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Home My WebLink About3190; RANCHO SANTA FE ROAD; SUPPLEMENTAL GEOTECHNICAL TESTING; 2004-06-02.0 v 5161 E) -luI-1 Mr. Grant Eklund C/o City of Carlsbad Public Works - Engineering I 1645 South Rancho Santa Fe Road #202 San Marcos, CA 92069-5188 I Subject: Supplemental Geotechnical Testing Project: Rancho Santa Fe Road North, Phase 1 Carlsbad, California Gentlemen: June 02, 2004 Contract No.: 46703 In accordance with a request from Mr. Plotnikiewicz, Testing Engineers-U.S. Laboratories, Inc. (TE- USL) has performed supplemental geotechnical testing at the referenced project. The supplemental testing consisted of non-destructive pavement deflection testing and the augering of 10 exploratory borings, including the placement of 7 piezometers, at selected locations on the recently constructed Rancho Santa Fe Road in Carlsbad, California. The Supplemental geotechnical testing was prompted by the discovery of 2. new pavement areas distressed to failure located on the southbound lane near stations 189 +50 and 190+00. This report presents the results of our non-destructive pavement deflection testing, exploratory borings, and laboratory testing, and provides our conclusions and recommendations. Non-Destructive Deflection Testing The non-destructive deflection testing of the new pavement was completed from stations 176+50 through 217+50. There were four test lines established along the length of the test area. Line 1 was in the northbound lane, close to the outer edge of the pavement; Line 2 was also in the northbound lane, but close to the median; Line 3 was in the southbound lane, close to the median; and Line 4 was in the southbound lane, close to the outer edge of the pavement. Most of the pavement had four inches of asphalt concrete pavement over either 16 or 18 inches of process miscellaneous base. This structural section was supported on at least eight feet of compacted fill. The fill appeared similar to the base material and consisted of gravel with a clayey sand or sandy clay matrix. Non-destructive deflection tests were performed in 50-foot increments in the test lines closest to the outer pavement edge. The lines closest to the median area were tested at 100-foot increments. Tests were performed with a falling-weight deflectometer provided by the County of San Diego. Our geotechnical engineer monitored the testing and analyzed the test data. A preliminary report has been issued. This report supersedes the preliminary report. A total of 225 locations were tested. The test at each location consisted of applying three different loads and measuring the resulting pavement deflection with seven sensors spaced outwardly from the load center. Twenty-one test points were obtained Testing Engineers - U.S. Laboratories 7895 Convoy Court, Suite 18 • San Diego, California 92111 • (858) 715-5800 • Fax: (858) 715-5810 Offices Nationwide I I for each test location. The data converted to a Dynamic Stiffness Modulus (kips per inch) that relates varying loads with corresponding deflections. I This data was statically analyzed with the results illustrated on the attached Plate 1. The right side of the distribution curve shows