S.I. 380 180 260 : STAB. THICK. FEET ---------I ----- EXPAN. PRESS. THICK.FEET 0.53 0.03 0.27. -. . . T. I. (ASSUMED) = ---I .. III ' . z:> By.STAB. @ 300 P.S.I. EXUD. = ·15 0..1 ,-.4 -< -.. 13> -. ~, I o· By EXPANSION PRESSURE = ---n:: AT EQUILIBRIUM = 15 [ SAND EQUIVALENT = DURABILITY (COARSE) = LIQUID LIMIT = 1° . DURABILITY (FINE) = PLASTIC LIMIT = #tOO ~OO P. I. = '·REM,6,RKS: I 1 cc. .' I I . I THc :rm I -' I..' ,II "V 1ft12882 Toomas H. Chapman, R.E. . . . . '1 .' I· . I ,I.'" I· I I .1 I I'··· . I· '-'1 I I I I. ·1· ·1 Project No. 75-173 SPECIFICATIONS FOR CONTROLLED'FILL ATTACHMENT 1I , Page 1 of 4 I . GENERAL II These specifications cover preparation of exisfing surfaces to receive fills; . the type of soil suitable for use in fills; the control of compaction gnd the . ·methods of testing compacted fills. It shall be the Contractor·ls tesponsibi1i·ty to.p1ace, spread, water and compact the fill in strict accordance with·these· . specifications. A Soil Engineer shall be the Ownerls representative to inspect the ~onstruction of fills. Excavatio'n and the placing of fjll shall be under . the direct inspection of the Soil Engineer; and he shall qive written notice of conformance with the 'specjfications upon completion of grading .. Del/lations' from these specifications will be permitted only upon written authorization from th~ Soil Engineer. A soil investigation has been made for this. project.; any recommendations made in the report of the soil investiaation or subsequent repQrts shall become an addendum to these specifications. SCOPE The p.lacement of'controlled fill by the Contractor shall include all .tleartng and grubbing, removal of existing unsatisfactory material, preparation of the' areas to be filled, spreading and compaction of fill in the areas to be filled, and' all other work necessary to complete the grading of the filled areas.- III MATERIALS 1. Materials for compacted fill shall consist of any mater;'al' imported ·or· . . excavated from the cut areas that,'in the opinion of the Soil Engineer, is ~. , ,suitable for use in constructing fills. The material shall contain no, rocks. or hard 1 umps greater than 24 inches in size and shall contain at least 40% .... ··of material smaller than 1/4 inch in size. (Materials greater tha~ 6 inches in size shall be placed by the Contractor so that ~hey are surrounded by com- pacted fines; no nesting of Tocks shall be permitted.) No material of a perish- able, spongy, or other\'iise of an improper nature .shall be used .in fi·llin·g. " 2. Materiai placed within 24 inches pf rough grade shall be select material that contains no rocks or hard lumps greater than 6 inc,hes in size and that· swells less than 3% ~"hen compacted as hereinafter specified for compacted' .fill and when subjected to an axial pressure of 160 psf. . 3. Representative samples of material to be used for fill shall·be tested in the laboratory by the Soil Engineer in order to determine the maximum density, optimum moisture content and classification of the soil. In addition; the Soi 1 Engineer sha 11 determine the approximate beari ng value of a recom-. pacted, saturated sample by' di rect· shear tests or: ot~er t~sts appl icabl e to' the particular soil. . . 4. During grading operations, soil types other than those analyzed in ·the . report of the soil i nvesti gati on may be encountered by. the Contractor .. The Soil Engineer shall be consulted to determine the suita~i1ity' of these. soils .• I , I I 1 I'· :1, ,I, " I 1 ,I, .1 " ,I "I I 1 1 I 1 Project Np. 75-173 ATTACHt·1ENT I I Page 2 of 4 ;. ' .. " IV, ,COMPACTED fILLS . , " 1. General (a) 'Unless otherwise specified, fill ,material shall be compacted by the .contractor while at a moistur'e content near the optimum moisture content ,. and to a density that is not 1 ess than 90% of the maximum densi ty, deter-" mi.ned in accordance \,lith ASTM Test No. D1557..:70T, or other density methods that will obtain equivalent results." (b.) Potentially expansive soils may be, used in 'fills below a depth of 24, inches and shall ,be compacted at a moistur'e content. greater th~n the , optimum moisture content for the ITmterfal. ',:~"<., 2. 