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Home My WebLink AboutCT 00-06; BRESSI RANCH; AS-GRADED REPORT OF ROUGH & FINE GRADING LOTS 1- 25 PA 11; 2004-10-08AS-GRADED REPORT OF ROUGH AND FINE GRADING, LOTS 1 THROUGH 25, PLANNING AREA PA-11, BRESSI RANCH, CARLSBAD TRACT NO. 00-06, CARLSBAD, CALIFORNIA Prepared for: LENNAR COMMUNITIES 1525 Faraday Avenue, Suite 300 Carlsbad, California 92008 Project No. 971009-014 October 8, 2004 4 L........ Leighton and Associates, Inc. .............I A L E I G H TON GROUP CO M PA N('%j 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY October 8, 2004 Project No. 971009-014 To: Lennar Communities 1525 Faraday Avenue, Suite 300 Carlsbad, California 92008 Attention: Mr. John Slatton Subject: As-Graded Report of Rough and Fine Grading, Lots 1 through 25, Planning Area PA- I I, Bressi Ranch, Carlsbad Tract No. 00-06, Carlsbad, California In accordance with the request and authorization of representatives of Lennar Communities, we have performed geotechnical services during the rough and fine grading operations for Lots 1 through 25 of Planning Area PA-1 1 at the Bressi Ranch project (Carlsbad Tract No. 00-06) located in Carlsbad, California (Figure 1). The accompanying as-graded report summarizes our geotechnical observations, field and laboratory test results, and the geotechnical conditions encountered during the rough and fine grading operations for the subject lots. In addition, the accompanying report presents our geotechnical conclusions and recommendations concerning the post grading and construction phases of development for Planning Area PA- 11. The rough and fine grading operations for Planning Area PA-1 I of the Bressi Ranch project were performed in general accordance with the project geotechnical reports (Appendix A), geotechnical recommendations made during the grading operations, and the City of Carlsbad requirements. It is our professional opinion that the subject lots are suitable for their intended use provided the recommendations included herein and in the project geotechnical reports are incorporated into the design and construction of the residential structures and associated improvements. As of this date, the grading operations are essentially complete for Lots I through 25 of Planning Area PA-i 1. 3934 Murphy Canyon Road, Suite 6205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 • www.teightongeo.com 971009-014 If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. No 45283 Cz ce- W 1111am D. Olson, RCE 45283 C10- Senior Project Engineer Randall K. Wagner, (2EG 1612 Senior Associate TO GE K. Distribution: (2) Addressee f A\ r Homes 11 I( No. 1 Øi 612 D 't arrett omes IL * (. CERTIFIED 'J * Attention: Mr. Don MacKay I ' ENGINEERING 1 4 (5) Hoffman Planning MOLOGIST Attention: Mr. Jeff Phillips 0 CAL (1) Lennar Communities Attention: Mr. Jim Urbina (9 -2- it Leighton 971009-014 TABLE OF CONTENTS Section Egge 1.0 INTRODUCTION 1 1.1 PROJECT DESCRIPTION 2.0 SUMMARY OF ROUGH AND FINE GRADING OPERATIONS 1 3 2.1 SITE PREPARATION AND REMOVALS 3 2.2 SUBDRAINS 2.3 BUTTRESS AND STABILITY FILL KEYS 3 2.4 FILL SLOPE KEYS 4 2.5 CUT/ FILL TRANSITION CoNDmoNs 5 .5 2.6 OVEREXCAVATION OF CUT Lois 5 2.7 PLACEMENT OF OVERSIZED MATERIAL 6 2.8 FILL PLACEMENT AND COMPACTION 6 2.9 FIELD DENSITY TESTING 7 2.10 LABORATORY TESTING 7 2.11. SETTLEMENT MONUMENT MONITORING OF DEEP FILLS 8 2.12 GRADED SLOPES 8 3.0 ENGINEERING GEOLOGIC SUMMARY . 3.1 AS-GRADED GEOLOGIC CONDITIONS 3.2 GEOLOGIC UNITS g 3.2.1 Undocumented Fill Soils (Map Symbol - Mu)9 3.2.2 Topsoil g 3.2.3 Alluvium/Colluvium, Undifferentiated ...10 3.2.4 Landslide Deposits 10 3.2.5 Santiago Formation ..10 3.3 GEOLOGIC STRUCTURE 3.4 FAULTING AND SEISMIc1TY 11 11 3.5 GROUND WATER 3.6 EXPANSION AND SULFATE CONTENT TESTING OF REPRESENTATIVE FINISH GRADE SOILS 12 12 4.0 CONCLUSIONS ...............................................................................................................13 4.1 GENERAL 13 4.2 SUMMARY OF CONCLUSIONS 13 5.0 RECOMMENDATIONS 16 5.1 EARTHWORK 16 5.1.1 Site Preparation .16 5.1.2 Excavations ...16 5.1.3 Fill Placement and Compaction .17 4 - Leighton 971009-014 TABLE OF CONTENTS (Continued) Section Paqe 5.2 RESIDENTIAL FOUNDATION DESIGN CONSIDERATIONS 17 5.2.1 Moisture Conditioning .19 5.2.2 Seismic Design Parameters ..............................................................................20 5.2.3 Foundation Setback ............................................. ... ......................................21 5.2.4 Anticipated Settlement ....................................................................................22 5.3 LATERAL EARTH PRESSURES 22 5.3 LATERAL EARTH PRESSURES 22 5.4 FENCES AND FREESTANDING WALLS 24 5.5 CONCRETE 24 5.6 SLOPE MAINTENANCE GUIDELINES 25 5.7 CONTROL OF SURFACE WATER AND DRAINAGE 26 5.8 LANDSCAPING AND POST-CONSTRUCTION 27 5.9 CONSTRUCTION OBSERVATION AND TESTING 28 6.0 LIMITATIONS 29 FIGURE FIGURE 1 - SITE LOCATION MAP - PAGE 2 TABLES TABLE 1 - LOT-BY-LOT SUMMARY OF AS-GRADED GEOTECHNICAL CONDITIONS - REAR OF TEXT TABLE 2 - POST-TENSIONED FOUNDATION DESIGN RECOMMENDATIONS - PAGE 18 TABLE 3 - PRESOAKING RECOMMENDATIONS BASED ON FINISH GRADE SOIL EXPANSION POTENTIAL - PAGE 20 TABLE 4 - MINIMUM FOUNDATION SETBACK FROM SLOPE FACES - PAGE 21 TABLE 5 - LATERAL EARTH PRESSURES - PAGE 22 PLATES PLATES 1 AND 2 - AS-GRADED GEOTECHNICAL MAP - IN POCKETS APPENDICES APPENDIX A - REFERENCES APPENDIX B - SUMMARY OF FIELD DENSITY TESTS APPENDIX C - LABORATORY TESTING PROCEDURES AND TEST RESULTS APPENDIX D - GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 4 Leighton 971009-014 1.0 INTRODUCTION In accordance with the request and authorization of representatives of Lennar Communities, we have performed geotechnical services during the rough and fine grading operations for Planning Area PA-I 1 at the Bressi Ranch project (Carlsbad Tract No. 00-06) located in Carlsbad, California (Figure 1). Planning Area PA-1 I includes I through 25, manufactured slopes, open space areas, and associated improvements. This as-graded report summarizes our geotechnical observations, field and laboratory test results, and the geotechnical conditions encountered during the rough and fine grading operations for Lots I through 25 of Planning Area PA- 11. In addition, this report presents our geotechnical conclusions and recommendations concerning the post grading and construction phases for the residential lots. As of this date, the grading operations are essentially complete for Lots I through 25. 1.1 Project Description The Bressi Ranch development (Figure 1) is located southeast of the intersection of El Camino Real and Palomar Airport Road in the central portion of the City of Carlsbad, California. The site consists of an irregular-shaped piece of property bordered on the north by Palomar Airport Road, on the west by El Camino Real, on the southwest and south by the La Costa - The Greens property, and by the Rancho Carrillo development and Melrose Drive to the east. Planning Area PA- li includes Lots I through 25; HOA maintained slopes; and Allston Drive, Keeneland Drive and a portion of a Muirfields Drive. We anticipate that the site construction will consist of residential structures, driveways, underground utility services, retaining walls, concrete flatwork, landscaping, etc. We understand the residential structures will be up to two-stories in height and have slab-on- grade with wood-frame and stucco construction. -1- 4 Leighton flMI..F1 LOCATION Planning Area PA-1 1 Affordable Housing / Bressi Ranch Carlsbad, California 971009-014 Not to scale WDO/RKW KAM October 2004 Leighton and Associates, Inc. A FICH roN c;HcrL,p COMPANY 971009-014 2.0 SUMMARY OF ROUGH AND FINE GRADING OPERATIONS The rough and fine grading operations for Planning Area PA-Il were performed between June 2003 and August 2004. Nelson and Belding Construction Company performed the grading operations while Leighton and Associates performed the geotechnical observation and testing services. Our field technicians were on site full-time during the grading operations while our field and project geologists were on site on a periodic basis. Grading of the site included: 1) the removal of potentially compressible undocumented fill, topsoil, colluvium, alluvium, landslide deposits, and weathered formational material; 2) the excavation of buttress keys and stability fill keys; 3) the excavation of fill slope keys; 4) preparation of areas to receive fill; 5) the placement of subdrains in the canyon bottoms, buttress key, and stability fill keys; 6) excavation of formational material; and 7) the placement of compacted fill soils. Up to approximately 35 feet of cut was excavated and a maximum of approximately 95 feet of fill was placed within the limits Planning Area PA- I 1. Table 1 (presented at the rear of text) summarizes the type of lot (i.e. cut, fill, cut/fill transition, cemented zone or expansive material overexcavation, etc.); the representative expansion - potential/index and soluble sulfate content; the approximate maximum till thickness; and the differential fill thickness. 2.1 Site Preparation and Removals Prior to grading, the areas of the proposed development were stripped of surface vegetation and debris and these materials were disposed of away from the site. Removals of unsuitable and potentially compressible soils (including undocumented fill, topsoil, colluviuin, alluvium, landslide deposits, and weathered formational material) were made to competent material. The removals of potentially compressible material were performed in accordance with the recommendations of the project geotechnical reports (Appendix A) and eotechnicl renmmnthflions iwide during the cn'irce of grading. After the removals were made, the removal areas flatter than 5:1 (horizontal to vertical) were scarified a minimum of 12 inches, moisture-conditioned as needed to obtain a near- optimum moisture content and compacted to a minimum 90 percent relative compaction, as determined by American Society for Testing and Materials (ASTM) Test Method D1557. The steeper natural hillsides were benched into competent material as fill was placed. 2.2 Subdrains Canyon suhdrains were placed under the observation of a representative of Leighton and Associates during the rough grading operations for the Bressi Ranch project. After the potentially compressible material in the canyons were removed to competent material or -3- 4 Leighton 971009-014 when compacted fill was placed over competent material to obtain flow to a suitable outlet location, a subdrain was installed along the canyon bottom. The canyon subdrains consist of a 6-inch and/or 8- inch diameter perforated pipe surrounded by a minimum of 9-cubic feet (per linear foot) of crushed 3/4-inch gravel wrapped in Mirafi 140N geofabric. In addition to the canyon subdrains, subdrains were also installed along the bottom of the buttress key and stability fill keys. The buttress and stability fill subdrains consisted of a 4- inch diameter perforated pipe surrounded by a minimum of 3-cubic feet (per linear foot) of clean 3/4-inch gravel wrapped in Mirafi 140N filter fabric. Where applicable, an additional subdrain was also installed along the buttress and stability fill backcut at an approximate 30- foot vertical interval above the key bottom. The subdrains were placed with a minimum I- percent fall (2-percent or greater where possible) to a suitable outlet location. The locations of the canyon subdrains placed during the rough grading operations for the project were surveyed by the project civil engineer. The subdrain locations are presented on the As-Graded Geotechnical Map (Plates 1 and 2). 2.3 Buttress and Stability Fill Keys Based on our geotechnical analysis performed during the preliminary and supplemental geotechnical investigations of the site (Appendix A), buttress and stability fills were recommended to improve the gross stability of the existing hillsides and proposed grading in areas of existing landslides and/or other adverse geologic conditions. Based on our geotechnical analysis, three buttresses were excavated in Planning Area PA- 11. The buttresses were excavated at the following locations: 1) on the northeast side of Lots 9 and 10; 2) on the south sides of Lots 5. 7, and 8; and 3) along the south side of Greenhaven Drive and east of Lot 3. The other landslides encountered within the proposed grading limits of Planning Area PA- 11 and/or were removed to rompetent IandIide material nr rr.!pefrn.t form'tionaI niateria1 during the rough and fine grading operations. The buttress key on the northeast side of Lots 9 and 10 ranged from approximately 35. to 40 feet wide at an approximate depth of minimum 5 feet below the clayseamlpotential failure surface (i.e. at an approximate elevation of 246 to 248 feet mean sea level [rnsl]). The buttress key on the south sides of Lots 5, 7, and 8 ranged from approximately 50 to 80 feet wide at an approximate elevation of 180 to 260 feet rnsl. The buttress key along the south side of Greenhaven Drive ranged from approximately 35 to 90 feet wide at an approximate elevation of 171 to 181 feet msl. The buttress key bottoms were excavated with a minimum 2-percent inclination iii to- the s1ope. The buttress frontcuts and backcuts were excavated at overall slope inclinations of 1:1 (horizontal to vertical) or flatter. The 4 Leighton 971009-014 approximate locations of the buttresses are presented on the As-Graded Geotechnical Map (Plates land 2). Based on our geotechnical analysis, two stability keys were excavated in Planning Area PA- i 1. The stability fills were excavated along the south side of Greenhaven Drive between approximate Station Number 13+00 to 16+50 and on the northeast side of Lots 1 and 2. The stability fills were constructed to stabilize exposed formational ciaystonè/siltstone, ground water seepage conditions, and/or other adverse geologic conditions within the Santiago Formation. The stability fill keys were excavated a minimum of 5 feet below the toe-of-slope, a minimum of 15 feet to 20 feet wide, with the key bottom angled at least 2-percent into-the-slope. The stability fill front cuts were excavated near vertical while the backcuts were excavated at an approximate 1:1 or less (horizontal to vertical) inclination. The approximate locations of the stability fills are presented on the As-Graded Geotechnical Map (Plates 1 and 2). 2.4 Fill Slope Keys Prior to the placement of fill, slopes that were placed above natural and/or cut areas on the site, a fill slope key was constructed. The fill slope keys were excavated at least 2 feet into competent soil along the toe-of-slope and constructed approximately 15 feet wide with the kcy bottom angled a ininimum.of 2 percent into-the-slope. 