an approximate normal distribution. The I left side appears truncated, typically due to minimum construction specification requirements. For this project, the average minus one standard deviation is used for the borderline of weaker pavement structural section areas. I Plate 2 shows the distribution of test data along the pavement length. Two areas stand out with grouping of the lower strength data. Area 1 is from about 198+00 to 202+00. Area 2 is from 208+50 to 214+00. Relatively low deflections spanned across the width I of the road in each of these areas. These areas should be monitored for early signs of pavement distress. Subsurface Testing The subsurface investigation was performed on March 19, 2004 and consisted of 10 exploratory borings, identified as C-i through C-10. The borings were placed at pre-selected locations on both north and southbound lanes of the newly constructed Rancho Santa Fe Road from stations 176+00 to 208+20. A Mobile C-61 drill rig was utilized to auger the borings to depths ranging from 6 to 11 feet below the existing asphalt surface. Our staff geologist logged the borings and collected samples that were sealed in moisture resistant containers and transported to the laboratory for subsequent testing. Detailed descriptions of the encountered subsurface materials are provided in the exploration logs in Appendix A following the text of this report. At the boring locations, the pavement ranged from 3.5 to 5.0-inches in thickness, with the majority averaging 4.5 inches. The asphalt was supported by about 18 inches of on-site processed miscellaneous base followed by 3 to 9 feet of engineered fill, of which consisted of clayey gravel (crushed metavolcanic rock) and gravelly clay materials. The fill was generally damp to moist and dense in consistency, however, moist to very moist soil conditions were observed at the lower portions of fill above the formational contact at borings C-6, C-8, C-9, and C- 10. In addition to the borings, piezometers were constructed in 7 of the 10 borings to monitor I potential water infiltration. The piezometers were placed at depths ranging from 5 to 10 feet below the existing asphaltic surface. No measurable water was observed in the borings from the time of construction through April 25, 2004. I Laboratory Testing I A laboratory-testing program was conducted to evaluate pertinent geotechnical engineering characteristics. Laboratory testing included visual classification, Atteberg Limits, moisture content determination, and sieve analyses. All phases of the laboratory testing program were conducted in general accordance with applicable ASTM specifications or other accepted test I method(s). The test results are presented in Appendix B following the text of this report. I 46703 Rancho Santa Fe Roadway Realignment and Widening - Supplemental Geotechnical Testing Conclusions Based on the investigative works discussed herein, it is our opinion that the two major factors contributing to the addressed problems are as follows: The utilization of on-site materials with highly plastic fines (processed 3-inch minus and crushed miscellaneous base derived from metavolcanic rock and soil). The introduction of irrigation