The URL can be used to link to this page

Home My WebLink About; Avenida Encinas South of PAR; Soils Report; 1986-08-11- - - - - - - - - - - - LEIGHTON and ASSOCIATES lNCORPORATED CELEBRATES SOIL ENGINEERING GEOLOGY GEOPHYSICS GROUND WATER HAZARDOUS WASTES August 11, 1986 Project No. 4851485-02 TO: ATTENTION: SUBJECT: Reference: Caliber Development, Inc. 4521 Campus Drive, Suite 308 Irvine, California 92715 Mr. Jim Bosler Observation and Testing of Storm Drain Trench Backfill, Avenida Encinas, South of Palomar Airport Road, Carlsbad, California "As-Graded Report, Carlsbad Pacific Center, Palomar Airport Road and Avenida Encinas, Carlsbad, California," dated April 18, 1986, Project No. 4851485-02, by Leighton and Associates, Inc. Introduction In accordance with a request from Grant General Contractors, Inc. and your authorization, we have performed the required geotechnical services during the backfilling of the subject storm drain. This report summarizes our observations and field and laboratory test results encountered during the backfilling opera- tions between May and June 1986. Accompanying Maps, Illustration, and Appendices Figure 1 - Site Location Map - Page 2 Plate 1 - Density Test Location Map - In Pocket Appendix A - Summary of Field Density Tests Appendix B - Laboratory Test Results Appendix C - Compaction Zones for Trench Backfill 5421 AVENIDA ENCINAS. SUITE C. CARLSBAD. CALIFORNIA 9xX)8 (619) 931-93s - lR”lNE . WESTLAKE/“ENTURA . DlAMOND BARiWALNUT . SAN BERNARDlNO,R,“ERSlDE . SAN DIEG: PALM DESERT l S.4NTA CLARITANALENCIA . CAFILSBAD . TEMECllLn,RANCHO CALIFORNIA - .- - - - - - - - _- - - - - - - 0 2000 4000 .- rcalo BABE MAP: Aerial Foto-Map Book, - - - - - - - - 4851485-02 Project Description and Location The subject storm drain is associated with the surface drainage of the Carlsbad Pacific Center One commercial development located south of the southeast corner of Palomar Airport Road and Avenida Encinas (Figure 1). The storm drain consists of a 24-inch diameter, reinforced, concrete pipe which drains to the south. The northern end of the subject storm drain is located approximately 550 feet south of the intersection of Palomar Airport Road and Avenida Encinas, and extends southerly for approximately 751 feet. The northern end of the storm drain connects to the drainage system associated with the Carlsbad Pacific Center One commercial development, and the southern end of the storm drain terminates at the intersection with an existing storm drain (see Plate 1). Storm Drain Trench Excavation and Backfill Prior to backfilling of the storm drain trench, the trench excavation was observed by a representative from our firm. The excavation was observed to be free of loose soils or debris. The backfilling of the storm drain trench was performed in accordance with the City of Carlsbad's specifications for trench backfill. These specifications are provided in Appendix D for your review. The trench was backfilled to within 3 feet of street subgrade elevations with on-site soils which were moisture conditioned, as needed, to attain near-optimum moisture content, and compacted to a minimum relative compaction of 90 percent in accordance with ASTM D1557-78. Within 3 feet of street subgrade elevation, the storm drain trench was backfilled by compacting on-site soils to a minimum of 95 percent relative compaction (ASTM D1557-78). Compaction of the fill materials was accomplished with heavy con- struction equipment and hand-operated