Loading...
HomeMy WebLinkAboutCT 01-09; LA COSTA TOWN SQUARE COMMERCIAL; AS-GRADED GEOTECHNICAL REPORTS;I 0 0 -: -: 0 C I4 SOIL & TESTING INC clo t Ix P H 0 N E P.O. Box 600627 • - . - (619) 280-4321 San Diego, CA 92160-0627 • (877)2154321 6280 Riverdale Street FA X San Diego, CA 92120 I I (619)2804717 wwwscstcom I I AS-GRADED . 0 0 .GEOTECHNICAL- REPORT LA COSTA TOWN CENTER .RANCHO SANTA FE ROAD AND I ' LA COSTA AVENUE I CARLSBAD, CALIFORNIA I I PREPARED FOR MR. JEFF JENCO . . LUSARDI CONSTRUCTION . . 1570 LINDA VISTA DRIVE 0 •. • I I I SAN MARCOS, CALIFORNIA 92069 . I 0 I 0 PREPARED BY: • I • 0 SOUTHERN CALIFORNIA SOIL & TESTING, INC 6280 RIVERDALE STREET . . SAN DIEGO, CALIFORNIA 92120 - •0 • 0 0 . I I H Providing Professional Engineering Services Since 1959 / TABLE OF CONTENTS S SECTION t PMF 1. SUMMARY OF OBSERVATION AND TESTING ................................................... .................... 1 1.1. PROJECT DESCRIPTION .............................. .................... . ............................................. ....................1 1.2. SITE PREPARATION .................................................................................. ........................................... 2 1.2.1. Grading Equipment .................................... . ............................................................... ........... 2 1.2.2. Clearing and Grubbing ............................. .................................... .............................. . ......... 2 1.2.3. Site Grading ........................................................................................................................2 1.2.4. Keyways ................... ................................................................................................. . ........... 3 1.2.5., Fill Slopes .................... ........................................................................ . ................................. 4 1.2.6. - Cut Slopes ............................ ................................................................................................. 4 1.2.7. Storm Drain Trench Backfill ......................................... . ................................................ . ...... 4 1.2.8. Subdrain ......................... . ....................... ............................................................................... 4 1.3. FIELD OBSERVATION AND TESTING ................. . ............................................................................. 5 1 .4. LAB ORATORY TESTS .....................................................................................................................5 1 .5. AS-BUILT GEOLOGY ..................................................................................................................... 1.6. REMAINING WORK......................................................................................................................... CONCLUSIONS .............................. .......................... .......................................................................... 6 RECOMMENDATIONS.................................................................................................................. 3.1. FOUNDATIONS ........................... . ........ ...........................................................................................7 3.1.1. General ......................................... ........................................................................................ 7 3.1.2. Reinforcement ............................................ ................................................................7 3.1.3. Seismic Design Factors .............................................. ..........................................................7 3.1.4. Foundation Excavation Observation .................................................................................... 8 3.1.5. Settlement Characteristics ......... ............................................................................................ .8 3.1.6. - Expansion Characteristics ................. .. ................................... . .............................................. 8 3.1.7. Foundation Plan Review .............. .... ................................... ............ ...................................... 8 3.1.8. Soluble Sulfates . ............................................................................. ........................ . ............. 8 3.2. SLABS-ON-GRADE ..........................................................................................................................8 3.2.1., Interior Concrete S.labs-on-Grade ........................................................................................ 8 32.2. Exterior Concrete Slabs-on-Grade ...................................................................................... .S • 3.3. EARTH RETAINING WALLS ......................................................................................................10 3.3.1. Foundations ................................................... .. ................. .................................................... 10 3.3.2. Passive Pressure ................................................................................................................. 10 3.3.3. Active Pressure .......... .......................................................................................................... ..... 10 3.3.4. Retaining Wall Subd rains and Waterproofing... ......................................... ........................ 10 3.3.5. Backfill ........................................................ ......................................................... .............. 10 3.3.6. Factor of Safety ................. . ........................................ ......................................................... 11 4. LIMITATIONS................................................................................................... 11 & '5S I OIL & TESTING INC ,' P H 0 N E RO. Box 600627 (619).280-4321 San Diego, CA 92160-0627 S TOLL FREE - (877) 215-4321 6280 Riverdale Street (U - F A x San Diego, CA 92120 (619) 280-4717 wwv.scs€com 0• . :. I April 20, 2004 SCS&T No 0411014 Report No 4 Mr. Jeff Jenco Lusardi Construction . 1570 Linda Vista Drive - I San Marcos, California 92069 - I Subject: AS-GRADED GEOTECHNICAL REPORT LA5SCOSTA TOWN CENTER 'RANCHO SANTA FE ROAD AND LA COSTA AVENUE 1 S CARLSBAD, CALIFORNIA: . .• References: 1) "Existiig Storm Dtain, La Costa Town Center, Rancho Santa Fe andt La Costa,- Avenue, Garisbad, California"; prepared by Southern California Soil and. Testing, .1 •. . ' Inc.; dated March 12, 2004 (SCS&T 041.1014!13). . 2) . "Fl//Slope Construction, La Costa Town Center, Rancho Santa Fe ' I " Avenue, Carlsbad, California", prepared by Southern California Soil and Testing, Ind.; dated January 20, 2004 (SCS&T 0411014-2)' : 3) "Preliminary Geotechnical Study-Update, Parcels S. E. 13 and-25 Acres Easterly I of La Costa Avenue and Mission Estancia", prepared by GeoSoils, Inc.; dated June 6,1990 - 'I Dear Mr Jenco In accordance with your request, this report has been prepared to present the results of field 1 observations and testing performed in conjunction with mass grading operations at the subject site Our services were performed between January 16 and March 19,2004 The grading was perIormed S.. - I by Erreca's of El Cajon, California To assist in determining the locations and elevations of our field density tests, 'we: were. provided, with '•a set of plans prepared by O'Day. Consultants, dated December 18, 2003, which define the general extent of site grading 1 1 SUMMARY OF OBSERVATION AND TESTING I i 1 PROJECT DESCRIPTION The project site is located about 1,000 feet to the northeast of the intersection of Rancho Santa Fe Road and La Costa Avenue in Carlsbad, California The site is bordered by the existing Rancho I - , I I Lusardi Construction - . • S April 20, 2004 •. La Costa Town. Center .. . . SCS& T No. 0411014-4 I Page Santa Fe Road to the northwest, the new alignment of Rancho Santa Fe Road (currently -under. : 1 •• construction) to the south, and the recently completed Paseo Lupino to the east. The recent grading operations that are the subject of this report produced a street-graded configuration with drainage I . directed toward a catch basin near th'e west corner of the site. The vestern portion of the site is bordered by newly-constructed fill slopes up to about 40 feet in I . height that descend to the existing and new Rancho Santa Fe Road alignments. The eastern portion of the site is bordered by cut and fill-over-cut slopes ranging up to about 25 feet in height, . • descending to the new Rancho Santa Fe Road and Paseo Lupino. All slopes were constructed at a 2:1 (horizontal:vertical) ratio. Additional, grading will be performed at a later date to achieve final proposed grades The site will ultimately be developed with a retail center, including two retail I . structures and an asphalt parking lot. • . . The sheet graded configuration of the site established by the recent mass grading is depiàted on .1 Plate No. 1A. The currently proposed site developmentscheme s5depictedon Plate No. lB. 1.2. SITE PREPARATION .1.2.1. Grading Equipment The primary equipment employed for the subject grading operations included: . .5 1 : 2 -Caterpillar D1 Bulldozer - i -Water truck 1 - Caterpillar 992 Loader .• . I - Excavator . . 1 - Caterpillar D9 Bulldozer . . 3 - Caterpillar 773 Rock TrUcks I . 1 —Caterpillar D8 Bulldozer . . . . • • . . 1.2.2. Clearing and Grubbing '• • : .1 • Site preparation began with the removal of existing vegetation and organic matter frOm the area to be graded The detrimental material generated from this operation was exported from the I • • site.. • . . • .• 5 • 5 .5 . S •• S • S 1.2.3. Site Grading S • • . . . S . • I • • Existing fill, topsoil ánd alluvial deposits were removed-,from the areas to ceceive proposed - settlement-sensitive improvements. The bottoms of the removal areas generally exposed I metavolcanic rock Pre-existing fill soils associated with the existing and new alignments of Rancho Santa Fe Road were !eft in place at the western. end of the site. Temporary slopes'Were cut into the fill soils. at 1:1 ratio as removals were made. Thef ill exposed in the .1:1 slope-was • S I • benched as fill operations progressed. Removal depths ranged up to a maximum of about 25 • feet below existing grades Lusardi Construction April20, 2004 La Costa Town Center SCS&T No. 0411014-4 Page 3 Up to about 55 feet of fill was placed to achieve proposed sheet-graded elevatiOns in the western portion of the site, while cuts of up to about 25 feet (including over-excavation) were required in the eastern portion of the site: The proposed building pads were over-excavated'to minimum depths of approximately 5 feet below proposed finish floor elevations. Parking areas were over-excavated to a minimum of approximately lOfeet below final parking lot finish grade elevations. Blasting was required to achieve the required cuts in.the eastern portion of the site.. Much of the material produced by blasting consisted of rock fragments up to 2 feet in diameter with adequate soil matrix material for placement as compacted fill; These rock/soil fills were typically moisture conditioned and placed in the deep fill areas of the site (at least 10 feet below, proposed grade) In lifts of about 1.5 to 2.0 feet in thickness. Compaction was achieved primarily with rock trucks. Soil matrix material was added in some cases to provide sufficient fines to fill voids between rock fragments. Blasted material possessing' only limited soil matrix material was generally removed and stockpiled in the designated stockpile area to the east of the,new Ranch6Santa Fe Road alignment. Occasional boulders larger than 2 feet in diameter were placed within the compacted -fills, individually or in winrows, uncle observation of SCS&T's soils technician.. Fill placed within the upper 5 feet of the, building pads and the upper 10 feet of the parking lot areas consisted of .select capping material. This material was comprised primarily of silty sand/sandy silt with variable clay and rock fragments generally not exceeding 6 'inches in maximum dimension, although occasional boulders larger than 6 inches may be present. Similar select soil material was also utilized as compacted fill within the outermost 6 feet of fill slopes. The select material was obtained from on-site topsoil and alluvial deposits, as well as a borrow site to the east'of Rancho Santa Fe Road. • • • • • Excavation bottoms were generally not scarified due to the rocky nature of the exposed material.. The soils generated from the removal operations, on-site cuts, and import fill from the borrow site were placed in the removed areas as uniformly compacted fill material. Typically, fill soils were placed in moisture conditioned lifts and compacted until field density tests indicated a minimum of 90 percent relative compaction. Compaction was achieved primarily by mans of a Caterpillar 992 loader,' rock trucks and other heavy construction equipment. This process continued until designed elevations were reached.' • 1.2.4. Keyways • . . • • '• • ' • •' • To provide support fOr the proposed fill and fill-over-cut slopes, keyways were cut into dense :metavolcanic rock along the proposed toes of the slopes. The keyways were generally at least 15 feet wide and sloped back into the existing sloping terrain at an approximate gradient of two percent. ' . • . ' . . • Lusardi Construction April20, 2004 La Costa Town Center SCS&T No. 0411014-4 - 0 •Page4 1.2.5. Fill Slopes : S Fill and fillover-cUt slopes were constructed at several locations within the subject site. In order - to- provide for a uniformly compacted slope surface, the face of the slopes were track-Walked with a Caterpillar D8 bulldozer. Field density tests taken in the slope surface indicated at least 90 percent relative compaction. 1.2.6. Cut Slopes . Cut slopes were observed by an SCS&T geologist and found to be free of significant adverse geologic conditions; . . 1.2.7. Storm Drain Trench Backfill Three storm drains were installed for this project. Storm Drain A is located on site and Storm - Drains b and C are located east of the new Rancho Santa Fe Road in the borrow site. The backfill soils for the storm drain trenches were tested .by our firm for relatiye compaction. The approximate locations of the trench backfill tests for StOrm Drain A are noted on Plate No. 1 A. The approximate locations of the trench backfill tests for Storm Drains B and C are noted on 'Plate No.. 2. The storm drain in-place density tests have been labeled "SD". Typically, the soils generated from the borrow pit were used as backfill material. The backfill material was. compacted to at least 90 percent of maximum dry density deterrriined in accordance with ASTM D 1557-00 procedures. Compaction was achieved primarily by means of an excavator-mounted. sheepsfoot compaction wheel and other heavy construction equipment. 1.2.8. Subdrain .Groundwater was encountered in the western corner of the. subject site at the bottom of the - removal excavation. A subdrain was installed .in this area due to the presence of the groundwater. The subdrain consisted of .a 4,-inch diameter perforated pipe (SDR-35); surrounded by about 6 cubic feet of crushed rock per lineal foot, wrapped infilter fabric. The subdrain was connected to an existing storm drain inlet adjacent to the existing Rancho Santa Fe Road. Approximately 12 feet of fill was placed priór,to construction of the subdrain to maintain fall .into the storm drain pipe. The,approximate location and flow line elevations of the subdrain are indicated on Plate No. 1. ., An abandoned storm drain pipe was encountered in the narrow area at the northeastern corner of the site. The eastern portion of the pipe was removed. The excavation- resulting from the removal was backfilled with compacted fill: In-place density tests indicated relative compaction. values of 90 percent or greater. The western portion of the storm drain was left in place because it connected to a live storm drain box slightly to the southeast of existing Rancho Santa Fe Road. It is our understanding that the southeast terminus of this segment was capped with 0 • - -S . 0• ' 0 ;& Lusard, Construction April20 2004 Là Costa Town 'Center •' '' SCS&TNo. 0411014:4 Page 5., concrete at the point where it exits the southeast-facing cut slope SCS&T did not observe the I capping of the pipe : . . • . ' FIELD OBSERVATION AND TESTING . . . I Field observations and density tests were performed by a representative of SCS&T during the - grading operations. The density tests were performed acbordi,ng to ASTM D 2922.01 (nuclear ' gauge) procedures Rock corrections were applied as necessary as described in Section 1.4. In- place density testing was-limited within the rock/soil fills due to exbessive rock content. Where testing was impractical, the fill was observed as it was placed and in potholes to verify that sufficient moisture content, soil matrix material and uniform compaction effort had been achieved Test locations are shown on, Plate Nos. 1 and 2, while the test results are, shown on Plate Nos. 3 through I 6 The accuracy of the in-situ density test locations and elevations is a function of the accuracy of the survey control provided by others Unless otherwise noted, their 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 I involved with, and performed field density tests, which in conjunction with our observations were the basis for our opinion as to whether the work was performed in substantial conformance with the I geotechnical recommendations and the requirements of the applicable agencies 1.4. LABORATORY TESTS I Maximum dry density determinations were performed on representative samples of the soils used in the compacted fills-dc icording to ASTM D 1557-00, Procedure .A and C Procedure A is used when the soil contains 20 percent or less by mass of material retained on the #4 sieve This procedure I . speôifie's that a 4-inch diameter' cylindrical mold of'! /30 cubic foot volume be used and that the soil tested be placed in 5 equal layers with each layer compacted by 25 blows utilizing a 10-pound I hammer with an 18-inch drop Procedure C is used when the soil contains more than 20 percent by weight of material is retained on the 3/8-inch sieve and less than 30 percent,by mass is retained on. the 3/4-inch sieve This procedure specifies that a 6-inch diameter cylindrical mold of 1/13 cubic foot volume be used and that the soil tested be placed in 5 equal layers with each layer compacted by 56 blows utilizing a 10-pound hammer with an-1 8 inch drop The results ofhese tests, presented I , on Plate No. 5:were used in conjunction with the field density tests to determine the degree of, relative compaction of the compacted fill 1 ' Rock 'corrections were applied to the soil samples having not more than 40 percent by weight retained on the #4' sieve or not. more than 30 peróent by weight retained on the 3/4-inch sieve. . according to ASTM D 4718-87 (reapproved 1994) procedures The results of these tests, as I Lusardi Construction -. ., April20, 2004 La Costa Town Center . 0 - SCS& T No. 0411014-4 I - Page presented on Plate No. 5, were used in conjunction with the field density tests to determine the. I - degree of relative compaction of the compacted fill.- . .. The expansion potential of the prevailing foundation soils was, determined using UBC Test Method I . 