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Home My WebLink About; El Camino Real Station 81+97 to 122+95; Final Report of Testing and Observation; 1998-10-01M I M I I M M I I I I M M (3ECTE' hj;;UlTANTS ON •H^l(t/Vl. FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING CONSTRUCTION OF SITE IMPROVEMENTS EL CAMINO REAL STATION 81+97 TO 122+95 ARROYO LA COSTA CARLSBAD, CALIFORNIA PREPARED FOR VILLAGES OF LA COSTA SOUTHWEST, LLC CARLSBAD, CALIFORNIA OCTOBER 1998 GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS ProjectNo. 05871-12-04 October 27, 1998 Villages of La Costa Southwest LLC Post Office Box 9000-685 Carlsbad, Califomia 92018-9000 Attention: Mr. Tim O'Grady Subject: EL CAMINO REAL STATION 81+97 TO 122+95 ARROYO LA COSTA CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING CONSTRUCTION OF SITE IMPROVEMENTS Gentlemen: In accordance with your authorization (Contract No. 55), we have provided compaction testing and observation services during the installation of off-site improvements for El Camino Real associated with the Arroyo La Costa development. Our services were performed during the period of August 19, 1997 through May 15, 1998. The scope of our services consisted of testing and observing during utility trench backflll operations including storm drain, sewer main, sewer main repair, water main, and reclaimed water main trenches. Additionally, in-place density tests were performed during the preparation of curb and gutters, sidewalk, and subgrade soils and the placement of aggregate and cement-treated base and asphalt concrete pavement. Laboratory tests were also performed to aid in evaluating the compaction characteristics of various soil conditions encountered and/or used for fill. The project plans were prepared by Project Design Consultants and are entitled Plans for the Improvements of El Camino Real, Arroyo La Costa, Unit 1, City of Carlsbad approval date November 12, 1996. The project soils report is entitled Final Report qf Testing and Observation Services During Site Grading, Arroyo La Costa, El Camino Real, Stations 82+00 Through 122+00, Carlsbad, California, prepared by Geocon Incorporated, dated October 6, 1998 (Project No. 05871- 12-01). References to elevations and locations herein were based on surveyor's or grade checker's stakes in the field and/or interpolation from the referenced plans. Geocon Incorporated did not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved plans or proper surface drainage. During the construction of site improvements, compaction procedures were observed and in-place density tests were performed to evaluate the relative compaction of the fill material. In-place density 6960 Flanders Drive • San Diego, California 92121-2974 • Telephone (619) 558-6900 • Fax (619) 558-6159 tests were performed using a nuclear density gauge in accordance with ASTM Test Procedure D2922-81. Laboratory compaction tests on representative soil samples were performed in accordance with ASTM Test Procedure D1557-91. In genera!, the on-site fill materials consist of silty sand, silty clay, fine sand, and clay and the imported materiai consisted of gravel and sand (Class II Base) and cement-treated base (CTB). Laboratory tests on asphalt concrete were performed to verify conformance with Standard Specifications for Public Works Construction (Green Book). The results of the in-place dry density and moisture content tests are summarized in Table I and results of laboratory tests are summarized in Tables II through IV. In general, the results