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Home My WebLink About50311; SANTA FE II RESERVIOR DRAINAGE; AS-GRADED GEOTECHINICAL REPORT AND SUMMARY OF IN-PLACE DENSITY TESTS; 2013-04-23San Diego 6280 Riverdale Street & SOUTHERN CALIFORNIA 619.280.4321 San Diego, CA 92120 SOIL &TESTING,INC. Indio 83-740 Citrus Avenue A California Certified Small Business Enterprise (SBE) 760.775.5983 Suite G Indio, CA 92201-3438 Riverside 1130 Palmyrita Avenue 951.965.8711 Suite 330-A Riverside, CA 92507 Toll Free 877.215.4321 www.scst.com AS-GRADED GEOTECHNICAL REPORT AND SUMMARY OF IN-PLACE DENSITY TESTS SANTA FE II RESERVOIR DRAINAGE AND CRIBWALL IMPROVEMENTS CONTRACT No. 50311 COAST AVENUE SAN MARCOS, CALIFORNIA RECEIVED CITY OF CARLSBAD APR 24 2O1 TRANSPORTATION DEPARTMENT CM&i DIVISION PREPARED FOR: MR. CASEY ARNDT PUBLIC WORKS AND ENGINEERING CITY OF CARLSBAD 5950EL CAMINO REAL CARLSBAD, CALIFORNIA 92008 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 San Diego 619.280.4321 Indio 760.775.5983 Riverside 961.966.8711 Toll Free 877.216.4321 6280 Riverdale Street San Diego, CA 92120 83-740 Citrus Avenue Suite G Indio, CA 92201-3438 1130 Palmyrlta Avenue Suite 330-A Riverside, CA 92607 www.scst.com SCS&T No. 1311039PN-1 Report No. I I i Q.. SOUTHERN CALIFORNIA SOIL & TESTING, INC. A Call for nia Certified Small Business Enterprise (SBE) I I April 23, 2013 Mr. Casey Arndt Public Works and Engineering City of Carlsbad 5950 El Camino Real Carlsbad, California 92008 Subject: AS-GRADED GEOTECHNICAL REPORT AND SUMMARY OF IN-PLACE DENSITY TESTS SANTA FE RESERVOIR II DRAINAGE AND CRIBWALL IMPROVEMENTS COAST AVENUE SAN MARCOS, CALIFORNIA CONTRACT NO. 5031 PLAN DRAWING NO. 474-2 References: 1.) 'City of Carlsbad, San Diego County, California, Contract Documents, General Provisions, Supplemental Provisions, and Technical Specifications for Santa Fe II Reservoir Drainage and Cribwall Improvements, Contract NO. 50311, Bid No. PWS13-03UTIL' prepared by The City of Carlsbad, Revised March 21, 2012. 2.) "Construction Plans for Santa Fe II Reservoir Drainage and Cribwall Improvements, Contract NO. 50311"; prepared by The City of Carlsbad, dated July 24, 2012. Dear Mr. Arndt: 1. PROJECT DESCRIPTION AND SUMMARY In accordance with your request, Southern California Soil and Testing, Inc. (SCS&T) prepared this report to present the results of field observations and compaction tests performed for the subject project. The subject project consisted of the construction of a cribwall located along the north side of the Santa Fe II Reservoir. The Santa Fe II Reservoir is located along Coast Avenue in the city of San Marcos, California. In general, the wall backfill operations consisted of excavation and replacement of the upper 4 feet of the existing cribwall. This report presents a summary of SCS&T observations between March 22, 2013 and April 5, 2013. PAL General Engineering, Inc. of San Diego, California performed the work. To assist in determining the locations and elevations of our field density tests, The City of Carlsbad provided SCS&T with a grading and drainage plan dated July 24, 2012. City of Carlsbad, Public Works and Engineering April 23, 2013 Santa Fe Reservoir // Drainage and Cribwall Improvements SCS&T No. 1311039PN-1 San Marcos, California Page 2 1.1. SITE PREPARATION 1.1.1. Primary Equipment The primary equipment used included: 1 —Water truck 1 —Volvo L18OG 2 - Handwackers 1 - Bobcat 7300 1—Volvo SD115 1.1.2. Clearing and Grubbing Site preparation began with disassembling the existing cribwall and excavating the upper 4 feet of soil behind the wall. The existing cribwall material and excavated soil remained on site for reconstruction. 