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Home My WebLink About; JEFFERSON STREET INTERCHANGE; JEFFERSON STREET INTERCHANGE INVESTIGATION OF FOUNDATION CONDITIONS; 1968-05-08JSH State of California Department of Public Works Division of Highways Materials and .Research Department May 8, 1968 11-SD-78 PM 0. 3 /1. 2 • • Jefferson St. Interchange W. 0. 040961 Lab. Auth. 32968 Mr. J. Dekema • District Engineer Division of Highways San Diego., California • Dear Sir: • Submitted for your consideration isa, • • REPORT • of . 3 INVESTIGATION OF FOUNDATION CONDITIONS • • for EMBANKMENT AT .THE JEFFERSON STREET INTERCHANGE Road 11-SD-78 PM 0.3/1.2 Study made by ..........................Foundation Section Under general direction of .............Travis Smith Work supervised and Report by .........Raymond.A. Forsyth Very truly yours, • JOHN L. BEATON Materials and Research Engineer • : By /44td • Travis Smith Assistant Materials and • Attach. Research Engineer - Foundation c. cc:GA Hill:AC Estep . PE Ruplinger J Dist. Design Dept. - 2 • Dist. Const. Dept. . TL Sommers Res.. Engr. File • • Introduction As requested in a memorandum dated March 15, 1968, to J. A. Legarra,. Attention J. L. Beaton, from P. E. Ruplinger, District 11 Materials Engineer, an investigation of the approach embankments at the Jefferson Street Interchange on Road 11-SD-78, PM 0.3/1.2 has been completed. Accompanying the above referenced memorandum was a contour plan, profile of proposed grade, boring records and 2" samples from three borings made by District 11 personnel in support of this in- vestigation. Embankment heights on the J Line approaching the structure proposed over Route 78 will range from 28' at Sta. 69 to 15' at Station 71+50 on the north side of the structure. It was also requested that an evaluation of the effect of the planned 14. 5' embankment on the existing Class 100 A. C. pipe (16" diameter) serving a sewerage pumping plant directly east of J Line, Sta. 64+40 be made. This pipe is presently located at the approximate centerline of Jefferson St. at a depth of 6' to 7' and turns very nearly a right angle into the treatment plant at the above referenced Line station. Recommendations and Analysis In order to properly evaluate possible detrimental effects of an additional 14. 5' of embankment on the existing 16" diameter Class 100 ACP, Boring No. 27 was made approximately 25' north of the pipe between Jefferson Street and the sewerage pumping plant. ASTM requirements for a Class 100 epoxy line ACP (Section 4. 2. 3) are for 5800 pounds three edge bearing crushing strength. These criteria indicate that the proposed 14. 5' overfill will not overload the pipe. It was necessary to refer to local A. C. pipe sales representatives in order to determine tolerable differential settlement for this type installation. According to available .information on the subject, pipe of this type with normal flexible joint couplings can tolerate as much as 50 displacement at the joint. This will amount to a tolerable settlement of approximately 1.1 feet for a 13' length of pipe. Based upon cons o1idation test data on samples recovered below thei depth of pipe, it iiiinat under the ebankz iit'7d"i _below the existing A. C. pipe will not exceed 0.6'. We may conclude, therefore, that no special treatment for the existing A. C. pipe installation is necessary. The results of consolidation and strength tests on undisturbed samples provided by the District indicate that total settlement under the proposed 28' embankment at the Jefferson St. Interchange will probably not exceed 1.5'. These data also indicate that settlement will for the most part occur rapidly or during the construction process. Residual settlement after construction would be at a tolerable level or somewhat under 0. 