18-2. The. results of these tests, shown on Plate No. 5 indicate expansion potential ranging from medium to high The recommendations contained herein reflect these conditions I Results of soluble sulfate tests are pending 1.5.. AS-BUILT GEOLOGY 1 Based on the results of on-site geological observations, the following conclusions are presented The geological conditions exposed 'at'the site were found to'bé similar to those described in, I ' . the referenced geotechnical report(s). Cut slopes were observed and found to be free of significant adverse geologic conditions. All areas which were to receive fill were-observed and -found to be suitable for the support of the proposed structural fill.and settlement sensitive improvements. To the best of our knowlèdge,the' site is geologically suitable for the proposed ' construction. 1.6. REMAINING WORK I ' The following operations remain to be. completed. 'It is recommended that field observations and' relative compaction, tests be 'performed during these operations to verify that they are performed in - accordance with,, job requireme'hts and local g'rading ordinances. Placement of additional fill to achieve proposed grades; ' 0 • . '1 I . Backfilling of underground utility trenches 2 CONCLUSIONS To the best of our knowledge based on our field observations and the in-place density lest results, the subject grading was performed in substantial accordance with the recommendations contained. .I \. in the ref ërenced geotechnical reports, the City, of Carlsbad Grading Ordinance, and the Uniform Building Code.. • . • . • I ,A ite plan depicting the currently-.proposed scheme for the future development of the subject site is . • included herein as Plate. No.. 1'B. The recommendations- presented below are based upon this - development scheme. Any significant changes to the development scheme should be reviewedby , .• • • SCS&T so that recommendations can be modified as necessary. In particular, it is noteworthy 'that the building pad undercuts were designed to accommodate the specifiô building locations and finish Lusardi Construction . April20, 2004 La costa Town Center SCS&T NO. 0411014-4 Page floor elevations depicted on Plate No. lB. Modifications to the locations or elevations of the I buildings may necessitate additional undercuts, including possible additional blasting S 3. RECOMMENDATIONS 'S. I 3.1. FOUNDATIONS 3.1.1. General I . Shallow foundations may be utilized for the support of the proposed improvements. The. footings for the proposed structures should have a minimum depth of 24 inches below lowest ' adjacent pad grade Footings for exterior improvements such as retaining walls may have a minimum depth of 18 inches. A minimurriwidth,of 12 inches and 24 inches is recomthended for' - continuous and isolated footings, respectively. A bearing capacity of .2000 pounds per square foot (psf) may be assumed for said footings. The bearing capacities may be increased by 1/3 when considering wind' or seismic forces. Footings adjacent to or within slopes 'should be I deepened such that a minimum horizontal distance of 7 feet exists between the bottom outside footing edge and the face of the slope. For retaining wall footings, the minimum distance should be increased to '10 feet. ' •, ' ' '. ' . ' I •, 3.1.2. Reinforcement - . . Continuous footings should be reinforced with at least two No. 5 bars positioned near the bottom I of the footing and at least two No.. 5 bars positioned near the top of' the footing. This reinforcement is based on geotechnical considerations and is not intended to be, in lieu of reinforcement necessary to satisfy structural cOnsiderations. 3.1.3. Seismic Design Factors I Based upon'the 1997 edition of the Uniform Building Code, the following seismic design factors are considered appropriate for the subject site • S. - . ' I ' ' •, Seismic Zone 4:7=0.40 • .• '• •' Source Fault: Rose Canyon Fault Zone Seismic Source Type: B• I . • , 'Soil Profile Type: Sc ' • ' ' ' : - '- - • Distance to Seismic Source: 11 kilometers S - - ' Near-Source Factor N,=1.0 • S - • S ' • Near-Source Factor N,=1.0 • S - It is likely that the site, will, experience the effects of at least one moderate to large earthquake - during the life of the proposed structure.. • '• S ' •, S : & Lusardi Construction April 20,2004 'La Costa Town Center SCS& T No. 0411014-4 I ' Page 8 3.1.4. Foundation Excavation. Observation I It is recommended that all foundation excavations be approved by a représentàtive from this office prior-to forming or placing reinforcing. steel. 1 3.1.5. Settlement Characteristics ' The anticipated total and differential settlements may be considered to be within tolerable limits I provided the recommendations presented in this report are followed. It shoUld be recognized that minor cracks normally occur in concrete slabs and foundations due. to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not I necessarily an indication of excessive vertical movements. 3.1.6. Expansion Characteristics I " Expansion Index tests. indicate' expansion potentials ranging from medium -to high. The• recommendations contained in this report reflect a highly expansive condition I 3.1.7. Foundation Plan Review Foundation plans should be submitted to this office for review to ascertain that the I , recommendations contained in this report are implemented and no revised recommendations are necessary due to changes in the development scheme. 3.1.8. Soluble Sulfates ' Soluble sulfate tests are pending. Appropriate recommendations will be provided as necessary once results are available. ' 3.2. SLABS-ON-GRADE 3.2.1. Interior Concrete Slabson-Grade 0 Concrete slabs-on-grade should have a minimum thickness of 5 inches and be reinf orced with at least No.4 reinforcing bars placed at 1 8lnches on-center each way.. Slab reinforbement should be placed approximately at mid-height of the' slab and should extend at least 12 inches into the 'adjacent footings Slabs underlain by retaining wall backfill should have a minimum thickness of 5 inches. In this case, minimum reinforcement should consist of No. 4 bars placed at 18 inches on center each way. Slabs-on-grade should be underlain by a 4-inch thick blanket of clean, - poorly graded, coarse sand (sand equivalent = 30 or greater) or crushed rock. This blanket 'should consist of no more than 20 percent and 10 percent passing the #100 and #200 sieves, respectively. Where moisturë sensitive floor coverings are planned, vapor retardant should be placed over the sand layer. 'An additional 2 inches of sand should beplacéd over the vapor retardant.. Typically, visquee'n is used as a vapor retardant. If visqueen is used, a minimum 10- mil is recommended.' 0 ' Lusardi Construction . . . - April 20, 2004 La Costa Town Center . . . . .. SCS&T No. 0411014-4 -[ .• •. . . . Page 9 , It is our understanding that the moisture barrier described above will allow the transmission of 6 to 12 'pounds of moisture per 1OQO square .feet per day through the slab under normal conditions Moisture emissions may vary widely depending upon factors such as concrete type and subgrade moisture conditions If this amount of moisture is excessive, additional recommendations will be provided by this office It is recommended that moisture emission tests be performed prior to the placement of floor coverings to ascertain whether moisture emission values are within the manufacturer's specifications In addition, over watering should be avoided, and good site drainage. shouldbe established and maintained to prevent the build-up'of excess sub-slab moisture. 3.22. Exterior Concrete Slabs-on-Grade Exterior concrete slabs should have a minimum thickness of 4 inches and should be reinforced with at least No 3 bars at 18 inches on center each way. All slabs should be"provided with weakehed plane joints. JOints should be placed where cracks are anticipated to develop naturally, and should be in accordance with the American 'Concrete Institute (ACI) 'guidelines Section 3 13 Alternative patterns consistent with ACI guidelines also can be used The landscape architect can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete slabs-on-grade A concrete mix with a 1-inch maximum aggregate size and awater/cement ratio of less than 0.6' is recommended for exterior slabs A lower water content will decrease the potential for shrinkage cracks It is strongly suggested that the driveway-concrete mix have a minimum compressive strength of 3,000 pounds per square inch This suggestion is meant to address early driveway use prior to full concrete curing Both coarse and fine aggregate should conform the.,"Standard'Specifications for Public Works Construction" ("Greenbook".), prepared by Public Works Standards, Inc. .' ' ' - . .. •.. . . . It would be prudent to -consult with a materials engineer regarding the re,viewof the concrete mix design, and to retain a registered special (inspector to observe the placement of concrete Special attention should be paid to the method of curing the concrete to reduce the potential for excessive shrinkage and resultant rándôrn cracking. It should be recognized that minor cracks occur normally .in concrete slabs and foundations. due to shrinkage during curing and redistribution of stresses Some shrinkage cracks should be expected and are not necessarily an indication of excessive, vertical movement or structural distress. Factors that contribute to the amount of shi-inkage that takes place in a concrete slab include joint spacing,' depth, and design; concrete-mix components; water/cement ratio andsurface finishing techniques According to the undated 'Technical Bulletin" published by the Southern California Rock Products Association and Southern California- Ready Mixed Concrete Lusardi Construction r April 20, 2004 La Costa TownCenter SCS&TNo; 0411014-4 Page 10 Association (see Appendix B), flat work formed of high-slump concrete (high Wateè/cement ratio) utilizing 3/8-inch maximum size aggregate ("Pea Gravel Grout" mix) is likely to exhibit extensive shrinkage and cracking. Cracks most often occur in random patterns between construction joints. . 33 EARTH RETAINING WALLS 3.3.1. Foundations . . . . : The recommendations presented in-the foundations of this report are, also applicable to earth retaining structures. - 1 . 3.3.2. Passive Pressure The passive pressure for retaining wall foundations extending into compacted fill soils may be considered to be 300 psf per foot of depth, up to a rnaimum of. 1 500 psf.f This pressure may be increased one-third for seismic' loading. The coefficient of friction for concrete to soil maybe assumed to be 0.25 for the resistance to lateral movement. When combining frictional and passive resistance, the friction,should be reduced by 1/3. The upper 12 inches of soil should not be-considered when calculating. passive pressures for exterior walls. 3.3.3. Active Pressure . . The active soil pressure for the design of unrestrained and restrained earth retaining structures with level backf ills may be assumed to be equivalent to the pressure of a fluid weighing 35 and 55 pounds per cubic foot (pcf), respectively. An additional 15 pcf should be added to the aforementioned values for 2:1 (horizontal to vertical) sloping baôkfills. These pressures do not .. consider any other surcharge load. If any are anticipated, this office should be contacted foe the necessary increase in soil pressure., These values also assume a granular and drained backfill condition. .. . . 3.3.4. Retaining Wall Subdrains and Waterproofing .. . .• S Retaining wall siibdrains should be installed in' accordance with the. detail presented on Plate No. 7. Waterproofing specifications and details should be provided by the project architect. The, geotechnicàl engineer should be requested to verit'that retaining wall subdrains and waterproofing have been properly installed. . • ' 3.3.5. Backfill . - ' All backfill soils should be compacted to at least 90 percent. relative compaction. Expánsivé or clayey soils should not be used for backfill material. Walls should not be backfilled until the masonry ha reached an adequate strength. . . .. '• , S • & Lusardi Construction ' . . - . April20, 2004 La Costa Town Center . . . . SCS&T No. 0411014-4 Page 11 .3.3.6.. Factor of Safety , .• '. . . The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be,incorporated into the design to. prevent walls from-overturning and sliding. . . . . . • 4. LIMITATIONS '1 ,This report covers only the services performed between January 16 and March 19, 2004. Our opinions presented herein are based on our observations and the relative compaction test results and are limited by the. scope of the services that we agreed to perform. Our services were 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 grading and backfill operations with the job requirements. No warranty, express or implied, is given or intended with respect to the services which we have performed, and neither the performance of those services nor the subrtiittal of this report should be construed as relieving the contractor of the responsibility to bonform with the job requirements.' . ' " • . '. • • ,• - Our services were 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 which are shown on the attached plates. • ••. • Should you have any' quetiôns regarding'the contents Of this report, or if we'may be of further assistance, please contact our office at your convenience. • S • -' •' . ' , ED G0 Respectfully submitted, . ' . .. 'OQ N No 193 INEERING 5-31-05 rn 37 M DAB MPF Sd CA IV , (4) Addressee ,. " ' I • - - (2) Aspen Properties, Attn: Mr. Wayne George •' • " - / / V / x / / / / I / / / N 1 / / I/I / / 1 / I North CA 60' C \\\ \ \\ I It I \ \ I I I - / / / / / / / / / I / - -T - \ I - - ..--.,-..- - - - - / 11-• - -, - - - 1 --- _. - - - - - - - - - .-.. - -- - - - Jo- ova / /1 - - - - . - - - - -;. _._... - - - - - - - - - - - - - - - - - - - - - - - .- - - -. Rood / 7 Fe / I . L.Qfl Pfl C' L '- h Q Nev '-' / / ---- -'. ---- / / / - N... SOUTHERN CALIFORNIA tSO1L&TESTING, INC. \ - --- L"" •- • /'' /4! / / X11 I , SCS&T LEGEND Approximate Location of In-Place Density Test ,', -' / ••_ i, -.' '\ / -. -/39, Approximate / 135201 Approximate Removal Bottom Elevation \ -. c 7" Location of Abandoned Storm f ..s Removal Bottom Elevations From O'Day Consultants // - ' 7' 3 i. v,' - Drain Trench / . Survey Points (rounded off to the nearest 0.5 feet) --( 1' 9D22 - / / ç i I (SDIO) Approximate Location of Storm Drain Density Test 7 v — Approximate Limits of Keyway Top/ / - — — — — Approximate Geologic Contact I Removal Limit t 7' 7' -' .' j / / -- ---. r / - ° I 4— • 4—. Approximate Su bdrain Location with Direction of Flow / 7' C~l /7 I - l / jai Compacted Fill from Recent Grading -" -'7' -io J F Qef Pre-Existing Fill - / " BROW DITCH J sp Santiago Peak Volcanics : V Qe l / I /" ra YL I I Approximate - -. - •.. ..... -. . ..............,' / . -- - / 28f Limitsof5'+ - Building Pad '. - / Qaf / / I Overexcavation Jsp.. '/ / ,.._,• I Jsp ( T 9 Approximate 1097 12 Building CO Envelope Loa>, t 117 091 - - -- '-5- ,1 - •' ,,- -7 - -'d\) ' 0104 ,,.c> II I > Approximate / I \V I \_-.- / Limits of 10'+ - c F ,, / t%ibV'1 's' ," / Parking Lot • • / -3 / I - ,7II Overexcavaon 123 \63 I 7- — K - -" '- / / af C1 *52 116 lamp oe 27 ; 'uuuuI — — gonk — — — — — — — — — --- — — — — ....,,,.L — _ — — — t it (072 t Building (07 j1:22 D1 0 Qaf *52 Envelope tk SP IV 7 ro 357 124 7 D17 lob 03 End Subdrain Fl. 330.0 09 108) jr Approximat amino "M& 420 10 1V 946 054 40 0110 Building Pad 0114 Overexcavationj 13 %#-' --- -- ----- tt,--- ---- --.' -•, -- --- - -------------------------------".- -- -- - -- -- -. -T1: " 5- _rn" - F 'Zo _5A' _--c/ - - ------ -4. -- - ~_P A/ ........... F - - - - wt - p11/ ---- -- - 3 N5' - - _ ---- 1J I -- -- - --- -- * ---- ----- -- SC... SOUTHERN CALIFORNIA ST SOIL & TESTING, INC. La Costa Town Center By: DBNMFIDDM Date: 4/21/04 Job No.: 0411014-4 Plate No.: IA JOB NAME: La Costa Town Center JOB NUMBER: 04110144 IN PLACE DENSITY TESTS •TEST NO. S DATE • LOCATION ELEVATION (feet,MSL) MOISTURE (percent) DRY DENSITY (p.c.f.) SOIL TYPE REI:COMP. (percent) GRADING .'.. . C I 1 1/16/04 See Plan - 310.0 11.9 125.6 1C 959 2 1/16/04. See Plan 312.0 10.7 130.2 IF 95.5 - 3 1/16/04 See Plan . 314.0 12.2 127.4 1D ' 96.1 I . 1/16/04 See Plan 316.0 9.8 124.9 1 91.6 5 .1/16/04 See Plan 318.0 11.7 128.4 1 95.6 6 1/16/04 See Plan 320.0 11.3 130.0 2F 93.5 I 7 1/16/04 See Plan . 322.0 .11.1 129.2 2E 942 8 1/19/04 See Plan . . . 324.0. . 13.2 128.8 2E 93.9 9 1/19/04 See Plan . . 326.0 11.8 126.7 2F 91.1 10 :1/19/04 See Plan . 328.0 12.7 . 127.2 2F • 91.4 11 I 1/19/04 . See Plan . 330.0 . 14.1 . 125.8 .1E 93.7 12 1/19/04 See Plan 332.0 14.6 130.6 1 95.7 13 . 1/19/04 See Plan . -. 334.0 14.0 131.4 2F 94.5 14 I 1/19/04 See Plan 336.0 13.8 127.7 2C 95.3 15 1/19/04 See Plan - 338.0 15.1 128.3 2E 93.5 16 1/20/04 See Plan . 340.0 10.7 126.8 1E 94.4 I 17 1/20/04 See Plan . . 340.0 11.4 , 130.4 1 95.6 18 1/20/04 See Plan . . . 342.0 11.7 125.9 . ID 94.9 19 . 1/20/04 See Plan I 342.0 10.9 128.6 . 1 94.3 20 1/28/04 See Plan . 358.0 9.7 123:1 2A 94.0 I 21 1/28/04 See Plan . .361.0 . 10.4 125.2 213 94.5 22 1/28/04 See Plan . 369.0 11.5 124.3 213 93.8 , 231/29/04 See Plan. .. 344.0 10.7 126.9 . 1E 94.5 24 I 1/29/04 See Plan ., . . . 344.0 11:4 128.4 • 1 94.1 25 1/29/04 See Plan . 346.0 9.2 • 130.2 1 95.5 26 1/29/04 See Plan 346.0 . 8.7 125.6 10. 94.7 I 27 1/29/04 See Plan . 348.0 . 11.6 - 127.7 1E 95.1 28 1/29/04 See Plan . - 348.0 12.8 127.4 . 1E 94.9 29 1/29/04 See Plan - 5 350.0 15.2 125.2 1D 94.4 I 30 1/29/04 See Plan . . 350.0 11.1 130.0 1 95.3 31 1/29/04 See Plan . . . 352.0 • 10.6 126.8 1E 94.4 32 1/30/04 See Plan. ' • . S 352.0 9.7 125.4 1E 93.4 . 1/30/04 See Plan . 354.0 8.4 . 130.6 IF . 957 I 34 1/30/04 . See Plan ' 354.0 . 10.8 129.9 - 1 95.2 35 1/30/04 See Plan 356.0 1.1.2 . 127.4 1 93.4 . 361/30/04 . See Plan ' 356.0 . 10.4 126.6 IF 92.8 37 I 1/30/04 See Plan . - 358.0 9.6 131.2 IF 96.2 38 1/30/04 See Plan . . . 358.0 10.1 126.3 1 92.6 . 392/5/04 See Plan 351.0 - 10.7 129.6 IF 95.0 40 I 2/5/04 See Plan . 5 353.0 11.5 130.1 IF 95.4 41 . 2/5/04 . See Plan 356.0 • 9.4 125.9 ID 94.9 42 2/5/04 See Plan . 360.0 . . 97 126.7 1E 94.3 I .. 2/5/04 See Plan 360.0 . 10.1 . 125.4 1E 93.4 44 2/5/04 . See Plan 362.0 8.7 128.2 1 940 45 2/5/04 See Plan , .. . 362.0 9.4 127.3 - IF 93.3 .46 . 2/12/04 See Plan . . 64.0 18.9 100.7 7 97.0 I 47 2/12/04 See Plan . 364.0 22.1 100.4 , 7 96.7 48 2/12/04 See Plan -. . 366.0 . . 20.4 - 100.2 7 96.5 I 49 2/12/04 See. Plan . . - 366.0 19.8 1009 7 97.2 PLATE NO.3 JOB NAME: La Costa Town Center JOB NUMBER: 0411014-4 IN PLACE DENSITY TESTS ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP: I TEST NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) 50 2/13/04 See Plan . 364.0 10.6 126.7 1E . 94.3 51 2/13/04 See Plan 3640 11.1 . 130.2 iF 95.5 52 I 2/13/04 See Plan 366.0 9.6 128.4 1E 95.6 53 2/13/04 See Plan 366.0 9.2 131.2 1 96.2 54.2/17/04 See Plan 368.0 17.9 109.4 3 90.8 55 I 2/17/04 See Plan 370.0 18.1 110.1 3 91.4 56 2/17/04 See Plan 372.0 16.9 109.2 3 90.6 57 2117/04 See Plan 374.0 20.4 106.9 4 90.6 I 58 2/17/04 See Plan . 376.0 19.7 107.3 4 90.9 59 2/25/04 See Plan 378.0 15.9 107.9 4 91.4 60 2/25/04 See Plan 378.0 16.8 106.8 4 90.5 61 2/25/04 See Plan 380.0 . 14.6 107.8 4 91.4 I 62 2/25/04 See Plan . 380.0 13.8 109.1 4 92.5 63 2/25/04 See Plan . 372.0 18.4 89.7 7 86.4 64 2/25/04 See Plan . 371:0 19.6 94.8 7 91.3 65 I 2/25/04 RETEST OF 63 372.0 16.9 93.9 7 90.5 66 2/25/04 See Plan 371.0 19.2 95.2 7 91.7 . 