2.5 Cut/Fill Transition Conditions The cut portion of lots that exposed the cut/fill transition within the relatively level building pad was overexcavated a minimum of 3 feet below finish pad grade. Overexcavation of the building pad was performed to mitigate the transitional condition and related adverse effects of differential settlement that can result due to this underlying condition. The limits of the overexcavations were made at least 5 feet outaidc the anticipated building limits (or building footprint). To reduce the potential of a perched ground water condition within the transition lots, the pads were overexcavated with a 1 - foot fall in the overexcavation bottom toward the fill; Lots that were overexcavated due to a cut/fill transition condition include Lots 1, 2, 4, 6, 11, 21, 22, 23, and 25. 2.6 Overexcavation of Cut Lots During the rough and tine grading of the Bressi Ranch project, the overexcavation of cut lots was performed in order to mitigate potential adverse conditions including: I) well- cemented sandstone beds (or concretion layers) and very dense or hard Santiago Formation at or near finish grade which could create difficulties during future excavations on the lots; -5- 4 Leighton 971009-014 and 2) potential highly expansive soils at finish grade that would require significant post- tension foundation designs. The cut lots that contained these conditions within the relatively level building pad was overexcavated a minimum of 3 feet below finish pad grade and replaced with compacted fill. In order to minimize potential ponded ground water conditions on the overexcavation bottom, the lots were overexcavated to a minimum depth of 3 feet at the rear of the lot and a minimum depth of 4 feet at the front of the lot (i.e. with a 1-foot fill in the overexcavation bottom toward the Street). Cut lots that where overexcavated due to these conditions include Lots 7 and 8. 2.7 Placement of Oversized Material During the rough and fine grading operations of the Bressi Ranch project, the well cemented or concretionary beds that where encountered within the Santiago Formation typically resulted in the generation of rock fragments ranging from less than 6 inches to greater than 4 feet in maximum dimension. In order to minimize difficult excavation of future utility trenches or foundations excavations, recommendations were made during the rough grading operations to place the oversized rock (generally defined as greater than 8 inches in diameter) below a depth of 5 to 10 feet below the finish grade elevation of the fill areas. While the grading contractor made their best effort to minimize the rock within the upper 5 to 10 feet of the finish grade surface, some oversized rock should be anticipated. In addition, cemented or concretionary beds may be encountered below shallow fills on the site during future grading and utility trench excavation that may result in the generation of additional oversized rock. 2.8 Fill Placement and Compaction After the completion of the remedial grading removals, processing of the excavated areas, and/or installation of the subdrains, on-site soil was placed as compacted fill. The on-site ,,,,., rally 4 4 ,,. 0 1..,,..... 1A.. ~,...,, ,...-.... .4,.J .)}IL.UU 7 L%J 01AP...LL 1LJ.J.) LiLt..), I Ui.)LUL%.. ..UL*UIL1V1Lt.0 U.) .U%..0 LU ULLUIII a near-optimum moisture content, and compacted. Field density test results performed during the grading operations indicated the fill soils were compacted to at least 90 percent of the maximum dry density in accordance with ASTM Test Method D1557. To mitigate post-construction settlement, the lower portions of the deep fill areas (i.e. areas where the fill soils are generally deeper than approximately 40 feet below the proposed finish grade elevations of the site) were placed in accordance with the geotechnical recommendations relative to deep fills (Leighton. 2003d). In general, the fill soils below a depth of approximately 40 from the sheet-graded pad elevations were placed and compacted to a minimum relative compaction of 95 percent relative compaction. Deep fill areas are present beneath Lots 5 and 14 through 24. 4 Leighton 971009-014 Compaction of the fill soils was achieved by use of heavy-duty construction equipment (including rubber-tire compactors and 637, 651, and 657 scrapers). Areas of fill in which field density tests indicated compactions less than the recommended relative compaction or where the soils exhibited nonuniformity or had field moisture contents less than approximately I to 2 percent below the laboratory optimum moisture content, were teworked. The reworked areas were recompacted, and re-tested until the recommended minimum 90 or 95 percent relative compaction and near-optimum moisture content was achieved. Table 1 (presented at the rear of text) summarizes the maximum fill thickness and differential fill thickness on the lots graded during the rough and fine grading operations. The differential fill thickness values presented on Table 1 and utilized in the design recommendations of this report are the difference between the minimum and maximum fill thicknesses across the relatively level building pad on each of the lots as shown on the grading plans. 2.9 Field Density Testing Field density testing and observations were performed using. the Nuclear-Gauge Method (ASTM Test Methods D2922 and D3017). The field density testing was performed in general accordance with the applicable ASTM Standards, the current standard of care in the industry, and the precision of the testing methud itself. Variations in felalive eonipactioii should be expected from the documented results. The approximate test locations and test results are presented in Appendix B. The approximate test location is also presented on the As-Graded Geotechnical Map (Plates I and 2). 2.10 Laboratory Testing Laboratory maximum dry density tests of representative on-site soils were performed in general accordance with ASTM Test Method D1557. Epanicn potential and olub!c sulfate content tests of representative finish grade soils were also performed in accordance with UBC 18-2 and standard geochemical methods, respectively. The test results are presented in Appendix B and on Table 1; and are discussed in Section 3.6. 4 -7- Leighton 971009-014 2.11 Settlement Monument Monitoring of Deep Fills Upon completion of the rough and fine grading operations in deep fill areas (i.e. fill areas generally greater than approximately 40 feet in depth) within the Bressi Ranch project, settlement monuments were placed. The settlement monuments were initially surveyed following the installation and on a periodic basis (generally on a weekly to monthly basis). Preliminary review of the settlement readings on Lot 5 indicates that most of the anticipated primary settlement has occurred. However, we recommend that the settlement monuments for Lots 14 through 24 of Planning Area PA-I I continue to be surveyed. The proposed development of the residential structures on the deep fill lots in PA- il should not be started until our settlement analysis indicates the primary settlement is essentially completed. The residential structures in the deep fill areas should be designed in accordance with the recommendations presented in Section 5.2. 2.12 Graded Slopes Graded and natural slopes within the developed portion of the tract are considered grossly and surficially stable from a geotechnical standpoint. Manufactured cut and fill slopes within the tract were surveyed by the civil engineer are understood to have been constructed with slope inclinations of 2:1 (horizontal to vertical) or flatter. 4 -8- Leighton 971009-014 3.0 ENGINEERING GEOLOGIC SUMMARY 3.1 As-Graded Geologic Conditions The geologic or geotechnical conditions encountered during the rough and fine grading of the site were essentially as anticipated. A comprehensive summary of the geologic conditions (including geologic units, geologic structure, and faulting) is presented below. 3.2 Geologic Units The geologic units encountered during the rough and fine grading operations consisted of undocumented fill, topsoil, colluvium, alluvium, landslide deposits, and the Santiago Formation. Due to the potentially compressible nature of the undocumented fill, topsoil, colluvium, alluvium, landslide deposits, and weathered formational material, these soils were removed to competent material during the rough and fine grading operations. The as- graded geologic units encountered during the grading operations are discussed (youngest to oldest) below. 3.2.1 Undocumented Fill Soils Undocumented fill soils were observed in a number of places on the site. The undocumented fills were generally associated with the grading of the onsite dirt roads, retention basins, and prior farming activities. These fill soils ranged from 1 to 5 feet in depth, and generally consist of dry to damp, loose or soft sand and clay. All existing undocumented fill located within the limits of grading were removed to competent formational material. 3.2.2 Topsoil A relatively thin veneer of topsoil was removed from the majority of the site. The topsoil, as encountered, consisted predominantly of a brown, damp to moist, loose, sandy clay and minor clayey to silty sand. The topsoil was generally massive, porous, and contained scattered roots and organics. Topsoil removal thicknesses were on the order of I to 4 feet thick. During the grading operations, the topsoil was observed to have been removed within the limits of grading. 4 -9- Leighton 971009-014 3.2.3 Alluvium/CoHuvium, Undifferentiated Alluvium and colluvium was encountered during the rough grading operations in the tributary canyons and on the lower portion of the hillsides on the site. As encountered, the alluvium and colluvium consisted of dark brown, moist, loose to stiff, clayey sand, sandy clay, and silty sand. Where encountered, the alluvium and colluvium was removed to competent material. Up to approximately 32 feet of alluvium and colluvium was removed during the rough and fine grading operations. 3.2.4 Landslide Deposits Several of the landslide deposits encountered during the rough grading operations were completely removed to formational material. The landslide deposits included graben in-fill material (at the upper end and on the sides of the landslides and disturbed/weathered material and buried topsoil, colluvium and/or alluvium (around the lower flanks and the toe of the landslides). The landslide deposits generally consisted of moderately to heavily fractured silty sand and sandy clay. The landslide basal rupture surfaces on all of the landslides generally consisted of a paper-thin, planner and polished surface located within the Santiago Formation. Geologic mapping during the mass grading and landslide removals indicated the landslides failed on slightly undulatory, very shallow dipping (2 to 7 degrees out-of-slope inclinations) planner and polished surfaces. Due to their compressible nature and potential instability, remedial measures were performed on the landslides and hillsides exposing adverse geologic conditions (i.e. clayseams or other weak beds, out-of-slope bedding, etc.) encountered during the rough grading operations within the graded limits of the site. The remedial grading measures included the construction of buttresses and stability fills and/or removal of loose and compressible landslide material. The Tertiary-aged Santiago Formation, as encountered during the rough and fine grading operations, consisted primarily of massively bedded sandstones and claystones/siltstones. The sandstones generally consisted of orange-brown (iron- oxide staining) to light brown, damp to moist, dense to very dense, silty very fine to medium grained sandstone. The siltstones and claystones were generally olive-green to gray (unweathered), damp to moist, stiff to hard, moderately weathered, and occasionally fractured and moderately sheared. Several well-cemented fossiliferous sandstone beds were encountered during the rough and fine grading operations. 10 4 Leighton 971009-014 3.3 Geologic Structure The general structure of the formational material appears to be near horizontal. Based on our geologic mapping during the rough and fine grading operations, bedding within the Santiago Formation generally exhibited somewhat variable bedding with strikes ranging from northwest to northeast and dips typically 2 to 9 degrees to the southeast and northwest. Locally, cross bedding was observed with dips steeper than 15 degrees. Jointing on-site was observed to be very variable, but predominantly trended subparallel to the existing slopes. Jointing dips were found to be generally moderately to steeply dipping. Jointing was mainly encountered in the upper portion of the bedrock becoming less pronounced with depth. Randomly oriented shears were encountered in the. Santiago Formation claystone and siltstone units. Numerous wide, diffuse zones of shearing, as well as more well-defined zones, were encountered in the bedrock, and are thought to be the result of regional tectonic shearing of the relatively stiff and unyielding siltstone and claystone. 3.4 Faulting and Seismicity Our discussion of faults on the site is prefaced with a discussion of California legislation and stale policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years) but that has not been proven to he active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Aiquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in 1997. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, UIC Slit is iiot IUt..LLCU within any rauit-tulptutc I1dLaiU LA.I1JC dS LICILLCU uy LIAC f-U4U1SL- Priolo Act (Hart, 1997). San Diego., like the rest of southern California, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. 'flie. principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose Canyon Fault Zone. As indicated in the Supplemental Geotechnical Report for the Bressi Ranch project (Leighton, 2001), there are no known major or active faults on or in the immediate vicinity of the site. Evidence of active faulting was not encountered during the rough and fine grading operations. However, several minor inactive faults were encountered but are not 11- 4 Leighton 971009-014 considered a constraint to development. The approximate location of these faults is presented on the geotechnical map. The nearest known active fault is the Rose Canyon Fault Zone, which is considered a Type B Seismic Source based on the 1997 Uniform Building Code (UBC), is located approximately 7.0 miles (11.2 kilometers) west of the site. Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low. In addition, shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement. Liquefaction is typified by a loss of shear strength in the affected soil layer, thereby causing the soil to act as a viscous liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. The fill and formational materials underlying the site are not considered liquefiable due to their fine-grained nature, dense physical characteristics and/or unsaturated condition. 3.5 Ground Water Perched ground water was encountered during the rough grading operations in the alluvial soils within the main drainages and along sandstone beds and fractures in the blocky formational claystone in various pia..cs on the site. Since the alluvial soils were completely removed during the rough grading operations and subdrains installed in the canyon bottoms, groundwater conditions should not be a constraint to development. Based on the site- specific as-graded geotechnical conditions and our geotechnical analysis during site grading, the geotechnical consultant has analyzed conditions that may result in ground water seepage and appropriate recommendations, if necessary, have been made. However, unanticipated seepage or ground water conditions may occur after the completion of grading and establishment of site irrigation and landscaping. If these conditions should occur, steps to mitigate the seepage should be made on a case-by-case basis. 3.6 Expansion and Sulfate Content Testing of Representative Finish Grade Soils Expansion potential and soluble sulfate content tests were performed on representative samples of the finish grade soils on the residential lots. The test results indicate the representative finish grade soils have a low to medium expansion potential and have a moderate to severe soluble sulfate content per the UBC criteria (ICBO, 1997). The laboratory test procedures are presented in Appendix C while the laboratory test results are presented on Table 1. 42 4 Leighton 971009-014 4.0 CONCLUSIONS 4.1 General The rough and fine grading operations for Planning Area PA-i 1 of the Bressi Ranch project were performed in general accordance with the project geotechnical reports (Appendix A), geotechnical recommendations made during grading, and the City of Carlsbad requirements. It is our professional opinion that the subject areas are suitable for their intended use provided the recommendations included herein and in the project geotechnical report are incorporated into the design and construction of the residential structures and associated improvements. The following is a summary of our conclusions concerning the rough and fine grading of the site. 4.2 Summary of Conclusions Geotechnical conditions encountered during rough and fine grading were generally as anticipated. Site preparation and removals were geotechnically observed: The geologic units encountered during the rough and fine grading of the site consisted of undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and the Santiago Formation. Unsuitable undocumented fill soils, topsoil, colluvium, alluvium, landslide deposits, and weathered formational material were removed to competent material within the limits of grading. Subdrains were placed in the canyon bottoms and along the back of the buttress and fi v(v9tpd .--.---. -----. "0 - bb Buttress and stability fills were constructed to improve the gross stability of the landslides and cut slopes exposing fractured and blocky formational material and/or adverse geologic conditions on the site. The buttress and stability fill keys were excavated in accordance with the project geotechnical recommendations. Fill slopes located above natural ground or cut areas were constructed with a fill slope key. All keys were excavated to a minimum 15 feet wide, at least 2 feet into competent material along the toe-of-slope with the key inclined 2 percent into the slope. -13- Leighton 971009-014 The cut/fill transition conditions on the applicable lots were geotechnically mitigated by the overexcavation and recompaction of the upper approximately 3 to 4 feet of the cut portion of the lot. Cut lots containing well-cemented sandstone beds (or concretion layers), very dense or hard Santiago Formation and/or potential highly expansive soil at or near finish grade were undercut to a minimum depth of approximately 3 feet and replaced with compacted fill. Oversized rock generated during the grading operations was placed at least 5 to 10 feet below finish grade elevations. Fill soils were derived from onsite soils. Fills up to approximately 95 feet in depth were placed within portions of Planning Area PA- i 1. Field density testing indicated that the fill soils were placed and compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557) and near-optimum moisture content in accordance with the recommendations of Leighton and Associates and the requirements of the City of Carlsbad. To mitigate post-construction settlement, deep fills (i.e. areas where the fill soils are generally deeper than approximately 40 feet below the finish grade elevations of the site) were placed at a minimum 95 percent relative compaction. Ground water seepage conditions were encountered during the mass grading operations of the Bressi Ranch project. No evidence of active faulting was encountered during the grading operations within the limits of grading at the site. however, minor inactive faulting was encountered but should not be a constraint to development. Due to the dense nature of the onsite soils, it is our professional opinion that the liquefaction hazard at the site is considered low. Preliminary review of the settlement readings indicates that most of the anticipated primary settlement has occurred. However, we recommend that the settlement monuments in the general vicinity of Lots 14 through 24 continue to be surveyed. The proposed development of the residential structures on the deep fill lots in PA-1 1 should not he started until our settlement analysis indicates the primary settlement is essentially completed. The expansion potential of finish grade soils of the lots was tested and found to have a low to medium expansion potential. The laboratory test results are presented on Table I. 44- 4 Leighton 971009-014 The potential for soluble sulfate attack (on Type 1111 cement) of the finish grade soils was tested and possess moderate to severe soluble sulfate contents. The laboratory test results are presented on Table 1. It is our opinion that the slopes of the development possess a static factor of safety of at least 1.5 to resist deep-seated failure (under normal irrigation/precipitation patterns), provided the recommendations in the project geotechnical reports are incorporated into the post-grading, construction and post-construction phases of site development. 4 -15- Leighton 971009-014 5.0 RECOMMENDATIONS 5.1 Earthwork We anticipate that future earthwork at the site will consist of site preparation, fine grading, utility trench excavation and backfill, and retaining wall backfill and compaction. We recommend that the earthwork on site be performed in accordance with the following recommendations, the General Earthwork and Grading Specifications for Rough Grading included in Appendix D, and the City of Carlsbad grading requirements. In case of conflict, the following recommendations shall supersede those in Appendix D. The contract between the developer and earthwork contractor should be worded such that it is the responsibility of the contractor to place the fill properly and in accordance with the recommendations of this report and the specifications in Appendix D, notwithstanding the testing and observation of the geotechnical consultant. 5.1.1 Site Preparation During future grading, the areas to receive structural fill or engineered structures should be cleared of surface obstructions, potentially compressible material (such as desiccated fill soils or weathered formational material), and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off site. Holes resulting from removal of buried obstructions that extend below finish site grades should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to moisture contents of at. least 2-percent over the optimum moisture content, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). Expansive soil, if encountered, should be evaluated for moisture content and additional moisture-conditioning (i.e. greater than 2-percent above optimum moisture content). If the length of time between the completion of grading and the construction of the lots is longer than six months, we recommend that the building pads be evaluated by the geotechnica1 consultant and, if needed, the finish grade soils on the building pads should be scarified a minimum of 12 inches, moisture-conditioned to 2-percent above the optimum moisture-content and recompacted to a minimum 90 percent relative compaction (based on ASTM Test Method 1)1557). 5.1.2 Excavations Excavations of the on-site materials may generally be accomplished with conventional heavy-duty earthwork equipment. It is not anticipated that blasting will be required or that significant quantities of oversized rock (i.e. rock with maximum -16 4 Leighton 971009-014 dimensions greater than 8 inches) will be generated during future grading. However, localized cemented zones within the shallow fill and cut areas and oversized rock placed within the compacted fill may be encountered that may require heavy ripping or special grading measures. If oversized rock is encountered, it should be placed in accordance with the recommendations presented in Appendix D, hauled offsite, or placed in non-structural or landscape areas. Due to the relatively dense characteristics of the on-site soils, temporary excavations such as utility trenches in the on-site soils should remain stable for the period required to construct the utility, provided they are constructed and monitored in accordance with OSHA requirements. 5.1.3 Fill Placement and ComDaction The on-site soils are generally suitable for re-use as compacted fill provided they are free or organic material, debris, and rock fragments larger than 8 inches in maximum dimension. We do not recommend that high or very-high expansive soils be utilized as retaining wall backfill. In general, all fill soils should be brought to 2-percent over the optimum moisture content and compacted in uniform lifts to at least 90 percent relative compaction bascd on the laboratory maximum dry dcnsity (ASTM Test Method D1557). The. optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with Appendix D, the current City of Carlsbad grading ordinances, sound construction practices, and the geotechnical recommendations presented herein. 5 PecidenhI Fniinr1*inn 1)pcirin Cnncidrt1onc The proposed foundations and slabs of the proposed structures should be designed in accordance with structural considerations and recommendations presented herein. Since soils ranging from low to medium expansion potential are present, as well as building pads having a significant fill thickness (i.e. deep fill areas or areas underlain by approximately 40 feet or more of fill) and/or significant fill differential thickness (considered to be a fill thickness differential of 20 feet or more), we recommend the use of post-tensioned slab and foundation systems. The post-tension foundation design considerations are presented on Table 2. 4 -17- Leg hto n 971009-014 Table 2 Post-Tensioned Foundation Design Recommendations Lot Numbers Lots , 3, 6, 7, 9 through 13, Lots l,2,4,5,8,14,16 15, 22, 23, and 25. through 21, and 24 (1) Significant Fill (1) Minimal Fill Thickness; Thickness and/or or (2) Minimal Fill Significant Fill Differential Design Criteria Differential; and (3) Very Regardless of the Low to Medium Expansion Expansion Potential/Index Potential (Expansion Index or High Expansion between 51 and 90) Potential (Expansion Index greater than 13 1) Center Lift: 5.5 feet 5.5 feet Edge Moisture Edge Lift: 3.0 feet 5.5 feet Variation, em Center Lift: 2.0 inches 4.0 inches Differential Swell, Ym Edge Lift: 0.8 inches 1.5 inches Angular Distortion Value: 1/600 1/500 Allowable Bearing Capacity: 2,000 psf Perimeter Footing Depth: 18 inches 30 inches Long-term differential settlement is anticipated to occur when the fill soils become wetted by irrigation and/or precipitation years after the completion of construction. Angular distortion values, which are the ratio of the estimated differential settlement to the horizontal distance over which the settlement is likely to occur, are provided on Table 2. The angular distortion values may be further evaluated based on a review of the precise grading plans. 4 -18- Leighton 971009-014 The post-tensioned foundations and slabs should be designed in accordance with structural considerations. Continuous footings with a minimum width of 12 inches and a minimum depth of 18 or 30 inches below adjacent grade (as indicated on Table 2) may be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot if founded into competent formational soils or properly compacted fill soils. The allowable bearing capacity may be increased by one-third for short-term loading such as wind or seismic forces. Where the foundation is within 3 feet (horizontally) of adjacent drainage swales, the adjacent footing should be embedded a minimum depth of 12 inches below the swale flowline. The post-tension slabs should be a minimum of 5 inches thick. The slabs should be underlain by a minimum of 2 inches of clean sand (sand equivalent greater than 30) that is in turn underlain by plastic sheeting (10-mu) and an additional 2 inches of clean sand. The plastic sheeting should be sealed at all penetrations and laps. Moisture vapor transmission may be additionally reduced by use of concrete additives. Moisture barriers (i.e. plastic sheeting) can retard, but not eliminate moisture vapor movement from the underlying soils up through the slabs. We recommend that the floor covering installer test the moisture vapor flux rate prior to attempting applications of the flooring. "Breathable" floor, coverings should be considered if the vapor flux rates are high. A slipsheet or equivalent should be utilized above the concrete slab if crack-sensitive floor coverings (such as ceramic tiles, etc.) are to be placed directly on the concrete slab. Our experience indicates that use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it is often aggravated by a high water/cement ratio, high concrete temperature at the time of placement, small nominal aggregate size, and rapid moisture loss due to hot, dry and/or windy weather conditions during placement and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low slump concrete (not exceeding 4 to 5 inches at the time of placement) can reduce the potential for shrinkage cracking and the action of tensioning the tendons can close small shrinkage cracks. In addition to the careful control of water/cement ratios and slump of concrete, application of 50 percent of the design post-tensioning ioad within three to four days of slab pour is found to be an effective method of reducing the cracking potential. The slab subgrade soils underlying the post-tensioned foundation systems should be presoaked as indicated in Section 5.2.1 prior to placement of the moisture barrier and slab concrete. 