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Home My WebLink AboutParcel 7 Final Geotechnical Observation & Testing I o PETRA OFFICES IN THE COUNTIES OF ORANGE. SAN DIEGO. RIVERSIDE. LOS ANGELES. SAN BERNARDINO <fR ZB:!B4 i I I I I I I I I I I I I I I I I I September 13, 2005 J.N.263-05 Mr. Carter Ewing PENINSULA RETAIL DEVELOPMENT 301 Shipyard Way Newport 13each, California 92663 Subject: ,Final Geotechnical Report of Observation and Testing, Bank of ~merica Branch and Retail Building (Margarita Square), Located Northeast of the Intersection of Margarita Road and Highway 79, ,City of Temecula, Riverside County, California Dear Mr. Ewing: Submitte<;l herewith is a summary of the observation and testing services provided by Petra peotechnical, Inc. (petra) pertaining to the placement and/or compaction of utility,trench backfill, subgrade soils and aggregate base for the construction of the Bank of America branch and retail building within the Margarita Square commercial development located in the City of Temecula, California. The subject commercial improvements are situated in the Margarita Square within the existjng paved parking facilities of an adjacent commercial building. The improvements to the subject site included the construction of the Bank of America branch and retail building, appurtenant utilities, as well as parking stalls and a drive-through. The existing pavement was saw-cut and removed where necessary and replaced with portland cement concrete and asphalt-concrete pavement in the parking s,talls. Utility-trench backfills, pavement sub grade and aggregate base placement under the purview of this report have been completed under the observation and with selected testing by Petra. Based on the results of our observations and testing of trench backfill, it is our opinion that the backfills were placed in substantial compliance PETRA GEOTECHNICAL, INC. 41640 Corning Place. . Suite 107 . Murrieta . CA 92562 . Tel: (909) 600-9271 . Fax: (909) 600-9215 \ I I I I I I I I I I I I I I I I I I I PENINSULA RETAIL DEVELOPMENT Margarita Square Parcellrremecula September 13, 2005 J.N.263-05 Page 2 with the recommendations of the geotechnical consultant and the requirements of the City of Temecula. The subgrade soils for concrete flatwork, parking-area subgrade and aggregate base were observed and/or tested on a part-time basis or as requested by the site superintepdent. Test results indicate that, where observed and tested, compaction of the subject features was in compliance with the City of Temecula guidelines. Post-graqing observation and testing services began in May 2005, and were completed in August 2005. SUMMARY OF OBSERV A nONS AND TESTING Utilitv- 'I:rench Backfill. Sub!!rade and A!!!!re!!ate Base Preparation Utility trenches were backfilled with onsite soils. Backfill materials were watered or air-dri,ed as necessary to achieve optimum or near-optimum moisture conditions prior to and/or during fill placement. These soils were then compacted in lifts with either a pneumatic tamper or a compacting wheel connected to a backhoe. The depth o~ pipe-bedding (sand) placed above pipes in the trenches varied from approximately 8 to 12 inches. Trenche~ backfilled consisted of water, electrical and telephone. The approximate depths of the trenches varied from 3 to 4 feet. Concrete,-flatwork subgrade and parking-area subgrade soils were scarified, moisture~conditioned and compacted by rolling with a vibratory steel-drum roller and/or n;1echanical compactors. Aggregate base was spread in lifts, moisture- conditioned and compacted by rolling with a vibratory compactor. -z., ~ ~ I I I I I I I I I I I I I I I I I I I PENINSULA RETAIL DEVELOPMENT Margarita Square Parcellrremecula September 13,2005 J.N.263-05 Page 3 Field Testiul! field density tests were performed usmg nuclear-gauge test methods (ASTM D2922 and D3017). Test results are shown in the attached field Density Test Results (Table I). The approximate locations of the field tests are presented in the Density Test Location Map (Plate 1). The compacted backfills and subgrade materials, were tested at the time of placement (whenever possible) to determine moisture ,content, in-situ density and relative compaction. When field density tests indicated, a relative compaction of less than 90 percent, or 95 percent for portions of the pav(lment subgrade and aggregate base, the approximate limits of the substandard