51. In view of the sandy and thus quick draining nature of the foundation material, stability will not be a problem for the fill heights under consideration. No special pre- cautions or treatment for embankment construction are therefore necessary. Soils Description The foundation soils at the site consist of clays, sands, and silts with gray clay pockets underlain by a gravelly sand at a depth of approximately 301 . Groundwater in March, 1968, was at, or very close to, the surface. The locations of sample borings are shown by the attached plot plan (Figure 2). Complete boring profiles and results of all laboratory tests are shown by Figures 3 and 4. .. I .0 .. . BORING LEGEND , CROSS- SECTION & PROFILE SHEETS S2_ _FType and Number of borin Blows required to drive sampler ---Diome/er of core or sample -blows per ft Weight of hammer Sornple number and location .140 Water level as of dote shown We unit weight (lb pe7. r / 1—Moisture conteni(% dry wt) Penetration with .,, l" Sec per ft - _-- L2IO6I 57 I0743401 q-' 72 40 Uncon fined compression.-3 (Tons.pei.sq.f/.) •\.\ .' - Liquid limit \ P/os/icily index Augered at elevation shown Estimated Plasticity index_ / An of internal friction (degrees) - Cohesion (lb per sq.f/I—, : . : . •. 50-2000 microns• •.. ... . 'I : Free wote at elevation shown—. . '.. % Sand , ,—.Si/t5io 501n/c,ons 4Gave/ LI'3, 7,14 . 0/ Clay (5m/crons (6. microns / Conso/ido on / p__________ Ton loo d Vfidr6ift,ed Drained Confined compression 2 Ton load (Tons per sq ft). Change of sample diameter at elevation shown - Formotion change Plasticity (Qeologic Legend) . NP Non P/os/ic SP:S/,ghtly P/os/ic MP Moderately Plastic GEOLOGIC LEGEND - - .4?HP:H,gIWyPlostic ) '* mi-n FTZ1 NOTE I III SILT II GPVL I III .........•1 ....... .'..: . . ... 1.' • ........- . .. . L.J.ii LJ :••. : . •• • .;.MA.T.TE.R_ .. ' .. '.. DEPARTMENT OF PUBLIC WORKS J , iri •• • . : • •:'' STATE OF CALIFORNIA HIGHWAY TRANSPORTATION AGENCY DIVISION OF HIGHWAYS * .. MATERIALS AND RESEARCH DEPARTMENT .FOUNDATION 'INVESTIGATION JEFFERSON ST. INTERCHAN1GE L5D DATE ISUBMITTED BY fl BVIk BY Ar, R7 APPROVEO BY . HEET NO -. -:- _ — -. • • VU I AS . MAfiS. a RES. ENCR.- FDNf 64 srrs t I. '• I r a • •,• I. I Li 0 ..; //2' Line. L If \ II I - Qj Scc/e:/"50' MATERIALS AND RESEARCH DEPARTMENT FOU?4DATION INVESTIGATION JEFFERSOM ST. IMTERCHANGE PLAN . TOTAL DATE DIST. COUNTY ROUTEj POST MILE DWG. NO. SHEETS .. -.. It ° 78 1 2%8 . 2.o4 :::.,: .:.';..J.:..... : : $•f . ....... . . f : ................ : . - - - .......: .: I I I - - : : .. . .• . . -. . . . .. '.: : . . . : •--:- ... .•• JJ9[.• , -X 71 wi I - - Sandy si/i cw?d Sa/y sand _: 3 7 7./4'f3 4J_22I.)-3 -1 j -. -,... ............__V2L.—____ ....... ;.: .-. ,,. . . ......... _VAL7)J21I - - - .-. - F111 -/4 -22 Gray c/ayey sano'4 T4 I —2 12 gii ve//sw4qroycJaypockei's-- -- - Scale_=/O'__!.._.________ I_ - ....... 1.. MATERIALS AND. RESEARCH DEPARTMENT - - FOUNDATION INVESTIGATION I I r r i r--.. ,••. •I •.) Irr -' r PROFILE OF BOFZING TOTAL * I DATE DIST COUNTY ROUTEE POST MILE DWG NO SHEETS 5 -8.6B.U..t..:.S. 78 •:. ___29(o8j..3.of4 I . ... 1 STA -4.? 64--85 - ' __;•_ ' I -- 20.4+R*.'t. ....: .:::;.•.: • 27 ..• Pow'? 3Q/7a' With .50me oPgai7,C. mo/er : . •...r/ ' .••• . . •. !h°p. groy-b/okc/a'... •••;: .. .• 1 •••••-• •• .. '--: _________ • ________ 0 LF )7TLL - J/O/i.53Io-5-J4-8/I . 1 /1 //323 5# il'VeI Ss TY147 II ,5 /22 fine sand r - L._____________________ - I - * 4 - I •. I - - > ,. .• ,• • .'., .•. • . . .• ,. . . . . . . , Lii :....•._... . ......i:.: -, 22 R+ .•.: .: 10 -- 3-11-68 :IF - - __- ___I __• - I 1-4 - + $ H_25 " ______•••' r ____- ]®-.-.I2OI/r78-/2_/31 - - - - .- - a- ll-34 -• 2 J3/I_/412_71-14-13] - -s--660 - ---37O - . ' X-'I/4I3I-&3-7-rn .. •...,•: • —20 - I - - Scale /= /0' - 1 - - - - .- .. •. . .. : ._ . . :- . ., . L.......... . . . . . -. ........... . • . . .. •• . .. . . -••. - ..... 1' •1-•••• 4 v •: ___._.. _--.. _. _._. - - I - MATERIALS AND RESEARCH DEPARTMENT FOUNDATION INVESTIGATION - ST (NTERCHANGE :777 JEFFERSON 0 . - . I ••,.. • - PROFILES OFBORINGS27,2g - • - r DATE DIST COUNTY ROUTE POST MILE DWG NO. SHEETS. - 11 _5_D___78 2968 __4 of 4