of the in-place density tests indicate that the sidewalk subgrade materiai and utility trench backfill including storm drain, sewer main, sewer main repair, water main and reclaimed water main backflll materials possess a relative compaction of at least 90 percent at the locations tested. Existing gas and cable lines at Stations 105+50 and 113+50 required 95 percent compaction for the storm drain tests in these areas. Similarly, in-place density tests indicate that the curb and gutter, subgrade, and aggregate base and CTB materials possess a relative compaction ofat least 95 percent at the locations tested, with the exception of base tests B-37 and B-38. The City of Carlsbad inspector allowed a 93% relative compaction specification for these tests. In place density testing of asphalt concrete was performed during placement and compaction. In-place density test results indicate that in general the specified compaction of 95 percent of the Hveem density was achieved at the locations tested. Of the 157 density tests, 18 tests indicated a relative compaction of 92 to 94 percent. Based on our experience, density tests performed on asphalt concrete by nuclear gauge indicting a relative density of greater than 92 percent, have an actual in-place density of 95 percent so greater, where physical samples are obtained and subjected to laboratory testing. Therefore, the asphalt concrete tests reported as 92 percent or greater are considered acceptable. During installation of the improvements, certain procedures and repairs were implemented as described below. 1. During site preparation, saturated subgrade soils in previously placed fill were encountered between Station 103+10 to 107+90 along the proposed lane widening. This area was overexcavated to a depth of up to 4 feet. Crushed rock was utilized as replacement backfill material with geotextile fabric (Mirafi 600X) placed at the bottom of the excavation and at mid-depth of the rock to stabilize the subgrade. 2. Prior to backfllling, as described in Item 1, a 3-inch-diameter perforated PVC pipe was installed along the westem edge of the clean out to provide drainage. The pipe was discharged through 2 tight lines to the J-box in the median at Stafion 105+50. ProjectNo. 05871-12-04 -2- October27, 1998 3. With the approval of the City of Carlsbad, the subgrade in the lane widening area between Station 99+00 to 103+00 was stabilized by mixing 3 percent Portland cement (by dry weight) to a depth of 1 foot and compacting to 95 percent relative compaction. 4. With the approval of the City of Carlsbad, cement-treated base (CTB) was placed in the lane widening area between Olivenhain and Station 121+40. 5. Original installation of the 12-inch sewer exiting the project and tying into MH-1 in El Camino Real (Station 101+27) was installed during August through October 1997. Due to saturated soils encountered, the trench bottom was stabilized with crushed rock and geotextile fabric. After the pipe and manhole were installed, the trench was backfilled with cement slurry. 