5.2.1 Moisture Conditioning The slab subgrade soils underlying the post-tensioned foundation systems of the proposed structures should be presoaked in accordance with the recommendations presented in Table 3 prior to placement of the moisture barrier and slab concrete. 4 -19- Leighton 971009-014 The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction. Presoaking or moisture conditioning may be achieved in a number of ways, but based on our professional experience, we have found that minimizing the moisture loss of pads that have been completed (by periodic wetting to keep the upper portion of the pad from drying out) and/or berming the lot and flooding if for a short period of time (days to a few weeks) are some of the more efficient ways to meet the presoaking requirements. If flooding is performed, a couple of days to let the upper portion of the pad dry Out and form a crust so equipment can be utilized should be anticipated. Table 3 Presaturation Recommendations Based on Finish Grade Soil Expansion Potential Expansion Potential (per UBC 18-1-B) Low Medium Presaturation Criteria (21-50) - - Minimum Presoaking Depth 12 1 8 (in inches) Minimum Recommended 1.2 times optimum moisture 1.2 times optimum moisture Moisture Content 5.2.2 Seismic Design Parameters The site lies within Seismic Zone 4, as defined in the UBC, 1997 edition. The nearest known active fault is the Rose Canyon Fault Zone, which is considered a Type B Seismic Source (per 1997 UBC criteria) and is located approximately 7.0 miles (or 11.2 kilometers) west of the site. The closest Type A Seismic Source is the Julian segment of the Elsinore Fault Zone, which is located approximately 23.5 miles (or 38 kilometers) east of the site. 2O 4 Leighton 971009-014 The following data should be considered for the seismic analysis of the proposed structures: . Causative Fault: Rose Canyon Fault Zone Maximum Magnitude: 7.2 Seismic Source Typ: B . Seismic Zone Factor: 0.40 Soil Profile 'Type: Sc Near Source Factors: Na = 1.0/Nv = 1.0 5.2.3 Foundation Setback We recommend a minimum horizontal setback distance from the face of slopes or adjacent retaining walls for all structural foundations, footings, and other settlement- sensitive structures as indicated on Table 4. This distance is measured from the outside bottom edge of the footing, horizontally to the slope face and is based on the slope height and type of soil. However, the foundation setback distance may be revised by the geotechnica! consultant On a case-by-case basis if the geotechnical conditions ae different than anticipated. Table 4 Minimum Foundation Setback from Slope Faces Slope Height Minimum Recommended Foundation Setback Less than 5 feet 5 feet 5to15feet 7feet 15 to 30 feet 10 feet Greater than 30 feet 20 feet Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, dc:) constructed within this setback area may he subject to lateral movement and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support -21- 4 Le 19 hto n 971009-014 the improvement. The deepened footing should meet the setback as described above. 5.2.4 Anticipated Settlement Settlement is anticipated to occur at varying times over the life of the project. Short- term settlement typically occurs upon application of the foundation loads and is essentially completed within the construction period. Long-term (hydroconsolidation) settlement typically occurs in deep fills upon additional water infiltration into the fill soils (even in properly compacted fill soils and even with subdrains provided). This settlement typically occurs over many years. The total future settlement is expected to be order of 1/2 to 2 inches and differential settlement is estimated to be on the order of 1/2 inch to 1-1/2 inches. 5.3 Lateral Earth Pressures The recommended lateral pressures for the onsite very low to low expansive soil (expansion index less than 50 per UBC Table 18-1-13) or medium expansive soil (expansion index between 51 and 90 per UBC Table 18-I-B) and level or sloping backfill are presented on Table 5. 1-ugh to very high expansive soils (having an expansion potential greater than 91 per UBC Table 18-1-13) should not be used as backfill soils. Table 5 Lateral Earth Pressures Conditions Equivalent Fluid Weight (pcf) Very Low to Low Expansive Soils Medium Expansive Soils Expansion Index less than 50 Expansion Index between 51 and 90 Level } 2:1 Slope Level 2:1 Slope Active 35 55 60 70 At-Rest 55 65 70 80 Passive 350 150 350 150 Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can 4 -22- Leighton 971009-014 yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. The above noted passive resistance assumes an appropriate setback per Section 5.2.3. For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water and backfihled with soils of very low to low expansion potential or medium expansion potential is provided on Table 5. The equivalent fluid pressure values assume free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressures values should be provided on an individual-case basis by the geotechnical engineer. The geotechnical and structural engineer should evaluate surcharge-loading effects from the adjacent structures. All retaining wall structures should be provided with appropriate drainage and appropriately waterproofed. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated in Appendix D. For sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. In combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent. Wall footings should be designed in accordance with structural considerations. The passive resistance value may be increased by one-third when considering loads of short duration including wind or seismic loads. ihe horizontal distance between foundation elements providing passive resistance should be minimum of three times the depth of the elements to allow full development of these passive pressures. The total depth of retained earth for the design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. All wall backcuts should he made in accordance with the current OSHA requirements. The granular and native backfill soils should be compacted to at least 90 percent relative compaction (based on At IV! lest iVietnoci L)iDJ). The granuiar till should extend horizontally to a minimum distance equal to one-half the wall height behind the walls. The walls should be constructed and backfilled as soon as possible after backcut excavations. Prolonged exposure of backcut slopes may result in some localized slope instability Foundations for retaining walls in competent fonnational soils or properly compacted fill should be embedded at least 18 inches below lowest adjacent grade. At this depth, an allowable bearing capacity of 2,000 psf may be assumed. 4 -23- Leighton 971009-014 5.4 Fences and Freestanding Walls Footings for freestanding walls should be founded a minimum of 18 inches below lowest adjacent grade (or 30 inches for walls founded on high expansive soils). To reduce the potential for unsightly cracks in freestanding walls, we recommend inclusion of construction joints at a maximum of 15-foot intervals. This spacing may be altered in accordance with the recommendations of the structural engineer, based on wall reinforcement details. Our experience on similar sites in older developments indicates that walls on shallow foundations near the top-of-sloDes tend to tilt excessively over time as a result of slope creep. If the effects of slope creep on top-of-slope walls are not deemed acceptable, one or a combination of the options provided in the following paragraphs should be utilized in the design of such structures, based on the desired level of mitigation of creep-related effects on them. A relatively inexpensive option to address creep related problems in top-of-slope walls and fences is to allow some degree of creep damage and design the structures so that tilting or cracking will be less visually obvious, or such that they may be economically repaired or replaced. If, however, a better degree of creep mitigation is desired, the walls and fences may be provided with the deepened footings to met the foundation setback criteria laid out in Figure 18-1-1 of the UBC, 1997 edition, or these structures may be constructed to accommodate potential tnoveiueiii. Under certain circumstances, an effective solution to minimize the effects of creep on top- of-slope walls and fences is to support these structures on a pier-and-grade-beam system. The piers normally consist of minimum 12-inch diameter cast-in-place caissons spaced at a maximum of 8 feet on center, and connected together by a minimum 12-inch-thick grade beam at a shallow depth. The piers are typically at least 10 feet deep for medium or high expansive soil. The steel reinforcement for the system should be designed with consideration of wall/fence type and loading. Walls or fences aligned essentially pclpeiiui$.u1d.1 LU WC LOP 01 'Uht SLOpe 2AC llolllllllly SUppUILCU 011 LIIC system for at least that part of the wall that is within 15 feet from the top-of-slope. Caisson support is recommended for all, top-of-slope walls where slopes are greater than 10 feet in height. And the slopes Consist of high or very high expansive soils. 5.5 Concrete In-place concrete is subject to adverse conditions such as unsightly cracking, excessive water vapor transmission, sulfate attack, efflorescence, and other adverse conditions. Adherence to the following guidelines will help mitigate against the above adverse hazards. -24- 4 Leighton 971009-014 1) Exposure to sulfate-containing solutions: The soluble sulfate content of the finish grade soils on the site is anticipated to be in the moderate to severe range based on 1997 Uniform Building Code criteria. Comply with 1997 UBC Table 19-A-4; and Maintain concrete water/cement ratio less than 0.5. 2) Drying shrinkage cracking: Follow recommendations of AC! 302.1 F for industrial/commercial structures, or follow recommendations of ACI 332.R for residential construction, as appropriate; Maintain concrete water/cement ratio less than 0.5. Use minimum cement required to achieve desired strength; Provide effective concrete curing for seven days after placing; Design control joints into slab; and Do not place concrete on hot,. windy low-humidity days. 3) Reduction of vapor transmission: Maintain concrete water/cement ratio less than 0.5. Avoid construction punctures of vapor barriers; Seal vapor barrier joints; Extend vapor barrier into footing/grade beam excavation (not covering bottom of excavation); Prevent excessive irrigation of landscaping; and Use floor-covering adhesives that are not water-soluble. 5.6 Slope Maintenance Guidelines It is the responsibility of the owner to maintain the slopes, including adequate planting, proper irrigation and maintenance, and repair of faulty irrigation systems. To reduce the potential for erosion and slumping of graded slopes, all slopes should be planted with ground cover, shrubs, and plants that develop dense, deep root structures and require minimal irrigation. Slope planting should be carried out as soon as practical upon completion of grading. Surface-water runoff and standing water at the top-of-slopes should be avoided. Oversteepening of slopes should be avoided during construction activities and landscaping. Maintenance of proper lot drainage, undertaking of property improvements in accordance with sound engineering practices, and proper maintenance of vegetation, including regular slope irrigation, should be performed. Slope irrigation sprinklers should be adjusted to provide maximum uniform coverage with minimal of water usage and overlap. Overwatering and consequent runoff and ground saturation 25- 4 Leighton 971009-014 should be avoided. If automatic sprinklers systems are installed, their use must be adjusted to account for rainfall conditions. Trenches excavated on a slope face for any purpose should be properly backfihled and compacted in order to obtain a minimum of 90 percent relative compaction, in accordance with ASTM Test Method D1557. Observation/testing and acceptance by the geotechnical consultant during trench backfill is recommended. A rodent-control program should be established and maintained. Prior to planting, recently graded slopes should be temporarily protected against erosion resulting from rainfall, by the implementing slope protection measures such as polymer covering, jute mesh, etc. 5.7 Control of Surface Water and Drainage Surface drainage should be carefully taken into consideration during precise grading, landscaping, and building construction. Positive drainage (e.g., roof gutters, downspouts, area drain, etc.) should be provided to direct surface water away from structures and towards the street or suitable drainage devices. Ponding of water adjacent to structures should be avoided; roof gutters, downspouts, and area drains should be aligned so as to transport surface water to a minimum distance of 5 feet away from structures. The performance of structural foundations is dependent upon maintaining adequate surface drainage away from structures. Water should be transported off the site in approved drainage devices or unobstructed swales. We recommend that the minimum flow gradient for the drainage be I-percent for area drains and paved drainage swales; and 2-percent for unpaved drainage swales. We recommend that where structures will be located within 5 feet of a proposed drainage swale, the surface drainage adjacent to the structures be accomplished with a gradient of at least 3-1/2 percent away from the structure for a minimum horizontal distance of 3 feet. Drainage should be further maintained by a swale or drainage path at a gradient of at least 1-percent for area drains and paved drainage swales and 2-percent for unpaved drainage swales to a suitable coiiec,iori device (i.e. area drain, street gutter, etc.). We also recommend that structural footings within 4 feet of the drainage swale flowline be deepened so that the bottom of the footing is at least 12 inches below the flow-line of the drainage swale. In places where the prospect of maintaining the minimum recommended gradient for the drainage swales and the construction of additional area drains is not feasible, provisions for specific recommendations may be necessary, outlining the importance of maintaining positive drainage. The impact of heavy irrigation or inadequate runoff gradient can create perched water conditions, resulting in seepage or shallow groundwater conditions where previously none existed. Maintaining adequate surface drainage and controlled irrigation will significantly reduce the potential for nuisance-type moisture problems. To reduce differential earth movements (such as heaving and shrinkage due to the change in moisture content of 26 4 Leighton 971009-014 foundation soils, which may cause distress to a structure or improvement), the moisture content of the soils surrounding the structure should be kept as' relatively constant as possible. All area drain inlets should be maintained and kept clear of debris in order to function properly. In addition, yard landscaping should not cause any obstruction to the yard drainage. Rerouting of yard drainage pattern and/or installation of area drains should be performed, if necessary. A qualified civil engineer or a landscape architect should be consulted prior to rerouting of drainage. 