tampers. Gas Line Trench Due to the relatively close proximity of a 3-inch diameter San Diego Gas and Electric high pressure line to the subject storm drain trench excavation, portions of the gas line were relocated. Backfill of the relocated gas line trench was accomplished by compacting on-site soils to a minimum relative compaction of 95 percent in accordance with ASTM 01557-78, and in compliance with the specifications of the City of Carlsbad for trench backfill (Appendix 0). -3- LEIGHTON and ASSOCIATES 4851485-02 Field and Laboratory Testing -. - Field density tests and observations were performed during the backfilling of the trenches. Density tests were performed using the sand-cone method (ASTM D1556-64), drive-cylinder method (ASTM D2937-71), and nuclear gauge method (ASTM 02922-78). The approximate density test locations are shown on the accompanying Density Test Location Map, Plate 1. The results of the field density tests are summarized in Appendix B. - Representative soil samples were tested for maximum density as determined by ASTM test method 01557-78. The maximum density test results are presented in Appendix C. Conclusions - Based on our field observations and the results of our field and laboratory test results, the backfilling of the trenches mentioned in this report were performed in general compliance with our recommendations and the City of Carlsbad's requirements. - - - If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Stan Helenschmidt, RCE 36570 Chief Geotechnical Engineer - - - RLW/SRH/RW/lj Distribution: (3) Addressee (3) Grant General Contractors, Inc. Attention: Mr. Rick Lloyd -4- LElGHTON and ASSOCIATES ._._^^^ ^I_--_ SUMMARY OF FIELD CENSIlY TESTS PAGE 1 - PROJECT NW&R : 4841485-02 PRQJECT NM? : CUBER - PACIFIC CENTER TEST TEST TEST TEST LOCATION SOIL No DATE OF TYPE - - - - - - - -. - - - - - - - s1- 05/19/86 so 52’ 05/20/86 SD 53” 05/20/86 SD S4- 05/20/86 SD S5- 05/20/86 SO SC 05121186 SD S7- 05/21/& SD SB- 05/22/86 YJ S9’ 05/22/86 SO SlO- 05/22&6 SD Sll- 05/22/86 SD s12- 05123185 SD X3- 05/23/86 SD SW 05/29&j SD s15- 05/30/86 xl S16- 05/30/86 So s17- 05/3o/B6 SD SW 05/30/86 SD s19- 05/3o/B6 so s2u- 06/16&s SD S21- 06/17/B6 SO sr 06/18/86 SD Gl- 06/1B/B6 GM G2- 06/18/B6 GM AVENIOA ENCINAS STA 27+0 5 SEE F.D. TEST LOCATION MAP AVENIDA ENCINAS STA 27+2 5 SEE F.D. TEST LOCATION MAP AVENIDA ENCINAS STA 28+0 2 SEE F.D. TEST LOCATION MAP AMNIDA ENCINAS STA 27+9 2 SEE F.D. TEST LOCATION Mb' AVENIOA ENCINAS STA 28+7 3 SZE F.D. TEST LOCATION MAP AVENIDA ENCINAS STA 29+3 5 SE F.D. TEST LOCATICN MAP AMNIDA ENCINAS STA 29+7 5 SE F.D. TEST L0CATIC.N NW' AVENIDA ENCINAS STA 33+2 5 SEE F.D. TEST LOCATION W AVENIDA ENCINAS STA 32+3 3 SEE F.D. TEST LOCATION MP AMNIDA ENCINAS STA 33+5 5 SEE F.D. TEST LOCATION itAP AVENIDA ENCINAS STA 33+0 3 SEE F.D. TEST LOCATICU K4P AMNIDA ENCINAS STA 33+0 5 SEE F.D. TEST LOCATION MAP AMNIDA ENCINAS STA 32+7 5 SEE F.D. TEST LOCATION MAP A’iENIDA ENCINAS STA 33+7 7 SEE F.D. TEST LOCATION Mb’ AMNIDA ENCINAS STA 33+5 7 = F.D. TEST LOCATION MAP AMNIDA ENCINAS STA 33+3 7 SEE F.D. TEST LOCATION MAP AMNIDA ENCINAS STA 33+4 7 SEE F.D. TEST LOCATICN MAP AMNIDA ENCINAS STA 33+3 5 SEE F.D. TEST LOCATION NW AMNIDA ENCINAS STA 33+5 5 SEE F.D. TEST LOCATION MAP AMNIDA ENCINAS STA 30+5 3 SEE F.D. TEST LOCATION MbP AMNIDA ENCINAS STA 29+8 2 SEE F.D. TEST LOCATION MAP AKNIDA ENCINAS STA 31+2 3 SEE F.D. EST LOCATION MAP AVENIDA ENCINAS STA 31+8 3 SEE F.D. TEST LOCATION MAP AVENIDA ENCINAS STA 31+4 