6. Subsequent inspection by Leucadia County Water District, rejected acceptance ofthe tie-in at MH-1 and a portion of the 12-inch sewer line to the east. Repair operafions were implemented during late March and early May, 1998, including dewatering by well-points in the manhole area. The excavation for the manhole was stabilized using gravel and high strength geotextile fabric with granular base material placed as general trench backfill to subgrade. Approximately 30 feet of the 12-inch sewer line (measured east from MH-1) was removed by excavating through the previously placed slurry. After this section of pipe was realigned, the gravel bedding was hand-tamped to establish support around the pipe. The trench was backfilled with gravel to subgrade and covered with high strength geotextile fabric prior to placement of base for pavement constmction. It should be noted that the remains of the original slurry on either side of the re-excavated trench were left in place at the recommendation of Geocon Incorporated. CONCLUSIONS AND RECOMMENDATIONS 1.0. General 1.1. Based on observafions and test results, it is the opinion of Geocon Incorporated that the grading of site improvements, which is the subject of this report, has been performed in substantial conformance with the recommendafions of the previously referenced project soil report. The exceptions as noted above are, in our opinion, minor and should not impact the long term performance of the asphalt pavement section. 2.0. Future Work 2.1. Any additional grading and/or improvement installation performed at the site should be accomplished in conjunction with our observation and compaction testing services. Grading plans for any future grading should be reviewed by Geocon Incorporated prior to finalizing. All trench backfill in excess of one-foot thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. ProjectNo. 05871-12-04 -3- October 27,1998 3.0. Drainage 3.1. Adequate drainage provisions are imperative. Under no circumstances should water be allowed to pond adjacent to improvements. Finish grades should be established so that drainage water is directed away from pavements, curb and gutters and sidewalks to controlled drainage devices. Irrigafion of landscape areas adjacent to pavements should be monitored to provide just enough water to support plant life. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading, and represent conditions at the date of our final observation of May 15, 1998. Any subsequent grading should be done in conjunction with our observafion and testing services. As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identificafion of the potenfial presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience, and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, expressed or implied, except that our services were perfonned in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. If there are questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very tmly yours, GE0Gr6N INCORP RCE 22527 KRB:DFL:dmc (5) Addressee Katheryn R. 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QJ M B •H CU 0 fa Qi o fa J CO Hd-o CM pv 00 ul o o z p o 03 •t-n o Ul fa CO H J p CO fa oi H CO fa H CO Z fa Q a fa M fa fl P • I M tn P I tt) 'H C 1 •H O O dP t fa 2 O ^ 1 fl M to tw 03 >, P y •H U 03 cu fa a a ' p • i - CO P 1 p .H P ^ 1 CU O O dp ' O 2 O ^ ' to tw X >i P y cfl W cu cu S Q ca ^ to = .ili 3 -d- y M \ O dP fa CO Di ^— QJ s 3 o X i-i /-V p. p Ul tt) (p 0 ca ^ I ul o o Ul Ul o o o o o un O Ul Ul o o o o o O o O O o 1 H3-o o pv o o o o m cs ul cs cs o Ul o o o Ul Ul un O Ul p ' + + + -!