672/25/04 See Plan 374.0 18.7 99.6 7 96.0 68 I 2/25/04 See Plan 368.0 16.8 108.2 4 91.7 69 2/25/04 See Plan 371.0 14.4 109.8 4 93.1 70 3/1/04 See Plan . 374.0 18.9 97.7 7 94.1 I 71 3/1/04 See Plan 374.0 19.4 101.1 7 97.4 72 3/1/04 See Plan . 373.0 20.1 95.8 7 92.3 73 3/1/04 See Plan 376.0 17.8 . 97.9 7 94.3 74 3/1/04 See Plan 378.0 16.9 92.1 7 88.7 I 75 3/1/04 RETEST OF 74 378.0 19.4 94.6: 7 91.1 76 3/1/04 See Plan 374.0 14.6 99.2 5 88.6 . 7.73/1/04 See Plan . 374.0 15.9 104.6 5 93.4 78 I 3/1/04 RETEST OF76 374.0 17.7 102.9 5 91.9 79 3/1/04 See Plan 376.5 14.8 101.6 5 90.7 80 3/1/04 See Plan 376.0 16.7 100.9 5 90.1 81 I 3/2/04 See Plan . . 378.5 17.4 101.5 . 5. 90.6 82 3/2/04 See Plan 380.0 17.9 100.7 7 97.0 83 3/2/04 See Plan . 376.0 20.6 102.4 5 91.4 I 84 3/2/04 See Plan 375.0 16.8 101.1 5 90.3 85 3/2/04 See Plan 378.0 19.4 99.4 5 88.8 86 3/2/04 RETEST OF 85 . 378.0 18.5 100.9 5 90.1 87 3/2/04 See Plan . 377.0 20.2 101.6 5 90.7 I 88 3/2/04 See Plan . 380.0 15.9 102.7 5 91.7 89 3/3/04 See Plan 380.0 19.6 103.6 5 92.5 90 3/3/04 See Plan 379.0 18.8 101.9 5 91.0 91 I 3/3/04 See Plan 379.0 20.4 102.7 5 91.7 92 3/3/04 See Plan 381.0 21.1 100.9 5 90.1 93 3/3/04 See Plan 381.0 16.9 104.2 5 93.0 94 3/3/04 See Plan 382.0 18.4 100.8 5 90.0 95 3/8/04 See Plan 372.0 . 18.6 102.9 5 91.9 96 3/12/04 See Plan 370.0 16.1 102.0 5 91.1 I 97 3/12/04 See Plan 372.0 15.9 101.6 5 90.7 98 3/12/04 See Plan 374.0 17.2 104.7 5 935 99 3/12/04 See Plan 382.0 FG 15.6 103.1 5 92.1 I 100 3/12/04 See Plan 381.0 FG 14.7 . 102.0 5 .91.1 PLATE NO. 4 I JOB NAME: La Costa Town Center * JOB NUMBER: 0411014-4. IN-PLACE DENSITY TESTS I TEST NO. DATE-'LOCATION ELEVATION MOISTURE (feet,MSL) (percent) DRY DENSITY (p.c.f.) SOIL TYPE REL.COMP. (percent) 101 3/12/04 See Plan 381.0 FG 13.9 102.6 5 91.6 102 3/15/04 See Plan 372.0 16.1 101.0 5 90.2 103 I 3/15/04 See Plan .. 363.0 14.9 108.1 4 91.6 104 3/15/04 See Plan 368.0 13.7 106.7 4 90.4 105 3/15/04 See Plan . 354.0 16.1 106.9 4 90.6 106 I . 3/15/04 See Plan 369.0 15.6 101.8 5 90.9 107 3115101 See Plan 355.0 13.8 101.3 5 90.4 108 ' 3/15/04 See Plan 371.0 17.2 107.3 ,4 90.9 I 109 3/15/04 See Plan 348.0 15.1 106.5 4 ' 90.3 110 3/15/04 See Plan . 365.0. 19.6 108.3 . 4 91.8 111 3/15/04 See Plan . 372.0 13.1 .,103.6 . 5 92.5 112 3/15/04 See Plan 363.0 12.9 102.1 5 91.2 I 113 3/15/04 See Plan ' 373.0 . 15.2 100.9 5 90.1 114 3/15/04 See Plan 356.0 16.7. 101.3 . 5 90.4 115 3/17/04 See Plan 380.0 FG 10.7 - 102.9 5 91.9 116 I 3/17/04 See Plan 380.0 FG 11.9 101.6 5 90.7 117 3/17/04 See Plan . 380.0 FG 14.1 104.2 5 93.0 3/17/04 See Plan 380.0 FG 12.7 100.9 5 90.1 .I 118 119 3/17/04 See Plan - 379.0 FG . 12.6 101.4 5 90.5 120 3/17/04 See Plan , 378.0 FG 13.1 102.9.. 5 91.9 121 . 3/17/04 See Plan 378.0 FG 11. 103.7 . 5 92.6 I 122 3/18/04 See Plan 379.0 FG 12.7 101.4 5 90.5 123 3/18/04 See Plan 379.0 FG . 11.1 102.7 5 91.7 124 3/18/04 See Plan 377.0 FG 10.9 103.2 5 92.1 125 3/18/04 See Plan . 377.0 FG 13.7 101.5 5 90.6 I 126 3/18/04 See Plan . ' 377.0 FG 9.9 -101.7 5 90.8 127 . . 3/29/04 See Plan ' . 381.0 FG 12.7 104.1 5 ' 92.9 128 3/29/04 See Plan 383.0 FG . 10.8 102.7 5 91.7 129 I 3/29/04 See Plan . 383.0 FG 9.8 101.9 5 91.0 130 3/29/04 See Plan . . 376.0 FG 13.1 103.9 . 5 92.8 . 1313/29/04 See Plan 368.0 FG 12.7 101.6 5 90.7 132 I 3/29/04 See Plan 374.0 FG 11.4 100.9 5 90.1 133 3/29/04 See Plan 374.0 FG 12.1 . 106.1 5 94.7 I STORM DRAIN SDI .1/26/04 Storm Drain "A" I SD2 1/26/04 Storm Drain "A" S133 1/26/04 Storm Drain "A" .SD4 2/2/04 Storm Drain "A" SD5 I 2/2/04 Storm Drain "A" SD6 2/2/04 Storm Drain "A" SD7 2/2/04 Storm Drain "A" SD8 I 2/9/04 Storm Drain "A" SD9 2/9/04 Storm Drain "A" 5010 2/9/04 Storm Drain "A" I SDI 1 2/25104 Storm Drain "C" SDI2 2/25/04 Storm Drain "C" - SD13 2/25/04 Storm Drain "C" SD14 2/25/04 Storm Drain "C" FG = Finish Grade 332.0 . 10.7 126.7 1D 95.6 336.0 11.3 . 124.9 ID 94.2 339.0 9.8 125.4 . 1E 93.4 349.0 9.6 128.7 IF 94.4 352.0 8.7 130.1 IF 95.4 355.0 9.9 126.4 * 1E 94.1 358.0 10.4 128.8 iF 94.4 329.5 9.7 127.5 1 93.5 332.0 10.4 130.8 . IF 95.9 335.0 8.8 126.1 1 . 92.4 315.5 15.2 * - . 102.1 5 91.2 317.5 . 14.3 104.8 5 93.6 319.5 , 14.1 103.4 5 92.3 321.5 13.6 103.8 5 92.7 PLATE NO. 5 JO NAME: La Costa Town Center JOB NUMBER: 0411014-4 IN PLACE DENSITY TESTS .. ELEVATION MOISTURE DRY DENSITY SOIL .REL.COMP; I TEST NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) SD15 2/25/04 Storm Drain 'C" . . 323.5 15.2 102.9 5 91.9 SD16 3/12/04 Storm Drain "B"296.0 12.7 108.4 .' 4 91.9 I . SD17 3/12/04 Storm Drain "B" . 298.0 9.4 106.7 4 90.4 SD18 3/12/04 Storm Drain "B" 300.0 10.6 110.3 . 4 93.5 3/12/04 Storm Drain "B" * 302.0 11.9 107.9 4 91.4 I SDI9 SD20 3/18/04 Storm Drain "B" 301.0 13.1 109.0 . 4 92.4 SD21 3/18/04 Storm Drain "B" 303.0 11.0 108.4 4 91.9W 5D22 3/19/04 . Abandoned Storm Drain 380.0 . . 8.0 121.7 2 . 94.0 SD23 3/19/04 Abandoned Storm Drain . 377.0 7.9 122.4 2 94.5 Soil . . Maximum . Optimum I Type Soil Description Density, pcf Moisture, % 1. Reddish Brown Silty Sand . . 126.2 8.9 IA Reddish Brown Silty Sand with 5% Rock 127.7 8.5- 113 I Reddish Brown Silty Sand with 10% Rock 129.3 8.1 1C Reddish Brown Silty Sand with 15% Rock 131.0 7.8 ID Reddish Brown Silty Sand with 20% Rock . 132.6 7.4 1E I Reddish Brown Silty Sand with 25% Rock . 134.3 . 7.0 iF Reddish Brown Silty Sand with 30% Rock 136.4 6.6 2 Brown Silty Sand with rock 129.5 8.1 I 2A Brown Silty Sand with rock with 5% Rock 131.0 7.8 2B Brown Silty Sand with rock with 10% Rock . . 132.5 . 7.4 2C : Brown Silty Sand with rock with 15% Rock 134.0 . 7.1 2D . . Brown Silty Sand with rock with 20% Rock . . . * . 135.6 6.7 I 2E Brown Silty Sand with rock with 25% Rock . 137.2 6.4 2F Brown Silty Sand with rock with 30% Rock 139.1 . 6.0 Light Brown Silty Sand 120.5 7.3 4 ,. . I Light Tan to White Silty Sand . 118.0 . 12.0 5 Tan to Brown Silty Sand/Sandy Silt with Clay . 112.0 11.0 6 Brown Silty Sand with Clay . 121.8 9.5 I 7 Tan Clayey to Sandy Silt . . , 103.8 19.0 ............ I :. I EXPANSION EXPANSION SAMPLE . EXPANSION TEST SAMPLE LOCATION ' INDEX POTENTIAL El South Building . 91 high E2 East Building 54 . .- medium E3 South Building 84 . medium E4 . East Building . 63 . medium PLATE NO. 6 -i 8"min. I F ill Typical Retaining Wall I \. - Subdrain Detail - Not to Scale - i3vaI 1 heightk. - . %'t .Z\.... A 1211 j_mrn. I . .. Miradrain 6000 or equivalent Compacted 2/3 wall height Fill I . I . ® Floor Slab . . I Filter Fabric between rock and soil - © Backcut . •. I ® Waterproof back of wall following architect's specifications 4" minimum perforated pipe, SDR35 or equivalent, holes down,. I% fall to outlet, I .top of pipe below top of slab, encased in 3/4' crushed rock. Provide 3 cubic feet per linear foot cu shed rock minimum. Crushed rock to be surrounded by filter • fabric (Mirafi 140N or equivalent), with 6" minimum overlap. Provide solid outlet pipe at suitable location. i - SOUTHERN CALIFORNIA LA COSTA TOWN CENTER I . SOIL & TESTING, INC. BY: MF DATE: • 04-20-04 JOB NUMBER. 0411014-4 PLATE NO.. 7 - V . . - er 0 Corporate Headquarters CALIFORNIA 6280 Riverdale Street &SOUTHERN SOIL & TESTING, INC San Diego CA 92120 SBE SLBE I DVBE I SDVOSB Toll Free 877.215.4321 www.scst.com ADDENDUM AS-GRADED GEOTECHNICAL REPORT LA COSTA TOWNE SQUARE LOT 12. COMMERCIAL DEVELOPMENT 3452 VIA MERCATO CARLSBAD, CALIFORNIA PREPARED FOR: MR JUAN ARRIAGA CONSTRUCTION MANAGER PROPERTY DEVELOPMENT CENTERS,.LLC 5918 STONERIDGE MALL ROAD PLEASANTON, CALIFORNIA 94588 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING1NC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 Central Valley San Diego Los Angeles Inland Empire & SOUTHERN CALIFORNIA . 6280 Riverdale Street Corporate Headquarters SOIL & TESTING, INC. San Diego, CA 92120 SBE I SLBE I DVBE I SDVOSB Toll Free: 877.215.4321 www.scst.com December 18, 2014 SCS&T No. 1211179 Report No. 68R Mr. Juan Arriaga Construction Manager Property Development Centers, LLC 5918 Stoneridge Mall Road Pleasanton, California 94588 Subject: ADDENDUM AS-GRADED GEOTECHNICAL REPORT LA COSTA TOWNE SQUARE LOT 12 COMMERCIAL DEVELOPMENT 3452 VIA MERCATO CARLSBAD, CALIFORNIA References: 1. "Geotechnical Investigation, La Costa Towne Square Commercial Development, Carlsbad, California"; prepared by Southern California Soil and Testing, Inc.; dated July 31, 2012 (SCS&T 1111199-1R). "Interim As-Graded Geotechnical Report, La Costa Towne Square Commercial Development, Pads I through 10, 14, and 22, and Office Development, La Costa Avenue, Carlsbad, California"; prepared by Southern California Soil and Testing, Inc.; dated July 2, 2013 (SCS&T 1211179-25). "Final As-Graded Geotechnical Report, La Costa Towne Square Commercial Development, La Costa Avenue, Carlsbad, California Project C. T. 01-09"; prepared by Southern California Soil and Testing, Inc.; dated July 25, 2013 (SCS&T 1211179-65). "Pad Certification Letter, La Costa Towne Square Commercial, Chevron - Pad 12,, Carlsbad, California"; prepared by Southern California Soil and Testing, Inc.; dated October 6, 2014 (SCS&T 1211179-67). Dear Mr. Arriaga: In accordance with your request, we have 'prepàred this report to summarize our geotechnical observation and testing during supplemental grading of Lot 12 for the La Costa Town Square Commercial Development project. This report is considered an addendum report because the earthwork for Lot 12 was initially completed during mass grading operations for the La Costa Towne Square Commercial Development. Referenced report numbers 2 and 3 summarize the initial mass grading. Our services did not include supervision or direction.of the actual work of the contractor, his employees, or agents. Our observation and testing services were performed between September 11 and September 19, 2014. The site was previously mass graded during earthwork construction for La Costa Towne Square Commercial Project between December 2012 and February 2014 (SCS&T, 2014). The earthwork consisted of typical over-excavation of bedrock to create a sheet-graded pad underlain by fill. Prior to placing fill, Santiago Peak Volcanic rock was excavated to a depth of approximately 5-feet below San Diego Los Angeles I Inland Empire I Central Valley Property Development Centers, LLC December 18, 2014 La Costa Towne Square - Lot 12, Commercial Development SCS&T No. 1211179-68R Cadsbad, California Page 2 proposed finish grade in areas to receive the originally proposed improvements, including 5 feet beyond the building limits. The Santiago Peak Volcanics observed at the site generally consists of moderately weathered, very hard, moderately fractured metamorphosed volcanic and meta- sedimentary rock. The fill soils were generated at on-site rock crushing plants. The fill soils generally consisted of a well graded gravelwith silt and sand (Unified Soil Classification: GW-GM). Fill soils containing rock less than 3-inches in maximum dimension were generally allowed within the upper 18- inches of the fill. Fill soils containing rock less than 6-inches in maximum dimension were placed below 18-inches of finish grade. After February 2014, development plans for Lot 12 changed. The proposed building footprint was altered and moved to the east. Additionally, the fill specifications changed. Fill soils containing rock greater than 3-inches in maximum dimension could not be placed in the upper 24-inches of the pad. As a result supplemental grading was required. The earthwork during the supplemental grading for the subject lot included remedial grading to remove previously placed fill soils within 2 feet of finish building pad grade and extended horizontally about 5 feet beyond the building perimeter. After completion of remedial grading, select compacted fill was placed to finish pad grade. The select material generally consisted of well graded gravel with silt and sand containing rock less than 3 inches in maximum dimension (GW-GM). The maximum dry density and optimum moisture content of the fill soils were estimated in the laboratory using ASTM D 1557 as a guideline. In-place moisture and density tests were made in general accordance with ASTM 0 2922 and D 3017 to estimate the relative compaction of the fills. The approximate test locations are shown on the attached Figure 1. The moisture and density test results, as well as the estimated relative compactions, are tabulated in the attached Figure 2. The test locations and elevations are based on field survey stakes and estimates from the grading plan topography. They should only be considered rough estimates. The estimated locations and elevations should not be utilized for the purpose of preparing cross sections showing test locations, or in any case, for the purpose of after-the-fact evaluating of the sequence of fill placement. In our opinion, remedial grading and fill compaction were performed in general accordance with the intent of the project geotechnical recommendations and with the requirements of the City of Carlsbad. The fill soils were moisture conditioned, placed in relatively uniform lifts, and compacted in general accordance with the compaction criteria of at least 90 percent of the maximum dry density using ASTM D1557 as a guideline. Our foundation recommendations (SCS&T, 2012) remain applicable for the school building construction. The conclusions contained herein are based on our geotechnical observations and testing performed between September 11 and September 19, 2014. No representations are made as to the quality and extent of soils not observed. Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or £1 Property Development Centers, LLC December 18, 2014 La Costa Towne Square - Lot 12, Commercial Development SCS& T No. 1211179-68R Carlsbad, California Page 3 similar localities. No warranty, express or implied, is made as to the conclusions and professional advice included in this report; The samples taken and used for testing, the observations made, and the in-place field testing performed are believed representative of the project; however, soil and geologic conditions can vary significantly between tested or observed locations. If this occurs, the changed conditions must be evaluated by our firm and additional recommendations made, if warranted. Although our observations and testing did not reveal obvious deficiencies, we do not guarantee the contractor's work, nor do the services provided by Southern California Soil & Testing, Inc. relieve the contractor of responsibility in the event of subsequently discovered defects in his work. We appreciate this opportunity to be of professional service. If you have questions concerning this report, please call us at (619) 280-4321. Respectfully Submitted; SOUTHERN CALIFORNIA SOIL ANDTESTING, INC. 0 Ch - 0 CERTIFIED GIST Douglas A, Skinner, C Senior Engineering Geologist ER:DAS:aw KG? No. 737 TQ (Qj/c# Emil Rudolph, GE 2767 Principal Engineer Attachments: Figure 1 - In-Place Density Test Location Map Figure 2 - Field Density Compaction Test Results (1) Addressee via e-mail at: Juan.Arriaga@pdcenters.com (1) Mr. Jaret Fischer via email at: Jaret.Fischer@stantec.com —i~ --- , n -gj / Li i-• /rn (A) MKS (A) A \T 'SD cn cn L J 90 up e-i ~— (Th / Fi- o D)' 0 0 0 -' 3 0 z (1) 3 CDDO 3 p cn c CD i o CD 0 w . ru G) -' 0) -. -n CD CD 0 CD 5. -4. (0 0 - -h SD j g I IN PLACE DENSITY LOCATION MAP I ci -'I I SOUTHERN CALIFORNIA Date: December 2014 L SOIL & TESTING, INC. 3452 VIA MERCATO By: JGA Carlsbad, California Job No.: 1211179-68 JOB NAME: La Costa Towne Square - Lot 12, Commercial Development JOB NUMBER: 1211179-68R I IN-PLACE DENSITY TESTS I TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) 1310 9/12/14 Lot 12 Comm 341.1 8.9 123.6 17e 92.3 1311 9/12/14 Lot 12 Comm 345.0 5.7 128.5 17e 96.0 1312 9/12/14 Lot 12 Comm 343.0 7.8 131.3 5d 96.2 1313 9/12/14 Lot 12 Comm 342.5 6.9 129.7 5d 95.0 1314 9/12/14 Lot 12Comm 343.9 7.7 123.4 17e 92.2 1315 9/12/14 Lot 12 Comm 345.0 8.0 125.6 17e 93.8 1316 9/17/14 Lot 12 Comm FG 346.1 FG 6.4 133.5 5d 97.8 1317 9/17/14 Lot 12 Comm FG 346.1 FG 5.7 129.9 Sd 95.2 1318 9/17/14 Lot 12 Comm FG 346.1 FG 6.6 127.4 5d 93.3 1319 9/17/14 Lot 12 Comm FG 346.1 FG 5.6 130.5 5d 95.6 1320 9/17/14 Lot 12 Comm FG 346.1 FG 5.3 131.6 Sd 96.4 MA) ,MUM bEN$rrY Ao I Soil Maximum Optimum Type Soil Description Density, pcf Moisture, % 1 Tan Fine Silty Sand 113.3 14.5 2 Tan Fine Silty Sand S 106.3 14.7 3 Brown Clayey Sand 119.2 9.7 4 West Canyon Source 113.0 13.9 5 Brown Clayey Sand 129.8 9.1 5a Rock Percent- %5 131.4 8.7 Sb Rock Percent- %10 - 133.1 8.3 Sc Rock Percent- %15 134.8 7.9 Sd Rock Percent- %20 136.5 7.5 5e Rock Percent- %25 138.3 . 7.1 Sf Rock Percent- %30 140.1 6.7 6 Light Brown Clayey Sand 113.7 15.8 7 Brown Silty Sand 121.9 12.4 8 Yellow Clayey Sand with Gravel 123.8 12.5 9 Brownish Tan Clayey Sand with Gravel 128.0 . 9.1 10 Brown Silty Sand 125.4 8.6 11 Tan Silty Sand 127.2 9.2 12 White Silty Sand 109.3 15.5 13 Brown -3 Screened Shot Rock 117.0 15.0 13a Rock Percent- %5 118.4 . 14.3 13b Rock Percent- %10 119.9 13.6 13c Rock Percent- %1S - 121.4 12.9 13d Rock Percent- %20 122.9 12.3 13e Rock Percent- %25 124.5 . 11.6 13f Rock Percent- %30 126.1 10.9 14 Reddish Brown Silty Sand with Rock 119.8 14.0 14a Rock Percent- %5 121.1 13.4 14b Rock Percent- %10 122.5 12.7 14c Rock Percent- %15 123.8 12.1 14d Rock Percent- %20 125.3 11.5 14e Rock Percent- %25 126.7 10.8 Figure.2 JOB NAME: La Costa Towne Square - Lot 12, Commercial Development JOB NUMBER: 1211179-68R MAXIMUM DENSITY AND OPTIMUM MOISTURE SUMMARY (ASTM D1557) Soil . - Maximum Optimum Type Soil Description Density. pc f Moisture, % 14f Rock Percent- %27 127.3 10.6 15 -1" Screened Wall Select 132.7 8.7 16 Gray Silty Sand 109.7 20.2 17 -3" Screening Res. "Cut" 127.5 10.2 17a Rock Percent- %5 128.7 9.8 17b Rock Percent- %10 130.0 9.3 17c - Rock Percent- %15 131.2 8.9 17d Rock Percent- %20 .132.5 8.4 17e Rock Percent- %25 133.9 8.0 17f Rock Percent- %30 135.2 7.5 18 1"- (Wall Backfill) 127.0 10.0 19 Brown Silty Sand with Rock 132.8 8.0, 19a Rock Percent- %5 134.0 7.7 19b Rock Percent- %10 135.3 7.3 19c Rock Percent- %15 . 136.6 7.0 .19d Rock Percent- %20 137.9 6.7 19e Rock Percent- %25 139.2 6.3 19f Rock Percent- %37 142.5 5.5 20 1" Screened Select Wall Backfill 131.9 8.4 21 Tan Silty Sand . 116.2 12.5 22 3" Manufactured Capping Material 133.0 10.5 22a Rock Perèent- %5 134.4 10.0 22b Rock Percent- %10 135.8 9.6 22c - Rock Percent- %15 . 137.2 9.1 22d Rock Percent- %20 138.6 . 87 22e Rock Percent- %25 . 140.1 8.2 22f Rock Percent- %43 145.7 6.5 23 1" Screened Select Wall Backfill 131.9 7.8 Bi Class II Base 137.3 8.2 B2 Class II Base 143.0 6.5 B3 Class ilBase 117.0 11.5 AC - 3/4" 146.0 - AC1 GB 3/4" 203B 151.5 - ACWG GB 3/4203 B. 150.7 - I Figure 3 I I I 01 r V 01-011-01 San Diego 6280 Riverdale Street SOUTHERN CALIFORNIA & 6192804321 San Diego, CA 92120 SOIL &TESTING, INC. indjo 83-740CitrUsAvenüe A California Certified Small Buslnes Enterprise (SSE) 7695983 Suite G,. lndio, CA 92201.3438 V Riverside 1130 Palrnyrita Avenue 96146i.eill Suite 330-A RiverSide,' CA 92607 V Toll Free V 877.215.4321 www.sTcst.com INTERIM AS-GRADED GEOTECHNICAL REPORT LA COSTA TOWNE SQUARE COMMERCIAL DEVELOPMENT PADS I THROUGH 10, 14,22 AND 25 AND OFFICE DEVELOPMENT LA COSTA AVENUE CARLSBAD, CALIFORNIA PROJECT NOS. C.T. 01-09 AND C.T. 08-07 V PREPARED FOR:, MR. JUAN ARRIAGA CONSTRUCTION MANAGER PROPERTY DEVELOPMENT CENTERS, LLC 5918 STONERIDGE MALL ROAD PLEASANTON, CALIFORNIA 94588 V PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 TABLE OF CONTENTS SECTION PAGE PROJECT DESCRIPTION AND SUMMARY ......................................................................... I 1.1. PRIMARY EQUIPMENT .................................................................................................. 