'Clearing and'Preparlng'Areas to'be'filled (a) All trees, brush, grass~ and other pbjectionable material shall be ",collected, piled and burned or otherwise disposed of by the Contractor " so as to leave the areas that have been cleared with a neat and finished' appeQrance free from unsightly de~ri $. , , ' (b) All vegetable m'atter and objectionable material ,shall be removed by the Contracto r from the, surface upon wh'i ch the fill is to be placed and any loose and porous soils shall be removed or compacted to'the depth' shown on the plans 'unless otherwise ,specified in, writing by 'the Soil Engineer. The, surface ,shall than be plowed or scarified to a minimum- 'depth of 6 inches unti 1 the surface is free from uneven features that \' would tend to prevent uniform c~mpaction by the equipment to be used. (e) Wher~ fills are constructed on hillsides or, slopes, the slo'pe of the', " original ground on which the 'fill is to be placed shall ,be stepped or,. -, " '~ ,keyed by the Contractor as shown' on the attached Figure. The 'steps ,shall. ",- , , ''' ... extend completely through the soil mantle and into the underlying for- -. .' mat.ion materials. ,; , ' , ' (d) After the foundation'for the fill has been cleared"'plowed ,or scari-\ fied, it shall be disced or bladed by the Contractor until it is unifornf' , and free from large clods, brought to the proper moisture' content and com- pacted as specified for fill. ' . 3. Placing, Spreading, and Compacting Fill. Material (a) The fill material shall be placed by the Contractor in layers that when compacted shall not exceed 6 inches. Each layer shall be spread' evenly and sha 11 be thoro~ghly mi xed. duri~g the spreading to obtain Un;- formity of material in each layer. ' ' , (b) When the moisture content of the fill :material ;s belm'l that speci- fied by the Soil Engineer, water shall be added by th~ Contractor until the moisture content is as· specified. (c) When the moisture content of the fill material 1s above that speci- fied by the Soil Engineer, the fill material shall be aerated by,the Con- tractor by blading, mixing, or other satisfactory methods'until the moistu·re,· content is as specified. .1 'I :1 I·· I .. .1 .1' ·1' ; I· V" I VI 1 I ~'I I '. ·1 '1 I II I .Project No. 75-173 . ATTACHMENT I I . Page 3 of 4 . (d). After each layer has been placed, mixed and spread evenly,: it shall' .,. be thoroughly compacted by the Contractor to the specified density. Com- paction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-tired ro.llers or other types'of acceptable com- pacting ~quipment .. Equipment shall be of such desJgn that it will be able to compact the fill to the specified density. Compact.ion shall be con-' tinuous over the entire area and the equipment shall make sufficient trips to i.nsure that the desired density has been obtained. (e) Surface of fill slopes shall be compacted so that the slopes are stable and there shall be no exces·sive loose so'n on th~ slopes. , INSPECTION 1. Observati on and compacti on tests shall be made by the Soi 1 Engi neer duri ng the filling and compacting operations so that he can state his opinion that .thB fill was constructed in accordance with the specifications. . . " 2.' The Soil Engineer shall make field density tests ·in accordance with ASTM. Test No. D1556-64T. Density tests shall be made·inthe compacted materials . . below the surface where the surface is disturbed. When these tests indicate that the density of any layer of fill or portion thereof is below the sped":' fied density, the particular layer or portion shall be re\'lOrked unt.il the specified density has been obtained. PROTECTION OF WORK .'1. 