drainage water and lack of subdrain placement within the roadway alignment at potential seepage zones. Recommendations For future consideration of proposed roadways, the following recommendations are provided for your consideration: Utilization of CMB (greenbook) in lieu of on-site processed materials would provide a capillary break and significantly reduce the localized excessive deformation resulting in an extended life of the pavement. Installation of seepage pits, consisting of clean 3/4-inch rock extends down to the bedrock interface, with a volume sufficient to infiltrate irrigation water in conjunction with planters. In addition, subdrainage elements should be installed where seepage zones occur. Utilizing rubberized asphalt to minimize manifestation of any excessive deflections and thereby extend the design life of the pavement. TESD appreciates the opportunity to be of assistance to you on this project. Should you questions regarding the content of this letter, please do not hesitate to contact us. Respectfully submitted, Testing Engineers - US Labs, Inc. I ~e~ 61 -;- Charles B. McDuffie Staff Engineering Geologist Distribution: (6) addressees I3 OLi No. C..60016 IU.I No. 6E2578 2/ Exp. 6/30104 jtCE RGP Van Olin, GE 2578 OFCØ Geotechnical Division anaer CBMIVO/cl PLATES - I- -•:-. I I ' I • i . It l ; I - I: H I 'i'iin Line I Line 2 I Line 3 Line 4 Station Remarks 176+50 565 I 176+50 Line 1: NorthbOund. Outer 177+00 Line 2: Northbound, Inner 177+50 Line 3: Southbound Outer 178+00 Line 4: Southbound Inner 178+50 179+00 179.50 180+00 180+50 101+00 181+50 182+00 - 182+50 183+00 183+50 184.00 Line 4: near construction trailers 184+50 185+00 185+50 Near Paseo Lupino intersection 186+00 186+50 187+00 JZ 188+00 188+50 189+00 189150 Line 3 & 4: near south dig-out - 190+00 Line 3 & 4: near north dig-out 190.50 191+00 191.50 192+00 192+50 193+00 193+50 194+00 194+50 195+00 195+50 196-t00 196+50 197+00 197+50 198 +00 198+50 199+00 Line 1.198+50 to 199+50: newer pavemel 199+50 Line 2, 199+00 to 201+00: newer pavemel 200-100 200+50 201+00 202+00 202+50 203+00 203+50 204+00 Structural section change 6/18 to 6/16 204+50 205+00 205+50 208+00 206+50 207400 207+50 Line 4, 207+50: newer pavement 208+00 208+50:Near Caminilo Juniper intersection 209+00 209+50 -210+00 210+50 211+00 212+00 212+50 213+00 Line 3, 213+00 thinner pavement(2 213+50 214+00 214+50 • 215+00 215+50 e. 218+00 216+50 217+00 217+50 177.00 660 177+50 516 1 178-1-00 582 I 535 178+50 509 486 179-t00 - 505 • 505 179+50 568 r 565 180+00 592 585 180+50 763 1565o 181+00 640 626 3525t1+ 181+50 -439:5 798 182.00 540 1 747 941 182+50 698 1 872 183+00 883 1 806 981 183+50 1045 943 184+00 986 1062 794 809 184+50 875 - 758 1199 - 185+00 798 758 1002 185+50 848 729 186+00 939 1 1000 935 863 186+50 1116 7- 187+00 920 828 715 723 17 2. i _L. o 188+00 746 737 754 801 188+50 794 714 189+00 813 869 689 963 189+50 589 792 190+00 815 861 629 690 190+50 836 691 191+00 675 1221 1 776 963 191+50 805 1 698 192+00 790 1320-' 626 735 192+50 699 744 193+00 717 744 711 714 193+50 822 724 194+00 707 1041 699 785 194+50 973 I 671 195+00 630 1094 584 74 195+50 923 627 196+00 863 972 573 712 196+50 1142 519 197+00 1021 713 544 523 197+50 796 - 465 198+00 — 549 641 —— A 691 198+50 -- 611 1 599 702 542 99+50 1 569 45j 200+00 646 Y492-1 490l. 11 4fli 200k ttv460F .