2 1.2. CLEARING AND GRUBBING ............................................................................. ............ 2 1.3. SITE GRADING ............................................................................................................... 2 1.3.1. Cut/Fill Transition............................................................................................................2 1.3.2. Subdrains ........................................................................................................................3 AS-BUILT GEOLOGY............................................................................................................3 SITE IMPROVEMENTS.........................................................................................................3 3.1. ANCHOR® WALL BACKFILL .... . ........ .............................................................................. 3 FIELD OBSERVATIONS AND LABORATORY TESTS.........................................................4 REMAINING WORK ..............................................................................................................5 CONCLUSIONS ....................................................................................................................5 LIMITATIONS ........................................................................................................................5 ATTACHMENTS FIGURES Figure 1 .................................................................................In Place Density Test Location Map Figures 2 through 26 .............................Field Density and Laboratory Compaction Test Results Figure 27 .................................................................................Maximum Density Determinations I, San Diego 6280 Riverdale Street I 1 SOUTHERN CALIFORNIACALIFORN IA 9.280.4321 San Diego, CA92120 Indio 83740CitrusAvenue SOIL &TESTING,INC. A California Certified Small Business Enterprise (SBE) 769 75.5983 Suite G Indio, CA 92201-3438 Riverside 1130 Pálmyrita Avenue 961.966.8711 Suite 330-A Toli Free - Riverside CA 92607 I 877.215.4321 *wwicst.com September 30, 2013 SCS&T No. 1211179 I Mr. Juan Arriaga Report No. 38 Construction Manager I Property Development Centers, LLC 5918 Stoneridge Mall Road Pleasanton, California 94588 I Subject: INTERIM AS-GRADED GEOTECHNICAL REPORT LA COSTA TOWNE SQUARE I COMMERCIAL DEVELOPMENT PADS 1 THROUGH 10, 14, 22 AND 25 AND OFFICE DEVELOPMENT I LA COSTA AVENUE CARLSBAD, CALIFORNIA PROJECT NOs. C.T. 01-09 AND C.T. 08-07 I References: 1. "Geotechnical investigation, La Costa Towne Square Commercial Development, Carlsbad, California"; prepared by Southern California Soil and Testing, Inc.; dated July 31, 2013 (SCS&T 1111199-1 R). 1 2. "Geotechnical Investigation, La Costa Towne Square Office Development, Carlsbad, California"; prepared by Southern California Soil and Testing, Inc.; dated I July 31, 2013 (SCS&T 1111198-1R). Dear Mr. Arriaga: In accordance with your request, Southern California Soil and Testing, Inc. (SCS&T) prepared this report to present the results of field observations and tests performed during the grading for the i planned subdivision. 1. PROJECT DESCRIPTION AND SUMMARY I The project is located north of the intersection of La Costa Avenue 'and Camino De Las Coches in the city of Carlsbad, California. Miss grading for the project includes the construction of a residential I subdivision, open space area, commercial retail space and office space. This report presents the earthwork observations and compaction tests performed for the partial grading of the commercial and office developments. In general, the grading operations consisted of the over-excavation of I undocumented fill, alluvium and weathered rock beneath and the replacement of this material to reach the planned final pad grade elevations. SCS&T performed our services between December 1, 1 2012 and September 26, 2013. Grading has not been completed at the site and SCS&T continues to I Property Development Centers, LLC S September 30, 2013 La Costa Towne Square - Commercial and Office Development SCS&T No. 1211179-38 Carlsbad, California Page 2 provide grading observation services for the project. TNT Grading of San Marcos, California I performed the grading. TNT Grading provided SCS&T with spot elevations, as requested, using their in-field GPS mapping system to assist in determining the locations and elevations of our field density is tests. 1.1. PRIMARY EQUIPMENT I The primary equipment used for the site mass grading operations included: John Deere 824 Loader • Water truck I . Caterpillar D6 Dozer • Caterpillar 350 Excavator Caterpillar D8 Dozer • Caterpillar 651 Scraper I . Caterpillar D9 Dozer • Terex 24 Scraper John Deere 800 Excavator 1 1.2. CLEARING AND GRUBBING Site preparation began with the demolition of the existing improvements and the clearing and I grubbing of the existing vegetation and organic matter at the proposed development area. The material generated from these operations was exported from the residential site. 1 1.3. SITE GRADING In general, the grading operations consisted of the over-excavation of undocumented fill, alluvium and 1 weathered rock beneath and the replacement of this material to reach the planned final pad grade elevations. The bottoms of the excavated areas typically exposed Tertiary-age Del Mar Formation or I metavolcanic rock. The grading contractor scarified, moisture conditioned, and compacted the surface exposed at the bottom of the excavations. Fill was placed in 6 to 8-inch lifts, moisture conditioned to near optimum moisture content and compacted until field density tests indicated a minimum of 90% relative compaction. Figure 1 presents the approximate locations of these tests. All references to optimum moisture and relative compaction in this report are based on the ASTM D 1557 laboratory test method. Compaction was achieved by means of a John Deere 824 rubber tire loader and other heavy construction equipment. This process continued until planned elevations were reached. 1.3.1. Cut/Fill Transition Cut/fill transition differentials on the completed pads at the site were about 10 feet. The cut portion of the lot was over-excavated to a minimum depth of five feet below finished pad grade. The over-excavation was performed to create a uniform condition beneath the planned structures. When possible, the bottoms of the excavations were sloped away from the middles of the pads and toward the deeper fill areas The excavation surfaces were prepared and fill Property Development Centers, LLC September 30, 2013 La Costa Towne Square - Commercial and Office Development SCS&T No. 1211179-38 Carlsbad, California Page 3 material was generally placed and compacted as previously described until planned elevations were reached. 1.3.2. Subdrains Canyon subdrains were installed at the bottom of canyon removals wherever fill depths exceed 10 feet and where groundwater seepage was observed during grading. Canyon subdrains were constructed using perforated pipe (SDR 35 or equivalent), surrounded by at least 6 cubic feet per lineal foot of crushed rock wrapped in filter fabric (Mirafi 140N or equivalent). Figure 1 presents the locations of the installed canyon subdrains. The locations of the canyon subdrains were surveyed by others. I 2. AS-BUILT GEOLOGY An SCS&T geologist observed the geologic conditions exposed during grading. The geologic conditions encountered during grading generally were as anticipated and as presented in the I referenced project geotechnical report. In our professional opinion and to the best of our knowledge, no significantly adverse geologic conditions were observed and the site appears to be geologically I suitable for the proposed construction. 3. SITE IMPROVEMENTS I 3.1. ANCHOR® WALL BACKFILL The approximate locations for the Anchor® wall backfill tests are listed on Figures 13 through 25. The 1 Anchor® wall backfill in-place density tests have been labeled "WB". The contractor placed manufactured material produced by screening and crushing operations on-site for the wall backfill. I The backfill material was compacted in thin lifts until field density tests indicated a minimum of 90% relative compaction. Compaction was achieved primarily by means of a four to six ton riding vibratory roller or hand tamper. The reinforcing grid placement was also observed. As of the date of this I report, none of the planned Anchor® walls have been completed. I Backdrains were placed behind each Anchor® wall. The backdrains consisted of 4-inch diameter perforated pipe (SDR 35) surrounded by a minimum of one cubic feet per lineal foot of crushed rock, which was then wrapped in filter fabric material. As of the date of this report, these subdrains have I not been connected to an approved outlet. It is recommended that the outlets for the subdrains be kept free of debris and be allowed to freely flow at all times. I Special inspection requirements verified in accordance with ESR-2113 or Section 4.3 of the California Building Code include: 1 1) Soil conditions were substantially in conformance with those described in the referenced project geotechnical investigation report. Property Development Centers, LLC September 30, 2013 La Costa Towne Square - Commercial and Office Development SCS&T No. 1211179-38 Carlsbad, California Page 4 The base of the Anchor® walls was founded in a layer of crushed crock that, in turn, was founded in compacted fill or formational materials. In our opinion, these soils are suitable for the support of the proposed wall. The Anchor® wall, including geogrid type, length and placement, was constructed substantially in accordance with the plans. The angle of the face of the wall was in substantial conformance with the wall section on the applicable plans. All Anchor® walls were constructed with a backdrain at the base of the wall, immediately behind the block. The backdrains were surrounded by a minimum of one cubic foot of %-inch crushed rock per linear foot. The rock was wrapped with filter fabric. The backdrain outlets should be connected to storm drains or outlets onto paved areas, in a timely manner. These outlets should be kept free of debris and be allowed to freely flow at all times. We observed the construction of the Anchor® walls under our purview, and performed laboratory and field in-situ density /moisture content testing. The results of our tests and observations are the basis for our opinion that the wall was constructed in substantial conformance with gèotechnical recommendations, the City of Carlsbad Special Inspection Ordinances concerning Anchor® walls and the California Building Code. 4. FIELD OBSERVATIONS AND LABORATORY TESTS A representative of SCS&T performed periodic field observations and density tests during the grading operations at the locations shown on Figure 1. The density tests were performed according to ASTM D 6938 (nuclear gauge) procedures. The results of these tests are shown on Figures 2 through 26: The accuracy of the in-situ density test locations and elevations is a function of the accuracy of the survey control provided by others than SCS&T representatives. Unless otherwise noted, their 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 geotechnical recommendations and the requirements of the applicable agencies. Maximum dry density determinations were performed on representative samples of the soils used in the compacted fills according to ASTM D 1557. The results of these tests, presented on Figure 27, were used in conjunction with the field density tests to determine the degree of relative compaction of the compacted fill. Property Development Centers, LLC September 30, 2013 La Costa Towne Square - Commercial and Office Development SCS& T No. 1211179-38 Carlsbad, California Page 5 Rock corrections were applied to the soil samples having not more than 40 percent by weight retained on the #4 sieve or not more than 30 percent by weight retained on the %-inch sieve according to ASTM D 4718. The results of these tests, as presented on Figure 27, were used in conjunction with the field density tests to determine the degree of relative compaction of the compacted fill. 5. REMAINING WORK The following operations remain to be completed. It is recommended that field observations and relative compaction tests be performed during these operations to verify that these operations are being performed in accordance with job requirements and local grading ordinances. Grading of Pads 11, 12, 13, 15,' 16, 17, 18, 19, 20, and 21 within the Commercial Development; Completion of the fill slopes within the Office Development; Construction of fill and cut slopes within both developments; .. Construction of all inlet/outlet driveways to Rancho Santa Fe Road and La Costa Avenue; Construction of all roadways, sidewalks, hardscape areas, and parking areas; Completion of all underground utilities; Construction of and backfill behind site walls; Connection of all wall subdrains to approved outlets. 6. CONCLUSIONS Based on our field observations and the in-place density test results, it is the opinion of SCS&T that the geotechnical engineering and engineering geology aspects of the grading are in compliance with the approved referenced geotechnical report, the City of Carlsbad Grading Ordinance, the Grading/Improvement Plan Drawing for Project Numbers C.T.- 01-09 and C.T. 08-07, and the California Building Code. Minimum recommendations for the design of the foundations, as presented in the referenced report(s), remain applicable. 7. LIMITATIONS This report covers only the services performed between December 1, 2012 and September 26, 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 grading and 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 I contractor of its responsibility to conform with the project requirements. I I I I I I I I I I I I I 1 I I I I I Property Development Centers, LLC September 30, 2013 La Costa Towne Square - Commercial and Office Development SCS&T No. 1211179-38 Carlsbad, California - 0 Page 6 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 figure. If you have any questions regarding this document, please contact me at 619-280-4321. Respectfully Submitted, INC. Garre1rBFountain, GE 2752 Vice President, Principal Geotechnical Engineer GBF:DAS:aw (2) Addressee JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN PLACE DENSITY TESTS TEST - ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. I NO. DATE LOCATION (feet,MSL) (percent) . (p.c.f.) TYPE (percent) 1 12/31/12 Commercial East Lot #1 304.5 12.6 105.0 1 92.7 2 12/31/12 Commercial East Lot #1 304.5 13.0 103.2 1 91.1 I 3 12131/12 Commercial East Lot #1 308.5 12.8 104.5 1 92.2 4 1/2/13 Commercial East Lot #1 317.5 8.9 108.1 1 95.4 . 51/2/13 Commercial East Lot #1 306.0 11.5 106.0 1 93.6 I 6 1/2/13 Commercial East Lot #2 312.5 14.7 103.3 1 91.2 7 1/2/13 Commercial East Lot #2 314.5 14.0 104.0 1 91.8 8 1/2/13 Commercial East Lot #2 316.5 12.7 102.9 1 90.8 9 1/3/13 Commercial East Lot #1 309.0 14.0 102.5 1 90.5 I 10 1/3/13 Commercial East Lot #1 311.0 13.5 103.9 1 90.5 11 1/3/13 Commercial East Lot #1 315.5 13.8 105.9 1 91.7 12 1/3/13 Commercial East Lot #2 318.5 15.4 104.6 1 92.3 I 13 1/4/13 Commercial East Lot #1 317.5 14.9 103.9 .1 91.7 14 1/4/13 Commercial East Lot #2 319.0 13.9 106.5 1 94.0 15 1/4/13 Commercial East Lot #1 318.5 16.4 102.5 1 90.5 I 16 1/4/13 RETEST OF 16 316.0 18.7 96.8 1 85.4 17 1/4/13 Commercial Parking North Lot #,1 316.0 16.0 103.1 1 91.0 18 1/7/13 Commercial North Lot #1 310.0 15.2 104.0 1 91.8 I 19 1/7/13 Commercial North Lot #1 312.0 16.6 104.6 1 92.3 20 1/7/13 Commercial North Lot #1 314.0 24.5 977 . 2 91.9 21 1/7/13 Commercial Parking North Lot #1 311.0 18.0 98.6 2 92.8 22 1/7/13 Commercial Parking North Lot #1 315.0 15.9 110.7 1 97.7 I 23 1/8/13 Commercial Parking North Lot #1 316.5 15.0 105.6 1 93.2 24 1/8/13 Commercial Parking North Lot #1 316.0 16.4 108.3 1 95.6 251/8/13 . Commercial Cut/Fill Slope 327.0 15.3 102.7 1 90.6 I 26 1/8/13 Commercial Cut/Fill Slope ' 339.0 14.5 103.5 1 91-4 27 1/8/13 Commercial Cut/Fill Slope 341.5 15.5 102.3 1 90.3 28 1/8/13 Commercial Parking North Lot #1 315.0 16.6 103.6 1 91.4 I 29 1/8/13 Commercial Parking North Lot #1 317.0 21.3 97.7 2 91.9 30 1/14/13 Residential via Tamarindo 284.0 18.0 108.2 3 90.8 31 1/14/13 Residential via Tamarindo 286.0 19.8 108.0 3 90.6 32 . 1/15/13 Commercial South Building 14 254.0 19.9 108.6 3 91.1 I. 33' 1/15/13 Commercial South Building 14 256.0 18.0 108.5 3 91.0 34 1/15/13 Commercial South Building 14 296.5 12.7 104.0 2 97.8 35 1/15/13 Commercial North Building 14 324.0 13.8 -. 104.6 2 98.4 I 36 1/15/13 Commercial North Building 14 . 325.0 15.8 103.3 4 91.4 37 1/16/13 Commercial North Building 14 327.0 12.0 110.1 3 -92.4 38 1/16/13 Commercial North Building 15 330.0 15.9 103.3 2 97.2 39 1116/13 Commercial North Building 14 321.0 15.8 100.4 2 94.4 40 1/16/13 Commercial North Building 14 329.0 13.2 112.0 3 94.0 41 1/16/13 Commercial North Building 14 332.0 14.2 117.1 3 98.2 I 42 1/16/13 Commercial North Building 14 334.0 15.0 111.5 3 93.5 43 1/16/13 Commercial North Building 14 332.0 14.7 112.6 3 94.5 44 1/17/13 Commercial South Building 14 260.0 13.8 110.1 3 92.4 45 1/17/13 Commercial South Building 14 263.0 14.3 106.8 3 89.6 I 46 1/17/13 RETEST, 0F45 . 263.0 13.9 108.0 3 90.6 49 1/17/13 Commercial South Building 14 267.5 12.5 112.9 3 947 I 50 51 1/17/13 1/17/13 Commercial South Building 14 RETEST OF 50 272.0 272.0 18.8 14.0 100.6 108.2 3 3 84.4 90.8 52 1/18/13 Off-Site South Lot #2 260.0 19.7 109.7 3 92.0 53 1/18/13 Off-Site South Lot #2 261.5 18.0 108.9 3 91.4 I . . . FIGURE JOB NAME: La Costa Towne Square . JOB NUMBER: 1211179-38 IN-PLACE DENSITY TESTS .... TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) 54 1/18/13 Commercial South Building 14 274.0 19.2 104.7 3 87.8 55 1/18/13 RETEST OF 54 - - 274.0 . 18.0 108.0 3 90.6 61 1/22/13 Community Building 14 315.5 10.0 116.6 3 97.8 69 1/22/13 Community Building 14 312.5 17.5 94.5 2 88.9 70 1/22/13 RETEST OF69 312.5 11.0 108.5 3 91.0 .75 1/23/13 Community Building 14 328.5 11.6 113.7 3 95.4 76 1/23/13 Community Building 14 332.0 10.8 111.6 3 93.6 77 1/23/13 Residential Paseo Tamarindo 336.0 17.0 '. 107.3 1 94.7 78 1/23/13 Community Building 14 333.0 12.1 106.1 1 93.6 79 1/23/13 Community Building 14 335.0 14.8 104.7 1 92.4 83 1/24/13 Community South Building 14 276.0 19.2 . 96.6 2 90.9 104 1/29/13 Commercial North of Lot 14 334.0 18.3 100.3 2 -94.4 105 1/29/13 Commercial North of Lot 14 334.0 17.1 100.9 2 94.9 109 1/30/13 Commercial North of Lot 14 335.0 17.8 99.5 2 93.6 110 1/30/13 Commercial North of Lot 14 - 335.5 16.9 98.6 2 92.8 111 1/30/13 Commercial East of Lot 1 ' 318.0 15.5 98.0 2 92.2 112 1/30/13 Commercial East of Lot 1 . 318.0 14.2 99.1 2 93.2 115 1/30/13 Commercial East of Lot 1 318.0 18.2 97.8 2 92.0 124 1/31/13 Parking East Lot 1 - 319.0 20.0 100.3 2 94.4 125 1/31/13 Parking East Lot I 319.0 18.2 99.1 2 93.2 126 1/31/13 Parking East Lot 1 - - 320.0 17.8 98.6 2 - 92.8 127 1/31/13 Parking East Lot 1 '320.0 19.0 99.5 2 93.6 139 2/4/13 Commercial lot#14 ' 306.0 9.2 120.2 5a 91.5 140 2/4/13 Commercial lot#14 . .308.0 8.7 . 119.3 5a 90.8 141 2/4/13 Commercial lot#14 310.0 8.8 125.8 Sd 92.2 142 2/4/13 Commercial lot#14 312.0 7.5 119.9 5a 91.2 143 2/4/13 Commercial lot#14 ' . '314.0 9.0. 117.8 5 90.8 144 2/4/13 Commercial lot#14 316.0 8.8 119.0 5 91.7 159 2/7/13 South of lot #2 office site 263.5 11.0 - 99.4 ' 2 93.5 160 2/7/13 South of Lot #9 Residential site 276.5 15.0 100.1 2 94.2 161 2/7/13 South of lot #lo Residential site 268.5 13.8 98.9 2 93.0 - 162 2/7/13 South of lot #2 office site . . 