backfill and subgrade were established, the substandard area was reworked, moisture-conditioned and recompacted as necessary under the observations of our engineering technician. Visual classification of earth materials in the field was the basis for determining which maximum density value was applicable for a given density test. Lahoratorv Testiul! The laboratory maximum dry density and optimum moisture content for each major soil type ,encountered during backfilling and pavement preparation were determined in accordance with ASTM D1557. The attached Table II presents the pertinent test values. REPORT LIMITAnONS This report has been prepared consistent with the level of care being provided by other prqfessionals for similar services at the same locale and in the same time period. The contents of this report are professional opinions and as such are not to be considered a guaranty or warranty. ~ ~ ~ I I I I I I I I I I I I I I I I I I I PENINSULA RETAIL DEVELOPMENT Margarita Square Parcellrremecula September 13, 2005 J.N.263-05 Page 4 This report has not been prepared for use by parties or projects other than those nanled orl described herein. This report may not contain sufficient information for other parties or other purposes. This report is subject to review by the controlling authorities for this project. This report is subject to review by the controlling authorities for this project. We appreciate this opportunity to be of service. If you have questions, please contact this office. Respectfully submitted, WC/GRW/kec Distribution: (2) Addressee (3) VCC - field Office Attention: Mr. Daniel Burgalia ~ ~ ~ I I I I I I I I I I I I I I I I I I I TABLE I Field Density Test Results ;.;.;.::.:-:.:.:., ;::::::::;:::::::: ........... ,................. ;~f lliill.Ra!"t"~! 81r~ I 0~/07 /05 05/07/05 I 0~/07 /05 05/07/05 I Or28/05 I 0~/28/05 06/28/05 I Or8/05 I 0~/19105 08/19/05 I 0~/19/05 08/19/05 I 08/]9/05 I or13/05 I 08/03/05 I -I .. ........ ...................... ,.......... ........... ........-.. ...-....... ....................., ........... .:.;-:-:-:.:-:-:.;.;.; ........,. .......,..... .,..,.1' ....t.. :!:(\.:~..i: ........... 'Nil; .." ...... ........... ....... . W-l W-2 W-3 W-4 W-5 E-I E-2 E-3 SG-l SG-2 SG-3 SG-4 SG-5 SG-6 ....... ..............~~~.~~~~~~~~.........l~i~~~ ........!.........................,.......<J;tX ;.:.:.:.:.:.;.:.:.:.:.;.:.:. -:.;.:-:.:.:.;.;.;.;.:.:.:.; .............. ...........,... ........................... .............. M~l~. ........................':.:.. ..............(..o.~..').,...... ....... . ... ........ . ... <<<::. :: :~: :>~ . . . . . . . . . . . . . . '. ..... .:..... NE comer SE comer SW comer RT No. W-3 RT No. W-2 Water -1.0 IS.! -1.0 16.5 -1.0 13.7 13.0 9.9 Electric -1.0 5.4 -1.0 5.6 -1.0 4.5 Subgrade FSG 8.5 FSG 5.6 FSG 7.3 FSG 4.7 FSG 5.7 FSG 9.9 Sidewalk FSG 10.9 Base -0.5 8.! -0.5 7.7 -0.5 8.5 -0.5 7.9 E building/NS line E parking/NS line S buildinglEW line Parking bayiNW Driveway W Driveway S ,west end Driveway S ,east end Parking bay E Trash enclosure SW-l Wend PETRA GEOTECHNICAL, INC. I.N. 263-05 Margarita Squara Bank of America and Retail Buildings .,........-...-......... .............,. ..... .... ............ ............ ........................ ............ ............ ............ ............ ..."....... ............ PrYP~~~ (p~1) ........... '::,:,::';:::,': ..'iit ......... J%' ....:\..."/. ......... :;::::'::::::::::::;:::::::::::: ,:,::,;::::::::,:::::: ,:,,:::;:,::::';::':::':::':::', :::::::::::::,':::';': :;:,,::::,:::,':::':::':::',::" ,.:.:.:.:.;.,.:-:.,.,. .M~'tD~'ii~.SijjF .:.:.:._.....:.:.,...;.. ...............:.,.:.,.,...... '.(j:i~f)Trn# 117.5 90 130.5 I 102.5 84 122.0 2 110.2 85 130.0 1 117.1 90 130.0 1 113.4 93 122.0 2 ]24.3 124.8 123.4 96 96 95 130.0 I 130.0 I 130.0 I 124.2 96 130.0 I 130.0 100 130.0 I 129.2 99 130.0 1 127.6 98 130.0 1 127.6 98 130.0 I 117.! 90 130.0 I 120.8 129.8 130.5 131.0 129.9 93 130.0 I 08/20105 AB-l E Building A/s parking lot I 08/20/05 AB-2 E Building AIN parking lot I 08/20/05 AB-3 N Building Almid parking lot I 08/20/05 AB-4 N Building AlW parking lot 95 95 96 95 137.0 3 137.0 3 137.0 3 137.0 3 SEPTEMBER 2005 -5 TABLE T-1/1 I I I I I I I I I I I I I I I I I I I TABLE U Laboratory Maximum Dry Density' 1 Fine to coarse Silty SAND 2 Silty SAND 3 1\ggregate Base 8.5 130.0 11.0 122.0 7.0 137.0 (1) PER ASTM D1557 SEPTEMBER 2005 (p NETRA GEOTECHNICAL, INC. J.N. 263-05