1.2. RETAINING WALL BACKFILL The surface exposed at the bottom of the excavation was scarified to a depth of 12 inches, moisture conditioned, and compacted until field density tests indicated at least 95% relative compaction. All references to optimum moisture and relative compaction in this report are based on the ASTM D 1557 laboratory test method. The surface exposed at the bottom of the excavation was covered with filter fabric. The backfill material was placed in 6 to 8-inch lifts, moisture-conditioned and compacted to at least of 95% relative compaction. Compaction was achieved primarily by means of a Volvo SD1 15 compactor with a vibrating sheep's foot drum and 2 handwackers. Figure 1 shows the approximate locations of the wall backfill tests. The retaining wall backfill in-place density tests have been labeled "WB". 2. FIELD OBSERVATIONS AND LABORATORY TESTS An SCS&T representative performed observations and density tests during the cribwall backfill operations. Figure 1 shows the approximate location of the tests. The density tests wereperformed according to ASTM D 6938 (nuclear gauge) procedures. Figure 2 presents the density test results. The accuracy of the in-situ density test locations and elevations is a function of the accuracy of the survey control provided by other than SCS&T representatives. Unless otherwise noted, the locations and elevations were determined by pacing and hand level methods and should be considered accurate only to the degree implied by the method used. As used herein, the term "observation" implies only that we observed the progress of work we were involved with, and performed field density tests which, in conjunction with our observations, were the base for our opinion as to whether the work was performed in substantial conformance with the geotechnicat recommendations and the requirements of the applicable agencies. City of Carlsbad, Public Works and Engineering April 23, 2013 Santa Fe Reservoir/I Drainage and Cribwa// Improvements SCS&T No. 1311039PN-1 San Marcos, California Page 3 Maximum dry density determinations were performed on representative samples of the soils used in the compacted fill according to ASTM D 1557. Figure 2 presents the results of these tests used in conjunction with the field density tests to determine the degree of relative compaction of the I compacted fill. 3. CONCLUSIONS In our opinion, the compaction testing for the cribwall backfill is in accordance with the city of Carlsbad documents Bid No. PWS13-03UTIL for Contract No. 50311 and Plan Drawing number 474- 2. 