267.0 16.3 104.1 4 92.1 169 2/11/13 Lot #1 Comm , 317.0 9.6 110.3 13c 90.9 170 2/11/13 North lot #5 Comm 334.5 8.1 124.2 Sc 92.1 171 2/11/13 Lot #1 Comm 318.0 10.4 108.3 13c 89.2 172 2/11/13 Lot #2 Comm 317.0 10.1 112.7 13c 92.8 173 2/11/13 RETEST #171 318.0 10.8 111.7 13c 92.0 175 2/12/13 Lot #1 Comm 320.0 11.4 117.4 - 13e 94.3 176 2/12/13 Lot #2 Comm 320.0 12.1 116.1 13e 93.3 177 2/12/13 S. of lot#2 office site 266.0 13.3 103.2 12 94.4 178 2/12/13 S. of lot#2 office site 267.0 16.4 . 97.2 12 88.9 180 2/12/13 RETEST #178 ' 267.0 14.0 ' 99.3 12 90.9 -181 2/13/13 S. of lot #2 office 269.5 18.5 103.8 12 95.0 186 2/13/13 S. lot #2 office 274.0 14.8 105.0 6 92.3 187 2/13/13 S. lot#2 office 272.0 .14.5 102.3 '12 93.6 193 2/14/13 South lot 14 Comm - 285.0 8.7 - 128.6 5d 94.2 194 2/14/13 pad I Comm FG .320.6 8.9 116.2 13e 93.3 195 2/14/13 Pad 2 Comm FG ' 320.9 - 10.5 112.7 13e 90.5 196 2/14/13 Buttress north lot Comm 336.5 12.4 96.1 2 90.4 197 2/14/13 Buttress north lot Comm 338.5 14.1 99.4 2 - 93.5 198 2/14/13 Buttress north lot Comm 340.5 14.9 98.2 2 92.4 FIGURE 3 I I JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN PLACE DENSITY TESTS TEST S ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) 199 2/14/13 Pad 3Comm 323.0 13.7 114.3 13e 91.8 200 2/14/13 Pad 4Comm 326.0 12.9 117.8 13e . 94.6 201 2/15/13 Lot 14 Comm 288.0 7.8 125.8 5d 92.2 202 2/15/13 S. of Lot 9 Res 289.5 17.0 98.2 2 92.4 203 2/15/13 S. of Lot 10 Res 284.5 16.9 97.9 2 92.1 204 2/15/13 S. of Ret Basin Res 283.0 16.4 98.3 2 92.5 205 2/15/13 S. of Lot 2 Office 277.5 16.8 98.9 2 93.0 206 2/15/13 S. of Lot 14 Comm 290.0 8.0 126.7 5d 92.8 207 2/15/13 S. of Ret Basin Res . 284.5 16.0, 104.3 6 91.7 208 2/15/13 Buttress Slope N. of lot 5 Comm 344.5 14.3 97.4 2 91.6 209 2/15/13 Buttress Slope N. of lot 5 Comm 346.5 14.0 96.1 2 90.4 210 2/15/13 Buttress.Slope N. of lot 10 Comm 347.0 14.9 99.7 2 93.8 211 2/15/13 Buttress Slope N. of lot 10 Comm 349.0 16.6 101.2 2 95.2 212 2/15/13 Buttress Slope N. of lot 5 Comm , 350.0 17.8 97.1 2 91.3 213 2/15/13 Lot 3Comm 324.5 14.0 112.1 13e 90.0 214 2/15/13 Lot 4Comm 327.5 10.6 114.0 13e 91.6 215 2/19/13 Lot 21 Res . 326.0 12.8 111.9 7 . 91.8 217 2/19/13 S. of Lot 2 Office 279.0 14.8 106.2 6 93.4 223 2/20/13 S. of Lot 2 Office 276.0 13.0 105.8 6 93.1 224 2/20/13 S. of Lot 2 Office S 18.3 103.8 6 91.3 228 2/20/13 RETEST #227 308.0 11.4 . 127.8 5d . 93.6 229 2/20/13 S. of Lot Office 280.0 13.6 111.9 8 90.4 230 2/21/13 S. of lot 2 office 279.0 14.5 102.5 6 90.1 231 2/21/13 S. of Lot 2 Office 268.0 19.4 99.4 2 93.5 232 2/21/13 S. of Lot Office 271.0 20.0 101.0 2 95.0 236 2/21/13 S. of Lot 2 Office 274.0 19.4 96.8 2 91.1 - 237 2/21/13 S. of Lot Office 276.0 18.3 97.1 2 91.3 241 2/22/13 Lot 14 Comm . 294.0 9.0 126.1 5d p 242 2/22/13 S. of Lot 2 Office 282.5 20.0 99.9 2 94.0 246 2/22/13 Lot 14 Comm 296.0 10.1 131.9 5d 96.6 247 2/22/13 Lot 14 Comm 297.0 9.7 129.4 5d 94.8 249 2/23/13 Lot 14 Comm 298.0 9.0 128.0 5d 93.8 250 2/23/13 S. of Lot 14 Comm 287.0 18.0 100.8 2 94.8 251 2/23113 Via Mercado Comm 280.0 14.0 102.5 2 96.4 252 2/23/13 Via Mercado Comm. 282.0 14.2 101.6 2 95.6 253 2/23/13 Lot 22 Res 245.5 13.3 119.3 11 93.8 254 2/23/13 Via Mercado Comm . 284.0 14.6 104.1 4 92.1 255 2/23/13 Canyon fill west ofComm lot#18 306.0 15.8 101.9 4 90.2 256 2/23/13 Canyon fill west of Comm Iot#18 308.0 15.3 102.6 4 90.8 257 2/23/13 Canyon fill west of Comm lot#18 .. . 310.0 15.1 101.7 4 90.0 258 2/23/13 Canyon fill west of Comm lot#18 312.0 14.4 103.2 4 . 91.3 259 2/25/13 Lot 14 Comm . 300.0 8.4 122.9 5d 90.0 263 2/25/13 Via Mercado Comm . . 301.0 14.9 104.1 4 92.1 264 2/25/13 Via Mercado Comm - . 304.0 15.5 103.8 4 91.9 265 2/25/13 Via Mercado Comm . 307.0 18.1 101.9 4 90.2 266 2/25/13 Canyon fill west of Comm lot#18 309.5 18.7 98.1 2 92.3 267 2125/13 Canyon fill west of Comm lot#1 8 S . 314.0 20.3 96.7 2 91.0 268 2/25/13 Canyon fill west of Comm lot#18 316.0 14.2 101.6 2 95.6 269 2/26/13 Lot 14 Comm . 302.0 9.0 127.3 5d 93.3 270 2/26/13 Lot 14 Comm 304.0 9.6 126.7 5d 92.8 273 2/26/13 Canyon fill west of Comm lot#18 293.0 19.9 97.8 2 92.0 FIGURE 4 JOB NAME: La Costa Towne Square S JOB NUMBER: 1211179-38 I IN PLACE DENSITY TESTS I TEST NO. DATE LOCATION ' ELEVATION (feet,MSL) MOISTURE DRY DENSITY (percent) (p.c.f.) SOIL TYPE REL.COMP. (percent) 274 2126/13 Canyon fill west ofComm lot#18 290.0 18.4 99.3 2 93.4 275 2/26/13 Canyon fill wetofComm lot#18 295.0 19.3 99.1 2 93.2 I 276 2/26/13 Canyon fill west of Comm lot#18 292.0 17.7 98.6 2 92.8 280 2/26/13 Lot 14 Comm 306.0 10.6 132.8 5d 973 283 2/27/13 Lot 14 Comm 308.0 9.2 127.0 5d 93.0 I 285 2/27/13 Canyon fill west of Comm lot#18 297.0 16.3 95.9 2 90.2 287 2/27/13 Canyon fill west of Comm lot#1 8 294.0 17.3 98.1 2 92.3 288 2/27/13 Canyon fill west of Comm lot#18 298.0 16.4 99.7 2 93.8 291 2/28/13 Canyon fill west of Comm lot#1 8 298.0 21.0 96.9 2 91.2 U 292 2/28/13 Canyon fill west ofComm lot#18 304.0 20.1 98.2 2 92.4 301 2/28/13 Canyon fill west of Comm lot#18 301.0 15.2 100.2 2 94.3 302 2/28/13 Canyon fill west of Comm lot#18 303.0 16.0 100.7 2 94.7 I 303 2/28/13 Canyon fill west of Comm Iot#18 307.0 14.9 99.8 2 93.9 NOTE GRADING PLANS CHANGE AS OF 3-1-13 Lots numbers have moved. #N/A 309 3/1/13 Lot 14 Comm 310.0 7.7 125.6 5d 92.0 I 310 3/1/13 Canyon fill west of Lot 25 Comm 310.0 16.0 97.3 2 91.5 311 3/1/13 Canyon fill west of Lot 25 Comm 312.0 15.3 96.0 2 90.3 312 3/1/13 Canyon fill west of Lot 25 Comm 313.0 15.7 99.2 2 93.3 I 313 3/1/13 Canyon fill west of Lot 25 Comm 312.0 16.2 96.4 2 90.7 314 3/1/13 Canyon fill west of Lot 25 Comm 315.0 17.0 97.2 2 91.4 315 3/1/13 Canyon fill west of Lot 25 Comm 317.0 16.3 98.1 2 92.3 320 3/4/13 Lot 14 Comm 312.0 8.0 128.3 Sd 94.0 I 327 3/5/13 Lot 14 Comm 315.0 13.3 105.2 6 92.5 340 3/7/13 Lot 22 Comm 319.5 10.5 • 123.0 5d 90.1 341 3/7/13 S of lot 2 office 284.0 13.0 100.0 2 94.1 I 342 3/7/13 Lot 14 Comm 317.0 8.2 126.1 5d 92.4 344 3/7/13 Lot 22Comm 322.0 9.8 124.2 5d 91.0 345 3/7/13 S of lot 2 office 287.0 13.8 97.2 2 91.4 I 346 3/7/13 S of lot office 289.0 14.4 98.4 2 92.6 347 3/11/13 Lot 22Comm 324.5 8.3 113.2 10 90.3 348 3/11/13 Lot 14 Comm 320.0 11.0 128.8 5d 94.4 349 3/11/13 Lot 14 Comm 322.0 12.3 130.2 Sd 95.4 I 350 3/11/13 Lot 14 Comm 306.0 23.8 93.3 2 87.8 351 3/11/13 RETEST 350 306.0 20.1 98.8 2 92.9 352 3/11/13 Sof lot 15Comm 308.0 19.8 97.8 2 92.0 I 353 3/12/13 lot 15 Comm 310.0 15.7 95.9 2 90.2 354 3/12/13 Lot 14 Comm 311.0 16.4 97.9 2 92.1 355 3/12/13 Sof Lot 22Comm 319.0 17.0 99.5 2 93.6 I 356 3/12/13 Lot 4Comm 327.0 7.4 121.8 17d 91.9 357 3/12/13 lot 15 Comm - 314.0 21.1 99.3 2 93.4 358 3/12/13 Lot 18 Comm 316.5 19.8 98.4 2 92.6 I 359 3/13/13 Lot SComm - 9.5 117.8 5 90.8 360 3/13/13 Lot Comm 331.0 11.8 98.8 12 90.4 361 3/13/13 Lot Comm 332.5 13.8 101.0 12 92.4 362 3/13/13 Lot 8Comm . 330.5 13.7 99.6 12 91.1 I 363 3/13/13 Lot Comm 332.5 14.4 101.0 . 12 92.4 364 3/13/13 Lot 9 Comm 333.5 15.2 98.6 12 90.2 I 365 366 3/13/13 3/13/13 Lot 6Comm Lot 5 Comm 332.5 332.0 14.5 14.1 99.9 103.0 12 6 91.4 90.6 367 3/13/13 Sof Lot 22Comm .. 323.0 .10.7 110.7 3 92.9 368 3/13/13 Lot 15 Comm . 319.5 13.8 99.5 2 93.6 I . FIGURE 5 7 JOB NAME La Costa Towne Square JOB NUMBER: 1211179-38 IN PLACE DENSITY TESTS TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p-c.f.) TYPE (percent) - 369 3/13/13 Lot 14 Comm 322.5 14.0 98.2 2 92.4 370 3/14/13 S of Lot 25 Comm 281.5 13.8 103.7 ' 2 97.6 371 3/14/13 wofLot 10 Res 292.0 19.8 92.0 16 83.9 372 3/14/13 Lot 25 Comm 284.0 14.0 97.5 2 91.7 373 3/14/13 Lot 25 Comm . 288.0 13.7 96.6 2 90.9 374 3/14/13 W of Lot 25 Comm 291.0 13.0 100.0 2 94.1 377 3/14/13 Lot 14 Comm 325.0 9.5 131.2 .5d 96.1 378 3/15/13 Lot 14 Comm . 309.0 20.9 100.6 2 94.6 379 3/15/13 Lot 14 Comm 303.0 17.8 98.9 2 93.0 380 3/15/13 RETEST 371 292.0 18.8. 99.5 16 90.7 381 3/15/13 Lot 14 Comm 328.0 9.0 128.4 5d 94.1 382 3/15/13 Lot 14 Comm 312.0 15.7 103.8 .1 91.6 383 3/15/13 Lot 14 Comm 308.0 14.8 104.7 1 92.4 386 3/15/13 Lot 14 Comm 315.0 . 14.1 108.5 1 95.8 387 3/18/13 Lot 14 Comm 318.0 9.1 113.5 10 90.5 388 3/18/13 Lot 14 Comm 321.0 9.5 116.4 10 92.8 389 3/18/13 Lot 14 Comm . 325.0 9.0 127.8 5d 93.6 390 3/18/13 Lot 14 Comm 331.0 9.3 128.3 Sd 94.0 391 3/18/13 Lot 14 Comm, 328.0 . 9.7 116.4 10 92.8 407 3/20/13 Lot 25 Comm . 294.5 9.8 124.0 Sd 90.8 408 3/20/13 Lot 25Comm - 294.5 9.0 125.2 Sd 91.7 409 3/21/13 Lot 14 Comm 333.0 10.1 125.8 Sd 92.2 415 3/21/13 S of lot 2 office . 293.0 18.8 103.7 4 91.8 424 3/22/13 Lot 14 Comm . 325.0 19.0 99.7 2 93.8 425 3/22/13 Lot 14 Comm 328.0 18.9 100.8 2 94.8 426 3/22/13 Lot 14 Comm . 335.0 - 9.5 127.1 Sd 93.1 429 3/25/13 Lot 14 Comm 336.5 11.1 121.8 5c 90.4 430 3/25/13 Lot 3 Comm FG . 326.5 10.8 122.1 17d 92.2 431 3/25/13 Lot Comm FG . 329.6 8.7 123.5 . 17d 93.2 432 3/25/13 Lot 22 Comm FG 327.3 . 5.6 120.3 17d 90.8 433 3/25/13 Lot 14Comm 338.5 11.5 124.2 Sc 92.1 434 3/26/13 Lot 15 Comm - 321.5 7.8 124.8 Sd 91.4 435 3/26/13 Lot 14 Comm 337.5 6.9 . 125.3 5d 91.8 438 3/26/13 Lot 18 Comm 323.5 9.0 127.1 Sd 93.1 439 3/26/13 - Lot 14 Comm 338.0 10.8 123.4 5d 90.4 440 3/26/13 Lot 6 Comm FG 335.8 7.3 128.5 17e 96.0 441 3/26/13 Lot 7 Comm FG 333.5 . 7.1 .131.9 We 98.5 442 3/27/13 Lot 15 Comm 323.5 8.3 126.1 5d .. 92.4 443 3/27/13 Lot 10 Comm 336.5 7.0 133.1 Sd . 97.5 444 3/27/13 Lot 5 Comm FG 333.8 6.7 121.8 17e 91.0 445 3/27/13 Lot 9 Comm FG . 335.8 5.7 129.0 17e 96.3 446 3/27/13 Lot 16 Comm 310.0 9.0 . 125.6 5d 92.0 447 3/27/13 Lot 16 Comm 312.0 8.2 127.3 Sd 93.3 448 3/27/13 Lot 10 Comm 338.0 .7.8 126.7 5d 92.8 449 3/27/13 Lot 8 Comm FG 334.3 5.0 127.2 17e 95.0 450 3/27/13 Lot 16 Comm 315.0 7.2 125.3 Sd 91.8 451 3/28/13 Lot 17 Comm 310.0 9.0 120.2 S 92.6 452 3/28/13 Lot 16 Comm 319.0 8.2 123.7 Sc 91.8 453 3/28/13 Lot 19 Comm 302.0 9.3 123.6 Sd 90.5 454 3/28/13 Lot 19 Comm - 305.0 8.9 123.4 Sd 90.4 455 3/28/13 Lot 17 Comm 314.0 8.9 . 131.8 Sd 96.6 FIGURE 6 I I I JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN-PLACE DENSITY TESTS I : TEST NO. I DATE LOCATION ELEVATION (feet,MSL) MOISTURE DRY DENSITY (percent) (p.c.f.) . SOIL TYPE REL.COMP. (percent) 456' 3/28/13 Lot 16 Comm 319.0 9.6 ' 126.3 5d 92.5 457 3/29/13 Lot 19 Comm 308.0 10.4 131.9 5d 96.6 I 458 3/29/13 Lot 17 Comm . 315.0 9.8 129.4 5d 94.8 459 3/29/13 Lot 18 Comm 318.0 7.8 130.3 5d 95.5 460 3/29/13 Lot 16Comm 318.0. 11.5 113.5 8 91.7 I 461 4/1/13 Lot 19 Comm ' 309.0 9.8 126.7 5d 92.8 462 4/1/13 Lot 17 Comm . 317.0 8.7 127.8 5d 93.6 463 411/13 Lot 16 Comm 320.0 10.1 129.4 5d 94.8 I 464 4/1/13 Lot 18 Comm 32b.0 9.3 126.9 5d 93.0 465 4/1/13 Lot 17 Comm ' ' 319.0 8.7 124.8 5d 91.4 466 4/2/13 Lot 16 Comm ' 320.0 6.7 126.3 5d 92.5 467 4/2/13 Lot 19 Comm 310.0 16.4 106.1 12 97.1 I 468 4/2/13 Lot 17 Comm 320.0 10.0 126.5 5d 92.7 469 4/2/13 Lot 20 Comm - 300.0 6.9 126.8 5d 92.9 470 4/2/13 Lot 25 Comm 299.5 7.8 , 124.2 5d ' 91.0 I 471 4/3/13 lot 20Comm i 302.0 9.3 126.7 5d 92.8 472 4/3/13 lot 20 Comm '304.0 9.7 129.3 5d 94.7 473 4/3/13 Lot 19 Comm 313.0 - 10.0 - 125.3 5d 91.8 I 474 4/3/13 Lot 20 Comm 307.0 . 9.8 126.3 5d 92.5 476 4/3/13 Lot 19Comm 315.0 .11.8 124.7 5d 91.4 477 4/3/13 Lot 20Comm 310.0 ' 10.1 126.9 5d 93.0 , 482 4/3/13 Lot 20Comm 313.0 10.5 ' 125.0 Sd 91.6 I 483 ' 4/4/13 Lot 18 Comm 322.0 9.2 139.7 5d 102.3 484 4/4/13 Lot iS Comm - 322.5 9.0 128.6 5d 94.2 485 4/4/13 ' Lot 10 Comm FG 340.1 4.5 122.1. 5b 91.7 I 486 4/4/13 Slope west of Lot 17 Res 355.0 15.0 102.1 '12 93.4 487 4/4/13 Nof Lot 16Comm 321.5 8.7 , 126.7 Sd 92.8 488 4/4/13 Lot 17 Comm 322.0 9.9 125.4 Sd 91.9 I 489 4/4/13 Lot 20Comm 317.0 9.0 127.2 Sd 93.2 490 4/4/13 slope Between Wall S and 6 Res 305.0 15.2 . 98.8 ' 12 90.4 495 4/5/13 Lot 20Comm 320.0 7.4 133.2 Sd' 97.6 I ' 496 4/5/13 Lot 26 Slope test Res 367.0 ' 10.7 10.4 12 95.5 497 4/5/13 Lot lSComm ' 325.0 9.2 '128.2 Sd 93.9 499 4/5/13, Lot 18 Comm 324.0 8.9 . 126.4 5d 92.6 SOO 4/5/13 Lot 16 Comm 323.0 11.0 127.5 Sd 93.4 I 503 4/8/13 Lot iS Comm 325.5 8.2 126.9 Sd 93.0 504 4/8/13 Lot 18 Comm ' 326.0 8.7 125.2 Sd 91.7 505 4/8/13 Lot iS Comm / 328.5 9.6 135.4 Se 97.9 I 507 4/8/13 Lot 18 Comm' ' 328.0 '9.7 126.6 Sd 92.7 508 4/8/13 Lot 16 Comm 327.0 8.5 125.0 ' Sd 91.6 509 4/9/13 Lot 19 Comm . 326.5 17.5 111.0 1 98.0 * I. 510 4/9/13 Lot 17Comm 326.5 10.0 125.8 Sd 92.2 511 4/9/13 Lot lo slope Comm 353.0 10.5 100.5 16 91.6 512 4/9/13 Lot 15 Comm 328.5 10.0 123.2 Sd 90.3 • 513 4/9/13 ' Lot 18 Comm 328.0 , 9.3 125.7 Sd 92.1 514 4/10/13 Lot 15 Comm 331.5 9.8 126.1 Sd 92.4 515 4/10/13 Lot 18 Comm ' 332.0 9.1 125.0 Sd 91.6 I 517 518 4/10/13 4/10/13 Lot15Comm Sof lot lSComm ' 335.0 321.0 10.3 10.4 110.2 . 120.9 , 7 , 9 90.4 94.5 519 4/10/13 Sof Lot i6Comm ' '315.0 12.3 121.5 9 94.9- 520 4/10/13 SofLot17 Comm 309.0 ' 12.1 122.2 .9 95.5 I FIGURE 7 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p-c.f.) TYPE (percent) 521 4/11/13 Lot 18 Comm 333.5 14.7 110.6 7 90.7 522 4/11/13 Lot 15Comm 337.5 9.1 125.1 9 97.7 525 4/11/13 Lot 18 Comm 335.0 9.8 119.5 9 93.4 526 4/11/13 Lot 16 Comm 333.5 9.4 113.1 9 88.4 527 4/11/13 RTEST#526 333.5 9.3 118.5 9 92.6 528 4/11/13 Lot 17Comm . 332.0 10.1 117.5 9 91.8 529. 4/12/13 Lot 17 Comm .332.0 9.5 115.6 7 94.8 530 4/12/13 Lot 20Comm 322.0 12.9 113.3 7 92.9 548 4/16/13 South Of Lot 18 Comm . 323.0 9.2 125.6 Sd 92.0 549 4/16/13 N of Lot Comm 334.0 8.0 124.8 Sd . 91.4 550 4/17/13 S of Lot 15 Comm 326.0 8.7 • 126.7 5d 92.8 551 4/17/13 S of Lot 18 Comm 326.0 9.1 128.6 Sd 94.2 552 4/17/13 S of Lot 10 Comm . 332.0 10.3 133.4 Sd 97.7 555 4/17/13 5 of Lot 20 Comm 301.0 8.5 . 122.6 Sd 89.8 556 4/17/13 RETEST #555 301.0 8.7 124.8 Sd 91.4 563 4/18/13 N.E. of of 9 Comm 336.0 8.7 122.2 14e 96.4 564 4/19/13 Lot 58Res 370.0 13.2 101.0 12 92.4 569 4/19/13 Sof Lot 2SComm 278.0 13.9 125.3 . Sd 91.8 570 4/22/13 Street Lot 2 Res 297.0 12.9 106.6 12 97.5 571 4/23/13 5 of Lot 25 Comm 264.5 17.0 100.7 16 91.8 572 4/23/13 Sof Lot 2SComm 267.5 21.2 101.7 16 92.7 574 4/23/13 S of Lot 25 Comm 280.0 9.8 129.0 5e 93.3 575 4/24/13 5 of Lot 25 Comm 283.0 8.1 131.5 5e 95.1 576 4/24/13 S of Lot 25 Comm . 280.0 11.8 128.6 Se 93.0 578 4/24/13 5 of Lot 25 Comm . 285.0 7.1 129.9 5e 93.9 579 4/24/13 S of Lot 25 Comm . 283.0 8.0 128.5 Se 92.9 580 4/25/13 Sof Lot 25Comm 286.0 7.1 . 133.8 Se 96.7 581 4/25/13 Sof Lot 2SComm 288.0 7.4 131.0 5e 94.7 582 . 4/25/13 W of Lot 25 Comm 290.0 8.0 . 129.4 Se 93.6 583 4/25/13 S of Lot 25 Comm 290.0 7.7 131.1 Se 94.8 584 4/26/13 Sof Lot 2SComm 292.5 9.0 133.2 Se 96.3 585 4/26/13 Sof Lot 2SComm 291.5 8.5 - 136.9 5e 99.0 586 4/26/13 Wof Lot 25Comm 293.0 8.7 132.5 Se 95.8 588 4/26/13 Sof Lot 2SComm 295.0 10.3 125.0 Se 90.4 589 4/29/13 Sof Lot 2SComm 295.0 9.1 128.1 5e 92.6 590 4/29/13 5 of Lot 25 Comm 280.0 18.4 104.0 16 94.8 591 4/29/13 Sof Lot 25Comm . 282.0 - 7.7 126.4 5d 92.6 592 4/29/13 S of Lot 25 Comm 284.0 9.4 125.6 5d 92.0 593 4/29/13 Sof Lot 25Comm 286.0 9.8 126.8 5d 92.9 594 4/29/13 Eof Lot 9Comm - 329.0 10.6 113.6 10 90.6 595 4/29/13 Eof Lot 8Comm . 331.0 11.3 114.8 10 91.5 596 4/29/13 E of Lot 8 Comm 333.0 7.1 119.9 . 5b 90.1 597 4/30/13 N of Lot 9 Comm 330.0 - 7.0 . 122.2 5d 89.5 598 4/30/13 RETEST #597 330.0 7.9 123.8 Sd 90.7 599 - 4/30/13 Sof Lot 25Comm . 289.0 11.7 123.7 5d 90.6 600 4/30/13 S of Lot 25 Comm 297.0 7.6 127.8 Sd 93.6- 601 4/30/13 5 of Lot 20 Comm 306.0 4.6 117.2 5d 85.9 602 4/30/13 RETEST #601 306.0 7.2 123.1 Sd 90.2 603 5/1/13 East of Lot Comm 332.5 9.6 . 113.2 14c 91.4 608 5/1/13 5 of Lot 10 Comm - 332.5 9.2 - 119.9 9 93.7 609 5/1/13 Sof Lot loComm 333.0 - 9.3 117.8 9 92.0 1 11 Leif] i1 I I I TEST NO. DATE . LOCATION ELEVATION (feet,MSL) MOISTURE DRY DENSITY (percent) (p.c.f.) SOIL TYPE REL.COMP. (percent) 610 5/2/13 Sof Lot 18Comm 308.0 12.9 110.5 3 92.7 611 5/2/13 Lot llComm . 340.5 13.4 117.2 9 91.6 I 615 5/2/13, Lot 11 Comm . 342.0 11.8 118.3 9 92.4 616 5/2/13 East. of Lot l0Comm 335.0 9.8 117.5 9 91.8 637 5/9/13 S of Lot 20 Comm 309.0 6.8 129.4 5d 94.8 I 638 5/9/13 Sof Lot 19Comm . 309.0 7.5 127.3 5d 93.3 639 5/9/13 S of Lot 20 Comm 313.0 8.3 130.8 5d 95.8 640 5/9/13 Sof lot l5Comm 310.0 7.3 117.9 5d 86.4 641 5/10/13 Lot 25 Comm . 297.0 6.8 133.5 5d 97.8 I 642 5/10/13 Lot 25 Comm " 297.0 5.7 135.0 5d 98.9 643 5/10/13 Sof Lot 25Comm 303.5 ' 7.2 117.3 10 93.5 644 5/10/13 RETEST #640 . 310.0 7.1 126.7 5d 92.8 I 645 5/10/13 Lot 25 Comm . 298.0 8.5 123.6 9 96.6 646 5/13/13 Lot 25Comm 300.0 8.1 130.1 5d 95.3 647 5/13/13 Lot 25Comm 299.0 8.3 128.0 Sd 93.8 I 648 5/13/13 Sof Lot 20Comm . 310.0 ,7.3 124.1 5d 90.9 649 5/13/13 Lot 25Comm 0 277.5 7.1 126.6 - 20 96.0 650 5/13/13 Lot 25Comm . 302.0 6.1 116.6 5d 85.4 I 651 5/14/13 RETEST #650 302.0 7.4 123.0 Sd 90.1 663 5/16/13 S E of Lot 14 Comm 300.0 13.3 109.8 3 92.1 668 5/20/13 S E of Lot 14 Comm 304.0 14.8 106.9 1 94.4 669 5/20/13 Lot 25 Comm 300.5 11.0 125.7 17d 94.9 I 670 5/20/13 Lot 25 Comm . 301.0 10.0 125.3 17d 94.6 671 5/20/13 5 Eof Lot 14 Comm 308.0 12.5 105.4 1 .93.0 682 5/21/13 S E of Lot 14 Comm 310.0 11.0 115.0 3 96.5 I 683 5/21/13 S E of Lot 14 Comm 312.0 10.7 115.5 3 96.9 689 5/23/13 Sof Lot 14Comm . 303.0 ' 11.6 114.9 10 91.6 690 5/23/13 Sof Lot 14Comm " , 306.0 12.1 116.8 10 93.1 I 691 5/23/13 S of Lot 14 Comm . 309.0 9.5 132.4 Sd 97.0 692 5/23/13 Sof Lot 14Comm 0 311.0 7.3 . 125.2 . 5d . 91.7 693 5/23/13 Sof Lot 14Comm 310.5 8.1 126.2 Sd 92.5 694 5/24/13 Sof Lot lSComm 313.0 9.3 121.4 Sb 91.2 I 695 5/24/13 5 of Lot 14 Comm 315.0 9.1 122.8 - Sb 92.3 696 5/24/13 S of Lot 16 Comm 312.0 7.4 . 131.9 Sd 96.6 697 5/24/13 Lot 25Comm 302.0 7.7 128.7 17d 97.1 I 698 5/24/13 Lot 25Comm 302.5 8.1 123.6 17d 93.3 701 5/28/13 RETEST #700 294.0 12.9 99.7 12 91.2 702 5/28/13 Sof Lot 19Comm 314.0 7.5 125.8 Sd 92.2 I 703 5/28/13 5 of Lot 14 Comm 324.0 8.1 128.6 Sd 94.2 704 5/28/13 Sof Lot lSComm 320.0 10.6 .. 127.9 Sd 93.7 707 5/28/13 S of Lot 14 Comm ' .323.0 8.0 127.8 5d 93.6 I 708 5/28/13 Sof Lot 20Comm 312.0 11.8 . 123.9 Sd 90.8 723 5/31/13 Lot 11 Res FG 312.5 13.1 . 103.3 12 945 724 5/31/13 Lot 10 Res FG 310.1 . 16.2 103.1 12 94.3 725 5/31/13 Lot 12 Res FG 315.9 9.3 100.4 12 91.9 I 726 5/31/13 Lot 9 Res FG 308.5 9.9 106.3 12 97.3 732 6/3/13 S of Lot 25 Comm 289.0 9.9 - 117.1 9 91.5 I 746 747 6/6/13 6/6/13 Lot 14 Comm Lot 14 Comm . 330.0 332.0 7.8 8.0 119.2 117:9 9 9 93.1 92.1 748 6/6/13 Lot 14 Comm , 334.0. 9.4 121.3 .22 91.2 749 6/6/13 Lot 14 Comm ' 336.0 9.0 125.5 22 94.4 I . . FIGURE 9 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN PLACE DENSITY TESTS TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p-c.f.) TYPE (percent) 750 6/6/13 Lot 25 Res 363.0 9.4 120.8 9 94.4 751 6/7/13 Lot 27Res 373.5 9.5 119.8 9 93.6 752 6/7/13 Lot 58Res 367.5 12.8 121.2 9 94.7 753 6/7/13 Street at Lot 53 Res 370.0 7.8 116.7 9 91.2 754 6/7/13 Lot 58Res 371.0 12.2 100.2 12 91.7 756 6/10/13 Lot 14 SE Corner Comm FG 339.3 5.2 128.3 22c 93.5 757 41435 Lot 14 NE Corner Comm FG 339.3 6.0 133.1 22c 97.0 758 6/10/13 Lot 14 SW Corner Comm FG 339.3 5.7 124.6 22c 90.8 759 6/10/13 Lot 14 NW Corner Comm FIG 339.3 5.3 125.3 22c 91.3 760 6/10/13 Lot 15 Comm FG 338.7 6.3 123.5 22c 90.0 761 6/10/13 Lot 18 Comm FG 337.5 6.3 127.0 22c 92.6 773 6/13/13 Sof Lot 15Comm 324.5 9.9 123.0 Sc 91.2 774 6/13/13 5 of Lot 19 Comm 316.0 8.9 126.3 Sd 92.5 775 6/14/13 S of Lot 14 slope test Comm . 275.0 15.5 106.3 1 93.8 781 6/17/13 S of Lot 2 Office 291.0 15.8 101.4 16 92.4 782 6/17/13 S of Lot Office 293.5 16.1 . 