5.8 LandscaDing and Post-Construction Landscaping and post-construction practices carried out by the owner(s) and their representative bodies exert significant influences on the integrity of structures founded on expansive soils. Improper landscaping and post-construction practices, which are beyond the control of the geotechnical engineer, are frequently the primary cause of distress to these structures. Recommendations for proper landscaping and post-construction practices are provided in the following paragraphs within this section. Adhering to these recommendations will help in minimizing distress due to expansive soils, and in ensuring that such effects are limited to cosmetic damages, without compromising the overall integrity of structures. The recommendations provided herein have been developed in general accordance with the guidclincs provided within the Post-Tensioning Institute's (1996) recommendations for the design and construction of post-tensioned slabs-on-ground. Initial landscaping should be done on all sides adjacent to the foundation of a structure, and adequate measures should be taken to ensure drainage of water away from the foundation. If larger, shade pro''iding trees are desired, such trees should be planted away from structures (at a minimum distance equal to half the mature height of the tree) in order to prevent penetration of the tree roots beneath the foundation of the structure. T ,,1.,,,t r' f,s l..,,I,,,,,, 1..,. yiu.ir J 'fl .),IPJUAU LI' U.) £4UL U.) lul If planters are utilized in these locations, they should be properly designed so as to prevent fluctuations in the moisture content of subgrade soils. Planting areas at grade should be provided with appropriate positive drainage.. Wherever possible, exposed soil areas should be above paved grades. Planters should not be depressed below adjacent paved grades unless provisions for drainage, such as catch basins and drains, are made. Adequate drainage gradients, devices, and curbing should be provided to prevent runoff from adjacent pavement or walks into planting areas. Watering should be done in a uniform, systematic manner as equally as possible on all sides of the foundation, to keep the soil moist. Irrigation methods should promote uniformity of moisture in planters and beneath adjacent concrete fiatwork. Overwatering and underwatering of landscape areas must he avoided. Areas of soil that do no have ground 27- 4 Leighton 971009-014 cover may require more moisture, as they are more susceptible to evaporation. Ponding or trapping of water in localized areas adjacent to the foundations can cause differential moisture levels in subsurface soils and should, therefore, not be allowed. Trees located within a distance of 20 feet of foundations would require more water in periods of extreme drought, and in some cases, a root injection system may be required to maintain moisture equilibrium. During extreme hot and dry periods, close observations should be carried out around foundations to ensure that adequate watering is being undertaken to prevent soil from separating or pulling back from the foundations. 5.9 Construction Observation and Testing Construction observation and testing should be performed by the geotechnical consultant during future excavations and foundation or retaining wall construction on the graded portions of the site. Additionally, footing excavations should be observed and moisture determination tests of subgrade soils should he performed by the geotechnical consultant prior to the pouring of concrete. Foundation design plans should also be reviewed by the geotechnical consultant prior to excavations. 4 -28- Leighton 971009-014 6.0 LIMITATIONS The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not.guarantee the contractor's work, nor do our services relieve the contractor or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. 4 -29- Leighton Table 1 Lot-By-Lot Summary of As-Graded Geotechnical Conditions Planning Area PA-11 (Lots 1 through 25) Lot Number Lot Type Exp Finish Grade nsion Potential Approximate Maximum Fill Thickness on Lot (in feet) Approximate Differential Fill Thickness Across Proposed Building Footprint (in feet) Potential Degree of Sulfate Attack (and Sulfate Content in percentage) Moisture Content and Minimum Presoaking Depth Minimum Transition Medium 30 25 MODERATE 120%@ 18 inches 2 Transition Medium 50 40 MODERATE 120%@ 18 inches 3 Fill Low 25 10 MODERATE 120%@ 12 inches 4 Transition Low 40 35 MODERATE 120%@ 12 inches 5 Fill Low 55 30 MODERATE 120%@ 12 inches 6 Transition Medium 20 15 SEVERE 120%@ 18 inches 7 Overexcavation Medium 15 10 SEVERE 120% @ 18 inches 8 Overexcavation Medium 45 35 MODERATE 120%@ IS inches 9 Fill Medium 25 15 MODERATE 120%@ 18 inches 10 Fill Medium 25 IS MODERATE 120%@ 18 inches II Transition Medium 20 15 MODERATE 120%@ 18 inches 12 Fill Medium 10 6 MODERATE 120%@ 18 inches 13 Fill Medium 20 13 MODERATE 120%@ 18 inches 14 Fill Medium 75 50 MODERATE 120%@ 18 inches 15 Fill Medium 25 15 MODERATE 120%@ 18 inches 1.6 Fill Medium 50 25 MODERATE 120%@ 18 inches Fill Medium - 95 40 MODERATE 120%@ 18 inches Table 1 Lot-By-Lot Summary of As-Graded Geotechnical Conditions Planning Area PA-11 (Lots 1 through 25) Lot Number Lot Type Finish Grade Expansion Potential and (Expansion Index) Approximate Maximum Fill Thickness on Lot (in feet) Approximate Differential Fill Thickness Across Proposed Building Footprint (in feet) Potential Degree of Sulfate Attack (and Sulfate Content in percentage) Moisture Content and Minimum Presoaking Depth Minimum 18 Fill Medium 95 20 MODERATE 120% @ 18 inches 19 Fill Medium 80 40 MODERATE 120%@18inches 20 Fill -Medium 45 25. MODERATE 120%18inches 21 Transition Medium 30 25 MODERATE 120% @_18inches 22 Transition Medium 5 2 MODERATE 120% 18inches 23 Transition Medium 5 2 MODERATE 120%@18inches 24 Fill Medium 40 30 MODERATE I20%@18inches 25 Transition Medium 10 5 SEVERE 120% (i)18inches 971009-014 APPENDIX A References California Building Standards Commission (CBSC), 2001, California Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field Inspection Provision, Volume II - Structural Engineering Design Provision, and Volume ifi - Material, Testing and Installation Provision, ICBO. Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Aiquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - Administrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - Structural Engineering Design Provisions, and Volume LIE - Material, Testing and Installation Provision, ICBO. Leighton and Associates, Inc., 1997, Preliminary Geotechnical Investigation, Bressi Ranch, Carlsbad, California, Project No. 4971009-002, dated July 29, 1997. -. , 2001, Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch, Carlsbad, California, Project No. 971009-0015, dated March 14, 2001. --, 2003a, Geotechnical Grading Plan Review of the Mass Grading plans, Bressi Ranch, Carlsbad, California, Project No. 971009-007, dated January 17, 2003. -- '-, 2003b, Preliminary Residential and Commercial Foundation Design Recommendations, Bressi Ranch, Carlsbad, California, Project No. 971009-007, dated February 5, 2003. -, 2003c, Geotechnical Recommendations Concerning 95 Percent Relative Compaction of Fills Deeper than 40 Feet, Bressi Ranch, Carlsbad, California, Project No. 971009-007, dated February 13, 2003. --, 2003d, Recommended Type of Pipe for Proposed Subdrains, Bressi Ranch, Carlsbad, California, Project No. 971009-007, dated April 17, 2003. -, 2003c, Advanced Preliminary Street Pavement Sections Based on Assumed Street Subgradc Soil J-Values and Traffic Indexes, Bressi Ranch, Carlsbad, California, August 8, 2003, dated August 8, 2003. A-i 971009-014 APPENDIX A (continued) 2003f, Side-Yard Drainage Recommendation Alternative, Bressi Ranch, Carlsbad, California, Project No. 971009-014, dated August 28, 2003. -, 2004a, Deep Fill Area Settlement Monitoring Recommendations, Bressi Ranch, Carlsbad, California, Project No. 971009-014, dated February 13, 2004, (revised February 16, 2004). - -----, 2004b, Geotechnical Completion Letter of the Rough and Fine-Grading Operations, Lots 1 Through 25, Planning Area PA- 11, Bressi Ranch, Carlsbad, California, Project No. 4971009-014, dated May 26, 2004. Project Design Consultants, 2003a, Mass Grading and Erosion Control Plans for: Bressi Ranch, Carlsbad, California, Carlsbad Tract No. 00-06, Drawing No. 400-8A; dated January 7, 2003, revised November 24, 2003. -, 2004b, Grading Plans: Bressi Ranch Planning Area 11, Carlsbad Tract No. CT 02-19, Carlsbad, California, Drawing No. 418-8A, 11 Sheets, dated June 30, 2004. 2004c, Precise Grading and Erosion Control Plans for: Bressi Ranch Planning Area 11, Lots 1-25, Carlsbad, Tract No. CT 8249, Carlsbad, California, 13 Sheets, printed date September 17, 2004. A-2 971009-014 APPENDIX B EXPLANATION OF SUMMARY OF FIELD DENS1Ti TESTS Test No. Test of Test No. Test of Prcfix lest of Abbreviations Prefix Test of Abbreviations (none) GRADING Natural Ground NO (SG) SUBGRAL)E Original Ground 00 (AB) AGGREGATE BASE Existing Fill EF (CB) CEMENT TREATED BASE Compacted Fill CF (PB) PROCESSED BASE Slope Face SF (AC) ASPHALT CONCRETE Finish Grade FG Curb c (S) SEWER (SI)) STORM DRAIN (utter 0 (AD) AREA DRAIN Curb and Gutter CG (W) DOMESTIC WATER Cross Gutter XG (RC) RECLAIMED WATER Street ST (SB) SUBDRAIN Sidewalk SW (G) GAS Driveway D (E) ELECTRICAL Driveway Approach DA CO TELEPHONE Parking Lot PL (J) JOINT UTILITY blectric Box Pad ES (I) IRRIGATION Trash Enclosure IF loading Ramp LR Bedding Material B Building Pad BP Shading Sand .. .. Main Lateral 1 Crossing x Manhole Hydrant Lateral HL Catch Basin CB Riser R Inlet I Fire Service FS Water Services WS Head Wall HW (tW) RETAINING WAIL IF —(F) PRESATURATION (CW) CRIB WALL (LW) LOFFELL WALL Moisture Content M (SF) STRUCT FOOTING Footing Bottom F Backfill B Wall Cell C; (IT) INTERIOR TRENCI I Sewer Lateral S Storm Drain SD Electric Line E N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM lest Methods D2922 and 1)3017. S . represents sand cone tests that were pei.tiirmcd in general accordance with most recent version of ASIM lest Method Dl556. I5A represents first retest of'Fest No. 15 155 represents second retest of Test No. 15 0 in Test Elevation Column represents test was taken at the ground surface (e.g. finish grade or subgrade) I" in Test Elevation Column represents test was taken one foot below the ground surface B-i SUMMARY OF FIELD. DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 2421 8/29/03 CF Greenhaven Buttress 1988495 6254540 202.0 10 103.2 112.5 17.9 16.0 92 2422 8/29/03 CF Greenhaven Buttress 1988550 6254215 209.0 10 102.8 112.5 16.2 16.0 91 2423 8/29/03 CF Greenhaven Buttress 1988550 6254050 221.0 :/10 102.8 112.5 16.8 16.0 91 2424 8/29/03 CF Greenhaven Buttress 1988590 6254020 220.0 10 104.1 112.5 15.1 16.0 93 2426 8/29/03 CF Greenhaven Buttress 1988510 6254270 208.0 fQ 101.7 112.5 18.2 16.0 90 2428 8/29/03 CF Greenhaven Buttress 1988535 6254100 217.0 10 103.0 112.5 17.3 16.0 92 2430 8/29/03 CF Greenhaven Buttress 1988480 6254550 207.0 10 101.9 112.5 18.0 16.0 91 2431 8/29/03 CF Greenhaven Buttress 1988500 6254465 208.0 10 102.6 112.5 15.9 16.0 91 2432 9/2/03 CF Greenhaven Buttress 1988505 6254370 209.0 10 102.6 112.5 17.9 16.0 91 2436 9/2/03 CF Greenhaven Buttress 1988500 6254080 223.0 10 102.6 112.5 16.5 16.0 91 2437 9/2/03 CF Greenhaven Buttress 1988490 6254220 211.0 10 101.8 112.5 17.7 16.0 90 2438 9/2/03 CF Greenhaven Buttress 1988470 6254175 215.0 10 102.4 112.5 18.3 16.0 91 2439 9/2/03 CF Greenhaven Buttress 1988510 6254145 218.0 10 101.6 112.5 17.8 16.0 90 2440 9/2/03 CF Greenhaven Buttress 1988580 6254090 221.5 10 101.9 112.5 17.3 16.0 91 2441 9/2/03 CF Greenhaven Buttress 1988485 6254520 214.0 10 104.1 112.5 15.2 16.0 93 2448 9/2/03 CF Greenhaven Buttress 1988455 6254545 213.0 10 102.1 112.5 15.9 16.0 91 2453 9/2f03 CF Greenhaven Buttress 1988465 6254620 212.0 'IO 102.6 112.5 18.6 16.0 91 2464 9/3/03 CF Greenhaven Buttress 1988500 6254010 225.0 10 102.8 112.5 18.6 16.0 91 2465 9/3/03 CF Greenhaven Buttress 1988490 6254290 260.0 'b0 103.5 112.5 16.2 16.0 92 2466 9/3/03 CF Greenhaven Buttress 1988475 6254600 214.0 10 101.8 112.5 18.0 16.0 90 2467 9/3/03 CF Greenhaven Buttress 1988460 6254265 217.0 10 104.7 112.5 15.3 16.0 93 2468 9/3(03 CF Greenhaven Buttress 1988540 6254085 224.5 10 103.3 112.5 16.5 16.0 92 2469 9/3/03 CF Greenhaven Buttress 1988450 6254430 216.0 10 102.0 112,5 17.3 16.0 91 2470 9/3/03 CF Greenhaven Buttress 1988530 6254020 227.0 10 104.0 112.5 16.1 16.0 92 2471 9/3/03 CF Greenhaven Buttress 1988505 6254500 216.0 10 101.6 112.5 19.2 16.0 90 2472 9/3/03 CF Greenhaven Buttress 1988485 6254110 224.5 10 103.4 112.5 16.8 16.0 92 4205 10/9/03 CF PA-11 1988490 .6253580 165.0 10 109.4 112.5 16.8 16.0 97 4206 10/9/03 CF PA-11 1988540 6253525 164.0 10 107.2 112.5 16.1 16.0 95 4207 10/9/03 CF PA-11 1988487 6253400 166.0 10 104.4 112.5 17.9 16.0 93 RT0N4207 4207A 10/9/03 CF PA-11 1988483 6253401 166.0 10 109.5 112.5 16.5 16.0 97 RT0F4207 4209 10.19103 CF PA-11 1988645 6253505 174,0 'i3 109.3 115.0 17.3 16.5 95 4210 10/9/03 CF PA-11 1988520 6253530 168.0 13 109.9 115.0 16.3 16.5 96 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 1 of43 Leighton and Associates, Inc 10/812 10:00:38AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4211 10/9/03 CF PA-1l 1988470 6253415 170.0 13 108.9 115.0 17.2 16.5 95 4212 10/9103 CF