'During construction' the Contractor shall properly grade all excavated :surfaces to provide positive drainage 'and prevent ponding of water. He shall,., control surface water to avoid damage to adjoining properties or to finished , work on the site .. The Contractor shall take remedial measures to prevent', erosion of freshly graded areas and until such time as permanent drainage. and erosion control features have been installed. 2. After completion of grading and the Soil Engineer has finished his' obser- 'vation of the work, no further excavation of filling shall be 'done except. under the observation of the Soil Engineer. , " . 4 .. -. - -_: '-- -_.'--,'-.... '.-,_. - - -.-' ... Strip ~s Specified Original Ground -0 ""1 o c..... (1) n rt z o '-I U'1 I ..... Slope Ratio. -!!: '-I W Slope to be such that Sloughing or Sliding does not occur NOTES Remove all To.psoil The minimum width ,~tt o.f key shall be 2 'feet wider than the compaction equipment, and not less' than 10 feet. The outside edge o.f.bottom key. shall be below topsoil or lo.ose surfac.e mate?:ial. Keys are required whe're the natural slope is' steeper than 6 horizontal to 1 vertical, or where specified by Soil Engineer. . M ~[i~1~i~~~ I See Note ,~ B ~, See Note / -o;:t=. SlJ-I to -I (1);:t=. o .p.:I: 3: Om -t, :z . -I .p.' I-f ....... ·1: <I . , I I I I I , 'I I 1 I -. :1, "1.' I I I I I I Project No. 75-173 ATTACHMENT III Page 1 of. 2 GUIDE SPECIFICATIONS FOR SUBSURFACE DRAINS I.. DESCRIPTION Subsurface drains consisting of-standard .drain tfle,. perforated Orangeburg drain pile, or perforated corrugated metal pipe, shall be . installed as shown on the plans and in accordance wlth these specificatio.ns, unless otherwise specified by the Engineer. II. . MANUFACTURE Underdrains shall be manufactured in accordance with the following requi rements : 1 •. Standard drain tile ·shall conform to the requirements of ASTMD-C4. 2. Perforated Orangeburg pipe shall conform to the Federal Specifi- cations SS-P-356. 3. Perforated corrugated metal pipe ;shall conform to the AASHOD-M136 • . III.. FILTER MAtERIAL Filter materialffor use in backfilling trenches around and over under-' . drains shall consiSt of clean, coarse sand and gravel or crushed stone con-. forming to the following grading requirements: IV. LAYING SIEVE SIZE No. No. No. No. 2-1/2" 1-1/211 3/4" 4 8 30 ~ 200 PERCENTAGE PASSING SIEVES 100 . 80-100 , 60-95 .,.. 35 .. 65 . 25-50 5-25 0-3 Trenches for underdrains shall be excavated to a minimum width equQ.l .' to the outside diameter of the pipe plus J~foot and to a depth of 2 inches . below the top of the \'1 a 11 footi ng or as di rected by the Engineer. The bottom of the trench shall then be covered full \'Jidth by a layer of plastic film or . building paper, and the drain pipe 'shall be laid. Unless otherwise specified, perforated pipe shall be laid with the-perforations at the bottom and sections shall be joined with couplers. Drain tile shall be .laid with a cle~r o~ening of 1/2" between sections. The pipe shall be laid on'a minim~m slope of 0.2% •. After the pipe has been placed, the trench shall be backfilled with· filter material to the elevation~ shown on the plans, or.as directed by. Engineer. The remainder of the trench shall then be backfilled 'with an impervi ous soi 1 whi ch shall be compacted to the requi rements for enginee·red fills. . ;1 '·1 'I I, :,1:." ' .. I.' . . I ·1 I I." I I ~ I:· I I I I I· I Project No. 75-173 ATTACHt~ENT II I .Page 2 of 2. GUIDE SPECIFICATIONS FOR SUBSURFACE DRAINS • ( CONT.I NUED ) '. TYPICAL SECTION . . .' . ,.i" .. , . ;q:: . . . . . . . '. I' •• ., ,I ~ • .... · ~ .. ·A;·: ' .. .. . ... :!'i. : :i ':. · . , " . . " · .... . I---~-:--~:-:-,.-~ .. I .. ~ •••• : '" •• -'_. I ••• : • ~ • '. ,' •• "'4 • "~ :Ii',:~': "e-' .• It. II.· .""i'. r' '. '., .• , " .~ 11.~ ..... ".11"~.:" ,'.: ••• .d ~ ... I : ". " •••• ...-----1 UPERV IOUS So J L '. 18" MIN. -WATERPROOF MEMBRANE . · ....... >-z+----FILTER MATERIAL.IS/lMin. ·4" DIA. PIPE 11"""---PLASTIC' FILM OR 't . BUILDING -PAPER' .