99.9 -"l 6 91.1 784 6/18/13 S of Lot 14 Comm 309.0 9.6 124.9 9 97.6 785 6/18/13 Street at Lot 55 Res 375.5 8.9 129.7 22d 93.6 786 6/18/13 Sof Lot 2 slope test Office 282.0 16.2 101.8 16 92.8 787 6/19/13 Sof Lot i Office 276.5 21.2 102.0 16 93.0 790 6/19/13, Sof Lot Office 279.0 12.5 105.0 1 92.7 794 6/20/13 Sof Lot 14Comm 328.0 9.0 118.4 9 92.5 795 6/20/13 S of Lot 15 Comm 326.5 9.4 119.0 9 93.0 796 6/20/13 Sof Lot 17Comm 319.0 8.7 124.6 Sd 91.3 797 6/21/13 Sof Lot 17Comm 327.0 8.4 130.6 Sd 95.7 798 6/21/13 Sof Lot 20Comm 314.0 9.0 127.2 Sd 93.2 799 6/21/13 5 of Lot 14 Comm 327.0 7.9 126.1 5d 92.4 801 6/21/13 Sof Lot 20Comm 315.5 7.5 133.1 Sd 97.5 807 6/26/13 Slope test S of Lot 2 Office 278.0 16.0 100.7 16 91.8 808 6/26/13 Slope test S of Lot 2 Office - 282.0 11.9 104.1 . 1 91.9 809 6/26/13 Slope test S of Lot 14 Comm 295.0 11.2 113.1 7 92.8 810 6/26/13 Sof Lot l Office 281.0 8.6 109.4 3 91.8 814 6/27/13 Sof Lot 14Comm 330.5 7.2 126.1 17b, 97.0 815 6/27/13 S of Lot lOffice 282.0 16.6 94.5 . 12 86.5 816 6/27/13 RETEST #815 282.0 16.0 98.9 12 90.5 817 6/28/13 S of Lot 1 Office slope 284.0 10.2 112.3 8 90.7 818 6/28/13 Drive SOf Lot 2SComm 297.5 10.9 118.7 17b 91.3 TURN OVER DATE BETWEEN TPC AND WHITING TURNER #N/A 819 7/1/13 Drive SOf Lot 2SComm 299.5 7.5 123.9 17b 95.3 820 7/1/13 Drive S Of Lot 25 Comm 295.0 9.0 122.3 17b 94.1 822 7/2/13 Sof Lot 14Comm 318.0 10.9 112.8 8 91.1 823 7/2/13 Sof Lot 14Comm 329.0 10.1 128.2 Sd 93.9 829 7/3/13 Sof Lot 18Comm . 333.5 9.8 125.1 Sc 92.8 830 7/8/13 West of Lot 25 Comm 297.0 8.8 136.6 22e 97.5 831 7/8/13 West of Lot 25 Comm 298.0 7.9 132.8 22e 94.8 832 7/8/13 Above wall 6 Comm 336.0 9.6 119.3 23 90.4 833 7/8/13 Above wall 6 Comm 334.0 10.3 122.0 23 92.5 834 7/8/13 Above wall 7Comm 329.0 10.0 119.4 23 90.5 835 7/8/13 5 of Lot 14 Comm 320.0 9.2 120.6 17b 92.8 836 7/9/13 S of Lot 14 Comm . 322.0 10.7 121.4 17b 93.4 837 7/9/13 Sof Lot 14Comm 320.5 8.3 117.8 17b 90.6 FIGURE 10 I I I:] JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 I .......... ..... .....IN PLACE DENSITY TESTS TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. I NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) 838 7/10/13 S of Lot 14 thru 20 Comm 312.0 11.7 121.3 17b 93.3 839 7/10/13 S of Lot 14 thru 20 Comm 314.0 10.9 119.9 17b 92.2 I 840 7/10/13 S of Lot 14thru 20 Comm 316.0 10.1 124.0 17b 95.4 841 7/10/13 S of Lot 14 thru 20 Comm 318.0 9.4 122.1 17b ,. 93.9 842 7/10/13 Slope below wall 12 comm 269.0 8.1 126.3 5d 92.5 I 843 7/10/13 Slope below wall 12 comm 272.0 7.9 125.9 5d 92.2 844 7/10/13 Slope below wall 12 comm 275.0 7.3 129.4 5d 94.8 845 7/11/13 Lot 17 Comm 330.0 10.7 . 124.9 - 5d 91.5 I 846 7/11/13 Lot 17 Comm 332.0 8.9 125.4 5d 91.9 847 7/11/13 Lot 17 Comm 334.0 9.1 123.3 5d 90.3 848 7/11/13 S.W. Corner Office site 278.0 11.2 119.6 17b 92.0 849 7/11/13 S.W. Corner Office site . 280.0 10.8 121.4 17b 93.4 I 850 7/11/13 S.W. Corner Office site 283.0 12.1 120.1 17b 92.4 851 7/12/13 S.W. Corner Office site 285.0 11.2 119.7 17b 92.1 852 7/12/13 S.W. Corner Office site 287.0 12.1 123.4 17b 94.9 I 853 7/12/13 S.W. Corner Office site 289.0 10.6 121.3 17b 93.3 860 7/17/13 Lot 16 Comm FG 334.5 2.4 116.8 22 87.8 864 7/18/13 RETEST# 860 FG 334.5 4.8 123.8 22 . 93.1 I 865 7/18/13 Lot 16 Comm FG 334.5 6.3 131.0 22c 95.5 866 7/18/13 Lot 19 Comm FG 328.6 4.4 123.9 22 93.2 871 7/19/13 Lot 21 Comm 297.5 9.4 119.1 9 . 93.0 874 7/19/13 South of Lot 21 Comm . 299.0 9.3 118.4 9 92.5 I 878 7/23/13 South Of Lot 25 Comm 298.0 10.5 - 128.6 5d 94.2 879 7/23/13 South Of Lot 25 Comm - 301.0 9.8 126.9 Sd 93.0 880 7/23/13 South Of Lot 25 Comm 302.0 9.0 126.7 '5d 92.8 I 883 7/24/13 Slope above wall 12 Comm 300.0 14.2 116.5 9 91.0 884 7/24/13 Slope above wall 12 Comm 302.0 11.3 115.7 9 90.4 885 7/24/13 Slope above wall 12 Comm 304.0 12.7 . 118.3 9 92.4 I ; 8867/25/13 South of Lot 20 Comm 297.5 9.1 126.7 Sd 92.8 889 7/25/13 South of Lot 2OComm 299.5 8.7 123.9 5d 90.8 894 7/29/13 Slope top of wall 4 Comm 345.0 8.2 117.1 17b 90.1 895 7/29/13 Slope top of wall 4 Comm 346.0 8.1 118.5 17b 91.2 I 896 7/29/13 Slope top of wall 4 Comm 347.0 7.8 120.7 17b 92.8 897 7/30/13 Fill slope S of wall 15 Comm 303.0 9.8 122.1 20 92.6 899 7/30/13 RETEST #898 372.0 6.8 123.7 Sc 91.8 I 900 7/30/13. Fill slope S of wall 15 Comm 305.0 9.8 121.4 20 92.0 903 7/31/13 Eof Lot 2 Office . 388.5-- 12.2 111.5 9 87.1 904 7/31/13 RETEST 903 Office 388.5 15.3 117.7 9 92.0 ) 905 7/31/13 E of Lot 2 Office . 390.5 12.6 112.1 7 92.0 906 7/31/13 Eof Lot l Office 377.5 15.3 90.2 16 82.2 907 7/31/13 RETEST 906 Office 377.5 23.3 99.2 16 90.4 I 908 7/31/13 E of Lot 1 Office 378.5 24.0 100.6 16 91.7 909 7/31/13 Eof Lot l Office 377.0 23.0 100.3 16 91.4 912 8/1/13 Eof Lot l fill slope Comm . 309.0 12.7 124.3 19a 92.8 913 8/1/13 Lots 51/52 Res 378.5 9.5 126.8 17f 93.8 I 916 8/2/13 east of lot 1 office 280.0 21.5 98.4 16 89.7 917 8/2/13 Re-Test 916 280.0 22.1 . 99.3 16 90.5 I 918 919 8/2/13 8/2/13 east of lot 1 office west of wall 1 comm 282.0 . 335.0 7.2 10.3 127.9 119.4 22d 18 92.3 94.0 960 8/16/13 South Of Lot 20 Comm 302.0 11.4 127.6 22d 92.1 961 8/16/13 South Of Lot 20 Comm 304.0 10.2 131.5 22d 94.9 I . FIGURE 11 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN-PLACE DENSITY TESTS TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) 962 8/16/13 Lot 1 Office 287.0 11.8 130.4 22c 95.0 963 8/19/13 Slope South Lot 1 Comm 302.5 12.2 103.6 1 91.4 983 8/20/13 Slope above wall 1 Office 311.0 7.8 133.0 22d 96.0 984 8/20/13 5 of Lot 25 Comm 309.0 7.1 130.6 22d 94.2 995 8/22/13 South Of Lot 20 Comm 304.5 12.5 - 131.6 22d 94.9 1013 8/30/13 Lot 25Comm 303.0 10.8 130.7 22d 94.3 1019 9/3/13 Sof Lot 20Comm 310.0 8.5 127.4 5d 93.3 1020 9/3/13 Sof Lot 20Comm 312.0 9.3 129.8 5d 95.1 1021 9/4/13 Lot 25 Comm 305.5 8.1 128.4 22d 92.6 1022 . 9/4/13 Lot 25Comm 305.5 . 9.3 130.1 22d 93.9 1023 9/5/13 Sof Lot 20Comm . 314.0 7.6 125.4 5d 91.9 1024 9/5/13 Lot 20 Comm 306.0 5.9 128.7 5d 94.3 1025 9/6/13 Slope above Wall 2 Comm 376.0 8.8 128.4 22d 92.6 1026 9/6/13 Slope above Wall 2 Comm 378.0 7.9 126.9 - 22d 91.6 1027 9/6/13 Slope above Wall 2 Comm 380.0 . 9.4 130.7 . 22d 94.3 1028 9/9/13 N of Lot 25 Comm 308.0 8.5 122.7 22b 90.4 1029 9/9/13 N of Lot 25 Comm 310.0 7.8 125.4 22b 92.3 1030 9/9/13 Lot 20 Comm 308.0 6.8 126.1 22b 92.9 1031 9/9/13 N of Lot 25 Comm 312.0 8.1 123.5 22b 90.9 1032 9/9/13 N of Lot 20 Comm 314.0 7.3 125.4 22b 92.3 1033 9/9/13 N of Lot 20 Comm 316.0 6.9 . 122.4 22b ' 90.1 1034 9/10/13 N of Lot 20 Comm 318.0 6.9 124.7 22b 91.8 1035 9/10/13 N of Lot 20 Comm 320.0 4.1 117.4 22b 86.5 1036 9/10/13 RETEST# 1035 . 320.0 7.6 122.9 22b 90.5 1037 9/10/13 N of Lot 20 Comm 322.0 7.7 125.2 22b 92.2 1038 9/10/13 SE Lot 1 Comm 316.0 5.8 122.5 22b 90.2 1039 9/10/13 SE Lot 1 Comm 318.0 4.1 118.8 22b 87.5 1040 9/10/13 SE Lot I Comm 318.5 4.5 115.9 22b 85.3 1041 9/10/13 RETEST# 1040 318.5 8.8 127.3 22b 93.7 1042 9/10/13 RETEST# 1039 318.0 9.4 125.4 22b 92.3 1043 9/11/13 SE Lot 1 Comm. 320.0 9.1 . 123.4 22b 90.9 1044 9/11/13 SE Lot 1 Comm 320.0 8.9 122.8 22b 90.4 1045 9/11/13 SE Lot 1 Comm 322.0 7.6 125.8 22b 92.6 1046 9/11/13 SE Lot I Comm 322.0 . 10.4 124.6 22b 91.8 1047 9/11/13 S Lot 1 Comm 302.0 9.0 123.4 22b 90.9 1048 9/12/13 S Lot 1 Comm 304.0 5.2 120.1 22b 88.4 1049 9/12/13 RETEST# 1048 304.0 10.4 126.3 22b 93.0 1050 9/12/13 S Lot 1 Comm 306.0 11.1 122.9 22b 90.5 1051 9/12/13 S Lot 1 Comm 308.0 9.7 124.1 22b 91.4 1052 9/12/13 S Lot 1 Comm 310.0 9.9 127.2 22b 93.7 1053 9/12/13 S Lot 1 Comm 312.0 11.3 125.3 22b 92.3 1054 9/12/13 S Lot 1 Comm 315.0 10.7 122.6 22b. 90.3 1055 9/13/13 5 Lot 1 Comm 315.0 8.7 127.8 22b 94.1 1056 9/13/13 S Lot 1 Comm 315.0 9.9 .124.2 22b 91.5 1056a 9/16/13 E side Office site 384.0 10.7 126.8 22b 93.4 1057 9/16/13 E side Office site 386.0 8.9 124.1 22b 91.4 1058 9/16/13 E side Office site . 386.0 9.5 122.6 22b 90.3 1059 9/16/13 E side office site 385.0 11.4 125.2 22b 92.2 1060 9/16/13 E side Office site 387.0 12.1 122.9 22b . 90.5 1061 9/16/13 Slope above Wall 4Comm 350.0 10.6 117.1 17b 90.1 1062 9/16/13 Slope above Wall 4Comm - 352.0 9.1 119.0 17b 91.5 FIGURE 12 JOB NAME: La Costa Towne Square 'JOB NUMBER:' 1211179-38 IN-PLACE DENSITY TESTS TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE . LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) 1063 9/16/13 Slope above Wall 4 Comm 354.0 8.6 119.6. 17b , 92.0 1064 9/16/13 Slope above Wall 4 Comm 356.0 10.5' 120.8 17b 92.9 1065 9/17/13 E side Office site 388.0 7.6 127.4 22b 93.8 1066 9/17/13 E side Office site 388.0 8.3 129.3 22b 95.2 1067 9/17/13 E side Office site 390.0 11.1 - 126.4 22b 93.1 1068 9/17/13 E side Office site 390.0 10.3 ,123.9 22b 91.2 1069 9/17/13 E side Office site 392.0 10.5 122.6 22b 90.3 1070 9/17/13 E side Office site 392.0 9.7 124.8 22b 91.9 1071 9/18/13 E side Office site . 294.0 10.3 126.7 22b 93.3 1072 9/18/13 E side Office site 293.5 11.7 124.9 . 22b 92.0 1073 9/18/13 W side Office site 289.0 8.5 123.5 22b 90.9 1074 9/18/13 W side Office site 289.0 7..8 122.9 22b 90.5 1075 9/18/13 W side Office site 291.0 12.1 126.1 22b 92:9 1076 9/18/13 W side Office site . 291.0 11.9 127.3 22b 93.7 1077 9/18/13 W side Office site 291.0 11.5 125.5 226 92.4 1078 9/19/13 Sof Lot 25Comm . 306.0 7.4 121.8 15 91.8 1079 9/19/13 Lot 20 Comm 308.0 8.3 126.3 15 95:2 1080 9/19/13 Lot 20Comm 310.0 9.4 124.8 15 94.0 1081 9/19/13 Lot 20Comm 310.0 9.9 130.2 5d. 95.4 1082 9/19/13 Lot 20Comm . 311.5 7.8 122.1 15 920 1083 9/19/13 Lot 20Comm . . 311.5 8.6 124.6 Sd 91.3 1084 9/19/13 W side Office site 292.0 11.2 122.5 15 92.3 1085 9/19/13 Wside Office site 293.0 8.7 120.3 15 90.7 1086 9/20/13 Wside Office site 294.0 9.6 "120.9 . iS 91.1 1087 9/20/13 Lot 20Comm 313.0 11.4 125.5 15 94.6 1088 9/20/13 Lot 20Comm 313.0 10.5 127.9 5d 93.7 1089 9/20/13 Lot 20Comm . 315.0 7.8 ' 122.5 15 92.3 1090 9/20/13 Lot 20Comm 315.0 8.6 126.3 Sd 92.5 1091 9/23/13 W side Office site . 292.5 11.2 124.0 iS 93.4 1092 9/23/13 5 Lot 20 Comm 311.0 7.8 128.3 Sd 94.0' 1093 9/23/13 5 Lot 20 Cmm . 313.0 9.2 125.9 Sd 92.2 1094 9/23/13 S Lot 20 Comm 315.0 9.0 . 122.9 Sd 90.0 1095 9/24/13 5 Lot 20 Comm 304.0 7.6 128.9 5d 94.4 1096 9/24/13 S Lot 20 Comm 306.0 9.3 125.7 Sd . 92.1 1097 9/24/13 W Lot 20 Comm . 298.0 5.9 126.8 Sd 92.9 1098 9/24/13 W Lot 20 Comm 300.0 7.8 124.4 Sd . 91.1 1099 9/24/13 W Lot 20 Comm 302.0 7.0 129.9 5d 95.2 1100 9/25/13 Lot 25 Comm FG 306.6 6.3 120.1 19d 87.1 1101 9/25/13 Lot 25 Comm FG 306.6 6.2 122.4 19d 88.8 1102 9/25/13 RETEST#1100 306.6 6.3 124.8 19d., 90.5 1103 9/25/13 RETEST#1101 ' 306.6 7.2 130.3. 19d 94.5 1104 9/25/13 Lot 25 Comm FG 306.6 6.6 128.5 19d 93.2 1105 9/25/13 Lot 2S Comm FG 306.6 7.5 127.6 19d 92.5 1106 9/25/13 Lot 25 Comm FG 306.6 7.4 127.2 19d 92.2 1107 9/25/13 Wof Lot 25 Comm . 304.0 6.9 130.0 5d 95.2 1108 9/25/13 W of Lot 25 Comm 304.0 7.6 124.5 Sd 91.2 1109 . - . #N/A 1110 . #N/A 1111 #N/A 1112 #N/A 1113 #N/A FIGURE 13 I] I I JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN-PLACE DENSITY TESTS TEST . . ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) #N/A W131 2/21/13 Over wall 10 Sta 1+22@30FW 253.67 10.8 116.6 141 91.6 W132 2/21/13 Over wall 10 Sta 1+50@20FW 255.00 .. 13.6 118.5 . 141 93.1 W133 2/21/13 Over wall 10 Sta 1+33@15FW 256.33 12.4 119.6 141 94.0 W134 2/21/13 Over wall 10 Sta 1+65@30FW 256.33 11.6 115.8 141 91.0 W135 2/22/13 Over wall 10 Sta 1+15@15FW 257.7 11.8 115.1 141 90.4 W136 2/22/13 Over wall 10 Sta 1+90@30FW 257.7 14.6 .114.9 141 90.3 W137 2/22/13 Over wall 10 Sta 2±15c15FW 259.0 14.2 116.0 141 91.1 W138 2/22/13 Over wall 10 Sta 1+40@25FW 259.0 11.6 118.2 141 92.9 W139 2/22/13 Over wall 10 Sta 1+27@20FW 260.3 13.1 115.7 141 90.9 WB10 2/22/13 Over wall 10 Sta 2+05@25FW 260.3 10.9 117.3 141 92.1 WB11 2/23/13 Over wall 10 Sta 1+38@10FW 261.7 12.7 120.1 . 141 94.3 WB12 2/23/13 Over wall 10 Sta 2+14@3OFW 261.7 13.4 . 117.2 141 92.1 WB13 2/26/13 Over wall 10 Sta 1+72@20FW 263.0 8.2 115.9 . 141 91.0 WB14 2/26/13 Over wall 10 Sta 3+03@15FW 253.7 9.5 118.2 141 92.9 WB15 2/26/13 Over wall 10 Sta 2+93@25FW .256.3 10.0 114.7 141 90.1 WB16 2/26/13 Over wall 10 Sta 3+12@20FW 259.0' 9.1 120.4 141 94.6 WB17 2/27/13 Over wall lo Sta 2+88@1SFW 260.3 9.9 117.2 141 92.1 WB18 2/27/13 Over wall lo Sta 3+02@25FW . 263.0' 7.8 114.9 141 90.3 WB19 2/27/13 Over Xwall 10 Sta 1+52@20FW 264.3 . 10.2 116.2 ,141 91.3 WB20 2/27/13 Over wall lo Sta 2+10@25FW 264.3 9.6 116.0 14f 91.1 WB21 2/27/13 Over Xwall lo Sta 3+10@25FW. 265.2 9.8 . 119.5 141 93.9 WB22 2/27/13 Over wall 10 Sta 1+20@1517W 265.7 11.0 116.4 141 91.4 WB23 2/27/13 Over wall 10 Sta 1+95@25FW 265.7 7.9 114.8 141 90.2 WB24 3/1/13 wall 4Sta 1+10 288.0 8.5 121.6 15 91.6 WB25 3/1/13 Wall 4 Sta 1+35 288.0 9.1 123.0 15 92.7 WB26 3/1/13 Wall 4 Sta 1+66 . 288.0 9.0 .120.6 15 90.9 WB27 3/1/13 Wall 4Sta 1+15 290.0 8.7 119.9 15 90.4 WB28 3/1/13 Wall 4 Sta 1+57 290.0 9.4 120.2 15 90.6 WB29 3/4/13 ,Wall 4 Res Sta 1+60 219.3 10.4 121.3 15 91.4 WB30 3/4/13 Wall 4 Res Sta 1+25 293.3 9.9 125.3 15 94.4 WB31 .- 3/4/13 Wall 4 Res Sta 1+50 293.3 9.4. 119.5 15 90.1 WB32 3/4/13 Wall 3 Res Sta 1+10 . 290.3 10.0 122.1 15 92.0 WB33 3/4/13 Wall 3 Res Sta 1+25 292.3 10.3 120.8 15 91.0 WB34 3/4/13 Wall 3 Res Sta 1+50 294.0 9.7 120.0 15 90.4 WB35 3/6/13 Wall 10 OX Comm 265.0 12.0 120.6 14f 94.7 WB36 3/6/13 Wall 10 OX Comm 265.0 11.6 121.9 141 95.8 WB37 3/6/13 Wall 10 OX Comm 267.0 12.3 118.0 14f 92.7 WB38 3/6/13 Wall 10 OX Comm . 267.0 12.1 117.6 14f 92.4 WB39 3/6/13 Wall 10 OX Comm 269.0 10.9 122.3 141 96.1 WB40 3/6/13 Wall 10 OX Cothm 269.0 11.4 118.6 14f 93.2 WB41 3/13/13 Anchor wall 5 Res Stall +40 294.0 10.1 122 15 91.9 WB42 3/13/13 Anchor wall 5 Res Sta 1+90 294.0 11.0 114.5 15 86.3 WB43 3/13/13 RETEST WB42 294.0 10.9 119.6 15 . 90;1 WB44 3/13/13 Anchor wall 5 Res Sta 2+40 294.0 9.4 122.1 15 92.0 WB45 3/13/13 Anchor wall 5 Res Sta 2+75 295.3 8.9 120.9 15 91.1 WB46 3/13/13 Anchor wall 5 Res Sta 2+35 295.3 10.4 119.8 15 .90.3 WB47 3/14/13 Anchor wall 5 Res Sta 1+30 296.7 11.8 121.4 15 ' 91.5 WB48 3/14/13 Anchor wall 5 Res Sta 1+80 296.7 12.3 119.9 15 90.4 WB49 3/14/13 Anchor wall Res Sta 2+25 296.7 10.9 119.5 15 . 90.1 WB50 3/14/13 Anchor wall 5 Res Sta 2+80 296.7 8.7 123.2 15' 92.8 FIGURE 14 FA I I I I JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN PLACE DENSITY TESTS TEST - ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) r (p.c.f.) TYPE (percent) WB5I - 3/15/13 Anchor wall 8 Res Sta 1+90 373.0 12.5 124.2 15 93.6 WB52 3/15/13 Anchor wall 8 Res Sta 2+30 375:0 9.9 - 121.0 15 91.2 WB53 3/15/13 Anchor wall 8 Res Sta 2+80 375.7 9.6 122.6 15 92.4 W854 3/18/13 Anchor wall 8 Res Sta 2+40 377.3 7.2 131.4 19f 92.2 WB55 3/18/13 Anchor wall 8 Res Sta 2+90 378.0 8.3 130.2 19f 91.4 WB56 3/18/13 Anchor wall 8 Res Sta 3+05 380.0 8.8 129.9 19f 91.2 WB57 3/18/13 Anchor wall 8 Res Sta 3+55 380.0 9.4 129.1 191 90.6 WB58 3/19/13 Anchor wall 8 Res Sta 2+75 381.7 6.4 133.7 191 93.8 W1357a 3/19/13 Anchor wall 8 Res Sta 3+20 381.7 7.4 129.6 191 - 90.9 W1358a 3/19/13 Anchor wall 8 Res Sta 2+55 383.0 7.3 130.2 191 91.4 WB59 3/19/13 Anchor wall 8 Res Sta 3+25 383.0 8.4 132.0 191 92.6 W136 3/20/13 Anchor wall 5 Res Sta 2+80 298.0 12.3 * 123.3 15 92.9 WB61 3/20/13, Anchor wall 5 Res Sta 2+30 298.0 12.5 119.8 15 90.3 WB62 3/20/13 Anchor wall 5 Res Sta 1+80 298.0 11.6 124.1 15 93.5 WB63 3/20/13 Anchor wall 5 Res Sta 1+30 298.0 11.9 120.7 15 91.0 WB64 3/20/13 Anchor wall 5 Res Sta 1+75 299.3 10.4 122.9 15 92.6 WB65 3/22/13 Anchor wall 5 Res Sta 2+25 299.3 9.7 124.3 15 93.7 WB66 3/22/13 Anchor wall 5 Res Sta 2+75 299.3 8.6 122.2 15 92.1 WB67 3/25/13 Anchor wall 5 Res Sta 1+50 300.7 8.6 119.9 15 90.4 WB68 3/25/13 Anchor wall 5 Res Sta 2+00 300.7 9.0 123.5 15 93.1 WB69 3/25/13 Anchor wall 5 Res Sta 2+50 300.7 9.6 121.6 15 91.6 WB70 3/25/13 Anchor wall 5 Res Sta 1+65 302.0 8.1 122.1 15 92.0 WB71 3/25/13 Anchor wall 5 Res Sta 2+15 302.0 7.9 124.4 15 93.7 WB72 3/25/13 Anchor wall 5 Res Sta 2+65 302.0 10.3 119.8 15 90.3 WB73 3/25/13 Wall io OX Comm Sta 2+75 271.0 8.4 129.3 17e 96.6 WB74 3/25/13 Wall io OX Comm Sta 2+55 * 273.0 9.0 127.9 17e 95.5 WB75 3/25/13 Wall 10 OX Comm Sta 2+65 275.0 7.6 124.3 We 92.8 WB76 3/25/13 Wall io OX Comm Sta 2+70 277.0 7.9 122.8 17e 91.7 WB77 3/26/13 Anchor wall 7 Res Sta 1+08 364.7 7.2 114.8 15 86.5 WB78 3/26/13 RETEST #WB77 364.7 8.6 .122.4 15. 92.2 WB79 3/26/13 Anchor wall 7 Res Sta 1+15 366.7 8.2 121.6 15 91.6 WB80 3/26/13 Anchor wall 7 Res Sta 1+25 368.7 8.0 120.4 15 .90.7 WB81 3/26/13 Anchor wall 7 Res Sta 1+42 372.7 7.0 - 122.7 15 92.5 WB82 3/26/13 Fill Above wall Res below wall 6 Res 304.5 10.3 119.5 -15 90.1 WB83 3/26/13 Fill Above wall 5 Res below wall 6 Res 306.0 8.5 121.0 15 - 91.2 WB84 3/26/13 Anchor wall 5 Res Sta 3+10 306.0 7.9 120.2, 15 90.6 WB85 3/26/13 Anchor wall 5 Res Sta 3+25 308.0 9.6 . 124.7 15 94.0 WB86 3/26/13 Anchor wall 5 Res Sta 3+35 310.0 10.1 -123.1 15 92.8 WB87 3/26/13 Wall 10 OX comm 279.0 6.6 130.0 17e 97.1 WB88 3/27/13 Anchor Wall 7, Res Sta 1+60 371.3 7.6 122.7 15 92.5 WB89 3/27/13 Anchor Wall 7 Res Sta 1+52 373.3 9.3 . - 125.2 15 - 94.3 WB90 3/27/13 Anchor Wall 5 Res Sta 3+50 313.0 7.7 123.1 15 92.8 WB9I 3/27/13 Anchor Wall 7 Res Sta 1+60 374.3 8.5 119.8. 15 90.3 - WB92 3/27/13 Anchor Wall 5 Res Sta 3+70 314.0 8.9 126.3 15 95.2 WB93 3/27/13 Anchor Wall 5 Res Sta 3+90 316.0 9.4 122.7 15 92.5 WB94 - 3/27/13 Anchor Wall Res Sta 4+05 318.0 10.3 120.4 15 90.7 WB95 3/28/13 Anchor Wall 5 Res Sta 4+30 320.0 11:0 118.7 20 90.0 WB96 3/28/13 Anchor Wall 5 Res Sta 4+55 . 322.0 9.7 - 119.2 20 90.4 WB97 3/28/13 Anchor Wall Res Sta 4+60 324.0 9.9 120.4 20 91.3 WB98 3/28/13 Anchor Wall Res Sta 4+75 326.0 - 10.4 118.9 20 90.1 W899 3/28/13 Anchor Wall 5 Res Sta 5+00 328.0 8.8 120.0 20 91.0 FIGURE 15 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN-PLACE DENSITY TESTS TEST . ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) ' (p.c.f.) TYPE (percent) WB100 3/28/13 Anchor Wall 5 Res Sta 5+25 330.0 8.5 119.5 20 90.6 WB101 3/29/13 Anchor Wall 5 Res Sta 5+30 332.0 8.7 121.6 .- 20 92.2 WB102 3/29/13 ' Anchor Wall 5 Res Sta 5+55 334.0 9.9 120.7 20 91.5 WB103 3/29/13 Anchor Wall 5 Res Sta 5+75 336.0 9.4 , 124.3 20 94.2 WB104 3/29/13 Anchór Wall 5 Res Sta 3+10 306.0 9.6 119.2 20 90.4 WB105 3/29/13 Anchor Wall 5 Res Sta 3+15 307.3 8.2 119.4 20 90.5 WB106 3/29/13 Anchor Wall 5 Res Sta 5+95 338.0 8.0 125.3 . 20 ' 95.0 WB107 4/1/13 Anchor Wall 5 Res Sta 6+30 340.0 9.4 120.3 ..20 91.2 WB108 4/1/13 Anchor Wall 5 Res Sta 6+50 342.0 9.7 119.0 20 90.2 WB109 4/1/13 Anchor Wall Res Sta 6+75 344.0 11.1 123.6 20 93.7 WB110 4/1/13 Anchor Wall 5 Res Sta 7+00 346.0 10.8 '122.8 20 93.1 WB111 4/2/13 Anchor Wall 5 Res Sta 7+05 348.0 10.3 123.8 20 93.9 WB112 4/2/13 Anchor Wall 6 Res Sta 1+20 303.3 9.7 120.4 20 ' 91.3 WB113 4/2/13 Anchor Wall 6 Res Sta 1+35 305.3 9.0 119.5 20 . 90.6 WB114 4/2/13 Anchor Wall 6 Res Sta 1+30 306.7 11.4 122.9 20 93.2 W1311 15 4/2/13 Anchor Wall 6 Res Sta 2+05 308.0 10.5 122.3 20 92.7 W131 16 4/2/13 Anchor Wall 6 Res Sta 1+75 309.3 8.9 120.7 20 91.5 W131 17 4/3/13 ' Anchor Wall 6 Res Sta 1+25 307.8 12.2 123.8 20 93.9 W131 18 4/3/13 . Anchor Wall 6 Res Sta 1+70 -' 311.3 10.7 120.5 20 91.4 WB119 4/3/13 Anchor Wall 6 Res Sta 2+25 - - 311.3 11.8 122.6 . 20 92.9 WB120 4/4113 Anchor Wall 6 Res Sta 1+80 .313.3 11.5 119.4 ' 20 90.5 WBI2I 4/4/13 Anchor Wall 6 Res Sta 2+30 ' 313.3 10.6 122.8 20 ' 93.1 WB122 4/4/13 Anchor Wall 1 Office Sta 3+50 291.3 9.7 122.5 20 92.9 WB123 4/4/13 Anchor Wall 1 Office Sta 5+75 293.3 10.6 120.8 20 91.6 WB124 4/4/13 Anchor Wall 1 Office Sta 7+20 ' 295.3 10.0 121.1 20 91.8 WB125 4/5/13 Anchor Wall 6Res Sta 1+80 3150 9.5 125.3 20 95.0 WB126 4/5/13 Anchor Wall 6 Res Sta 2+20 ' 315.0 10.3 120.8 20 91.6 . W8127 - 4/9/13 Anchor Wall 10 Comm Sta 268.7 - '9.7 120.0 20 ' 91.0 WB128 4/9/13 Anchor Wall 10 Comm Sta 270.0 9.0 118.9 20 90.1 WB129 4/9/13 Anchor Wall 10 Comm Sta 270.0 . 7.1 116.3 20 88.2 WB130 4/9/13 RETEST4W13129 . 