-4657ht., 201 ttl386 ,442ti- 682 681 202400 -1tQ5'1$th 530 1 721 683 202+50 613 761 203+00 519 661 • 873 741 p203+50 539 1 849 204+00 602 607 1 828 852 204+50 551 716 205+00 597 665 669 777 205+50 561 761 206+00 582 589 795 683 206+50 648 832 207+00 722 679 593 811 207+50 654 - 517 208+00 678 712 476.4 572 208+50 714 209+00 --61-91 544 I 501 495 209+50 537 210+00 559 599 62'Ytt a937It 210+50 7437 334th 211+00 660 4445vtii 525 +455- 211 L50_ 670 •-2 212+00 543 th,378t 580 328,b' 212+50 515 Lffi,+42t)& 213~00 ~;;-:,, 509 1 n452 0, 589 213+50 551 54295 214+00 4 724 599 627 214+50 605 638 215+00 516 658 585 215+50 626 • 216+00 554 216+50 591 I 217+00 619 217+50 '76t • - C - •• - 1, • I • - -. 4. • - -'i 4 4 -- -.) 4 - • -- 0" '. ', - • • '. • 4 • ••- - r - C .4 - I: ,,' . .:J •,•. 1 - BTCIUS Laboratories, Inc RanchoSanta Fe Road, Carlsbad, California nvnl.nalr QT19CMCQQ Uflohli IlS Ikinc np, hnhh I Data Distribution Table MnJmum Maximum Number Mid-Range Percent 0 99 0 50 0% 100 199 0 150 0% 200 299 1 250 0% 300 389 11 350 5% 400 499 28 450 500 599 50 550 22% 600 690 46 650 20% 700 799 42 750 19% 800 899 23 850 10% 900 999 12 950 5% 1000 1099 7 1050 3% 1100 1199 3 1150 1% 1200 1299 1 1250 0% 1300 1399 1 1350 0% 1400 1499 0 1450 0% Number of tests = 225 Deviation p 184 - Standard Deviation 484 + Slandard Deviation 852 0% —--r --t---- ------- 150 250 350 450 550 650 750 850 950 1050 1150 1250 1350 - LU Z DATE DRILLED 4/19/04 BORING NO. C-I - 0 GROUND ELEVATION SHEET 1. OF METHOD DRILLING Mobile C-61 I Q) J (I) >- &5 LOGGED BY CBM DRIVE WEIGHT N/A DROP N/A Cl) 0) 0 t 0 0 DESCRIPTION I ASPHALT: GC \ 3.5 inches thick FILL: Clayey GRAVEL 7 Light brown, damp to moist, dense. 5.6 -,-- EU.. - Total Depth = 8.0 feet Groundwater not encountered — - - Backfilled on 4/19/04 Refusal at -8 feet. 15.4.6 __ —- BORING Testing Engineers - U.S. Labs Rancho Santa Fe North Realignment & Widening 7895 Convoy Court, Suite 18 San Diego, CA 92111 CONTRACT NO. REPORT DATE FIGURE 5 •UWi.L'U 46703 May 2004 A-I DATE DRILLED 4/19/04 BORING NO. C-2 --I b -. !. 0. GROUND ELEVATION SHEET 1 OF U)g ° E METHOD DRILLING Mobile C-61 I D U) 5 LOGGED BY CBM DRIVE WEIGHT N/A DROP N/A —-1—U) >- (I) U) 0 DESCRIPTION ASPHALT: - - \ 4.5 inches thick 76 FILL: Clayey GRAVEL Light brown, moist, dense. 5L.. 6.3 - SANTIAGO FORMATION: Metavolcanic ROCK with clay 10 - 4.3 . Light brown, damp, dense to very dense. Total Depth = 11.0 feet Groundwater not encountered . Backfihled on 4/19/04 - BORING LOG Testing Engineers - U.S. Labs Rancho Santa Fe North Realignment & Widening Rancho Santa Fe, California 7895 Convoy Court, Suite 18 San Diego, CA 92111 CONTRACT NO. REPORT DATE FIGURE ________ Uw'.'. 46703 May 2004 A-2 Cl) w Z DATE DRILLED 4/19/04 BORING NO. C-3 0 - . 0 GROUND ELEVATION SHEET OF ECo _ LL c (j° METHOD DRILLING Mobile C-61 I C/) D Co (I) z w LOGGED BY CBM DRIVE WEIGHT N/A DROP N/A a 0 L DD > c o a DESCRIPTION ASPHALT: GC \ 4.5 inches thick FILL: Clayey GRAVEL Light brown, damp to moist, dense. 3.9 SANTIAGO FORMATION: CLAYSTONE, contains some gravel size metavolcanic rock. Light orange brown, damp to moist, stiff. 