-+ + + -1--H -1--1--1-+ + + -»--1-+ + -H + + + 0 1 M en -d-vo 00 CS VD OO CJS co Hd-cn pv M M o M oo cn O r^ 00 en M 1 O CO QO 00 CO cn en Ov cn O M M M M O O cs CM cn cn o en en cn P i M M M M M M M M M M M J Cfl 1 J J J J J J J J J J J J J J J J J J J J J J J J O ' < < < < < < < < < < < < < < ^ ^ < < ^ < < 0 I fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa Ed fa Ed Ed fa fa Ed Ql J • Ctf Ctf ctf Pl ctf Oi Oi Qi Ctf Ctf Pl Ql oi Dl Qi Ctf Ctf Pi Dl Ctf Ctf Pl ctf Ed Ql P 1 o o o O o o o o o O O O o O o o o o O O O O o o sn 1 2 2 2 2 z z z 2 2 2 2 z z z z 2 2 z z z z Z z 2 Te M M M M M M M M M M M M M M M M M M M M M M M M I O u u u o o o o U O O O o O o O o O O U o o o CJ J J J J J J J J J J J J J J J J J J J J J J J J fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa fa QJ P cfl Q P CO • 03 O H 2 un pv Ul pv VD un vo VO un ul ul Ul O SO 00 un Ul Pv pv Ul Ul VO VO 00 cn cn CT cn cn cn cn OS cn cn cn cn O M CT en en cn cn en cn en en cn ps o vo Ul cs -d-o M vO vd-VD o cs CO M CM m Ul CO <f VD CO cs un Ul CM cs M CM M o CS en o cn 00 O cn 1^ Ul vo VD Ul Ul o CO Ul ro OS M cs CS es es CM cs M cs M M es M M M M M M M M M M M r-H un SO M M pv cs VO 00 ul 00 Ul pv ul o Ul pv Ul cs cn ro 00 O vo cn vo Hd-vo un -d-Ul un Hd--d-<f -d-cn ul -d-O cn M M cn cn o M CS o o o O o o o o o O o O O o M M o M M o o M M rH M M M M M M M M M M M M M M M M M M M M M M M M rv. r^ r^ 1^ pv 1^ r-v pv pv pv r-v r^ M M pv pv pv pv pv pv pv r^ Hd-rv r^ r^ r-pv pv r^ pv rv pv Pv pv r^ Hd--d-•d--d-Hd--d-<t Hd-Hd--d- M M M M M M M M M r->. M M M M M M M M M M M M M M CS o o o O o o o O O O O o o M M CM CS es CS CS CS es cs un o o o o O O o O O O O o o VD SO Ul ul Ul Ul Ul Ul Ul Ul M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M OOOO m cs cs cs oooo oooo CM cs cs cs oooo oooo CM CM cs cs oooo oooo cs cs cs cs Hd- -d- o o o o oooo CO m CO CO oooo pv 00 00 CO OS CT OS OS OS in in un cs CS CM cs cs CM cs CM MOOO M CN m vd- o o o o CO CO CO CO CO CO 00 QO ps ps CTv OS un Ul VD vD es CM CS cs CM cs CS CS OOOO ul so pv CO oooo CO CO CO CO 00 CO 00 CO cn cn pl CT IXI pv pv cs cs cs cs cs es cs cs oooo en o M cs MMM oooo CO CO CO CO 00 00 CO 00 OS OS cn cn 00 00 cs cs cs cs o o cs cs m ro oooo m nd- un vo oooo CO CO CO CO 00 00 CO 00 OS OS cn cn vo vo -d- -d- M M O O HJ nd- Ul Ul oooo r- CO OS o M M M cs oooo CO eo CO CO oooo m ro rO ro oooo CO QO 00 CO OS o\ cn cn vt un ul Ul oooo Ul Ul ul ul oooo M cs CO HJ CS CS CM cs OOOO CO CO CO CO CO E u V p fl cu fl o y lw o p O •H p tfl § M cu X 03 u O lw p tw o at ba cfl p. p to tfl 03 03 Vi QJ p O z fl • cu cr M B ^ QJ QJ O dP fa Pi o w Ul Ul Ul OS cn OS rH - p. ttJ rH B r-S •H QJ O dp fa Ctf O w Ul pv SO ps OS OS fl p M CO P tt) 'H C r-v •H O O dp fa 2 O ^ CM Ul O cs m -d- fl . ^ M CO lw tt) >S P O •H w QJ eu fa Q ca "H-r -d- Ul Ul cn M o OMM P • • to P P -H C ^ CU O O dp O S O 1^ pv r^ vd- Hd- vd- to C4_| 1 CS X >s c y « tfl w tt) cu 1 ul 2 ca Q -v^ 1 M M Vi J 1 P CO = M CO 3 -d- y ^ I fa M \ O dP > O oi OH m ctf ^ 1 H 1 CO M fa 0) • fa H > fa U • 1 CO J >H 3 O • M cq H O 2 ' < M O 2 ' CO z JZ ' fa > P '-V 1 Q 0) p. 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M E r^ •H y O dP fa ctf u ^ y M vo cn vo cn cn OS OS fl P • M CO P y •H C ^ •H O O dP fa 2 o w -d- M M ro m m o o fl • ^ M (0 lw y >i C y •H p y p. fa ca Q -vr •vt CS M cs -d- o p^ o O M O M P • M P -H CU o O 2 p c ^ O dp CJ - Ul Ul Ul ul <f Hd- -d-' vJ fa J 3 CO H J P CO fa Ctf H CO fa H >H H M CO Z fa ca a fa M fa O rv CO ul O o z p y 03 O u fa CO lp x: >s p o cfl w y p< 2 Q ca CO = ^ 3 -d- y ^ M \ O dP fa ro oi —' y > u< 3 O X P r-S CU P p y lw o Q ^ p cfl y o J p CO 03 H y p cfl ca p CO • 03 O H Z OOOO un Ul Ul Ul oooo CO 00 CO CO sd- rO vo HJ llll pv ^v 1^ CM es cs CM + + + + MMMM OOOO MMMM |J J J J fa ^ U ^ Ctf fa Qi Ctf oooo zzzz oooo JJJJ fa fa fa fa rv, 1^ r-v r-H OS Ol OS OS cn cn nd- HCJ- es CS o O 00 CO OS ps OOOO M CM CO -d- 2 2 2 2 CO CO CO CO CO s Ut y P fl y fl o y lp o p o •H P Cfl p tfl M P. X 03 U o lw X cfl P cp O y ba CO cu p CO (fl y y CO y p o 2 fl - cu crM E OJ ttJ O dP ctf ctf o OOOO CT\ OS OS OS OOOO CT OS CT OS OOOO Os CT OS cn OOOO CT\ OS OS OS O o cn cn fa J oq Hd-O CO un o o 2 P y y •r-l O P fa CO 3 P CO fa Oi H CO fa H CO Z fa Q a fa fl M • p. y M B •H y o fa fa u fl M y •H fa P . CO P •H C o o 2 O >s C Ul y Q ca p • to P M CU O O 2 X tfl 2 U 03 ca Q 01 = ^ 3 vd- y M \ o fa CO oi y > u 3 o P r-S P. 