3 = F.D. TEST LOCATIcEl MAP ELEV OR DEPlH (RET) -4.5 -1.5 -3.0 -3.0 -1.5 -3.5 -2.0 -5.5 -5.5 -3.5 -1.5 -3.5 -1.5 -5.0 -4.0 -3.0 -3.0 -2.0 -1.5 -4.0 -1.0 -1.0 -2.0 -2.0 DRY CENS(PCF) M3ISllJRf(%) WATIVE IEMNKS FIELD MAX FIELD OPT COMPACTION 117.9 120.0 13.5 13.0 117.7 120.0 14.2 13.0 105.2 121.5 13.4 11.5 110.7 121.5 16.3 11.5 117.8 123.0 10.4 Il.5 107.9 120.0 16.4 13.0 114.8 120.0 13.5 13.0 110.5 120.0 14.9 13.0 116.4 123.0 12.9 11.5 111.1 120.0 14.9 13.0 116.4 123.0 12.0 11.5 108.7 120.0 19.0 13.0 113.7 120.0 12.3 13.0 127.3 133.5 8.4 9.0 122.3 133.5 9.9 9.0 120.3 133.5 11.0 9.0 122.0 133.5 11.8 9.0 114.0 120.0 15.3 13.0 114.8 120.0 15.0 13.0 118.8 123.0 13.2 11.5 118.3 121.5 14.1 11.5 118.0 123.0 11.4 11.5 120.8 123.0 16.3 11.5 117.8 123.0 15.9 11.5 (%) 98. 98. 87. RETESTED ON TESTNO s4 91. RETEST OF TESTNO s3 96. 90. 96. 92. 95. 93. 95. 91. 95. 95. 92. 90. 91. 95. 96. 97. 97. 96. 98. 96. - - -. - - - .- - - - - - - - - - - SUtWRY OF FIELD CENSITY lESTS PAGE 2 PROJECT NUMBER : 484148502 PROJECT NAM : CALIBER - PACIFIC (ENTER TEST TEST TEST TEST LOCATION SOIL ELEV OR No DATE OF G3- 06/19/& GM G4- 06119186 GM 65” 06/19/86 GM G6- 06/19/86 GM G7- 06/19/86 GM S23- 06123186 SO S24- 06/23/86 SO S25” 06/23/86 SD l-m DYTH (W AMNIDA ENCINAS STA 31+1 1 -2.0 SEE F.D. TEST LOCATION MAP AMNIDA ENCINAS STA 29+3 1 .O SEE F.D. TEST LOCATION MAP AVENIDA ENCINAS STA 29+1 3 .O SEE F.D. TEST LOCATION MAP AVENIDA ENUNAS STA 28+8 3 .O SEE F.D. TEST LOCATION MAP AMNIOA ENCINAS STA 28+3 3 .O SEE F.D. TEST LOCATION MAP AMNIDA ENCINAS STA 33+9 2 -1.0 SEE F.D. TEST LOCATION MAP AMNIDA ENCINAS STA 28+6 2 -1.0 SEE F.D. TEST LOCATION MAP AKNIDA ENCINAS STA 31+4 2 -1.0 SEE F.D. TEST LOCATION YAP DRY oENS(pCF) MoISTUkf(%) BLATIM IWARKS FIELD MAX FIELD OPT COMPACTION M 120.3 126.5 16.8 10.0 95. 122.3 126.5 13.6 10.0 97. 120.8 123.0 17.1 11.5 93. 121.8 123.0 12.1 11.5 59. 122.5 123.0 10.6 11.5 100. 120.5 121.5 12.4 11.5 99. 118.8 121.5 14.5 11.5 98. 117.3 121.5 14.2 11.5 97. 4851485-02 - APPENDIX B LABORATORY TEST RESULTS - Maximum Density Tests: - The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM 01557-78 (five layers). The results of these - tests are presented in Figure B-l. - B-i - - - - - - - - - - - - - - SAMPLE SOIL DESCRIPTION No. 1 No. 2 No. 3 No. 4 No. 5 ri0. 6 No. 7 MAXIMUM DENSITY TEST RESULTS Brown, silty fine sand (topsoil). Brown, silty, clayey sand mixed wit brown clay Brown, silty sand Tan, fine to coarse sand (Class II) Reddish brown, clayey, silty sand Imported, gray, silty sand (Sand Equivalent) Gray, silty, fine- to coarse-graine sand (Class III) MAXIMUM OPTIMUM DRY DENSITY MOISTURE (PC?) CONTENT (%I 126.5 121.5 10.0 11.5 123.0 136.0 120.0 -__ 133.5 11.5 7.0 13.0 --- 9.0 p Proloct N;;41485-02 I CALIBER/CARLSBAO PACIFIC CENTER L CITY OF CJRLSBAD 1 ENGINEERING DEPARTMENT POLICY NUMBER: I 25 SUBJECT: COMPACTION ZONES FOR TRENCH BACKFILL - EFFECTZVE: 6/a/65 APPROVED BY: 1 SUPERSEDES: NONE :I PURPOSE: To establish compaction zones for trench backfill. 1. TRENCH ZONES a. Bedding, pipe and middle zones shall be 90% relative compaction (see attached drawing). -I b. UPPer toni?, (3"'0"), shall be 95% relatffve,compactfon (see atcached drawing). 2. TRENCH TYPE a. Shall be all types. 3. TRENCH AREAS a. Shall be al.1 areas. 4. TRENCH TESTING a. Shall be ASTM D-1556 and O-1557. - - - - - - NOTE : /-FINISH SURFACE l 1. Minimum Relative Compaction DATE APPROVED CITV OF CARLSBAD OFFICE OF THE CITY ENGINEER TRENCH BACKFILL (Compaction Zones) Not to Scale