4. LIMITATIONS This report covers only the services performed between March 22, 2013 and April 5, 2013. Our opinions are based on our observations and the relative compaction test results and are limited by the scope of the work that we agreed to perform. Our work was performed in accordance with the currently accepted standard of practice and in such a manner as to provide a reasonable measure of the compliance of the backfill operations with the project requirements. No warranty, express or implied, is made or intended with respect to the work that we have performed, and neither the performance of this work nor the submittal of this report should be construed as relieving the contractor of its responsibility to conform with the project requirements. Our work was generally performed on an "on-call" basis. Therefore, the in-place density tests performed by our field representative can only be construed as representative of the areas tested as shown on the attached figures. Should you have any questions regarding this document, please contact us at 619.280.4321. Respectfully Submitted, SOUTHERN CALIFORNIA SOIL A G, INC. rn UJ NO. 2762 9-30-14 ountain, * Vice President, Principal Geotec C@+ EK: G F: aw Attachments: Figures 1 and 2 - (1) Addressee (1) Addressee via e-mail at casey.arndt@carlsbadca.gov Erich Kuchar, EIT 143759 Staff Engineer ~ I CD CD CD CD r- m r- r- 90 g I ) ) - 0) < Cl) •. ___ o o 0 I III. 5- IlL CD / IN-PLACE DENSITY TESTS Date: April, 2013 SOUTHERN CALIFORNIA By: EK. SOIL &TESTING, INC. SANTA FE II RESERVOIR Job No.: 1311039PN-1 San Marcos, California Scale: Not To Scale 44 I JOB NAME: SANTA FE II RESERVOIR JOB NUMBER: 1311039PN-1 ' I I IN PLACE DENSITY TESTS TEST- REL.COMP. . ' ELEVATION MOISTURE DRY DENSITY SOIL I NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) * ; WALL BACKFILL . W131 3/22/13 Station 2+35 . 705 • 12.8 114.7 1 97.5 I W132 3/22/13 Station 1+60 : 701 . 8.3 111.8 1' ., 95.1 W133 3/22/13 .' Station 0+75 . 698 12.9 112.6 . 1 95.7 : I W134 W135. 3/25/13 3/25/13 3/25/13 Station 2+25 Station 1+50 707 - 703 11.2 - 121 114.0 . 113.5 1 1 96.9 96.5 W136 3/25/13 ,. Station 1+15 700 -. . 10.7 - 112.9. 1 'i',- 96.0 W137 3/25/13 Station 0+75 '' 702 , 11.7 112.5 . 1- 95.7 I . W683/26/13 Station 2+25 •- . 707 13.2 - '112.1 W139 .; 3/26/13 Station 1+75 703 .- 15.2 , 111.9. , ', 1 95.2 WB10 3/26/13 - Station 1+90 . . ' 705 . 11.2 '111.8 1 . 95.1 W13113/26/13 . . Station 2+10 -706 . 12.1 ' 112.0 .. .1'' 95.2 ;.. I WB12 3/27/13 . . Station 2+60 . 708 ' 9.1 " ' . ' 113.8 . . .1 , 96.8 WB13 3/27/13 . Station 1+80 - ' , 705 . 9.2 111.9 1 95.2 I . WB14 WB15 3/27/13 3/27/1. ,. Station 0+50. , Station 0+00 700 . '709 " 9.5 10.1, . 112.6 - 111.8 , .' 1 : 1 . 95.7 95.1- WB16 3/27/13 Station 1+25 . , 703 , 9.8 111.9 95.2 W1317. 3/27/13 . Station 0+80 - 701 •, . 12.1 .113.1. 1 ".-'96.2 I ,WB18 - 3/27/13 Station. 2+25 , . . 708 - 10.9 . 113.3 .1 ' 96.3 . W1319 3/27/13 Station 1+75 706 10 6 15.0 1 97.8 W1320. 3/27/13 . . Station 1+00 ' .- - 703 . -10.8 .. .115.5 1 98.2 - WB21 3/27/13 - Station 0+40 . 701 10.2 114.7.. . 1 -.' '- 97.5 I WB22 3/27/13 Station 1+90 FG 707 10 .8, 115.4 1 98.1 WB23 3/27/13 4 Station 0+80 FG 703 10.1 1143 1 97.2 WB24 , 3/27/13 , Station 0+25 - - ' FG 701 . 10.6 .114.1. - .1 -. . 970 I WB25 3/27/13 . , Station 2+15 . ' FG 708 9.7 . 115.1 ' 1 ' 97.9 - WB26 4/5/13 - , Station 0+50 ., - FG 702 ' 9.8' 112.3 - .1 - 95.5 . WB274/5/13 Station 1+25 . FG 705 . 8.9 - - 113.1 1 - -' 96.2 - WB28 . 4/5/13 . -- Station 1+75 . - - - FG 707 '.'. - 10.1 -112.7 1 '95.8 WB29 4/5/13 Station 2+25 FG 709 9.2 113.2 1 96.3 FG = Finish Grade I 77. MAXIMUM DENSITY AND OPTIMUM MOISTURE SUMMARY (ASTM D1557) I Soil Maximum .. - .. Optimum Type : Soil Description - . . Density, pcf Moisture, %. I.. 1 Brown Clayey Sand 117 6 11 3 I L I I I I FIGURE 2