PA-1l 1588480 6253225 171.0 13 109.2 115.0 17.0 16.5 95 4213 1019/03 CF PA- Il 1588480 6253300 166.0 10 106.7 112.5 15.8 16.0 95 4214 10/9103 CF PA-1l 1588525 6253630 173.5 10 109.2 112.5 15.2 16.0 97 4215 1019/03 CF PA- Il 1588580 6253540 174.0 13 105.9 115.0 17.6 16.5 92 RTON4215A 4215A 1019103 CF PA-11 1588585 6253540 174.0 13 109.6 115.0 17.0 16.5 95 RT0F4215 4217 1019/03 CF PA-11 1588530 6253455 170.0 13 108.8 115.0 17.5 16.5 95 4218 10/9/03 CF PA-1l 1588660 6253480 177.5 10 106.8 112.5 16.4 16.0 95 4219 10/9/03 CF PA-1l 1c88460 6253610 176.0 10 107.6 112.5 15.7 16.0 96 4220 10/9/03 CF PA-1i 1588470 6253370 178.0 10 106.9 112.5 17.2 16.0 95 4221 10/9/03 CF PA-1l 1588525 6253480 179.0 10 107.2 112.5 15.3 16.0 95 4222 10/9/03 CF PA-1i 1588490 6253565 180.0 10 106.8 112.5 16.3 16.0 95 4223 10/9/03 CF PA-11 1588450 6253240 186.0 ID 107.1 112.5 15.9 16.0 95 4224 1019/03 CF PA-1i 1988665 6253545 187.0 10 108.1 112.5 16.8 16.0 96 4225 10/9/03 CF PA-1i 1588505 6253545 184.5 13 109.8 115.0 15.9 16.5 95 4226 10/9/03 CF PA-1l 1588480 6253555 185.0 13 109.3 115.0 17.2 16.5 95 4227 10/9/03 CF pA-1l 1588515 6253600 188.0 10 104.3 112.5 17.6 16.0 93 RT0N4227A 4227A 10/9/03 CF PA-1 I 1588515 6253605 188.0 10 107.7 112.5 15.8 16.0 96 RT OF 4227 4229 10/9/03 CF PA-1l 1588500 6253500 188.0 13 109.5 115.0 17.6 16.5 95 4230 10/9/03 CF PA-1l 1588500 6253270 190.0 13 108.9 115.0 17.2 16.5 95 4247 10/13/03 CF PA-1i Stability Fill 1988480 6254435 206.5 10 101.9 112.5 16.2 16.0 91 4248 10/13/03 CF PA-I] Stability Fill 1588590 6254315 208.0 10 103.1 112.5 17.0 16.0 92 4249 10.113/03 CF PA-1 1 Stability Fill 1588465 6254410 210.0 10 103.4 112.5 17.4 16.0 92 4250 10/13/03 CF PA-1l Stability Fill 1588500 6254575 212.0 10 102.4 112.5 16.3 16.0 91 4251 10/13103 CF PA-1l Stability Fill 1588450 6254360 214.0 10 101.8 112.5 18.0 16.0 90 4252 10/13/03 CF PA-1l Stability Fill 1588470 6254505 215,5 10 102.5 112.5 16.8 16.0 91 4253 10/13/03 CF PA-1 I Stability Fill 1988465 6254375 216.0 10 102.1 112.5 15.7 16.0 91 4255 10/13/03 CF PA-1i Stability Fill 1588495 6254425 217.0 10 102.3 112.5 16.7 16.0 91 4256 10/13/03 CF PA-1l Stability Fill 1988485 6254245 219.0 10 101.8 112.5 16.3 16.0 90 4275 10/13/03 CF PA-1i Stability Fill 1988480 6254115 218.0 10 102.3 112.5 17.4 16.0 91 4276 10/13/03 CF PA-1l Stability Fill 1988445 6254160 219.0 10 103.1 112.5 15.4 16.0 92 4277 10/13/03 CF PA-1i Stability Fill 1588470 6254330 220.0 10 102.4 112.5 16.2 16.0 91 Project Number: 971009014 4 Project Name: Bress: Ranch Project Location: 0 if Client: 0 Page2of43 Leighton and Associates': 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4278 10,13/03 CF PA-1l Stability Fill 1988485 6254025 221.0 10 103.9 112.5 16.8 16.0 92 4280 10/14/03 CF PA-11 1988460 6253585 190.0 10 106.8 112.5 16.7 16.0 95 4281 10/14/03 CF PA-11 1988500 6253680 193.0 10 107.9 112.5 16.2 16.0 96 4282 10/14/03 CF PA-11 1988540 6253495 191.0 10 107.1 112.5 15.7 16.0 95 4283 10114/03 CF PA-11 1988510 6253370 192.0 10 106.9 112.5 17.4 16.0 95 4284 10/14/03 CF PA-11 1988510 6253370 192.0 10 106.7 112.5 15.9 16.0 95 4285 10/14/03 CF PA- 11 1988615 6253490 195.0 10 108.9 112.5 15.3 16.0 97 4286 10/14/03 CF PA- 11 1988485 6253625 194.0 10 107.8 112.5 16.3 16.0 96 4287 10/14/03 CF PA-11 1988585 6253450 196.0 10 106.7 112.5 16.6 16.0 95 4288 10/14/03 CF PA-11 1988500 6253240 196.0 10 107.1 112.5 15.7 16.0 95 4289 10/14/03 CF PA-11 1988550 6253520 194.0 10 106.6 112.5 15.2 16.0 95 4290 10/14/03 CF PA-11 1988480 6253455 196.0 tO 107.6 112.5 15.5 16.0 96 4291 10/14/03 CF PA-11 1988505 6253620 200.0 10 108.0 112.5 16.4 16.0 96 4292 10/14/03 CF PA-1l 1988640 6253460 199.0 10 106.9 112.5 16.2 16.0 95 4293 10/14/03 CF PA-1l 1988500 6253395 197.0 10 105,3 112.5 15.3 16.0 94 RT0N4293A 4293A 10/14/03 CF PA-11 1988500 6253400 197.0 10 107.8 112.5 16.0 16.0 96 RT0F4293 4295 10/14/03 CF PA-1l 1988680 6253525 201.0 10 107.4 112.5 17.2 16.0 95 4296 10/14/03 CF PA-1l 1588550 6253610 202.0 10 108.1 112.5 16.8 16.0 96 4297 10/14103 CF PA-1i 1988550 6253425 203.0 10 107.7 112.5 163 16.0 96 4298 10/14/03 CF PA-1l 1588480 6253510 200.0 10 106.7 112.5 17.2 16.0 95 4299 10/14/03 CF PA-1l 1588520 6253330 202.0 10 107.3 112.5 15.7 16.0 95 4332 10/22/03 CF PA-1i 1588810 6253488 247.0 18 101.7 113.0 16.6 16.0 90 4333 10/22103 CF PA-11 1598800 6253485 249.0 18 102.3 113.0 16.1 16.0 91 4334 10/22/03 CF PA-1I 1598750 6253525 249.0 18 104.2 113.0 18.3 16.0 92 4335 10/22/03 CF PA-1I 1988750 6253480 250.0 1 18 97.8 113.0 16.4 16.0 87 RT0N4335A 4335A 10/22/03 CF PA-1I 1588750 6253480 250.0 fl8 101.5 113.0 16.6 16.0 90 RT OF 4335 4336 10/22/03 CF PA-1I 1588700 6253500 250.0 18 99.8 113.0 14.4 16.0 88 RT0N4336A 4336A 10/22/03 CF PA-1I 1588700 6253500 250.0 18 101.9 113.0 16.2 16.0 90 RT0F4336 4337 10/22/03 CF PA-1I 1988750 6253570 250.0 18 99.9 113.0 12.7 16.0 88 RT0N4337A 4337A 10122/03 CF PA-1l lS88750 6253570 250.0 18 102.6 113.0 16.5 16.0 91 RT0F4337 4338 10/22/03 CF PA-1i 1588700 6253350 249.0 18 103.8 113.0 18.2 16.0 92 4339 10/22/03 CF PA-1l 1588670 6253350 249.0 18 103.1 113.0 18.9 16.0 91 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 3of43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4340 10/22/03 CF PA- il 1988650 6253350 250.0 18 103.3 113.0 17.7 16.0 91 4344 10/22/03 CF PA-11 1988588 6253693 251.0 16 107.0 117.0 15.0 14.0 91 4345 10122/03 CF PA-11 1988515 6253653 250.0 13 103.4 115.0 18.5 16.5 90 4346 10/22/03 CF PA- 11 1988525 6253370 250.0 16 105.0 117.0 16.7 14.0 90 4347 10/22/03 CF PA-11 1988535 6253074 260.0 07 110.8 122.0 15.3 13.0 91 4348 10/22/03 CF PA-11 1988540 6253078 260.0 07 109.6 122.0 14.6 13.0 90 4349 10/22/03 CF PA-11 1988545 6253082 260.0 09 107.2 118.0 16.4 15.0 91 4350 10/22/03 CF PA-11 1988535 6252955 265.0 16 105.1 117.0 15.9 14.0 90 4390 10/30/03 CF PA-11 1988902 6253425 263.0 07 111.2 122.0 14.4 13.0 91 4391 10/30/03 CF PA-1I 1988872 6253448 260.0 07 113.5 122.0 15.2 13.0 93 4392 10/30/03 CF PA-1i 1988893 6253491 261.0 14 114.8 124.0 12.6 12.0 93 4393 10/30/03 CF PA-1i 1988833 6253477 258.0 14 112.8 124.0 13.3 12.0 91 4394 10/30/03 CF PA-1l 1988818 6253538 257.0 07 108.3 122.0 10.2 13.0 89 RT0N4394A 4394A. 10/30/03 CF PA-1i 1988818 6253538 257.0 07 111.4 122.0 12.8 13.0 91 RT0F4394 4396 10/30103CF PA-11 1988792 6253543 260.0 04 106.3 120.5 9.6 12.5 88 RT0N4396A 4396A 10/30/03 CF PA-11 1988792 6253543 260.0 04 109.5 120.5 13.4 12.5 91 RT0F4396 4398 10/30/03 CF PA-11 1988777 6253590 262.0 07 111.6 122.0 14.6 13.0 91 4399 10/30/03 CF PA-11 1588771 6253623 259.0 14 114.6 124.0 13.3 12.0 92 4400 10/15/03 CF PA- 11 1988640 6253435 203.0 10 108.8 112.5 15.6 16.0 97 4401 10/15/03 CF PA-11 1988455 6253325 204.0 10 107.2 112.5 17.3 16.0 95 4402 10/15/03 CF PA-11 1988610 6253455 205.0 10 107.9 112.5 16.1 16.0 96 4403 10/15/03 CF PA-11 1988460 6253390 207.0 10 106.8 112.5 17.4 16.0 95 4404 10/15/03 CF PA-11 1988564 6253465 208.5 10 104.0 112.5 16.6 16.0 92 RTON4404A 4404A 10/15/03 CF PA-1l 1988568 6253465 208.5 10 107.5 112.5 16.2 16.0 96 R10F4404 4406 10/15/03 CF PA-1l 1988475 6253250 205.0 10 107.4 112.5 16.8 16.0 95 4407 10/15/03 CF PA- il 1988492 6253460 205.0 10 108.6 112.5 15.4 16.0 97 4408 10/15/03 CF PA-Il 1988445 6253600 207.0 10 107.3 112.5 16.9 16.0 95 4409 10/15/03 CF PA-1l 1988680 6253590 206.0 10 106.9 112.5 17.2 16.0 95 4410 10/15/03 CF PA-1l 1588610 6253430 207.0 10 108.2 112.5 17.1 16.0 96 4411 10/15/03 CF PA-1I 1988550 6253585 208.0 10 108.1 112.5 17.2 16.0 96 4412 10/15/03 CF PA-11 1c88590 6253475 208.0 10 108.1 112.5 16.2 16.0 96 4413 10/15/03 CF PA-If 1c88710 6253515 209.0 10 107.3 112.5 15.0 16.0 95 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 4of43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Nortliing E.asting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4414 10/15/03 CF PA-1l 1988465 6253640 208.5 10 109.0 112.5 15.3 16.0 97 4415 10/15/03 CF PA-11 1988630 6253570 209.0 10 107.5 112.5 15.3 16.0 96 4416 10/15/03 CF PA- li 1988680 6253450 210.5 10 104.2 112.5 17.1 16.0 93 RT0N4416A 4416A 10/15/03 CF PA-11 1988680 6253455 210.5 10 107.3 112.5 15.9 16.0 95 R10F4416 4418 10/15/03 CF PA-11 1988475 6254345 221.0 10 108.1 112.5 15.5 16.0 96 4419 10/15/03 CF PA-11 1988465 6253520 224.0 10 106.7 112.5 17.5 16.0 95 4420 10/15/03 CF PA-11 1988500 6254620 223.5 10 107.7 112.5 15.1 16.0 96 4421 10/15/03 CF PA-11 1988450 6254010 225.0 10 107.3 112.5 16.5 16.0 - 95 4422 10/16/03 CF PA-11 1988590 6253190 220.0 09 106.8 118.0 15.3 15.0 91 4423 10/16/03 CF PA-11 1988770 6253450 215.0 09 107.3 118.0 16.5 15.0 91 4424 10/16/03 CF PA-11 1988590 6253520 215.0 09 108.6 118.0 15.7 15.0 92 4425 10/16/03 CF PA-11 1988490 6253617 210.0 09 107.1 118.0 14.9 15.0 91 4426 10/16/03 CF PA-11 1988530 6253480 212.0 09 108.8 118.0 15.3 15.0 92 4427 10/16/03 CF PA-11 1988560 6253260 214.5 09 107.1 118.0 15.9 15.0 91 4428 10/16/03 CF PA-11 1988740 6253585 216.0 09 108.6 118.0 15.7 15.0 92 4429 10/16/03 CF PA-11 1988775 6253465 218.0 09 104.6 118.0 17.1 15.0 89 RT0N4429A 4429A 10/16/03 CF PA-11 1988770 6253465 218.0 09 108.0 118.0 16.4 15.0 92 RT0F4429 4431 10/16/03 CF PA-1l 1988580 6253585 20.0 09 106.1 118.0 17.3 15.0 90 4432 10/16/03 CF PA-1 I 1988485 6253320 215.0 09 107.9 118.0 16.0 15.0 91 4433 10116/03 CF PA-11 1988565 6253180 219.5 09 105.8 118.0 16.4 15.0 90 4434 10/16/03 CF PA-11 1988490 6253530 218.0 09 108.9 118.0 14.6 15.0 92 4435 10/16/03 CF PA-1l 1988585 6253530 221.0 09 106.8 118.0 15.8 15.0 91 4436 10/16103 CF PA-11 1988740 6253540 223.0 09 107.6 118.0 15.3 15.0 91 4437 10116/03 CF PA-11 1988770 6253610 225.0 09 107.4 118.0 17.9 15.0 91 4438 10/17/03 CF PA-1l 1988800 6253630 228.0 09 106.3 118.0 16.8 15.0 90 4439 10/17/03 CF PA-1l 1988515 6253110 225.0 09 108.2 118.0 16.8 15.0 92 4440 10/17/03 CF PA-1i 1988660 6253505 226.0 09 107.3 118.0 15.3 15.0 91 4441 10/17/03 CF PA-11 1988515 6253495 218.0 13 103.7 115.0 18.2 16.5 90 4442 10/17/03 CF PA- Il 1988515 6253495 218.0 13 104.8 115.0 17.3 16.5 91 4443 10/17/03 CF PA-1l 1988625 6253420 - 223.0 13 105,9 115.0 17.9 16.5 92 4444 10/17103 CF PA-11 1988545 6253225 224.5 :13 106.0 115.0 18.3 16.5 J92. 4445 101703 CF Pk II 1988760 6253545 2275 13 1042 1150 168 165 Project Number 971009014 Project Name Bressi Ranch Project Location: 0 Client: 0 Page of 43 eignLuu and ANsociates, inc . I(J(OfZ 1U:UU:14WtM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Lasting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4446 10/17103 CF PA-1l l88530 6253485 226.0 13 105.1 115.0 17.5 16.5 91 4447 10/17103 CF PA-1 1 188580 6253395 228.0 A3 108.8 115.0 15.8 16.5 95 4448 10/17(03 CF PA-1i 1S88540 6253675 229.0 13 104.7 115.0 16.6 16.5 91 4449 10/17/03 CF PA-1l i88595 6253715 256.0 13 107.3 115.0 17.7 16.5 93 4450 10/17/03 CF PA-1i 188785 6253485 233.0 13 105.0 115.0 16.3 16.5 91 4451 10/17/03 CF PA-1l l88820 6253640 237.5 13 107.1 115.0 18.0 16.5 93 4452 10/17/03 CF PA-1i 188765 6253520 233.0 13 102.1 115.0 17.8 16.5 89 RT0N4452A 4452A 10/17/03 CF PA-11 188774 6253525 233.0 13 106.5 115.0 16.2 16.5 93 RT OF 4452 4454 10/17/03 CF PA-11 1c88660 6253490 235.0 13 104.4 115.0 17.5 16.5 91 4455 10/17(03 CF PA-1l . i88790 6253590 231.5 13 106.0 115.0 15.8 16.5 92 4456 10/17/03 CF PA-1l i88600 6253150 233.0 13 104.6 115.0 16.4 16.5 91 4457 10/17/03 CF PA-1l i88550 6253400 230.0 13 106.9 115.0 16.9 16.5 93 4458 10117/03 CF PA-1l 1c88650 6253625 234.0 13 103.8 115.0 18.2 16.5 90 1459 10/17/03 CF PA-1l i88800 6253450 236.0 09 106.7 118.0 14.8 15.0 90 4460 10/17/03 CF PA-1l IS-88845 6253640 238.0 13 107.7 115.0 17.9 16.5 94 4461 10/17/03 CF PA-1l 1c88620 6253585 235.0 13 105.8 115.0 16.1 16.5 92 4462 10/17/03 CF PA-1l 1c88715 6253435 237.0 09 108.8 118.0 15.5 15.0 92 4463 10/17(03 CF PA- 11 1588820 6253460 237.0 09 107.6 118.0 16.5 15.0 91 4464 10/17/03 CF PA-11 1588625 6253480 236.5 09 107.0 118.0 14.7 15.0 91 4465 10/17/03 CF PA-1i IS-88580 6253495 238.0 10 104.6 112.5 17.6 16.0 93 4466 10/17/03 CF PA-1i 188880 6253485 238.0 09 106.2 118.0 15.9 15.0 90 4467 10/17/03 CF PA- Il 188545 6253455 230.0 13 104.4 115.0 16.7 16.5 91 4468 10/17/03 CF PA-1 I 1S88465 6253690 234.0 09 102.2 118.0 17.6 15.0 87 RT ON 4468A 4468A 10/17/03 CF PA-1i l88470 6253690 234.0 09 107.8 118.0 16.1 15.0 91 RT0F4468 4470 10/20/03 CF PA-11 188555 6253540 236.0 09 107.2 118.0 15.3 15.0 91 4471 10/20/03 CF PA-1i 188930 6253485 248.0 09 107.0 118.0 16.5 15.0 91 4472 10/20/03 CF PA-1i 1c88765 6253475 238.0 09 108.6 118.0 15.7 15.0 92 4473 10/20/03 CF PA-1l 1c88620 6253400 237.0 09 108.4 118.0 16.9 15.0 92 4474 10/20/03 CF PA-1i 1c88720 6253635 239.5 09 107.5 118.0 15.2 15.0 91 4475. 10/20/03 CF PA-1l 1S88875 6253680 245.0 09 106.7 118.0 14.7 15.0 90 4476 10/20/03 CF PA-1l 1S88635 6253535 238.0 09 108.8 118.0 14.3 15.0 92 4477 10/20/03 CF PA-1i i988585 6253375 239.0 09 109.4 118.0 15.4 15.0 93 Project Number: 971009014 0 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 60f43 Leighton and Associates, Inc 10/I2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - North ing Easting Test Eiev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4478 10/20/03 CF PA-11 1988565 6253220 242.0 09 107.2 118.0 16.6 15.0 91 4479 10/20/03 CF PA-11 1988720 6253510 243.0 09 106.6 118.0 17.8 15.0 90 4480 10/20/03 CF. PA-11 1988695 6253505 240.0 09 103.1 1180 17.3 15.0 87 RTON4480A 4480A 10/20/03 CF PA-11 1988690 6253510 240.0 09 108.0 118.0 15.8 15.0 92 RT0F4480 4482 10/20/03 CF PA- 11 1988900 6253465 249.0 09 106.9 118.0 15.1 15.0 91 4483 10/20/03 CF PA-11 1988780 6253530 243.0 09 108.3 118.0 14.5 15.0 92 4484 10/20/03 CF PA- 11 1988595 6253495 241.0 09 . 107.7 118.0 15.7 15.0 91 4485 10/20/03 CF PA-11 1988675 6253410 242.0 09 107.3 118.0 16.2 15.0 91 4500 10/22/03 CF PA-11 1988540 6252960 265.0 09 107.5 118.0 15.1 15.0 91 4501 10122/03 CF PA- 11 1988550 6252970 264.0 16 105.0 117.0 15.3 14.0 90 4502 10/22/03 CF PA- 11 1988750 6253630 252.0 16 105.4 117.0 14.3 14.0 90 4503 10/22/03 CF PA-11 1988715 6253612 252.0 16 104.9 117.0 15.6 14.0 90 4504 10/22/03 CF PA-11 1988753 6253586 252.0 16 105.2 117.0 15.8 14.0 90 4505 10/22/03 CF PA- 11 1988830 6253540 253.0 16 105.4 117.0 14.7 14.0 90 4506 10/22/03 CF PA-11 1988760 6253440 253.0 10 102.6 112.5 16.1 16.0 91 4507 10/23/03 CF PA-11 1988815. 