270.0 9.6 122.4 20 92.8 WB131 4/10/13 Anchor Wall 10 Comm Sta 1+20 271.3 7.9 119.4 20 90.5 WB132 4/10/13 Anchor Wall 10 Comm Sta 1+70 271.3 10.5 124.8 20 94.6 WB133 4/10/13 Anchor Wall 10 Comm Sta 2+10 271.3 11.2 125.3 20 95.0 - WB134 4/11/13 Anchor Wall 10 ComnSta 2+25 272.7 11.1 119.9 20 90.9 WB135 4/11/13 Anchor Wall 10 Comm Sta, 1+75 272.7 10.8 119.3 20 90.4 WB136 4/11/13 Anchor Wall 10 Comm Sta 1+25 . 272.7 11.7 122.7 20 93.0 WB137 4/11/13 Anchor Wall 10 Comm Sta 3+00 268.7 9.8 121.2 20 91.9 W8138 4/12/13 Anchor Wall 1 Office Sta 2+50 294.0 9.5 120.2 20 91.1 WB139 4/12/13 Anchor Wall 1 Office Sta 3+00 294.0 10.3 121.3 20 92.0 WB140 4/12/13 Anchor Wall 1 Office Sta 3+50 294.0 11.1 122.5 20 92.9 W13141 4/12/13 Anchor Wall 1 Office Sta 4+00 - 294.0 11.0 120.8 20 91.6 WB142 4/12/13 Anchor Wall 1 Office Sta 4+50 294.0 10.4 , 118.9 20 90.1 WB143 4/12/13 Anchor Wall 1 Office Sta 5+00 294.0 9.7 119.4 20 90.5 WB144 4/12/13 Anchor Wall 1 Office Sta 5+50 294.0 . 8.1 125.3 20 95.0 - WB145 4/16/13 Anchor wall 10 Comm Sta 3+05 270.0 8.2 124.7 ' 20 94.5 WB146 4/16/13 'Anchor wall 10 Comm Sta 2+30 275.3 10.3 118.9 20 90.1 WB147 4/16/13 Anchor wall 10 Comm Sta 1+90 275.3 .9.7 119.4 20 90.5 WB148 4/16/13 Anchor wall 10 Comm Sta 1+45 275.3 9.9 .121.6 20 92.2 WB149 4/16/13 Anchor wall 10 Comm Sta 2+95 ' 271.3 ' 11.4 122.9 20 93.2 WB150 4/16/13 Anchor wall 10 Comm Sta 3+00 272.7 ' 9.9 . 120.8 20 , 91.6 FIGURE 16 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN PLACE DENSITY TESTS TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) WB151 4/16/13 Anchor wall 10 Comm Sta 1+85 276.7 11.5 119.8 20 1 90.8 WB152 4/16/13 Anchor wall 10 Comm Sta 2+25 276.7 12.3 125.4 20 95.1 WB153 4/17/13 Anchor wall 10 Comm Sta 2+00 278.0 • 10.5 125.7 20 95.3 WB154 4/17/13 Anchor wall 10 Comm Sta 2+40 278.0 11.0 122.3 20 92.7 WB155 4/17/13 Anchor wall 10 Comm Sta 2+90 274.0 9.5 121.4 20 92.0 WB156 4/17/13 Anchor wall 10 Comm Sta 2+80 276.0 9.7 124.3 20 94.2 WB157 4/17/13 Anchor wall 10 Comm Sta 2+75 278.0 10.3 119.3 20 90.4 WB158 4/17/13 Anchor wall 10 Comm Sta 2+35 279.3 7.4 117.3 20 88.9 WB159 4/17/13 RTEST#WB158 279.3 10.8 120.6 20 91.4 WB160 4/18/13 Anchor Wall 10 Comm Sta 2+45 280.7 8.8 120.8 20 91.6 WB161 4/18/13 Anchor Wall 10 Comm Sta 2+70 282.0 9.4 122.4 20 92.8 WB162 4/18/13 Anchor Wall 10 Comm Sta 2+65 283.3 9.9 119.8 20 90.8 WB163 4/18/13 Anchor Wall 10 Comm Sta 2+60 284.7 10.4 119.2 20 90.4 WB164 4/18/13 Anchor Wall 10 Comm Sta 2+50 286.0 9.7 126.4 , 20 95.8 WB165 4/18/13 Anchor Wall 10 Comm Sta 2+55 288.0 9.2 123.7 20 93.8 W8166 4/18/13 Anchor Wall 10 Comm Sta 2+57 290.0 8.4 120.5 20 91.4 \JB167 4/19/13 Anchor Wall 5 Comm Sta 1+60 291.3 7.9 126.4 20 95.8 WB168 4/19/13 Anchor Wall 5 Comm Sta 1+30 291.3 8.4 122.1 20 92.6 WB169 4/19/13 Anchor Wall 5 Comm Sta 1+65 292.7 9.1 120.5 20 91.4 WB170 4/19/13 Anchor Wall 5 Comm Sta 1+15 292.7 9.6 120.9 20 91.7 WB171 4/19/13 Anchor Wall 5 Comm Sta 1+40 294.0 8.7 121.7 20 92.3 WB172 4/19/13 Anchor Wall 5 Comm Sta 1+70 294.0 10.2 119.8 20 90.8 WB173 4/22/13 Anchor Wall I Office Sta 4+30 295.3 8.8 120.7 20 91.5 WB174 4/22/13 Anchor Wall 1 Office Sta 5+00 295.3 9.4 119.5 20 . 90.6 WB175 4/22/13 Anchor Wall 1 Office Sta 5+65 295.3 9.2 123.1 20 93.3 WB176 4/22/13 Anchor Wall 1 Office Sta 6+25 295.3 10.3 121.7 . 20 92.3 WB177 4122/13 Anchor Wall 5 Comm Sta 1+20 295.3 8.4 120.3 20 91.2 WB178 4/22/13 Anchor Wall 5 Comm Sta 1+60 295.3 8.9 125.7 20 95.3 WB179 4/22/13 Anchor Wall 1 Office Sta 2+40 295.3 8.6 124.0 20 94.0 WB180 4/22/13 Anchor Wall 1 Office Sta 2+90 295.3 9.7 120.8 20 91.6 WB181 4/22/13 Anchor Wall 1 Office Sta 3+40 295.3 11.0 121.0 20 91.7 WB182 4/23/13 Anchor Wall 1 Office Sta 7+75 296.7 9.2 124.8 20 94.6 WB183 4/23/13 Anchor Wall 1 Office Sta 7+25 296.7. 9.6 122.1 20 92.6 WB184 4/23/13 Anchor Wall 1 Office Sta 6+75 296.7 7.9 120.0 20 91.0 WB185 4/24/13 AnchorWall.1 Office Sta 6+25 296.7 8.9 118.2 18 93.1 - WB186 4/24/13 Anchor Wall 1 Office Sta 5+75 296.7 11.0 117.3 18 92.4 WB187 4/24/13 Anchor Wall 1 Office Sta 5+25 296.7 11.6 115.8 18 91.2 WB188 4/24/13 Anchor Wall 1 Office Sta 4+75 296.7. 10.4 120.4 18 94.8 WB189 4/24/13 Anchor Wall 1 Office Sta 4+25 296.7 10.9 117.9 18 92.8 WB190 4/24/13 Anchor Wall 1 Office Sta 3+75 296.7 9.5 115.8 18 91.2 WB191 4/24/13 Anchor Wall 1 Office Sta 3+25 296.7 9.1 116.9 18 92.0 WB192 4/24/13 Anchor Wall 1 Office Sta 2+75 296.7 9.9 115.2 18 90.7 WB193 4/25/13 Anchor Wall 1 Office Sta 6+50 - 298.0 9.6 115.8 18 91.2 WB194 4/25/13 Anchor Wall 1 Office Sta 6+00 298.0 9.0 117.3 18 92.4 WB195 4/25/13 Anchor Wall I Office Sta 5+50 298.0 10.2 114.9 18 90.5 WB196 4/25/13 Anchor Wall 1 Office Sta 5+00 298.0 9.9 114.6 18 90.2 WB197 4/25/13 Anchor Wall 1 Office Sta 4+50 298.0 . 8.7 115.6 18 91.0 WB198 4/25/13 Anchor Wall 1 Office Sta 4+00 298.0 8.2 119.3 18 93.9 WB199 4/25/13 Anchor Wall 1 Office Sta 3+50 298.0 10.8 117.4 18 92.4 WB200 4/25/13 Anchor Wall 1 Office Sta 3+00 298.0 10.4 115.9 18 91.3 WB201 4/26/13 Anchor Wall 1 Office Sta 7+00 298.0 8.7 121.1 18 95.4 FIGURE 17 I I I JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN-PLACE DENSITY TESTS TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) WB202 4/26/13 Anchor Wall 1 Office Sta 7+50 298.0 / 9.3 118.9 18 93.6 WB203 4/26/13 Anchor Wall I Office Sta 7+75 300.0 9.1 120.4 18 94.8 WB204 4/26/13 Anchor Wall 1 Office Sta 7+25 300.0 10.4 116.3 18 91.6 W8205 4/26/13 Anchor Wall 1 Office Sta 6+75 300.0 8.9 115.8 18 91.2 WB206 4/26/13 Anchor Wall 1 Office Sta 6+25 300.0 * 8.5 114.6 18 90.2 WB207 4/26/13 Anchor Wall I Office Sta 5+75 300.0 12.0 117.4 18 92.4 WB208 4/26/13 - Anchor Wall 1 Office Sta 5+25 300.0 11.4 115.9 18 91.3 WB209 4/26/13 Anchor Wall 1 Office Sta 4+75 300.0 10.2 118.9 18 93:6 WB210 4/29/13 Anchor Wall 1 Office Sta 4+25 .. 300.0 ' 12.0 118.2 18 93.1 WB21I 4/29/13 Anchor Wall 1 Office Sta 3+75 300.O 12.4 116.6 18 91.8 WB212 4/29/13 Anchor Wall 1 Office Sta 3+15 - 302.0 11.6 115.9 18 91.3 WB213 4/29/13 Anchor Wall 1 Office Sta 3+65 302.0 11.2 120.4 18 94.8 WB214 4/29/13 Anchor Wall 1 Office Sta 4+15 302.0 9.7 118.4 18 93.2 W8215 4/29/13 -Anchor Wall 1 Office Sta 4+65 302.0 10.4 121.9 18 96.0 WB216 4/29/13 Anchor Wall 1 Office Sta 5+15 302.0 ' 10.1 117.3 18 92.4, WB217 4/29/13 Anchor Wall 1 Office Sta 5+65, 302.0 11.8 115.5 18 90.9 .WB218 4/30/13 Anchor Wall I Office Sta 6+15 302.0 11.2 114.9 18 90.5 WB219 4/30/13 Anchor Wall 1 Office Sta 6+65 302.0 12.4 116.2 18 91.5 WB220 4/30/13 Anchor Wall 1 Office Sta 7+15 . 302.0 10.5 117.1 18 92.2 W13221 4/30/13 Anchor Wall I Office Sta 7+65 302.0 8.1 120.4 18 94.8 W13222 4/30/13 Anchor Wall 1 Office Sta 3+00 304.0 7.7 122.6 15 92.4 WB223 4/30/13 Anchor Wall 1 Office Sta 3+50 - 304.0 8.9 121.4 15 91.5 WB224 4/30/13 Anchor Wall 1 Office Sta 4+00 304.0 6.8 119.9 15 90.4 , WB225 5/1/13 Anchor Wall 1 Office Sta 4+50 ' 304.0 7.9 120.2 19 90.5 WB226 5/1/13 Anchor Wall I Office Sta 5+00 304.0 8.8 124.7 19 93.9 WB227 5/1/13 Anchor Wall 1 Office Sta 5+50 304.0 8.4 123.9 19 93.3 WB228 5/1/13 Anchor Wall 1 Office Sta 6+00 304.0 7.3 120.6 - 19 90.8 WB229 5/1/13 Anchor Wall 1 Office Sta 6+50 304.0 9.3 122.4 19 92.2 WB230 5/1/13 Anchor Wall 1 Office Sta.7+00 304.0 9.0 125.1 19 94.2 WB231 5/1/13 Anchor Wall 1 Office Sta 7+50 304.0 7.8, 124.5 19 93.8 W8232 5/2/13 Anchor Wall 1 Office Sta 3+25 306.0, 1 8.5 125.3 19 94.4 WB233 5/2/13 Anchor Wall 1 Office Sta 3+75 306.0 8.9 120.3 19 90.6 WB234 5/2/13 Anchor Wall 1 Office Sta 4+25 306.0 9.4 122.0 19 91.9 WB235 5/2/13 Anchor Wall 1 Office Sta 4+75 306.0 * 9.0 124.9 19 94.1 WB236 5/2/13 Anchor Wall 1 Office Sta 5+25 306.0 9.6 121.6 - 19 91.6 WB237 5/2/13 Anchor Wall 1 Office Sta 5+75 . 306.0 9.9 120.4 19 90.7 WB238 5/2/13 Anchor Wall 1 Office Sta 6+25 306:0 7.8 126.1 19 ' 95.0 W8239 5/2/13 ' Anchor Wall 1 Office Sta 6+75 ' 306.0 8.4 119.9 19 90.3 WB240 5/3/13 Anchor Wall 1 Office Sta 7+25 306.0 9.7 119.5 19 90.0 WB241 5/3/13 Anchor Wall 1 Office Sta 3+35 308.0 9.3 - 121.5 19 91.5' WB242 5/3/13 Anchor Wall 1 Office Sta 3+85 308.0 . 10.3 120.6 19 90.8 WB243 5/3/13 Anchor Wall 1 Office Sta 4+35 308.0 10.1 - 121.4 19 91.4 WB244 5/3/13 Anchor Wall 1 Office Sta 4+85 * 308.0 8.7 120.3 19 ,' 90.6 W8245 5/3/13 Anchor Wall 1 Office Sta 5+35 ' 308.0 9.3 125.9 19 94.8 WB246 5/3/13 Anchor Wall 1 Office Sta 5+85 308.0 9.6 124.4 19 93.7 WB247 5/3/13 Anchor Wall I Office Sta 6+35 308.0 - 11.4 123.2 19 92.8 WB248 5/3/13 Anchor Wall 1 Office Sta 6+85 308.0 10.8 119.8 - 19 90.2 WB249 5/3/13 Anchor Wall 1 Office Sta 7+15 308.0 . 7.8 120.8. 19 91.0 WB250 5/8/13 Anchor Wall 1 Office Sta 8+15 298.0 7.8 125.7 19 94.7 WB251 5/8/13. Anchor Wall 1, Office Sta 8+65 298.0 9.5 123.1 19 92.7 WB252 5/8/13 Anchor Wall 1 Office Sta 9+10 ' 298.0 11.7 119.7 19 90.1 FIGURE 18 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN PLACE DENSITY TESTS U TEST NO. DATE LOCATION ELEVATION (feet,MSL) MOISTURE DRY DENSITY (percent) (p.c.f.) SOIL TYPE REL.COMP. (percent) WB253 5/8/.13 Anchor Wall 1 Office Sta 8+25 300.0 .8.8 126.0 19 949 WB254 5/8/13 Anchor Wall 1 Office Sta 8+75 300.0 10.2 124.4' 19 93.7 I WB255 5/8/13 Anchor Wall 1 Office Sta 9+20 300.0 10.0 121.9 19 91.8 WB256 5/9/13 Anchor Wall I Office Sta 8+00 302.0 12.6 1223 19 92.1 WB257 5/9/13 Anchor Wall 1 Office Sta 8+50 302.0 11.3 126.3 19 95.1 I WB258 5/9/13 Anchor Wall 1 Office Sta 9+00 302.0 10.5 123.9 19 93.3 W8259 5/9/13 'Anchor Wall 1 Office Sta 8+05 304.0 11.2 -' 120.8 19 91.0 WB260 5/9/13 Anchor Wall 1 Office Sta 8+55 304.0 9.8 119.8 19 90.2 I WB261 5/9/13 Anchor Wall 1 Office Sta 9+05 304.0 8.7 120.3 19 90.6 WB262 5/10/13 Anchor Wall 1 Office Sta 8+00 - 306.0 8.6 123.3 19 92.8 WB263 5/10/13 Anchor Wall 1 Office Sta 8+50 306.0 9.7 121.6 19 91.6 WB264 5/10/13 Anchor Wall 1 Office Sta 9+00 306.0 9.8 121.0 19 91.1 I WB265 5/10/13 Anchor Wall 1 Office Sta 9+30 306.0 9.3 126.2 19 95.0 WB266 5/10/13 Anchor Wall I Office Sta 9+40 308.0 11.4 119.9 19 90.3 WB267 5/10/13 Anchor Wall 1 Office Sta 8+90 308.0 10.2 124.1 19 93.4 I WB268 5/10/13 Anchor Wall 1 Office Sta 8+40 308.0 5.8 115.4 19 86.9 WB269 5/10/13 RETEST#WB268 308.0 7.5 119.5 19 90.0 WB270 5/10/13 Anchor Wall 1 Office Sta 7+90 . 308.0 8.1 . , 119.7 19 90.1 I WB271 5/13113 Anchor Wall 1 Office Sta 3+00 310.0 8.6 122.7 19 92.4 WB272 5/13/13 Anchor Wall 1 Office Sta 3+50 310.0 ' 8.3 ' 121.0 . 19 91.1 WB273 5/13/13 Anchor Wall 1 Office Sta 4+00 310.0 9.5 123.8 - 19 93.2 W8274 5/13/13 Anchor Wall 1 Office Sta 4+50 310.0 9.9 119.9 19 90.3 I. WB275 5/13/13 Anchor Wall I Office Sta 5+00 310.0 ' 9.8 120.4 19 90.7 WB276 5/13/13 Anchor Wall I Office Sta 5+50 ' . '310.0 10.3 120.9 19 91.0 WB277 5/13/13 Anchor Wall 1 Office Sta 6+00 310.0 8.9 122.6 . 19 92.3 I WB278 5/13/13 Anchor Wall 1 Office Sta 6+50 , '310.0 9.4 119.8 1,9 90.2 WB279 5/13/13 Anchor Wall 1 Office Sta 7+00 310.0 9.7 12315 19 93.0 WB280 5/14/13 Anchor Wall 1 Office Sta 3+20 311.0 11.3 118.4 . , 18 93.2 I W8281 5/14/13 Anchor Wall 1 Office Sta 3+60 311.0 11.9 115.9 18 91.3 WB282 5/14/13 Anchor Wall 1 Office Sta 4+10 , 311.0 10.4 117.4 18 92.4 WB283 5/14/13 Anchor Wall 1 Office Sta 4+60 . 312.0 . 10.6 121.3 18 95.5 WB284 5/14/13 Anchor Wall 1 Office Sta 5+10 , 312.0 10.0 . 119.5 ' 18 94.1 I WB285 5/14/13 Anchor Wall 1 Office Sta 5+60 312.0 9.8 117.5 18 92.5 W6286 5/14/13 Anchor Wall I Office Sta 6+10 312.0 12.4 ' 117.8 '' 18 92.8 WB287 5/14/13 Anchor Wall 1 Office Sta 6+60 312.0 11.1 1.14.9 18 90.5 I WB288 5/14/13 Anchor Wall 1 Office Sta 7+10 312.0 , 10.7 116.7 18 , 91.9 WB289 5/15/13 Anchor Wall 5 Comm Sta 1+85 297.3 12.4 117.4 18 92.4 W6290 5/15/13 ' Anchor Wall 5 Comm Sta 1+45 297.3 10.4 . 120.3 18 94.7 WB291 5/15/13 Anchor Wall 5 Comm Sta 1+10 297.3 9.6 . 115.8 18 91.2 I WB292 5/15/13 Anchor Wall 5 Comm Sta 1+05 299.5 9.9 ' 114.9 , ' 18 90.5 WB293 5/15/13 Anchor Wall 5 'Comm Sta 1+50 299.3 11.5 - 115.4 18 90.9 WB294 5/15/13 Anchor Wall 5 Comm Sta 1+85 299.0 11.3 118.1 - 18 93.0 I WB295 5/16/13 Anchor Wall 2 Res Sta 3+15 ' -279.7 ' 13.2 115.7 18 91.1 WB296 5/16/13 Anchor Wall 2 Res Sta 2+85 , * 280.3 11.6 1143 18 90.0 WB297 5/17/13 Anchor Wall 2 Res Sta 2+70 282.0 . 11.4' 115.8 18 91.2 I WB298 5/17/13 Anchor Wall 2 Res Sta 2+35 283.7 10.6 - 116.4 18 91.7 WB299 5/17/13 Anchor Wall 2 Res Sta 2+60 283.7 11.2 114.9 18 90.5 - WB300 5/17/13 Anchor Wall 2 Res Sta 2+15 , 285.7 12.6 , 116.3 18 91.6 WB30I 5/17/13 Anchor Wall 2 Res Sta 2+45 285.7 ' 11.0 115.6 18 91.0 I WB302 5/20/13 Anchor Wall 2 Res Sta 2+00 '- 287.7 . 12.7 115.7 18 91.1 WB303 5/20/13 Anchor Wall 2 Res Sta2+30 287.7 11.0 114.9 18 90.5 WB304 5/20/13 Anchor Wall 2 Res Sta 1+80 289.7 11.4 117.4 18 ' 92.4 FIGURE 19 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN DENSITY TESTS TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (P-C.f.) TYPE (percent) WB305 5/20/13 Anchor Wall 2 Res Sta 2+20 289.7 10.5 115.6 18 91.0 WB306 5/21/13 Anchor Wall 8 Comm Sta 1+15 291.7 9.7 116.4 18 91.7 WB307 5/21/13 Anchor Wall 8 Comm Sta 1+30 293.7 9.9 114.8 18 90.4 WB308 5/21/13 Anchor Wall 8 Comm Sta 1+35 295.7 10.3 117.9 18 92.8 WB309 5/21/13 Anchor Wall 2 Res Sta 1+15 . 291.7 10.0 117.4 18 92.4 WB310 5/21/13 Anchor Wall 2 Res Sta 1+65 291.7 11.5 115.2 18 90.7 WB31I 5/21/13 Anchor Wall 2 Res Sta 2+00 291.7 9.8 116.1 18 91.4 WB312 5/21/13 Anchor Wall 2 Res Sta 1+50 293.7 9.3 .119.5 . 18 94.1 WB313 5/21/13 Anchor Wall 2 Res Sta 1+90 293.7 11.4 120.4 18 94.8 WB314 5/21/13 Anchor Wall 2 Res Sta 1+25 295.7 12.6 117.7 18 92.7 WB315 5/21/13 Anchor Wall 2 Res Sta 1+70 295.7 11.3 119.3 18 93.9 WB316 5/22/13 Anchor Wall 10 Comm Sta 1+08 272.3 8.8. 115.2 18 90.7 WB317 5/22/13 Anchor Wall 10 Comm Sta 1+20 274.3 9.5 117.4 18 92.4 WB318 5/22/13 Anchor Wall 10 Comm Sta 1+12 276.0 9.3 115.8 18 91.2 WB319 5/23/13 . Slope above wall 10below1l1 Comm 278.0 15.8 105.3 1 92.9 WB320 5/23/13 Slope above wall 10 below 11 Comm 278.0 18.3 103.8 1 91.6 WB321 5/23/13 Slope above wall 10 below 11 Comm 280.0 16.5 107.1 1 94.5 WB322 5/28/13 Anchor Wall 11 Comm Sta 4+15 280.0 11.5 118.3 18 93.1 WB323 5/28/13 Anchor Wall 11 Comm Sta 3+65 280.0 10.8 115.8 18 91.2 WB324 5/28/13 Anchor Wall 11 Comm Sta 3+15 280.0 10.3 120.5 18 94.9 WB325 5/28/13 Anchor Wall 11 Comm Sta 2+65 280.0 9.6 116.7 18 91.9 WB326 5/28/13 Anchor Wall 11 Comm Sta 2+15 280.0 9.8 117.9 18 92.8 WB327 5/28/13 Anchor Wall 11 Comm Sta 4+50 282.0 10.1 114.9 18 90.5 WB328 5/29/13 Anchor Wall 11 Comm Sta 4+00 282.0 11.4 117.9 18 92.8 WB329 5/29/13 Anchor Wall 11 Comm Sta 3+50 282.0 9.4 115.8 18 91.2 WB330 5/29/13 Anchor Wall 11 Comm Sta 3+00 282.0 8.6 .117.3 . 18 92.4 WB331 5/29/13 Anchor Wall 11 Comm Sta 2+50 282.0 9.5 117.0 .18 92.1 WB332 5/29/13 Anchor Wall 11 Comm Sta 2+00 ' 282.0 10.3 118.4 18 93.2 WB333 5/29/13 Anchor Wall 11 Comm Sta 1+85 284.0 7.8 114.6 18 90.2 WB334 5/29/13 Anchor Wall 11 Comm Sta 2+35 284.0' 9.2 119.7 18 94.3 WB335 5/30/13 Anchor Wall 11 Comm Sta 2+85 284.0 . 9.3 118.9 20 90.1 WB336 5/30/13 Anchor Wall 1.1 Comm Sta 3+35 284.0 8.4 119.3 - 20 90.4 WB337 5/30/13 Anchor Wall 11 Comm Sta 3+85 284.0 8.7 120.7 - 20 91.5 - WB338 5/30/13 Anchor Wall 11 Comm Sta 4+35 284.0 9.4 121.1 20 91.8 WB339 5/30/13 Anchor Wall 11 Comm Sta 4+80 284.0 7.8 118.8 20 90.1 WB340 5/31/13 Slope between Wall 10 and 11 Comm 281.0 14.2 105.1 1 92.8 WB341 5/31/13 Slope between Wall 10 and 11 Comm 281.0 15.1 102.9 . .1 90.8 - WB342 5/31/13 Slope between Wall 10 and 11 Comm 283.0 - 14.6 - 104.5 1 92.2 WB343 5/31/13 Slope between Wall 10 and 11 Comm 283.0 12.8 - 102.8 - - 1 90.7 WB344 5/31/13 Anchor Wall 11 Comm Sta 4+80 284.0 8.4 120.3 20 91.2 WB345 5/31/13 Anchor Wall 11 Comm Sta 4+35 284.0 9.5 119.5 20 90.6 WB346 5/31/13 - Anchor Wall 11 Comm Sta 3+85 284.0 10.2 121.4 20 92.0 WB347 5/31/13 Anchor Wall 11 Comm Sta 3+35 284.0 - 10.1 121.0 20 91.7. W13348 5/31/13 Anchor Wall 11 Comm Sta 2+85 284.0 . 9.8 119.7 20 90.8- WB349 6/3/13 Anchor Wall 11 Comm Sta 1+75 286.0 8.9 123.2 20 93.4 WB350 6/3/13 Anchor Wall 11 Comm Sta 2+25 286.0 - 9.0 - 119.8 20 90.8 WB351 6/3/13 Anchor Wall 11 Comm Sta 2+75 - 286.0 11.4 118.9 20 90.1 WB352 - 6/3/13 Anchor Wall 11 Comm Sta 3+25 286.0 10.2 120.4 20 91.3 WB353 6/3/13, Anchor Wall 11 Comm Sta 3+75 286.0 - 9.6 - 114.6 20 86.9 WB354 6/3/13 RETEST#W8353 286.0 9.9 122.7 20 - 93.0 W6355 6/3/13 Anchor Wall 11 Comm Sta 4+25 286.0 8.9 - 120.2 20 91.1 WB356 6/3/13 Anchor Wall 11 Comm Sta 4+75 286.0 10.3 119.5 20 90.6 FIGURE 20 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 I f IN-PLACE DENSITY TESTS I TEST NO. DATE LOCATION ELEVATION (feet,MSL) MOISTURE DRY DENSITY (percent) (p.c.f.) SOIL TYPE REL.COMP. (percent) WB357 6/4/13 Anchor Wall 11 Comm Sta 1+60 288.0 7.8 123.7 20 93.8 WB358 6/4/13 Anchor Wall 11 Comm Sta 2+10 • 288.0 8.9 122.3 20 92.7 I WB359 6/4/13 Anchor Wall 11 Comm Sta 2+60 288.0 7.6 119.7 20 90.8 WB360 6/4/13 Anchor Wall 11 Comm Sta 3+10 287.0 8.9 118.9 20 90.1 WB361 6/4/13 Anchor Wall 11 Comm Sta 4+15 287.0 10.3 120.4 20 91.3 I WB362 6/4/13 Anchor Wall 11 Comm Sta 4+45 288.0 10.6 125.7 20 95.3 WB363 6/4/13 Anchor Wall 11 Comm Sta 4+85 288.0 9.3 122.9 20 93.2 WB364 6/4/13 Anchor Wall 11 Comm Sta 5+20 288.0 9.8 121.4 20 92.0 WB365 6/5/13 Anchor Wall 11 Comm Sta 4+95 290.0 7.4 120.8 20 91.6 I WB366 6/5/13 Anchor Wall 11 Comm Sta 5+25 290.0 8.6 119.9 20 90.9 WB367 6/5/13 Anchor Wall 11 Comm Sta 1+55 290.0 8.2 121.5 20 92.1 WB368 6/5/13 Anchor Wall 11 Comm Sta 1+85 290.0 9.4 119:7 20 90.8 I WB369 6/5/13 Anchor Wall 11 Comm Sta 1+70 292.0 9.1 123.9 20 93.9 WB370 6/6/13 Anchor Wall 11 Comm Sta 5+10 293.6 8.7 125.3 20 95.0 WB371 6/6/13 Anchor Wall 11 Comm Sta 5+45 292.0 7.5 122.1 20 92.6 I WB372 6/6/13 Anchor Wall 11 Comm Sta 1+60 292.0 9.2 . 120.7 20 91.5 WB373 6/7/13 Anchor Wall 11 Comm Sta 1+50 294.4 7.7 124.3 20 94.2 WB374 6/7/13 Anchor Wall 11 Comm Sta 1+50 296.4 8.1 119.8 20 90.8 WB375 6/7/13 Anchor Wall 11 Comm Sta 6+10 272.0 8.0 120.1 20 91.1 I WB376 6/7/13 Anchor Wall 11 Comm Sta 6+05 274.0 9.3 120.6 20 91.4 WB377 6/7/13 Anchor Wall 11 Comm Sta 6+00 276.0 8.4 121.3 20 92.0 WB378 6/7/13 Anchor Wall 11 Comm Sta 6+05 278.0 7.9 122.7 20 93.0 I WB379 6/7/13 Anchor Wall 11 Comm Sta 5+90 280.0 8.2 120.6 20 91.4 - WB380 6/10/13 Anchor Wall 11 Comm Sta 5+85 282.0 7.2 120.8 20 91.6 WB381 6/10/13 Anchor Wall 11 Comm Sta 5+80 284.0 6.8 120.3 20 91.2 I WB382 6/10/13 Anchor Wall 11 Comm Sta 5+80 286.0 6.2 126.0 20 95.5 WB383 6/10/13 Anchor Wall 11 Comm Sta 5+70 288.0 7.1 123.7 20 93.8 WB384 6/11/13 Anchor Wall 11 Comm Sta 5+75 290.0 7.1 123.9 20 93.9 WB385 6/11/13 Anchor Wall 11 Comm Sta 5+65 292.0 8.9 126.4 20 95.8 I WB386 6/11/13 Anchor Wall 11 Comm Sta 5+30 294.0 8.6 120.1 20 91.1 WB387 6/11/13 Anchor Wall 11 Comm Sta 5+60 294.0 9.1 123.1 20 93.3 WB388 6/11/13 Anchor Wall 11 Comm Sta 5+35 296.0 7.4 124.4 20 94.3. I WB389 6/11/13 Anchor Wall 11 Comm Sta 5+65 296.0 7.5 120.6 20 91.4 WB390 6/11/13 Slope between Wall 10 and 11. Comm 288.0 14.8 102.7 1 90.6 WB391 6/11/13 Slope between Wall 10 and 11 Comm 292.0 13.6 104.1 1 91.9 WB392 6/12/13 Anchor Wall 11 Comm Sta 5+45 298.0 7.3 126.2 20 95.7 I WB393 6/12/13 Anchor Wall 11 Comm Sta 5+50 300.0 6.9 123.5 20 93.6 WB394 6/12/13 Anchor Wall 6 Comm Sta 1+20 300.0 8.4 122.1 20 92.6 WB395 6/12/13 Anchor Wall 6 Comm Sta 1+30 301.3 7.8 120.8 20 91.6 I WB396 6/13/13 Anchor Wall 6 Comm Sta 1+15 302.7 6.7 121.4 20 92.0 WB397 6/13/13 Anchor Wall 6 Comm Sta 1+50 302.7 7.1 124.7 20 94.5 WB398 6/13/13 Anchor Wall 6 Comm Sta 1+40 304.0 8.2 120.3 20 91.2 I WB399 6/13/13 Anchor Wall 6 Comm Sta 1+25 306.0 7.6 122.1 20 92.6 WB400 6/13/13 Anchor Wall 6 Comm Sta 1+65 306.0 7.4 122.8 20 P93.1 - WB401 6/14/13 Anchor Wall 6 Comm Sta 1+35 • 308.0 8.2 126.3 . 20 95.8 ' WB402 6/14/13 Anchor Wall 6 Comm Sta 1+80 308.0 7.6 123.8 20 93.9 WB403 6/14/13 Anchor Wall 6 Comm Sta 1+45 310.0 6.9 125.2 20 94.9 WB404 6/14/13 Anchor Wall 6 Comm Sta 1+95 310.0 8.9 122.6 20 92.9 WB405 6/17/13 Anchor Wall 6 Comm Sta 2+65 312.0 9.5 125.3 20 95.0 I WB406 6/17/13 Anchor Wall 6 Comm Sta 2+80 312.0 8.7 122.7 20 93.0 WB407 6/17/13 Anchor Wall 6 Comm Sta 3+15 314.0 8.9 122.9 20 93.2 WB408 6/17/13 Anchor Wall 6 Comm Sta 2+85 314.0 7.6 124.0 20 94.0 1 FIGURE 21 I I JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN PLACE DENSITY TESTS TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) WB409 6/18/13 Anchor Wall 6 Comm Sta 2+45 316.0 8.4 120.7 20 91.5 WB410 6/18/13 Anchor Wall 6 Comm Sta 2+20 316.0 6.9 119.8 20 . 