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M M •V M •V cs CN cs V, CO Vv CO \ en m ^v m \ CO cn \ cn Vs CO ro CO \ Hd- \ Hd- \ Hd- \ Hd- ^s Hd-<t O o o o o o o o o O O O o o o o o o M CM en <t ul so r-v oo cn O M CM cn •<t Ul so r-H 00 M M M M M M M M M :s & & [3 ts Vi CO CO CO Vi CO CO CO CO CO CO CO CO CO CO CO CO CO to S u y p fl 03 fl O y lp o P o •H P Cfl c cfl M CU X 03 U o lp X tfl p lp o y ba cfl cu p to cfl y y CO 03 i-i O 2 fl • cu CTM S r^ y y o dP Qi ctf O ^ oooo OS OS ps OS OOOO OS en CT OS OOOO Os Os OS OS fl • p. 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QO ^V en Vs cn \ en Vs CT \ cn Vs cs \ cs V CM o \ O \ M \ M \ M \ M V M Vs M \ M H^ M Vs. M v^ M Vs M v, M \ M \ M ^v M \ M Vs cs s cs Vs CS Vs m \ CO V. CO M M M M M M o o o O o o < M CS ro -d-Ul so pv pv CO cn o M CO S P 03 i-i fl y fl o y lp o C o •H P (fl P (fl M CU X y u o tp cfl p cp o y ba cfl cu p CO cfl y y CO y p o z H Q bl O o u o o H Ed TT e3> rs rv oo wn o d Z CJ 0) cu l*= j= g u c <o o fl u 13 c 3 o C cu H tu o W CU Vi c fl I -S is u 3 C Z Q u Q TABLE il SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D1557-91 Sample No. Description Maximum Dry Density (pcf) Optimum Moisture Content (% dry wt.) 2 Light gray-brown CLAY, with sand and silt 110.0 17.7 10 Olive-green, Silty CLAY 115.0 15.8 13 Tan, Silty, fine SAND 115.2 14.7 15 Yellow-brown, Silty, fme SAND, with trace clay 117.1 13.8 18 Yellow-brown, fine SAND 115.0 14.5 24 Light gray, fine to medium SAND 133.8 8.8 26 Silty, fine to coarse SAND and GRAVEL (Class 2 base) 137.1 6.7 28 Silty, fine to coarse SAND and GRAVEL (Class 2 base)* 130.7 6.0 32 Silty, fine to coarse SAND and GRAVEL, trace clay (Class 2 base) 135.1 7.9 34 Fine to coarse SAND and GRAVEL, with little sih (recycled base) 132.6 8.1 42 Yellow-brown, fine SAND with some silt (3% Portland cement added) 116.1 14.1 44 Cement Treated Base (CTB)* 131.5 8.5 48 Fine to coarse Sandy GRAVEL with trace silt (recycled base) 135.2 7.2 49 Dark brown, Silty, fine to coarse SAND with GRAVEL (recycled base) 134.3 6.4 ^MDD and OMC from plant ProjectNo. 05871-12-04 October 27, 1998 TABLE III SUMMARY OF LABORATORY ASPHALT CONCRETE TEST RESULTS Sample No. Asphalt Concrete Test Green Book Section 400-4.3 Specifications Type in Sample No. Aggregate Size (in.) Theoretical Maximum Density (pcf) Hveem Maximum Density (pcf) Stability Stability AC-1 3/4 152.8 147.5 35 >35 AC-2 1/2 150.1 143.9 35 >35 TABLE IV SUMMARY OF LABORATORY ASPHALT GRADATION AND ASPHALT CONTENT TEST RESULTS Test Type Asphalt Concrete Sample No. AC-1 Green Book Section 400-4.3 Specifications Type m Class B3 Asphalt Concrete Sample No. AC-2 Green Book Section 400-4.3 Specifications Type ra Class C3 Sieve Analysis ASTM D-422 (Sieve Size) (% Passing) (% Passing) (% Passing) (% Passing) I inch 100 IOO 100 100 3/4 inch 97.9 90-100 100 100 1/2 inch 88.6 — 98.7 89-100 3/8 inch 72.8 60-84 82.0 74-100 No.4 54.2 40-60 58.2 50-78 No. 8 40.6 24-50 40.2 32-60 No. 30 19.6 U-29 21.2 14-38 No. 200 4.9 1-9 5.3 2-10 Oil Content (%)* 5.3 4.6-6.0 4.8 4.8-7.0 *Green Book refers to as "Asphalt %". ProjectNo. 05871-12-04 October 27, 1998