6253555 254.0 10 103.1 112.5 16.0 16.0 92 4508 10/23/03 CF PA-11 1988839 6253534 254.0 10 102.2 112.5 16.7 16.0 91 4509 10/23/03 CF PA-11 1988874 6253657 255.0 10 102.7 112.5 16.3 16.0 91 4510 10/23103 CF PA-11 1988750 6253670 255.0 10 102.3 112.5 17.3 16.0 91 4511 10/23/03 CF PA-11 1988715 6253575 256.0 10 103.4 112.5 15.9 16.0 92 4512 10/23/03 CF PA-11 1988815 6253500 257.0 10 102.2 112.5 17.0 16.0 91 4513 10/23/03 CF PA-11 1988880 6253429 258.0 10 102.5 112.5 17.0 16.0 91 4514 10/23/03 CF PA-11 1988682 6253685 258.0 10 102.2 112.5 18.7 16.0 91 4515 10/23/03 CF PA-11 1988818 6253679 258.0 10 103.4 112.5 18.4 16.0 92 4516 10/23/03 CF PA- 11 1988450 6253910 248.0 08 107.5 117.5 14.1 14.0 91 4517 10/23/03 CF PA-11 1988500 6254110 239.0 10 104.7 112.5 16.2 16.0 93 4518 10/23/03 CF PA-11 1988502 6254234 240.0 10 103.9 112.5 16.9 16.0 92 4522 10/23/03 CF PA-11 1988506 6254167 237.0 10 102.9 112.5 16.1 16.0 91 4523 10/23/03 CF PA-11 1988540 6253945 250.0 08 105.3 117.5 14.7 14.0 90 4524 11/3/03 CF PA-11 1988832 6253448 262.0 04 104.8 120.5 10.3 12.5 87 RT0N4524A 4524A 11/3/03 CF PA-11 1988832 6253448 262.0 04 107.9 120.5 12.6 12.5 90 RT0F4524 4526 11/3/03 CF PA-11 1988817 6253401 264.0 04 108.2 120.5 11.8 12.5 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 7of43 Leighton and Associates, inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (It) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4527 11/3/03 CF PA-I I 1588932 6253455 266.0 08 103.5 117.5 13.6 14.0 88 RT ON 4527A 4527A 11/3/03 CF PA-11 1988932 6253455 266.0 08 106.3 117.5 15.6 14.0 90 R10F4527 4529 11/3/03 CF PA-11 1988918 6253505 268.0 08 108.8 117.5 15.7 14.0 93 4530 11/3/03 CF PA-11 1988869 6253532 265.0 17 106.5 114.0 16.2 14.5 93 4531 11/3/03 CF PA-1l 1988503 6253532 270.0 17 107.4 114.0 14.6 14.5 94 4532 11/3/03 CF PA-1l 1988828 6253723 272.0 17 107.2 114.0 16.3 14.5 94 4534 11/3/03 CF PA-1l 1988891 6253618 267.0 17 103.8 114.0 17.2 14.5 91 4535 11/3/03 CF PA-1 I 1988872 6253685 265.0 17 105.7 114.0 15.9 14.5 93 4536 11/3/03 CF PA-1l 1988833 6253683 266.0 17 106.4 114.0 17.0 14.5 93 4537 11/3/03 CF PA-II 1988869 6253654 270.0 17 104.4 114.0 16.7 14.5 92 4538 11/3/03 CF PA-1 I 1988927 6253644 272.0 :17 106.8 114.0 15.4 14.5 94 4544 11/4/03 CF PA- Il 1588512 6254436 229.0 17 106.6 114.0 13.8 .14.5 94 4550 11/4/03 CF PA-11 1988513 6254323 238.0 17 105.8 114.0 15.4 14.5 93 4573 11/5/03 CF PA-1 I 1988475 6252995 274.0 07 112.6 122.0 13.2 13.0 92 4574 11/5/03 CF PA-I1 1983476 6252972 276.0 07 110.8 122.0 16.2 13.0 91 4575 11/5/03 CF PA-1l 1588528 6253072 266.0 19 108.8 118.0 17.3 15.0 92 4576 11/5/03 CF PA-11 1988588 6253142 262.0 19 104.7 118.0 14.8 15.0 89 RT0N4576A 4576A 11/5/03 CF PA-1l 1988582 6253132 262.0 19 106.8 118.0 15.3 15.0 91 RT0F4576 4578 11/5/03 CF PA-11 1988633 6253168 264.0 19 108.7 118.0 16.3 15.0 92 4579 11/5/03 CF PA-1l 1588627 6253228 265.0 07 111.8 122.0 15.5 13.0 92 4580 11/5/03 CF PA-1i [988692 6253311 267.0 07 114.2 122.0 14.9 13.0 94 4581 11/5/03 CF PA- Il 1588707 6253292 269.0 07 111.4 122.0 15.7 13M 91 4582 11/5/03 CF PA-1 I 1588750 6253373 270.0 04 108.3 120.5 13.3 12.5 90 4583 11/5/03 CF PA- il . 1988790 6253475 271.0 04 110.3 120.5 14.8 12.5 92 4584 11/5,/03 CF PA-11 1988844 6253512 273.0 07 109.6 122.0 15.7 13.0 90 4585 1 1/5/03 CF PA-1 1 1588858 6253610 275.0 07 . 110.4 122.0 14.2 13.0 90 4586 11/6/03 CF PA- li . 1988854 . 6253488 275.0 07 111.3 122.0 15.4 13.0 91 4587 11/6103 CF ' PA-11 1988855 6253402 276.0 07 107.3 122.0 13.4 13.0 88 RT0N4587A 4587A 1 1/6/03 CF PA-11 1988869 6253412 276.0 07 109.6 122.0 13.8 13.0 90 RT0F4587 4589 11/6/03 CF PA-11 1588913 6253537 278.0 07 112.6 122.0 15.6 13.0 92 4590 11/6103 CF PA-11 1588858 6253611 274.0 04 108.7 120.5 13.6 12.5 .90 4591 11/6103 CF PA-11 1588871 6253585 279.0 19 107.4 118.0 16.3 15.0 91 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 , Page 8of43 LeigHton and Assoclites, Inc Ju//2 zu:uu:quAM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - North ing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4592 11/6/03 CF PA-11 1988765 6253368 274.0 19 104.6 118.0 15.2 15.0 89 RT0N4592A 4592A 11/6103 CF PA-11 1988772 6253378 274.0 19 107.3 118.0 15.8 15.0 91 RI OF 4592 4594 1116/0 3 CF PA-1 I 1988675 6253275 272.0 04 106.5 120.5 14.3 12.5 88 RT ON 4594A 4594A 11/6/03 CF PA-11 1988665 6253287 272.0 04 108.5 120.5 13.7 12.5 90 RT0F4594 4596 1116103 CF PA-11 1988628 6253202 268.0 19 107.2 118.0 15.8 15.0 91 4597 11/6/03 CF PA-11 1988559 6253105 270.0 19 110.2 118.0 16.4 15.0 93 4598 11/6/03 CF PA-11 1988512 6253033 275.0 19 108.6 118.0 17.2 15.0 92 4599 1116/03 CF PA-11 1988919 6253455 280.0 19 109.3 118.0 15.4 15.0 93 4600 10/22/03 CF PA-11 1988580 6253520 . 248.0 09 106.3 118.0 15.9 15.0 90 4601 10/22/03 CF PA-11 1988870 6253485 255.0 09 107.2 118.0 14.6 15.0 91 4602 10/22/03 CF PA-11 1988850 6253665 250.0 09 107.6 118.0 15.3 15.0 91 4603 10/22/03 CF PA-1l 1588705 6253545 250.0 10 102.8 112.5 17.6 16.0 91 4604 10/22/03 CF PA-1l 1588810 6253565 251.0 10 103.4 112.5 16.3 16.0 92 4605 10/22/03 CF PA-1l 1588610 6253380 249.0 09 105.7 118.0 16.1 15.0 90 4606 10.22/03 CF PA-1l 1588660 6253645 251.0 09 103.9 118.0 16.7 15.0 88 RTON4606A 4606A 10/22/03 CF PA-1l 1588670 6253650 251.0 09 107.0 118.0 15.6 15.0 91 RI OF 4606 4608 10/22/03 CF PA-1 I 1588925 6253465 256.0 10 102.1 112.5 17.4 16.0 91 4609 10/22/03 CF PA-11 1588530 6253100 254.0 09 105.8 118.0 16.5 15.0 90 4610 10/22/03 CF PA-11 1588580 6253385 253.0 16 104.8 117.0 14.2 14.0 90 4611 10/22/03 CF PA-1l 1588580 6253225 252.0 10 103.4 112.5 15.1 16.0 92 4612 10/22/03 CF PA-1l 1588580 6253100 255.0 09 106.7 118.0 15.5 15.0 90 4717 11/7/03 CF PA-1 I 1588852 6253366 278.0 19 109.6 118.0 17.2 15.0 93 4718 11/7/03 CF PA-1i 1588894 6253397 280.0 04 111.3 120.5 14.7 12.5 92 4719 11/7/03 CF PA-1I 1588708 6253226 274.0 07 112.6 122.0 15.3 13.0 92 4720 1117/03 CF PA-H 1588737 6253245 275.0 19 108.6 118.0 17.7 15.0 92 4721 11/7/03 CF PA-1I 1588647 6253132 279.0 19 110.3 118.0 15.2 15.0 93 4722 11/7/03 CF PA 1S88580 6253057 283.0 04 109.8 120.5 12.6 12.5 91 4723 11/7/03 CF PA-1 1 1588523 6252973 286.0 04 113.5 120.5 12.8 . 12.5 94 4724 11/7/03 CF PA- Il 1588935 6253389 282.0 04 106.3 120.5 10.4 12.5 88 RT0N4724A 4724A 11/7/03 CF PA- li 1588935 6253389 282.0 04 108.2 120.5 12.4 12.5 90 R10F4724 4726 11/7/03 CF . PA-1l 1588790 6253242 283.0 04 109.5 120.5 12.8 12.5 91 4727 11/7/03 CF PA-11 1588570 6252930 288.0 04 1102 120.5 14.3 12.5 91 Project Number: 971009014 4- Project Name: Bressi Ranch Project Location: 0 *v Client: 0 Page 9of43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4728 11/13/03 CF PA-11 1988555 6254062 260.0 17 105.2 114.0 15.3 14.5 92 4730 11/13/03 CF PA-11 1988558 6253956 268.0 20 108.8 116.0 14.7 14.0 94 4731 11(13/03 CF PA-11 1988717 6253851 276.0 20 104.8 116.0 14.6 14.0 90 4732 11/13/03 CF PA-11 1988764 6253772 278.0 20 101.8 116.0 11.5 14.0 88 RT0N4732A 4732A 11/13/03 CF PA-11 1988764 6253772 278.0 20 106.2 116.0 13.4 14.0 92 RT OF 4732 4734 11/13103 CF PA-1 I 1988879 6253625 275.0 21 108.3 118.0 13.3 13.0 92 4735 11/13/03 CF PA-11 1988880 6253643 278.0 19 110.7 118.0 15.4 15.0 94 4736 11/13/03 CF PA- 11 1988911 6253607 280.0 17 103.8 114.0 16.2 14.5 91 4741 11/13/03 CF PA-11 1989024 6253795 298.0 21 108.3 118.0 13.4 13.0 92 4742 11/13103 CF PA-11 1988806 6253758 284.0 19 107.6 118.0 16.4 15.0 91 4744 11/13/03 CF PA-11 1988745 6253822 286.0 20 105.7 116.0 16.1 14.0 91 4746 11/13./03 CF PA-It 1988693 6253898 274.0 15 104.6 112.0 16.4 15.5 93 4747 11/13/03 CF PA-11 1988629 6253980 270.0 16 102.8 117.0 12.7 14.0 88 R10N4747A 4747A 11/13/03 CF PA-11 1988629 6253980 270.0 16 106.8 117.0 14.2 14.0 91 RTOF 4747 4750 11/13/03 CF PA-11 1988542 6254169 258.0 21 108.4 118.0 13.6 13.0 92 4768 11/14/03 CF PA-11 1989067 6252937 248.0 19 107.8 118.0 15.3 15.0 91 4769 11/14/03 CF PA-11 1989000 6252851 240.0 19 109.5 118.0 15.9 15.0 93 4770 11/14/03 CF PA-11 . 1988951 6252752 242.0 19 109.6 118.0 15.3 15.0 93 4771 11/14/03 CF PA- il . 1988821 6253304 285.0 18 101.2 113.0 18.9 16.0 90 4772 11/14/03 CF PA-11 1988692 6253192 286.0 18 101.5 113.0 18.9 16.0 90 4774 11/14/03 CF PA- il 1988625 6253045 290.0 18 101.4 113.0 16.3 16.0 90 4776 11/14/03 CF PA- lI 1988663 6253086 288.0 18 103.5 113.0 14.9, 16.0 92 4777 11/14/03 CF PA-11 1988774 6253301 282.0 18 102.3 113.0 16.4 16.0 91 4778 11/14/03 CF PA-11 1988547 6253018 287.0 19 106.9 118.0 16.4 15.0 91 4779 11/14/03 CF PA- 11 1988547 6252932 289.0 19 106.2 118.0 17.9 15.0 90 4780 11/14/03 CF PA-i1 1989252 6253086 274.0 19 106.9 118.0 16.8 15.0 91 4781 11/14/03 CF PA-11 1989320 6253130 285.0 19 106.3 118.0 17.5 15.0 90 4782 11/14/03 CF PA-1l 1989142 6253029 256.0 19 106.8 118.0 16.8 15.0 91 4783 11/14/03 CF PA-11 1988515 6252909 291.0 19 106.4 118.0 17.2 15.0 90 4734 11/14/03 CF PA- 11 1988772 6253245 290.0 19 108.4 118.0 18.3 15.0 92 4785 11/14/03 CF PA-II 1988568 6252997 291.0 19 107.5 118.0 17.5 15.0 91 4786 11/17/03 CF PA-1I 1989211 6253036 259.0 19 106.8 118.0 16.7 15.0 91 Project Number: 971009014 0 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 10 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test or Location - Northing Easting Test Elev (It) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4787 11/17/03 CF PA-11 1989292 6253128 283.0 18 105.3 113.0 17.4 16.0 93 4788 11/17/03 CF PA-11 1989228 6253067 267.0 19 110.2 118.0 14.7 15.0 93 4792 11/17/03 CF PA-11 1989036 6252846 244.0 19 109.6 118.0 16.4 15.0 93 4793 11/17/03 CF PA- [989104 6252927 253.0 18 104.2 113.0 18.6 16.0 92 4794 11/17/03 CF PA-1 1 1989183 6252992 261.0 19 106.9 118.0 16.7 15.0 91 4795 11/17/03 CF PA-11 1988935 6252644 240.0 21 111.3 118.0 13.5 13.0 94 4796 11/17/03 CF PA-11 1988939 6252678 244.0 20 107.6 116.0 15.2 14.0 93 4797 11/17/03 CF PA-1i 1988967 6252722 246.0 21 107.5 118.0 14.6 13.0 91 4798 11/17/03 CF PA-1l 1989002 6252788 248.0 18 104.8 113.0 18.2 16.0 93 4799 11/17/03 CF PA-1l 1988965 6252750 238.0 20 107.6 116.0 15.2 14.0 93 4900 11/18/03 CF PA-1l 1988965 6252672 242.0 21 108.3 118.0 15.9 13.0 92 4901 11/18/03 CF PA- il 1989090 6252840 250.0 21 109.2 118.0 14.7 13.0 93 4902 11/18103 CF PA-1i 1989120 6252935 262.0 21 107.4 118.0 16.2 13.0 91 4906 llf 18/03 CF PA-11 1988606 6252541 246.0 21 109.2 118.0 15.6 13.0 93 4907 11/18/03 CF PA-II 1988652 6252577 248.0 04 110.6 120.5 13.8 12.5 92 4908 11118103 CF PA-1l 1988728 6252638 251.0 04 107.3 120.5 14.4 12.5 89 RTON4908A 4908A I 1/I 8/03 CF PA-1i 1988728 6252635 251.0 04 108.2 120.5 13.7 12.5 90 RI OF 4908 4910 11/18/03 CF PA-1i 1988630 6252585 253.0 04 112.5 120.5 12.7 12.5 93 4911 11/18/03 CF PA-1l 1988585 6252562 255.0 07 113.5 122.0 15.5 13.0 93 4912 11/18/03 CF PA-1I 1988510 6252575 267.0 07 110.8 122.0 14.6 13.0 91 4913 11/18/03 CF PA-1l 1988535 6252570 269.0 .07 111.3 122.0 12.7 13.0 91 4914 11/18/03 CF PA-1l 188667 6252642 256.0 .21 107.4 118.0 13.8 13.0 91 4915 11/18/03 CF PA-1l 1988767 6252671 258.0 21 108.2 118.0 15.3 13.0 92 4916 11/18/03 CF PA-1l 1988496 6252622 276.0 21 106.9 118.0 16.2 13.0 91 4917 11/18/03 CF PA-1l 1988502 6252643 284.0 07 113.7 122.0 14.2 13.0 93 4918 11/18/03 CF PA-1i 1988586 6252584 262.0 07 111.8 122.0 15.4 13.0 92 4919 11118/03 CF PA-1I 1988659 6252611 261.0 21 108.8 118.0 13.5 13.0 92 4920 11/19/03 CF PA-1i 1589095 6252898 255.0 21 108.3 118.0 15.2 13.0 92 4921 11/19/03 CF PA-11 1989099 6252962 266.0 21 107.4 118.0 16.8 13.0 91 4922 11/19/03 CF PA-1l 1989188 6253022 272.0 19 109.2 118.0 17.6 15.0 93 4923 11/19/03 CF PA-1l 1989190 6253011 275.0 17 103.8 114.0 15.4 14.5 91 4924 11/19/03 CF PA-11 1989278 6253074 279.0 18 104.6 113.0 18.2 16.0 93 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page ii of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - North lag Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4925 1 1/19/03 CF PA-11 1989267 6253118 286.0 17 106.3 114.0 16.1 14.5 93 4926 1 1/19/03 CF PA-11 1989337 6253180 306.0 20 105.5 116.0 17.2 14.0 91 4932 11/19/03 CF PA-11 1989050 6253554 294.0 20 105.8 116.0 14.7 14.0 91 4933 11/19/03 CF PA-I1 1989093 6253518 300.0 20 105.2 116.0 14.8 14.0 91 4934 1 1/19/03 CF PA-11 1989027 6253315 308.0 21 107.9 118.0 13.3 13.0 91 4935 11/19/03 CF PA-11 1989080 6253394 312.0 21 105.8 118.0 15.4 13.0 90 4936 11/20/03 CF PA-I1 1989014 6253324 309.0 21 107.3 118.0 16.2 13.0 91 4937 11/20/03 CF PA-I1 1989080 6253440 311.0 21 109.2 118.0 14.8 13.0 93 4938 11/20/03 CF PA-Ii 1989038 6253556 296.0 21 106.5 118.0 15.4 13.0 90 4940 11/20/03 CF PA-I 1 1988655 6253020 299.0 16 108.2 117.0 14.6 14.0 92 4941 11/20/03 CF PA-II 1988538 6252865 297.0 17 105.3 114.0 15.8 14.5 92 4942 11/20/03 CF PA-II 1988525 6252715 294.0 17 102.8 114.0 14.9 14.5 90 4943 11/20/03 CF PA-II 1588583 6252591 275.0 16 106.2 117.0 16.5 14.0 91 4944 11/20/03 CF PA-II 1988818 6253250 293.0 16 106.3 117.0 15.3 14.0 91 4945 11/20/03 CF PA-II 1588742 6253185 290.0 17 102.3 114.0 14.2 14.5 90 4946 11/20/03 CF PA- Il 1588731 6253080 294.0 17 104.4 114.0 14.8 14.5 92 4947 11/20103 CF PA-1I 1988651 6252985 292.0 18 100.6 113.0 15.4 16.0 89 RT0N4947A 4947A 11/20/03 CF PA-11 1988648 6252974 292.0 18 102.8 113.0 17.4 16.0 91 RT0F4947 4949 11/20/03 CF PA- 11 188502 6252686 293.0 18 105.2 113.0 17.2 16.0 93 4950 11/20/03 CF PA-II 1588538 6252810 295.0 17 100.4 114.0 105 14.5 88 RTON4950A 4950A 11/20/03 CF PA- lI 1588538 6252800 295.0 17 103.8 114.0 13.7 14.5 91 RT0F4950 4952 11/20/03 CF PA-l1 1988788 6253139 296.0 16 107.9 117.0 15.3 14.0 92 4953 11/20/03 CF PA-II 1988683 6252887 298.0 17 104.5 114.0 16.8 14.5 92 4954 11/20/03 CF PA-I1 1588557 6252863 296.0 19 108.6 118.0 15.4 15.0 92 4955 11/20/03 CF PA-II 1988611 6252604 269.0 16 105.7 117.0 14.8 14.0 90 4956 11/20/03 CF PA-1l 1988542 6252595 277.0 16 106.3 117.0 16.8 14.0 91 4957 11/20/03 CF PA-II 1588471 6252733 296.0 17 104.7 114.0 15.0 14.5 92 4958 11/21/03 CF PA-II 1588826 6253096 301.0 21 106.8 118.0 14.2 13.0 91 4959 11/21/03 CF PA-II 1588726 6253152 301.0 21 103.4 118.0 10.6 13.0 88 RT0N4959A 4959A 11/21/03 CF PA- Il 1988726 6253152 301.0 21 107.4 118.0 13.2 13.0 91 RT0F4959 4961 11/21/03 CF PA-1l 1588658 6253041 302.0 20 100.5 116.0 11.3 14.0 87 RTON4961A 4961A 11/21/03 CF PA-1l 1988678 6253044 302.0 20 105.8 116.0 14.2 14.0 91 RTOF 4961 Project Number: 971009014 401, Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 12 of 4.3 Leighton and Associates, Inc . 