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Home My WebLink AboutTract Map 9833-3 Lot 211 Utility Line Trench Backfill Compaction I I I I I I I I I I I I I I I I I I I LAKESHORE Engineering ~q?o?// Uf I Established 1985 Consulting Civil Engineers Client: Mr.Azim and Shakera Azhand 25069 Camino Mancho Murrieta, CA 92563 (951) 696-5285 December 16, 2004 Project No. 03-004.UB Subject: Utility Line Trench Backfill Compaction Testing Report Lot 211 Tract 9833-3, Jedediah Smith Road Temecula, Riverside County, CA. LD 03-080 INTRODUCTION Per the ,request of the subject property owners, a representative of Lakeshore Engineering has conducted a site inspection to evaluate the relative compaction of utility trenches backfill placed on the northwesterly fill slope at the subject site. The utility line trenches were dug to install service lines for SCE and telephone cable (common trench I8 inches wide with 36 inches backfill cover) and a second trench dug for installation of subsurface 8" diameter PVC down drain (in 18 inches wide trench with 24 inches cover). Lateral water line connection was brought up alongside driveway (reported to be have about 12 inches of dirt cover), observed to be already asphalt paved. The opinions and recommendations presented hereafter are based on our field and laboratory testing and observations of the grading procedures used, and represent our engineering judgment as to the contractor's compliance with the job specifications, and our opinion as to the suitability of the trench backtill for its intended purpose (to provide continued stability to existing slope). BACKGROUND INFORMATION AND SITE OBSERVATIONS The site was initially rough graded in the early 1990's with building pad left undeveloped till building construction started about a year ago, when house construction started. Utility trenches were dug during the middle of house construction. Power and telephone cable services were from transmission box on Jedediah Smith Road, fronting the north1westerIy corner of property. In that regard, the utility line crossed the watercourse and up the fill slope: The 3-inch diameter conduit was cement grout lined and buried along the wash section. Trench excavation and, backfill were conducted by Diamond Backhoe Service, local backhoe rental company. The trench excavations were reported to be accomplished with a standard 18" wide bucket on a standard 560 backhoe. Backfill material were backfill in lifts of 12" +/- thickness and dirt densified with the. aid of a "sheepfoot wheel roll" attachment to end of backhoe arm. 31520-A Railroad Canyon Road' Canyon Lake, CA 92587 . (909) 244-2913 . FAX: (909) 244-2987 \ I I I I I I I I I I I I I I I I I I I VICINITY MAP . '~:;', ' ;', ~,\ "':, '. LAKJESHORE Engineering ". ". ,,' UPDATE SOIL REPORT LOT 11 TR. 9833-3 JEDEDIAH SMITH ROAD DR. AZIM AZHAND Project No: CONSULTING CIVIL ENGINEERS 03 - 004 . UR 0a1e 3/10/03 Flgu'e No: 1 ~N ~ 'J.- I I I I I I I I I I I I I I I I I I I December 16, 2004 Pr~iect No. 03-004.UB Page Two The subsurface drainage PVC down drain begins at top of slope berm and terminate at toe of fill slope, observed installed as shown on grading plan on file. The area of slope disturbances made by backhoe is about 15-20 feet wide over the entire section from top to bottom of slope. As observed during our site inspection on the morning of December 15,2004, this disturbed slope section is now covered with jute netting and section of slope freshly hydro seeded. Irrigation system on slope was observed to be in placed. The slope contours were restored, and observed to be smooth and uniform with no signs of distress (erosion and/or slumps). Across the natural wash (on the westerly side) where the utility line were installed, the common trench has eroded (washout along side watercourse) and area covered with plastic visqueen and sandbag anchors, provided as temporary control measures. FEII1D TESTING AND RESULTS Our filed testing procedure were conducted as follows: I) Four field density tests were conducted in the utility line trench backfills. The location were randomly selected within the utility line trenches. The depth oftest conducted varied from 12 inches to about 2 feet below surface, using a long nose hand shovel for digging. 2) Density test were conducted using the drive tube test method, ASTM D293 7. In addition, random rod probing of the backfill area were made to determine uniformity and/or consistency of backfill material. 