10 Total Depth = 10.0 feet Groundwater not encountered Backfilled on 4/19/04 20 Testing Engineers - U.S. Labs BORING LOG Rancho Santa Fe North Realignment & Widening I I 7895 Convoy Court, Suite 18 Ii Rancho Santa Fe, California . I ________ San Diego, CA 92111 CONTRACT NO. REPORT DATE FIGURE 46703 I May 2004 1 A-3 I U) w - Li- Z DATE DRILLED 4/19/04 BORING NO. C-4 a,2 0 0 GROUND ELEVATION SHEET I OF >- E U) jO METHOD DRILLING Mobile C-61 C/) U) z w LOGGED BY CBM DRIVE WEIGHT N/A DROP N/A a — co1 DESCRIPTION ASPHALT: \ 4.5inchesthick I FILL: 156 Clayey GRAVEL Light brown, damp to moist, dense. 7.3 GCI Gravelly CLAY I Tan, very moist, firm to stiff. Contains some 1-2 inch diameter unbrocken clay clods. t GCt Clayey GRAVEL I I I Light brown, damp to moist, dense. 5 8.2 SANTIAGO FORMATION: Metavolcanic ROCK with clay, trace fine sands -) Light orange-brown, damp, dense to very dense. a) 3.0 Total Depth = 10.0 feet Groundwater not encountered - - . Backfilled on 4/19/04 15.4.6 - - a) 5 a) 1- U) — - - 'a C) (0 (9 (0 (9 0 -J (9 2 BORING LOG Testing Engineers - U.S. Labs Rancho Santa Fe North Realignment & Widening 7895 Convoy Court, Suite 18 Rancho Santa Fe, California ________ San Diego, CA 92111 CONTRACT NO. j REPORT DATE FIGURE It •"' 46703 I May 2004 I A-4 a- Z DATE DRILLED 4/19/04 BORING NO. C-5 - 0 GROUND ELEVATION SHEET I OF METHOD DRILLING Mobile C-61 >- LOGGED BY CBM DRIVE WEIGHT N/A DROP N/A Cl) Cl) 0' a DESCRIPTION I ASPHALT: - - GC \ 4.5 inches thick - 66 - Clayey GRAVEL - - Light brown, moist, dense. - - - - — -- 10.8 GC Gravelly CLAY Light brown, moist to very moist, firm to stiff. 5.1.5 15.7 CL Silty CLAY with rock Tan, moist, stiff. - High plasticity. - SANTIAGO FORMATION: CLAYSTONE 10 6.7 Tan, damp to moist, stiff. Some trace fine sand and gravel. Total Depth = 11.0 feet Groundwater not encountered Backfilled on 4/19/04 - - - 206.1 BORING LOG Testing Engineers - U.S. Labs Rancho Santa Fe North Realignment & Widening Rancho Santa Fe, California 7895 Convoy Court, Suite 18 San Diego, CA 92111 CONTRACT NO. REPORT DATE FIGURE IWi•iU 46703 May 2004 A-5 a a C a a 0 U) w u- DATE DRILLED 4/19/04 BORING NO. C-6 "(L 0 GROUND ELEVATION SHEET I OF I I Q)<O UJ > E (I) C) METHOD DRILLING Mobile C-61 U) U) Z w 2 C6 LL LOGGED BY CBM DRIVE WEIGHT N/A DROP N/A 0 ILl wa.Iö 0 DESCRIPTION WELL CONSTRUCTION J FILL: GC ASPHALT: \ 5 inches thick - - 7.1 - - Clayey GRAVEL Light brown, damp to moist, dense. 9.0 ii 2 inch diameter ii Piezometer pipe - - 10.0 At -8 ft, becomes moist to very moist. - - 9.7 10-1-0 10.5 - -- Total Depth = 11.0 feet Groundwater not encountered - - - Backfilled on 4/19/04 15.4.6 -- - BORING LOG Ø3 Testing Engineers - U.S. Labs Rancho Santa Fe North Realignment & Widening 7895 Convoy Court, Suite 18 Rancho Santa Fe, California CONTRACT NO. REPORT DATE FIGURE San Diego, CA 92111 46703 I May 2004 I A-6 C,) w L1 z DATE DRILLED 4/19/04 BORING NO. C-8 0 GROUND ELEVATION SHEET I OF ? 'D<OW METHOD DRILLING Mobile C-61 I COD C/) Ci) Z w CO LOGGED BY CBM DRIVE WEIGHT N/A DROP N/A o iuoI9 w =1> ö a ca 2 0 0 DESCRIPTION - I' ASPHALT: GC \ inches thick 3.8 FILL: Clayey GRAVEL Light brown, damp to moist, dense. - GC Gravelly CLAY I -- Light brown, moist to very moist, stiff.' 