90.8 WB411 6/18/13 Anchor Wall 6 Comm Sta 2+35 318.0 7.3 124.7 20 94.5 WB412 6/18/13 Anchor Wall 6 Comm Sta 2+75 320.0 7.2 125.9 20 95.5 WB413 6/18/13 Anchor Wall 6 Comm Sta 2+50 320.0 8.9 121.6 20 92.2 WB414 6/19/13 Anchor Wall 6 Comm Sta 2+65 322.0 8.7 126.1 20 95.6 WB415 6/19/13 Anchor Wall 6 Comm Sta 2+80 324.0 9.5 124.9 20 94.7 WB416 6/19/13 Anchor Wall 6 Comm Sta 3+15 326.0 8.3 123.5 20 93.6 WB417 6/19/13 Anchor Wall 6 Comm Sta 2+85 326.0 7.9 120.8 20 91.6 WB418 6/20/13 Aicchor Wall 6 Comm Sta 2+95 328.0 8.1 127.3 20 96.5 WB419 6/20/13 Anchor Wall 6 Comm Sta 3+20 328.0 8.7 120.9 20 91.7 WB420 6/20/13 Anchor Wall 6 Comm Sta 3+30 329.4 9.5 123.2 20 93.4 WB421 6/20/13 Anchor Wall 6 Comm Sta 3+15 331.4 9.0 124.6 20 94.5 WB422 6/20/13 Anchor Wall 6 Comm Sta 3+50 331.4 7.6 . 122.8 . 20 93.1 WB423 6/20/13 Anchor Wall 6 Comm Sta 3+35 333.0 7.9 120.1 20 91.1 WB424 6/21/13 Anchor Wall 1 Office Sta 9+00 310.0 7.3 123.8 20 93.9 W8425 6/21/13 Anchor Wall 1 Office Sta 8+50 310.0 7.1 125.6 20 95.2 WB426 6/21/13 Anchor Wall 1 Office Sta 8+00 310.0 8.6 120.4 20 91.3 WB427 6/21/13 Anchor Wall 1 Office Sta 7+50 310.0 8.0 121.6 20 92.2 WB428 6/21/13 Anchor Wall 1 Office Sta 9+25 312.0 8.4 120.9 20 91.7 - WB429 6/21/13 Anchor Wall 1 Office Sta 8+75 312.0 7.4 119.9 20 90.9 WB430 6/21/13 Anchor Wall 1 Office Sta 8+25 312.0 7.2 122.2 20 92.6 WB431 6/21/13 Anchor Wall 1 Office Sta 7+75 312.0 7.0 123.8 20 93.9 WB432 6/21/13 Anchor Wall 1 Office Sta 7+25 312.0 6.7 124.4 20 94.3 WB433 6/25/13 Anchor Wall 1 Office Sta 9+30 314.0 5.0 121.4 20 92.0 WB434 6/25/13 Anchor Wall 1 Office Sta 8+80 314.0 5.3 119.8 20 90.8 WB435 6/25/13 Anchor Wall 1 Office Sta 8+30'314.0 5.9 119.5 20 90.6 WB436 6/25/13 Anchor Wall 1 Office Sta 7+80 314.0 5.9 122.1 20 92.6 WB437 6/25/13 Anchor Wall 1 Office Sta 7+30 314.0 4.6 127.0 20 96.3 WB438 6/25/13 Anchor Wall 12 CommSta 3+94 292.0 5.9 119.6 20 90.7 WB439 6/25/13 Anchor Wall 12 Comm Sta 3+44 292.0 5.8 120.1 20 91.1 WB440 6/26/13 Anchor Wall 12 Comm Sta 1+64 290.0 5.7 113.2 20 85.8 WB441 6/26/13 Anchor Wall 12 Comm Sta 2+14 290.0 5.7 116.5 20 88.3 WB442 6/26/13 RETEST#WB440 290.0 6.3 119.4 20 90.5 WB443 6/26/13 RETEST#WB441 290.0 6.3 119.8 20 90.8 WB444 6/26/13 Anchor Wall 12 Comm Sta 2+64 290.0 8.0 120.2 20 91.1 WB445 6/26/13 Anchor Wall 12 Comm Stá 3+62 294.0 6.6 119.8 20 90.8 WB446 6/26/13 Anchor Wall 12 Comm Sta 4+12 294.0 7.3 122.5 20 92.9 WB447 6/26/13 Anchor Wall 12 Comm Sta 4+45 294.0 7.6 120.3 20 91.2 W6448 6/27/13 Fill between Wall 11 & 12 Comm 288.0 12.7 114.1 10 91.0 WB449 6/27/13 Fill between Wall 11 & 12 Comm 291.0 12.9 113.7 10 90.7 WB450 6/27/13 Fill between Wall 11 &12 Comm - 294.0 9.9 117.7 10 93.9 WB451 6/27/13 Anchor Wall 7 Comm Sta 1+23 311.0 5.8 119.7 20 90.8 WB452 6/27/13 Anchor Wall 12 Comm Sta 1+84 292.0 5.7 119.1 20 90.3 WB453 6/27/13 Anchor Wall 12 Comm Sta 2+30 292.0 7.9 121.0 20 91.7 WB454 6/27/13 Anchor Wall 12 Comm Sta 2+75 292.0 6.2 120.1 20 91.1 WB455 6/27/13 Anchor Wall 12 Comm Sta 3+21 292.0 6.9 119.6 20 90.7 WB456 6/28/13 Anchor Wall 7 Comm Sta 1+60 - 314.0 8.2 123.5 20 93.6 WB457 6/28/13 Anchor Wall 7 Comm Sta 1+70 317.0 8.6 125.7 20 95.3 - TURN OVER DATE BETWEEN TPC AND WHITING TURNER #N/A WB458 7/1/13 Between Wall 12 & 11 Sta 2+75 289.0 14.8 100.3 12 91.8 WB459 7/1/13 Between Wall 12 & 11 Sta 2+25 289.0 16.4 97.1 '12 88.8 FIGURE 22 I I 1 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN-PLACE DENSITY TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. I NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) WB460 7/1/13 Between Wall 12 & 11 Sta 1+75 290.0 16.0 97.8 12 89.5 WB461 7/1/13 RETEST W8459 289.0 15.2 99.1 12 90.7 WB462 7/1/13 RETESTWB460 290.0 14.1 106.5 12 97.4. WB463 7/1/13 Anchor Wall I Office Sta 9+60 316.0 6.5 120.8 20 91.6 W6464 7/1/13 Anchor Wall 1 Office Sta 9+10 316.0 6.0 119.9 20 90.9 R WB465 7/1/13 Anchor Wall I Office Sta 8+60 316.0 5.8 121.4 20 92.0 WB466 7/1/13 AnchorWall 1 Office Sta 8+10 316.0 5.4 119.4 20 90.5 WB467 7/1/13 Anchor Wall 1 Office Sta 7+60 316.0 5.9 121.0 20 91.7 WB468 7/1/13 Anchor Wall 1 Office Sta 7+20 316.0 6.2 119.6 20 90.7 I WB469 7/1/13 Between Wall 6 & 7 Sta 1+60 318.0 10.9 101.0 12 92.4 WB470 7/1/13 Between Wall 6 & 7 Sta 1+10 313.0 12.5 - 99.4 12 90.9 WB471 7/1/13 Between Wall 6 & 7 Sta 0+60 311.0 14.0 100.3 12 91.8 I W8472 7/2/13 Anchor wall 7 Comm Sta 1+10 3135.0 6.5 123.2 20 93.4 WB473 7/2/13 Anchor wall 7 Comm Sta 1+40 317.0 6.9 119.8 20 90.8 WB474 7/2/13 Anchor wall 7 Comm Sta 1+60 320.5 7.3 119.0 20 90.2 I WB475 7/2/13 Anchor wall 7 Comm Sta 1+95 323.0 7.0 121.6 20 92.2 WB476 7/2/13 Anchor wall 12 Comm Sta 3+35 296.0 8.3 121.8 20 92.3 WB477 7/2/13 Anchor wall 12 Comm Sta 3+85 296.0 7.5 124.0 20 94.0 WB478 7/2/13 Anchor wall 12 Comm Sta 4+35 - 296.0 6.1 123.1 20 93.3 I WB479 7/2/13 Anchor wall 12 Comm Sta 1+40 296.0 6.3 125.3 20 95.0 WB480 7/2/13 Anchor wall 12 Comm Sta 1+85 296.0 5.9 122.8 20 93.1 WB481 7/2/13 Anchor wall 12 Comm Sta 2+35 296.0 7.3 120.4 20 91.3 I WB482 7/2/13 Anchor wall 12 Comm Sta 2+85 296.0 8.0 120.9 20 91.7 - WB483 7/2/13 Anchor wall 1 Office Sta 9+50 318.0 8.4 118.9 20 90.1 WB484 7/2/13 Anchor wall 1 Office Sta 9+00 318.0 6.7 123.5 20 93.6 I WB485 7/2/13 Anchor wall 1 Office Sta 8+60 318.0 . 6.5 122.9 20 93.2 W6486 7/2/13 Anchor wall 1Office Sta 8+10 318.0 8.2 121.4 20 92.0 WB487 7/3/13 Anchor wall 1 Office Sta 9+60 320.0 7.8 122.4 20 92.8 WB488 7/3/13 Anchor wall 1 Office Sta 9+10 320.0 7.9 125.8 20 95.4 I WB489 7/3/13 Anchor Wall 12 Comm Sta 4-460 298.0 . 8.4 123.0 20 93.3 WB490 7/3/13 Anchor Wall 12 Comm Sta 4+15 298.0 8.0 121.5 20 92.1 WB491 7/3/13 Anchor Wall 12 Comm Sta 3+65 298.0 8.9 120.8 20 91.6 I WB492 7/3/13 Anchor Wall 12 Comm Sta 3+00 298.0 9.3 119.8 20 90.8 WB493 7/3/13 Anchor Wall 12 Comm Sta 2+50 298.0 6.9 119.2 20 90.4 WB494 7/3/13 Anchor Wall 12 Comm Sta 2+00 298.0 7.5 124.1 20 94.1 I WB495 7/3/13 Anchor Wall 12 Comm Sta 1+50 298.0 7.2 122.8 20 93.1 - WB496 7/8/13 Anchor Wall 12 Comm Sta 4+25 300.0 6.8 124.4 20 94.3 WB497 7/8/13 Anchor Wall 12 Comm Sta 4+75 300.0 6.9. 122.9 20 93.2 WB498 7/8/13 Anchor Wall 12 Comm Sta 4+45 . 302.0 7.5 120.6 20 91.4 I WB499 7/8/13 Anchor Wall 12 Comm Sta 4+90 302.0 6.7 . 122.8 20 93.1 WB500 7/8/13 Slope between wall 11 & 12 Comm 295.0 7.6 118.4 9 92.5 WB501 7/8/13 Slope between wall 11& 12 Comm 293.0 8.2 117.9 9 92.1 I WB502 '7/8/13 Slope between wall 11 & 12 Comm 296.0 7.0 116.0 9 90.6 WB502a 7/10/13 Anchor Wall 12 Comm Sta 1+20 300.0 5.5 112.2 20 85.1 WB503 7/10/13 RETEST#WB502a - 300.0 6.2 119.5 20 90.6 I WB504 7/11/13 Anchor Wall 14 Comm ' 296.0 7.2 121.1 20 91:8 WB505 7/12/13 Anchor Wall 14 Comm Sta 1+05 298.0 6.4 124.6 20 94.5 WB506 7/12/13 Anchor Wall 14 Comm Sta 1+50 298.0 7.2 - 124.3 20 94.2 WB507 7/12/13 Anchor Wall 14 Comm Sta 1+85 298.0 5.2 123.4 20 93.6 I WB508 7/15/13 Anchor Wall 14 Comm Sta 1+20 300.0 - 8.6 - 126.0 20 95.5 WB509 7/15/13 Anchor Wall 14 Comm Sta 1+70 300.0 8.5 . 126.4 20 95.8 WB510 7/15/13 Anchor Wall 14 Comm Sta 1+30 302.0 - 7.2 122.5 20 92.9 I FIGURE 23 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IIN-PLACE DENSITY TESTS " .... TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. I NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) WB511 7/15/13 Anchor Wall 14 Comm Sta 1+80 302.0 7.9 124.8 20 94.6 WB512 7/15/13 Anchor Wall 14 Comm Sta 2+20 302.0 9.1 121.7 20 92.3 I WB513 7/15/13 Anchor Wall 12 Comm Sta 5+90 278.0 8.4 119.8 20 90.8 WB514 7/16/13 Anchor Wall 14 Comm Sta 2+10 304.0 ' 6.9 122.0 20 92.5 WB515 7/16/13 Anchor Wall 14 Comm Sta 2+60 304.0 8.4 124.5 ' 20 94.4 I WB516 7/16/13 Anchor Wall 14 Comm Sta 3+00 306.0 5.9 123.8 20 93.9 WB517 7/16/13 Anchor Wall 14 Comm Sta 2+50 . 306.0 7.3 123.2 20 93.4 WB518 7/16/13 Anchor Wall 14 Comm Sta 2+00 306.0 6.9 120.7 20 91.5 WB519 7/16/13 Anchor Wall 12 Comm Sta 6+00 280.0 8.0 120.0 20 91.0 .I WB520 7/16/13 Anchor Wall 12 Comm Sta 5+65 282.0 8.1 119.8 20 90.8 WB521 7/16/13 Anchor Wall 12 Comm Sta 6+10 282.0 7.4 122.5 20 92.9 WB522 7/17/13 Anchor Wall 14 Comm Sta 2+25 308.0 7.3 121.8 20 92.3 I WB523 .7/17/13 Anchor Wall 14 Comm Sta 2+75 308.0 7.1 120.2 20 91.1 WB524 7/17/13 Anchor Wall 14 Comm Sta 3+20 308.0 6.8 118.9 20 90.1 WB525 7/17/13 Anchor Wall 14 Comm Sta 3+45 310.0 7.6 119.6 20 90.7 I WB526 7/17/13 Anchor Wall 14 Comm Sta 2+95 ' 310.0 8.4 124.7 20 94.5 WB527 7/17/13 Anchor Wall 12 Comm Sta 6+05 284.0 6.6 123.1 20 93.3 WB528 7/17/13 Anchor Wall 12 Comm Sta 5+60 . 284.0 6.3 123.3 20 93.5 WB529 7/17/13 Anchor Wall 12 Comm Sta 5+85 ' 286.0 8.9 125.0 20 ' 94.8 I WB530 7/17/13 Anchor Wall 12 Comm Sta 5+65 286.0 9.0 119.7 ' 20 90.8 WB531 7/18/13 Anchor Wall 14 Comm Sta 3+70 312.0 7.2 119.4 20 90.5 WB532 7/18/13 Anchor Wall 14 Comm Sta 3+20 312.0 7.4 119.1 20 90.3 I WB533 7/18/13 Anchor Wall 14 Comm Sta 3+90 314.0 6.8 122.8 20 93.1 WB534 7/18/13 Anchor Wall 14 Comm Sta 3+40 .314.0 7.1 118.9 20 90.1 WB535 7/18/13 Anchor Wall 12 Comm Sta 5+55 288.0 7.1 121.7 20 92.3 I . WB536 7/18/13 Anchor Wall 12 Comm Sta 5+60 290.0 7.0 120.3 20 91.2 WB537 7/19/13 Anchor Wall 14 Comm Sta 4+10 316.0 5.8 119.6 20 90.7 WB538 7/19/13 Anchor Wall 14 Comm Sta 3+60 316.0 6.1 120.4 20 ' 91.3 WB539 7/19/13 Anchor Wall 14 Comm Sta 4+35 318.0 6.8 120.1 '20 91.1 I WB540 7/19/13 Anchor Wall 14 Comm Sta 3+85 318.0 6.4 124.6 20 94.5 WB541 7/19/13 Anchor Wall 12 Comm Sta 5+45 292.0 6.6 123.8 20 93.9 WB542 7/19/13 Anchor Wall 12 Comm Sta 5+40 294.0 6.9 122.1 20 92.6 I WB543 7/22/13 Anchor Wall 12 Comm Sta 5+35 296.0 7.8 120.4 20 91.3 WB544 7/22/13 Anchor Wall 12 Comm Sta 5+40 298.0 8.4 123.7 20 93.8 WB545 7/22/13 Anchor Wall 12 Comm Sta 5+30 300.0 6.8 121.9 20 92.4 I WB546 7/22/13 Slope between wall 11 and 12 292.0 13.7 114.5 14c 92.5 WB547 7/22/13 Slope between wall 11 and 13 295.0 14.2 113.9 14c 92.0 WB548 7/22/13 Slope between wall 11 and 14 299.0 15.3 112.2 . 14c . 90.6 WB549 7/22/13 Anchor Wall 14 Comm Sta 4+10 . 320.0 6.9 118.9 . 20 90.1 I WB550 7/22/13 Anchor Wall 14 Comm Sta 4+60 320.0 6.6 125.8 20 95.4 WB551 7/22/13 Anchor Wall 14 Comm Sta 4+25 322.0 7.3 125.2 20 94.9 I WB552 WB553 7/22/13 7/23/13 Anchor Wall 14 Comm Sta 4+75 Anchor wall 12 Comm Sta 5+20 . 322.0 302.0 7.5 6.6 124.0 126.3 20 20 94.0 95.8 WB554 7/23/13 Anchor wall 12 Comm Sta 4+85 304.0 6.3 122.7 20 93.0 W8555 7/23/13 Anchor wall 12 Comm Sta 5+30 304.0 7.5 123.5 20 93.6 I WB556 7/23/13 Anchor wall 12 Comm Sta 5+00 306.0 6.9 122.2 20 92.6 WB557 7/24/13 Anchor wall 12 Comm Sta 4+90 308.0 5.8 119.6 20 90.7 WB558 7/24/13 Anchor wall 12 Comm Sta 4+90 310.0 6.4 123.5 20 93.6 WB559 7/25/13 Anchor wall 4 Comm Sta 2+85 340.3 , 5.9 124.2 20 94.2 I WB560 .7/25/13 Anchor wall 4 Comm Sta 2+40 340.3 5.7 120.1 20 91.1 WB561 7/25/13 Anchor wall 4 Comm Sta 1+20 342.3 7.1 119.0 20 90.2 WB562 7/26/13 . Anchor wall 4 Comm Sta 1+70 342.3 6.4 122.8 20 93.1 I FIGURE 24 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 IN-PLACE D TEST ELEVATION MOISTURE DRY DENSITY SOIL REL.COMP. NO. DATE LOCATION (feet,MSL) (percent) (p.c.f.) TYPE (percent) WB563 7/26/13 Anchor wall 4 Comm Sta 2+20 342.3 5.8 125.3 20 95.0 WB564 7/26/13 Anchor wall 4 Comm Sta2+70 - 342.3 . 7.3 119.6 20 90.7 W8565 7/29/13 Anchor wall 4 Comm Sta 1+35 344.0 6.2 120.5 20 91.4 WB566 7/29/13 Anchor wall 4 Comm Sta 1+80 344.0 5.9 . 122.4 20 92.8 WB567 7/29/13 Anchor wall 4 Comm Sta 2+35 344.0 7.7 121.8 20 92.3 WB568 7/29/13 Anchor wall 4 Comm Sta 2+75 344.0 8.2 123.5 20 93.6 WB569 7/31/13 Anchor wall 1 Comm Sta 2+40 329.7 7.3 125.7 20 95.3 WB570 7/31/13 Anchor wall 1 Comm Sta. 2+00 329.7 6.9 123.4 20 93.6 WB571 7/31/13 Anchor wall 1 Comm Sta 1+50 329.7 9.1 122.9 20. 93.2 WB572 7/31/13 Anchor wall 1 Comm Sta 2+20 331.0 8.4 124.3 20 94.2 WB573 7/31/13 Anchor wall 1 Comm Sta 1+70 331.0 7.8 119.8 20 90.8 WB574 7/31/13 Anchor wall 15 Comm Sta 1+30 307.3 7.0 120.5 20 91.4 WB575 7/31/13 Anchor wall 15 Comm Sta 1+80 307.3 8.3 123.7 20 93.8 WB576 7/31/13 Anchor wall 15 Comm Sta 1+15 309.3 5.9 119.9 20 90.9 WB577 8/1/13 Anchor wall 1 Comm Sta 2+10 332.3 7.7 121.9 20 92.4 WB578 8/1/13 Anchor wall 1 Comm Sta 1+55 .332.3 . 7.9 120.2 20 91.1 WB579 8/1/13 Anchor wall 1 Comm Sta 1+70. 333.7 8.6 119.7 20 90.8 WB580 8/1/13 Anchor wall 1 Comm Sta 1+40 333.7 8.0 123.6 20 93.7 WB581 8/1/13 Anchor wall 1 Comm Sta 1+45 - 335.7 7.2 123.1 20 93.3 WB582 8/1/13 Anchor wall 1 Comm Sta 1+15 335.7 6.5 - 120.4 20 91.3 WB583 8/1/13 Anchor wall 15 Comm Sta 1+65 309.3 6.8 120.9 20 91.7 WB584 8/1/13 Anchor wall 15 Comm Sta 2+15 309.3 9.1 125.6 20 95.2 WB585 8/2/13 Anchor wall 15 Comm Sta 1+35 306.3 9.1 122.7 20 93.0 WB586 8/2/13 Anchor wall 15 Comm Sta 1+85 306.3 8.8 125.4 20 95.1 WB587 8/2/13 . Anchor wall 15 Comm Sta 2+35 306.3 8.4 120.8 20 91.6 WB588 8/2/13 Anchor wall 15 Comm Sta 2+80 306.3 7.3 122.2 20 92.6 WB589 8/5/13 Anchor wall 15 Comm Sta 1+45 313.3 7.4 127.2 20 96.4 WB590 8/5/13 Anchor wall 15 Comm Sta 1+95 . 313.3 8.6 120.4 20 91.3 WB591 8/5/13 Anchor wall 15 Comm Sta 2+45 313.3 8.3 119.8 20 90.8 WB592 8/5/13 Anchor wall 15 Comm Sta 2+95 . 313.3 6.9 124.6 . 20 94.5 WB593 8/5/13 Slope between Wall 14 and 15 Comm 307.0 8.4 120.1 17b 92.4 WB594 8/5/13 Slope between Wall 14 and 15 Comm 309.0 8.9 118.7 17b 91.3 W13594a 8/6/13 Anchor Wall 15 Comm Sta 1+60 315.0 7.5 122.9 20 93.2 W8595 . 8/6/13 Anchor Wall 15 Comm Sta 2+05 315.3 7.9 121.4 20 92.0 WB596 8/6/13 Anchor Wall 15 Comm Sta 2+55 315.3 6.8 125.4 20 95.1 W8597 8/6/13 Anchor Wall 15 Comm Sta 3+05 315.3 7.4 124.1 20 94.1 WB598 8/6/13 Anchor Wall 15 Comm Sta 3+55 316.7 8.4 116.8 20 88.6 WB599 8/6/13 RETEST#WB598 316.7 8.3 123.7 20 93.8 WB600 8/7/13 Anchor Wall 15 Comm Sta 3+25 317.3 6.7 124.9 20 94.7 WB601 8/7/13 Anchor Wall 15 Comm Sta 2+75 317.3 8.1 123.5 . 20 93.6 WB602 8/7/13 Anchor Wall 15 Comm Sta 2+30 317.0 7.8 126.3 20 95.8 WB603 8/7/13 Anchor Wall 15 Comm Sta 4+00 319.3 7.3 125.1 20 94.8 WB604 8/7/13 Anchor Wall 15 Comm Sta 3+50 319.3 9.2 127.2 20 96.4 WB605 8/7/13 Anchor Wall 15 Comm Sta 3+00 319.3 . 8.5 122.8 20 93.1 WB606 8/8/13 Anchor Wall 1 Office Sta 1+35 294.0 9.0 124.6 20 94.5 WB607 8/8/13 Anchor Wall 1 Office Sta 1+85 294.0 8.6 . 119.9 20 90.9 WB608 8/8/13 Anchor Wall 1 Office Sta 2+25 294.0 8.4 .122.7 20 93.0 WB609 8/8/13 Anchor Wall 15 Comm Sta 3+30 320.8 7.6 126.2 20 95.7 WB610 8/8/13 Anchor Wall 15 Comm Sta 3+80 321.4 9.4 123.9 20 93.9 WB6II 8/8/13 Anchor Wall 15 Comm Sta 4+20 323.4 8.8 120.2 20 91.1 WB612 8/9/13 Anchor Wall 1 Office Sta 1+45 296.0 7.3 122.2 20 92.6 WB613 8/9/13 Anchor Wall 1 Office Sta 1+80 . - 296.0 7.2 125.8 20 95.4 FIGURE 25 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 I I IN-PLACE DENSITY TESTS I TEST NO. DATE . LOCATION ELEVATION (feet,MSL) MOISTURE DRY DENSITY (percent) (p.c.f.) SOIL TYPE REL.COMP. (percent) WB614 8/9/13 Anchor Wall 1 Office Sta 2+30 .. 296.0 8.3 122.5 20 92.9 WB615 8/12/13 Anchor Wall I Office Sta 1+25 298.0 9.2 125.2 20 94.9 WB616 I 8/12/13 Anchor Wall 1 Office Sta 1+75 298.0 7.8 123.6 20 93.7 WB617 8/12/13 Anchor Wall 1 Office Sta 2+25 298.0 8.3 122.9 20 . 93.2 WB618 8/13/13 Anchor Wall 1 Office Sta 1+15 300.0 - 6.2 126.4 20 95.8 I WB619 8/13/13 Anchor Wall 1 Office Sta 1+65 300.0 7.5 122.9 20 93.2 WB620 8/13/13 Anchor Wall 1 Office Sta 2+15 300.0 6.4 125.2 20 94.9 WB621 8/13/13 Anchor Wall 1 Office Sta 2+55 300.0 5.9 120.4 20 91.3 WB622 8/14/13 Anchor Wall 1 Office Sta 1+10 - 302.0 6.9 120.6 20 91.4 I WB623 8/14/13 Anchor Wail 1 Office Sta 1+60 . . 302.0 7.1 119.8 20 90.8 WB624 . 8/14/13 Anôhor Wall 1 Office Sta 2+10 1 302.0 9.8 124.1 20 94.1 .WB625 8/14/13 Anchor Wall 1 Office Sta 2+60 302.0 8.3 . 121.7 20 92.3 WB626 I 8/15/13 Anchor Wall l Office Sta 1+30 304.0 8.7 120.7 20 91.5 WB627 8/15/13 Anchor Wall 1 Office Sta 1+80 304.0 8.9 124.7 20 94.5 WB628 8/15/13 Anchor Wall 1 Office Sta 2+30 304.0 9.9 122.4 20, 92.8 I WB629 8/15/13 Anchor Wall 1 Office Sta 2+80 304.0 7:6 123.3 20 93.5 WB630 8/16/13 Anchor Wall 1 Office Sta 1+05 306.0 7.6 126.3 20 95.8 WB631 8/16/13 Anchor Wall 1 Office Sta 1+55 306.0 8.9 123.8 20 93.9 WB632 8/16/13 Anchor Wall 1 Office Sta 2+05 306.0 8.4 122.1 20 92.6 WB633 I 8/16/13 Anchor Wall 1 Office Sta 2+55 306.0 8.2 125.4 20 95.1 WB634 8/16/13 Anchor Wall 1 Office Sta 2+95 306.0 9.1 119.9 20 90.9 WB635 8/19/13 Anchor Wall 1 Office Sta 1+40 307.0 7.8 • 123.6 20 93.7 WB636 I 8/19/13 Anchor Wall 1 Office Sta 1+90 . 308.0 9.5 125.7 20 95.3 WB637 8/19/13 Anchor Wall 1 Office Sta 2+40 308.0 9.1 120.6 , 20 91.4 WB638 8/19/13 Anchor Wall 1 Office Sta 2+90 308.0 9.0 120.1 20 . 91.1 I •WB639 8/19/13 Anchor Wall 1 Office Sta 3+15 308.0 8.3 122.8 20 93.1 WB640 8/20/13 Anchor Wall I Office Sta 2+45 • 310.0 8.4 119.7 20 90.8 WB641 8/20/13 Anchor Wall 1 Office Sta 2+95 310.0 9.1 123.5 20 93.6 W8642 8/20/13 Anchor Wall -1 Office Sta 3+25 310.7 7.9 120.8 20 91.6 WB643 I 8/23/13 Anchor Wall 2 Comm Sta 1+30 367.7 7.3 123.8 20 93.9 WB644 8/26/13 Anchor Wall 2 Comm Sta 1+55 369.7 6.8 120.5 20 91.4 8/26/13 Anchor Wall 2 Comm Sta 2+15 . 369.7 5.4 . 119.8 20 90.8 .I WB645 WB646 8/26/13 Anchor Wall 2 Comm Sta 2+25. 371.7 7.2 123.2 20 93.4 WB647 8/26/13 Anchor Wall 2 Comm Sta 1+65 371.7 7.6 122.6 20 92.9 WB648 8/27/13 Anchor Wall 2 Comm Sta 1+30 367.7 6.8 124.7 20 94.5 I WB649 8/27/13 Anchor Wall 2 Comm Sta 1+40 369.7 7.1 120.2 20 91.1 WB650 8/27/13 Anchor Wall 2 Comm Sta 2+00 373.0 ..8.0 121.4 20 92.0 I., • . . . ,- I • ., • • • - . • - FIGURE 26 JOB NAME: La Costa Towne Square JOB NUMBER: 1211179-38 MAXIMUM DRY DENSITY DETERMINATIONS AND OPTIMUM MOISTURE SUM Soil Type Soil Description 1 Tan Fine clayey Sand 2 Tan Very Fine Clayey Sand 3 Brown Clayey Sand 4 Greenish/ White Silty Clay 5 Brown Clayey Sand with Rock 5A Rock Correction- 5% 5B Rock Correction- 10% 5C Rock Correction- 15% 5D Rock Correction- 20% 5E Rock Correction- 25% 5F Rock Correction- 30% 6 Light Brown Clayey Sand 7 Brown Silty Sand with Trace Clay 8 Yellow Clayey Sand with Rock 9 Tan/Brown Clayey Sand with Rock 10 Red/Tan Silty Sand with Gravel 11 White Silty Sand (Import) 12 White Silty Sand 13 3" Screen Select Cut 13A Rock Correction- 5% 13B Rock Correction- 10% 13C Rock Correction- 15% 13D Rock Correction- 20% 13E Rock Correction- 25% 13F Rock Correction- 30% 14 Red/Brown Silty Sand with Rock 14A Rock Correction- 5% 148 Rock Correction- 10% 14C Rock Correction- 15% 14D Rock Correction- 20% 14E Rock Correction- 25% 14F Rock Correction- 27% 15 Brown 1" Screen 16 Green Clayey Sand 17 3" Screen Select .17A Rock Correction- 5% 178 Rock Correction- 10% 17C Rock Correction- 15% 17D Rock Correction- 20% 17E Rock Correction- 25% 17F Rock Correction- 30% 18 1" Screen Select 19 Crush Misc 1"-318" 19A Rock Correction- 5% 198 Rock Correction- 10% 19C Rock Correction- 15% 19D Rock Correction- 20% 19E Rock Correction- 25% 19F Rock Correction- 37% 20 1" Screen Select Wall 21 Brown Clayey Sand 22 3" Manufactured Capping Material rM D1557) Maximum Density, pcf 113.3 106.3 119.2 113.0 129.8 131.4 133.1 134.8 136.5 138.3 140.1 113.7 121.9 123.8 128.0 125.4 127.2 109.3 117.0 118.4 119.9 121.4 122.9 124.5 126.1 119.8 121.1 122.5 123.8 125.3 126.7 127.3 132.7 109.7 127.5 128.7 130.0 131.2 132.5 133.9 135.2 127.0 132.8 134.0 135.3 136.6 137.9 139.2 142.5 131.9 116.2 133.0 I I Optimum Moisture, % 14.5 14.7 9.7 13.9 9.1 8.7 8.3 7.9 7.5 7.1 6.7 15.8 12.4 12.5 9.1 8.1 10.4 15.5 15.0 14.3 13.6 12.9 12.3 11.6 10.9 14.0 13.4 12.7 12.1 11.5 10.8 10.6 8.7 20.2 10.2 9.8 9.3 8.9 8.4 8.0 7.5 10.0 8.0 7.7 7.3 7.0 6.7 6.3 5.5 8.4 8.5 10.5 FIGURE 27