3) Field density tests were conducted to determine the degree of relative compaction and the moisture content of the soil being placed. Tests results indicated a relative soil compaction was 90 percent or better. 4) Maximum dry density and optimum moisture content were determine by A.S.T.M. D1557-78 method (from rough grade compaction report, dated July 22, 2003). The onsite soils were classified as a light to medium brown, Silty SAND (SM/SC). Clays are present trace amount only. 5) The field density test results are presented in the Summary of "Field Density Tests", and thelapproximate test locations conducted are shown on the Plot Plan, figure 2. Also shown are:the approximate location of the utility lines. CONCLUSIONS AND RECOMMENDATIONS Based on the results of our field and laboratory testing, our understanding of the construction procedures used in the field and on our past experience on this kind of work, it is our opinion that the backfill placed in the utility trenches as shown on Plot Plan figure 2, has been placed in accordance with the \IpjJlicable portions of the UBC, applicable grading specifications. Lakeshore Engineering :? I I . I I I I I I I I I I I I I I I I I I I December 16, 2004 Project No. 03-004.UB . Page Three The trench backfill within the fill slope area are in our opinion, considered suitable for its intended use. The manufactured fill slope are in our opinion considered grossly and surficially stable, provided the slopes are conscientiously maintained by property owner. Site precise grading,. except for area noted below, is now considered completed and the site considered . suitable for its intend use. : REMEDIAL EARTHWORKIREPAIRS As mentioned under site observations above, a section of utility trench backfill on the northwesterly side . of watercourse has eroded with deep gully/washout area observable. This eroded area will need remedial work. In that regard, Lakeshore Engineering suggests the following course of action .Areas where trench backfill repair work is required, a cement slurry/grout backfill should be considered .to infill the washout trench area. Before cement pour, consideration for exposing competent ground and providing support for near vertical wash sidewalls should be given. Method and/or procedure for cement slurry'backfill can be' provided upon request. Other remedial options, such as reconstruction of earthen embankment and trench backfill with compacted soil by conventional means may also be considered. CLOSURE Our' findings have been obtained in accordance with accepted professional engineering practices in the field of soil engineering. This warranty is in lieu of all other warranties, either expressed or implied. We sincerely appreciate the opportunity to be of service. If you have any questions concerning this report or require ~er information and services, please contact this office at your convenience. . R, espectful,,!y Submitt ~~"", ._.,~, '. L E . /.. i..OFFc., . ore ngmel;nh/:;';--l"":" l,fl.....,;/'.\~.i I;,....':. ".... , :..',~ (\r.;,\'~ Fen Y ng, RC~~V<t4{'~ i:, Exp.~ 6/30/06 k..\ . /':.' 't-:\ -:. ~ C'1/'\ .. , Enclosed: Plot~~~t~L>' "D$lnsi!y Test Result Sheet ;; --.o.'.,"n.j.-;\:.C\,...... '., _"I "~..'. ,....".,iJ'1 " cc: 3 :copies to client Lakeshore Engineering A.. I I L~I(ESHORE I El1gineering I I I I I I I I I I I I I I I I PLOT PlAN ~.. ~a il~ lOG' .\,.~ RD. ~ I>loId>. I~T\I.1h N .- N.T.S. ' -' - -- ~ -- MR. AZIM AZHAND LOT 11 TR. 39833-3 JEDEDIAH SMITH ROAD -5' CONSULTING CIVIL. ENGINEERS Projec:t No: 03-004.UBC Rgure No: 2 Date 12116/04 I I I I I I I I I I I I I I I I I I II SUMMARY OF FIElO OENSJTY usn , , FlELO .~ ~~I OATE ELEVA REFER- MAX IMU~ .~ ' ,~~~~...<:.:l , EST OF LOCATION TION EIICE DRY WATER ORY \;:~.... ~ REMARKS <.J NO. TEST (feet) CURVE . DENSITY CONTENT OEllS ITY 0 :!-' ~c:! > ~.,;: G ",' :0:: ~, ' , ~ ( pet) (';)-111I (pef) c( .. V\ )(-1 l'~h'S' ' SlAPJ>lUltN' -2- A 13/.0 ' \\o'~ 1/1.G; 10. / " x-z 1~1I~ sc. 'i 111lPiU (',/,l. I, -) A I~I.O 12.1 It %.0 '10 I k"-~ 11.1 IS' ~Il Ill\~lf\l ' ' -:-IY2- A- 16(.0 lO'b ' 11'1. i q( 'J X-if 11./I.'S' .~ -~ -2- k. 13r.() 1~3 111. tt ~n ~qo v J ~1E "'f. T~l' '),t'2.\!. F ~' $V\'::;f. rnv2.ffi,\.k)O g ~. : ** VV\/)t~1', Q,'j ~ N Q.€ (.; E: "Sf. I' , . .:. ~ 1.((; at (; "utr ~ =ti1tT, D I ~oA 1/ I~ ['12- ?9:' "'. \ VIMf)C.. flt:::NI.\N g-3s4' . " , ' . , , : . - , '. " , . , ", " ~.:.. . I " MR. AZIMAZHAND eLAKESHORE . LOT 11 TR.39833-3 le iEDEDIAH SMITH ROAD , : . ' Englneerln~ ' , Prnl. Nn. ;0.. 12/16/04 Tobl,' Consulting Civil Engineering and'Geologlsts 03-004.UB 3