18.3 - SANTIAGO FORMATION: 5 - CLAYSTONE / SANDSTONE Tan, moist, stiff. Total Depth = 6.0 feet Groundwater not encountered - - Backfilled on 4/19/04 a) > Flo' 1 20 16.11 I I I I I I I C) BORING LOG ' Testing Engineers - U.S. Labs Rancho Santa Fe North Realignment & Widening 7895 Convoy Court, Suite 18 Rancho Santa Fe, California San Diego, CA 92111 CONTRACT NO. ' REPORT DATE I FIGURE 46703 May 2004 A-7 C/) . 0 (/) UJ 0 >- (1) Z 5 Cl) DATE DRILLED 4/19/04 BORING NO. C-9 GROUND ELEVATION SHEET I OF METHOD DRILLING Mobile C-61 LOGGED BY CBM DRIVE WEIGHT N/A DROP N/A DESCRIPTION - - - - I ASPHALT: \ 4.5 inches thick 11.4 GC GC FILL: Clayey GRAVEL Light brown, moist, dense. Gravelly CLAY Light brown to brown, very moist, firm to stiff. - - 5 - 19.1 SANTIAGO FORMATION: CLAYSTONE Tan to light brown, damp to moist. High plasticity. 10 - - Total Depth = 6.0 feet Groundwater not encountered Backfilled on 4/19/04 - - is4.. 20J---- Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 ________ San Diego, CA 92111 BORING LOG Rancho Santa Fe North Realignment & Widening Rancho Santa Fe, California CONTRACT NO. 46703 REPORT DATE May 2004 FIGURE 1 A-8 I I I Li I I I I I I 1 I I ç-CI) !. D 0 Cl) Z E5 DATE DRILLED 4/19/04 BORING NO. C-10 GROUND ELEVATION SHEET I OF METHOD DRILLING Mobile C-61 LOGGED BY CBM DRIVE WEIGHT• N/A DROP N/A DESCRIPTION 5 GC GC CL ASPHALT: \ 4.5 inches thick - - 71 13.7 14.4 FILL: Clayey GRAVEL Light brown, moist, dense. Gravelly CLAY Light brown to brown, very moist, firm to stiff. SANTIAGO FORMATION: CLAYSTONE Tan to light brown, damp to moist, stiff. High plasticity. - - - - - 10 20 - - Total Depth = 6.0 feet Groundwater not encountered Backfilled on 4/19/04 - - - 6.1 Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 ________ San Diego, CA 92111 ____________________________________________________________ BORING LOG Rancho Santa Fe North Realignment & Widening Rancho Santa Fe, California CONTRACT NO. 46703 REPORT DATE May 2004 FIGURE A-9 m U.S. LABS Natural Moisture (Ring Samples) Date: April 28, 2004 Job No: 46703 Client: CITY OF CARLSBAD Address: 5950 El Camino Real Carlsbad Ca 92008 Report No: 6857 ENGINEER: VAN OLIN, CIVIL ENGINEER REVIEWED: CARLOS ACERO, STAFF ENGINEER Project: Rancho Santa Fe North Realignment and Widening Date Sampled: 04/19/04 Lab Number 11865 11867 11868 11869 118701 11871 11872 Sample Identification C-I @2' C-2 @ 1' C-2 @7' C-2 @ 10' C-3 @2' C-3 @8' C-4 @ I' Moisture Content, % 5.6 7.6 6.3 4.3 3.9 11.0 5.6 Lab Number 11873 11874 11875 11876 11877 11878 11879 Sample Identification C-4 @ 2.5' C-4 @ 7' C-S @ 1' C-5 @ 2' C-5 @ 6' C-S @ 10' C-6 @ 1' Moisture Content, % 17.3 8.2 6.6 10.8 15.7 6.7 7.1 Lab Number 11880 11881 11882 11883 11884 11885 11886 Sample Identification C-6 @ 2' C-6 @ 8' C-6 @ 9' C-8 @ 1' C-8 @ 3' C-8 @ 4.5,' C-9 @ 1' Moisture Content, % 9.0 10.0 9.7 3.8 17.7 18.3 4.3 Lab Number 11887 11888 11889 11890 11891 Sample Identification C-9 @ 3' C-9 @ 5' C-10 @ 1' C-10 @ 2.5' C-10 @ 4.5' Moisture Content, % 11.4 19.1 7.1 13.7 14.4 Testing Engineers - U.S. Laboratories 7895 Convoy Court, Suite 18 1 San Diego, California 92111 • (858) 715-5800 • Fax: (858) 715-5810