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 4963 11/21/03 CF PA-11 1988694 6252985 302.0 20 106.4 116.0 15.2 14.0 92 4964 11/21/03 CF PA-11 1988530 6252907 303.0 21 106.8 118.0 14.1 13.0 91 4965 11/21/03 CF PA-11 1588590 6252850 297.0 20 104.8 116.0 16.3 14.0 90 4966 11/21/03 CF PA-11 1988782 6253240 299.0 21 108.2 118.0 12.8 13.0 92 4967 11/21/03 CF PA-I1 1988890 6253180 302.0 21 106.3 118.0 15.4 13.0 90 4986 11/24/03 CF PA-11 1988970 6252842 250.0 16 106.7 117.0 15.2 14.0 91 4987 11/24/03 CF PA-11 1989035 6252825 252.0 16 103.6 117.0 11.5 14.0 89 RT0N4987A 4987A 11/24/03 CF PA-11 1989035 6252820 252.0 16 105.8 117.0 13.7 14.0 90 RT0F4987 4989 11/24/03 CF PA-11 1989066 6252885 257.0 16 107.2 117.0 14.7 14.0 92 4990 11/24/03 CF PA-1l 1989066 6252926 259.0 17 105.2 114.0 15.3 143 92 4991 11/24/03 CF PA-11 1989162 6252958 268.0 17 100.4 114.0 10.6 14.5 88 RI ON 4991A 4991A 11/24/03 CF PA-1I 1989162 6252955 268.0 17 104.8 114.0 14.2 14.5 92 RT0F4991 4993 11/24/03 CF PA-1l 1589160 6253010 274.0 16 108.3 117.0 15.2 14.0 93 4994 11/24/03 CF PA-1l 1589191 6253065 280.0 20 106.5 116.0 14.7 14.0 92 4995 11/24/03 CF PA-11 1989242 6253038 284.0 20 104.9 116.0 16.3 14.0 90 4996 11124/03 CF PA-1I 1589345 6253172 308.0 18 103.8 113.0 17.1 16.0 92 5102 11/24103 CF PA-11 1988480 6252617 288.0 16 106.9 117.0 13.8 14.0 91 5103 11/24/03 CF PA-11 1988595 6252600 278.0 16 108.3 117.0 14.7 14.0 93 5104 11124/03 CF PA-11 1988640 6252662 276.0 16 105.8 117.0 15.3 14.0 90 5105 11/24/03 CF PA-1I 1988780 6252706 266.0 16 107.7 117.0 14.2 14.0 92 5106 11/24/03 CF PA-1l 1988930 6252780 258.0 16 106.8 117.0 16.4 14.0 91 5107 11/24103 CF PA-11 1589030 6252848 257.0 16 109.2 117.0 14.6 14.0 93 5111 1124/03 CF PA-1l 1989129 6252950 273.0 16 105.9 117.0 14.0 14.0 91 5112 11124/03 CF PA-11 1589210 6253020 282.0 16 108.4 117.0 14.6 14.0 93 5113 11/24/03 CF PA-11 1989240 6253060 287.0 16 107.2 117.0 16.3 14.0 92 5114 11/25/03 CF PA-11 1989017 6253279 310.0 19 108.2 118.0 17.3 15.0 92 5115 11/25/03 CF PA-11 1989092 6253454 315.0 19 106.8 118.0 16.2 15.0 91 5116 11/25/03 CF PA-11 1989057 6253565 299.0 20 103.3 116.0 17.4 14.0 89 RTON5116A 5116A 11/25/03 CF PA-1I 189057 6253565 299.0 20 106.5 116.0 17.2 14.0 92 RT0F5116 5121 11/25/03 CF PA-1l 1589114 6253485 318.0 21 108.3 118.0 15.6 13.0 92 5122 11/25/03 CF PA-1l 1589045 6253330 314.0 21 107.8 118.0 16.4 13.0 91 5123 11/25/03 CF PA-11 1588888 6253685 295.0 19 108.2 118.0 15.8 15.0 92 Project Number: 971009014 4W Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 13 of 43 Leigflton and Associates. Inc I0I8/2 100040AM .-- --.--.---.--.. -- -.. - SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Fasting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 5124 11/25/03 CF PA-11 1988863 6253709 290.0 19 106.9 118.0 17.2 15.0 91 5125 11125/03 CF PA-1i 1988905 6253638 293.0 20 105.2 116.0 16.4 14.0 91 5126 11/25/03 CF PA-1l 1588918 6253652 300.0 20 108.2 116.0 14.5 14.0 93 5128 1 1/25/03 CF PA-1l 1988805 6253766 296.0 19 108.3 118.0 17.7 15.0 92 5129 11125103 CF PA-1l 1988910 6253660 302.0 21 109.4 118.0 13.2 13.0 93 5714 1/6/04 CF PA-1l 1988789 6252680 271.0 13 111.0 115.0 16.2 16.5 97 5715 1/6/04 CF PA-1l 1588877 6252647 267.5 13 109.7 115.0 17.3 16.5 95 5716 1/6/04 CF PA-1l 1588963 6252629 265.0 13 106.8 115.0 16.9 16.5 93 RTON5716A 5716A 1/6/04 CF PA-11 1588976 6252633 265.0 13 110.3 115.0 15.9 16.5 96 R10F5716 5718 1/6/04 CF PA-11 1589045 6252641 264.0 13 108.7 115.0 17.6 16.5 95 .5719 1/6/04 CF PA-1l 1588975 6252726 260,0 13 109.7 115.0 16.3 16.5 95 5720 1/6/04 CF PA-1l 1588910 6252802 261.0 13 108.7 115.0 15.9 16.5 95 5721 1/6/04 CF PA-1l 1988989 6252803 258.0 13 110.5 115.0 17.0 16.5 96 5722 1/6/04 CF PA-1i 1989051 6252780 263.0 13 109.1 115.0 17.2 16.5 95 5723 1/6/04 CF PA-1l 1989081 6252773 266.0 13 109.5 115.0 16.5 16.5 95 5724 1/6/04 CF PA-11 1989150 6252895 268.0 13 111.2 115.0 15.4 16.5 97 5725 1/6/04 CF PA-1l 1589150 6252907 267.0 10 108.3 112.5 16.3 16.0 96 5726 1/6/04 CF PA-1l 1989073 6252924 267.5 10 108.3 112.5 17.6 16.0 96 5727 116/04 CF PA-11 1589023 6252960 271.0 13 110.1 115.0 16.8 16.5 96 5728 1/6/04 CF PA- il 1989050 6252880 269.0 13 109.7 115.0 15.7 16.5 95 5729 1/6/04 CF PA-1 I 1989008 6252793 265.0 13 111.6 115.0 16.3 16.5 97 5730 1/6/04 CF PA-11 1588958 6252751 256.5 13 109.0 115.0 17.5 16.5 95 5731 1/6/04 CF PA-1l 1ç88815 6252740 273.5 15 107.6 112.0 16.0 15.5 96 5732 10/04 CF PA-1i 1589088 6252820 178.0 04 108.7 120.5 15.5 12.5 90 5733 1/7/04 CF PA-11 1989140 6252898 178.0 04 108.5 120.5 15.3 12.5 90 5734 1/7/04 CF PA-11 1989066 6252881 178.0 04 109.2 120.5 15.1 12.5 91 5735 1/7/04 CF PA-11 1989075 6252970 178.0 04 109.5 120.5 14.7 12.5 91 5737 1/7/04 CF PA-1l 1589110 6252790 179.0 04 109.6 120.5 13.8 12.5 91 5738 1/7/04 CF PA-11 1989109 6252840 179.0 04 108.6 120.5 14.3 12.5 90 5739 1/7/04 CF PA-11 1589148 6252918 179.0 04 108.8 120.5 14.1 12.5 90 5740 1/7/04 CF PA-1I 1589012 6252918 179.0 04 109.6 120.5 14.5 12.5 91 5741 1/7/04 CF PA-11 1988940 6252799 179.0 04 110.1 120.5 14.4 12.5 91 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 49 Client: 0 Page 14 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 5742 117104 CF PA-1 I 1988975 6252792 176.0 04 110.3 120.5 16.7 12.5 92 5743 1/7/04 CF PA-11 1988996 6252727 176.0 04 109.6 120.5 15.1 12.5 91 5744 1/7/04 CF PA-1l 1988981 6252705 176.0 04 109.8 120.5 15.0 12.5 91 5745 1/7/04 CF PA-1l 1988976 6252690 176.0 04 108.8 120.5 14.7 12.5 90 5746 1/7/04 CF PA-1l 1988853 6252698 176.0 04 109.3 120.5 16.3 12.5 91 5747 1/7/04 CF PA-11 1989140 6252916 177.0 16 107.7 117.0 19.2 14.0 92 5748 1/7/04 CF PA-1l 1988850 6252765 177.0 16 105.9 117.0 18.5 14.0 91 5749 1/7/04 CF PA-11 1989007 6252830 177.0 16 103.2 117.0 17.9 14.0 88 RT ON 5749A 5749A 1/7/04 CF PA-11 1989007 6252830 177.0 16 106.4 117.0 16.5 14.0 91 RT0F5749 5900 1/8/04 CF PA-1 1 1988975 6252680 275.0 14 114.1 124.0 14.6 12.0 92 5901 1/8/04 CF PA-11 1988920 6252650 277.0 14 112.0 124.0 174 12.0 90 5902 1/8/04 CF PA-11 1988900 6252675 280.0 14 108.3 124.0 15.1 12.0 87 RTON5902A 5902A 1/8/04 CF PA-1 1 1988900 6252625 280.0 14 112.2 124.0 17.5 12.0 90 RT OF 5902 5904 1/8/04 CF PA-1l 1988880 6252752 275.0 14 112.3 124.0 16.5 12.0 91 5905 1/8/04 CF PA-11 1989055 6252748 279.0 16 105.0 117.0 18.5 14.0 90 5906 1/8/04 CF P.A-1 I 1989170 6252830 280.0 16 104.8 117.0 18.7 14.0 90 5907 1/8/04 CF PA-1 I 1989065 6252935 280.0 16 103.3 117.0 19.0 14.0 88 RT ON 5907A 5907A 1/8/04 CF PA-11 1989065 6252935 280.0 16 105.4 117.0 18.2 14.0 90 RT0F5907 5909 1/8/04 CF PA-11 1988990 6252845 279.0 16 106.3 117.0 18.9 14.0 91 5943 1/9/04 CF PA-11 1988525 6252530 286.0 17 103.2 114.0 16.1 14.5 91 5944 1/9/04 CF PA-11 1988613 6252580 284.0 17 103.6 114.0 16.4 14.5 91 5945 1/9/04 CF PA-11 1988761 6252732 285.0 17 102.9 114.0 17.1 14.5 90 5946 1/9/04 CF PA-11 1988819 6252771 285.0 16 106.1 117.0 16.8 14.0 91 5947 1/9/04 CF PA-11 1988691 6252730 287.0 16 106.4 117.0 16.3 14.0 91 5948 1/9/04 CF PA-1 I 1988590 6252668 288.0 16 107.5 117.0 17.2 14.0 92 5949 1/9/04 CF PA- 11 1988880 6252715 281.0 17 104.5 114.0 16.7 14.5 92 5950 1/9/04 CF PA-11 1988960 6252677 275.0 17 105.3 114.0 17.2 14.5 92 5951 1/9/04 CF PA-11 1989075 6252768 280.0 16 105.9 117.0 16.6 14.0 91 5952 1/9/04 CF PA-11 1989173 6252930 281.0 16 106.3 117.0 17.4 14.0 91 5953 1/9/04 CF PA-11 1989214 6252991 280.0 17 103.8 114.0 16.9 14.5 91 5954 1/9/04 CF PA- il 1989066 6252886 279.0 17 104.0 114.0 16.5 14.5 91 5955 1/9/04 CF PA-11 1988944 6252780 278.0 15 100.5 112.0 18.4 15.5 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 15 of 43 Leighton and Associates, Inc 101812 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Eiev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%') Compaction Remarks 5956 1/9/04 CF PA-11 1988959 6252895 279.0 16 103.1 117.0 15.1 14.0 88 RTON5956A 5956A 1/9/04 CF PA- Il 1988959 6252895 279.0 16 106.6 117.0 16.7 14.0 91 RT0F5956 5958 119/04 CF PA-11 1989050 6252960 280.0 17 101.0 114.0 13.9 14.5 89 RTON5958A 5958A 1/9/04 CF PA-1 I 1989050 6252960 280.0 17 103.8 114.0 16.5 14.5 91 RT OF 5958 5960 1/9/04 CF PA-11 1989167 6253072 281.0 15 101.5 112.0 17.7 15.5 91 5961 1/10/04 CF PA-11 1988501 6252699 286.0 13 101.2 115.0 18.7 16.5 88 RI ON 5961A 5961A 1/10/04 CF PA- il 1988501 6252699 286.0 13 103.5 115.0 18.4 16.5 90 RI OF 5961 5963 1/10/04 CF PA-11 1988501 6252670 286.0 20 104.5 116.0 ' 16.9 14.0 90 5964 1/10/04 CF PA-1l 1988611 6252703 285.0 20 104.1 116.0 16.3 14.0 90 5965 1/10/04 CF PA-11 1988675 6252665 285.0 13 103.1 115.0 18.9 16.5 90 5966 1/10/04 CF PA-11 1988757 6252792 287.0 13 103.7 115.0 19.2 16.5 90 5967 1/10/04 CF PA-11 1988795 6252720 287.0 20 103.9 116.0 17.4 14.0 90 5968 1/10/04 CF PA- 11 1988875 6252815 280.0 20 104.2 116.0 16.0 14,0 90 5969 1/10/04 CF PA-I1 1988855 6252740 280.0 13 104.7 115.0 18.6 16.5 91 5970 1/12/04 CF PA-11 1989245 6253005 284.0 20 105.2 116.0 16.5 14.0 91 5971 1/12104 CF PA-It 1988791 6252766 289.0 20 102.7 116.0 13.4 14.0 89 RTON5971A 5971A 1/12/04 CF PA-1l 1988791 6252766 289.0 20 104.5 116.0 16.5 14.0 90 RT0F5971 5973 1/12/04 CF PA-1 1 1988622 6252750 290.0 20 104.8 116.0 16.1 14.0 90 5974 1/12/04 CF PA-11 1988635 6252680 291.0 20 103.9 116.0 15.8 14.0 90 5975 1/12/04 CF PA-11 1988923 6252814 282.0 20 104.2 116.0 16.4 14.0 90 5976 1/12/04 CF PA- il 1989035 6252927 284,0 20 105.1 116.0 16.0 14.0 91 5977 1/12/04 CF PA-Il 1989170 6253040 284.0 20 104.7 116.0 16.3 14.0 90 5978 1/12/04 CF PA-11 1989274 6253049 286.0 20 105.3 116.0 16.3 14.0 91 5979 1/13/04 CF PA- 11 1988495 6252690 297.0 04 108.5 120.5 12.8 12.5 90 5980 1/13/04 CF PA-11 19846 6252612 297.0 04 106.8 120.5 13.5 12.5 89 RTON5980A 5980A 1/13/04 CF PA-11 1988546 6252612 297.0 04 109.1 120.5 14.0 12.5 91 RT0F5980 5982 1/13/04 CF PA-11 1988645 6252660 293.0 04 108.6 120.5 13.7 12.5 90 5983 1/13/04 CF PA-11 1988775 6252730 292.0 04 106.0 120.5 15.3 12.5 88 RT ON 5983A 5983A 1/13/04 CF PA-Il 1988775 6252730 292.0 04 109.3 120.5 15.1 12.5 91 RT OF 5983 5985 1/13/04 CF PA-11 1988881 6252723 286.0 04 111.3 120.5 15.1 12.5 92 5986 1/13/04 CF PA-11 1988657 6252731 295.0 04 108.5 120.5 16.2 12.5 90 5987 1/13/04 CF PA-1l 1988558 6252699 294.0 04 110.3 120.5 14.8 12.5 92 Project Number: 971009014 0 Project Name: Bressi Ranch Project Location: 0 Client: 0 . Page 16 of 43 Leighton and Associ stes, Inc 1 0/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (It) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 5988 1/13/04 CF PA-11 1988763 6252805 291.0 04 109.1 120.5 16.7 12.5 91 5989 1/13104 CF 'PA- 11 1988975 6252718 281.0 04 109.1 120.5 15.2 12.5 91 5990 1/13/04 CF PA- 11 1989100 6252760 281.0 04 109.9 120.5 14.0 12.5 91 5991 1/13/04 CF- PA-11 1989072 6253016 291.0 04 107.4 120.5 14.7 12.5 89 RTON5991A 5991A 1/13/04 CF PA- 11 1989072 6253016 291.0 04 107.9 120.5 13.6 12.5 90 RT0F5991 5993 1/13/04 CF PA-11 1988975 6252945 290,0 04 107.9 120.5 13.5 12.5 90 5994 1/13/04 CF PA-11 1989164 6252987 291.0 04 108.1 120.5 12.9 12.5 90 5995 1/13/04 CF PA-L1 1989287 6252987 290.0 04 108.0 120.5 13.7 12.5 90 5996 1/13/04 CF PA-l1 1989195 6252877 291.0 04 108.7 120.5 13.0 12.5 90 5997 1/14/04 CF PA-II 1989470 6252440 190.0 18 100.1 113.0 10.1 16.0 89 R10N5997A 5997A 1/14/04 CF PA-Ii 1989470 6252440 190.0 18 102,6 113.0 16.5 16.0 91 RT OF 5997 5999 1/14/04 CF PA-11 1989485 6252417 192.0 18 102.8 113.0 11.2 16.0 91 6186 1/14/04 CF PA-I1 1988504 6252776 298.0 19 106.8 118.0 16.4 15.0 91 6187 1/14/04 CF PA-11 1988601 6252619 292.0 20 107.8 116.0 15.4 14,0 93 6188 1/14/04 CF PA-1i 1988617 6252766 293.0 20 106.4 116.0 17.9 14.0 92 6189 1/14/04 CF PA-1l 1988720 6252705 292.0 19 107.7 118.0 16.3 15.0 91 6190 1/14/04 CF PA-1l 1988863 6252724 290.0 19 106.4 118.0 16.7 15.0 90 6191 1/14/04 CF PA-fl 1988965 6252934 289.0 19 105.9 118.0 16.1 15.0 90 6192 1/14/04 CF PA-1I 1989026 6252755 289.0 19 107.8 118.0 17.1 15.0 91 6193 1/)4/04 CF PA-II 1989157 6253074 285.0 19 107.9 118.0 17.4 15.0 91 6194 1/14/04 CF PA-1l 1989293 625310.5 292.0 20 106.3 116.0 16.4 14.0 92 6195 1114/04 CF PA-I) 1989127 6252826 289.0 19 106.6 118.0 16.2 15.0 90 6196 1/14/04 CF PA-1I 1988524 6252633 294.0 19 106.4 118.0 15.3 15.0 90 6197 1/14/04 CF PA-1i 1988674 6252661 293.0 19 106.7 118.0 16.7 15.0 90 6198 1/14/04 CF PA-1l 1988760 6252810 296.0 17 103.8 114.0 16.4 14.5 91 6199 114/04 CF PA- 11 1988831 6252842 294.0 19 107.8 118.0 16.7 15.0 91 6250 1/20/04 CF PA-li 1989480 6252533 228.0 16 105.1 117.0 15.8 14,0 90 6251 1/20/04 CF PA-1I 1989515 6252545 226.0 16 105.5 117.0 16.1 14.0 90 6252 1/20/04 CF PA-fl 1989393 6252555 226.0 17 102.3 114.0 16.0 14.5 90 6253 1/20/04 CF PA-l1 1989645 6252550 227.0 13 103.8 115.0 17.0 16.5 90 6254 1/20/04 CF PA-II 1989700 6252650 225.0 13 103.2 115.0 16.8 16.5 90 6255 1/20/04 CF PA-II 1989769 6252700 223.0 10 102.1 112.5 16.8 16.0 91 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 17 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Etev (It) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 6256 1/20/04 CF PA-11 1989800 6252750 222.0 13 103A 115.0 17.1 16.5 90 6257 1/20/04 CF PA-11 1989764 6252770 222.0 13 103.8 115.0 17.5 16.5 90 6258 1/20/04 CF PA-1l 1989680 6252727 224.0 20 104.0 116.0 14.7 14.0 90 6259 1/20,04 CF PA-1 I 1989645 6252684 225.0 20 105.5 116.0 13.2 14.0 91 6260 1/20/04 CF PA-1l 1989510 6252575 226.0 20 104.4 116.0 15.1 14.0 90 6261 1/20/04 CF PA-11 1989580 6252580 225.0 21 108.0 118.0 15.3 13.0 92 6262 (/20/04 CF PA-11 1989597 6252591 227.0 16 105.2 117.0 14.9 14.0 90 6263 1/21/04 CF PA-1l 1989495 6252500 235.0 17 103.9 114.0 14.7 14.5 91 6264 1/21/04 CF PA-li 1989540 6252500 234.0 20 104.1 116.0 14.8 14.0 90 6265 1/21/04 CF PA-1l 1989615 6252510 237.0 16 105.6 117.0 15.1 14.0 90 6266 1/21/04 CF PA- It 1989572 6252425 237.0 20 104.4 116.0 14.9 14.0 90 6267 1/21/04 CF PA-11 1589500 6252434 234.0 20 98.6 116.0 15.9 14.0 85 RTON6267A 6267A 1/21/04 CF PA-1l 1589500 6252434 234.0 20 104.4 116.0 14.0 14.0 90 RT0F6267 6269 1/21/04 CF PA-1l 1589450 6252460 235.0 13 103.9 115.0 16.7 16.5 90 6270 1/21/04 CF PA-1l 1c89360 6252450 240.0 20 105.7 116.0 16.0 14.0 91 6271 1/21/04 CF PA-1l 1989295 6252470 239.0 20 104.1 116.0 15.5 14.0 90 6272 (/2(/04 CF PA-11 1989240 6252490 238.0 20 104.2 116.0 14.7 14.0 90 6273 1/21/04 CF PA-ti 1989340 6252550 237.0 17 103.1 114.0 14.5 14.5 90 6274 1/21/04 CF PA-1 1 1989430 6252525 236.0 20 99.1 116.0 12.0 14.0 85 RI ON 6274A 6274A 1/21/04 CF PA-1l 1589430 6252525 236.0 20 104.6 116.0 16.0 14.0 90 RT0F6274 6276 1/21/04 CF PA- 11 1989515 6252578 235.0 20 104.9 116.0 16.1 14.0 90 6277 1/21/04 CF PA-li (989616 6252637 232.0 20 104.5 116.0 16.0 14.0 90 6278 1/21/04 CF PA-1i 1589675 6252630 229.0 21 108.0 118.0 13.8 13.0 92 6279 1/21/04 CF PA-11 1589710 6252615 228.0 20 104.6 116.0 14.8 14.0 90 6280 1/21/04 CF PA- 11 1989676 6252603 234.0 16 105.6 117.0 14.3 14.0 90 6281 U-2 11/04 CF PA-1l 1989625 6252500 234.0 16 105.7 117.0 14.2 14.0 90 6282 1/21/04 CF PA-11 1989563 6252545 234.0 13 103.8 115.0 17.4 16,5 90 6.283 1/22(04 CF PA-11 1989442 6252435 335.0 20 104.6 116.0 16.1 14.0 . 90 6284 1/22/04 CF PA- Il 1989545 6252517 331.0 16 105.1 117.0 16.4 14.0 90 6285 1/22/04 CF PA-I1 1589578 6252581 329.0 20 104.7 116.0 17.2 14.0 90 6286 1/22/04 CF PA-11 1589058 6252607 268.0 20 104.3 116.0 14.9 14.0 90 6287 1/22/04 CF PA-11 1989075 6252590 265.0 16 105.2 117.0 15,6 14.0 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 18 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 6288 1/22/04 CF PA-ti 1989136 6252574 260.0 20 104.6 116.0 16.5 14.0 90 6289 1/22/04 CF PA-11 1989192 6252563 254.0 13 103.9 115.0 17.2 16.5 90 6290 1/22/04 CF PA-1 1 1989238 6252517 251.0 20 104.1 116.0 14.9 14.0 90 6291 1/22/04 CF PA-11 1989285 6252500 249.0 16 105.5 117.0 16.2 14.0 90 6292 1/22/04 CF PA-11 1989296 6252558 249.0 20 104.8 116.0 14.5 14.0 90 6293 1,22/04 CF PA-11 1989325 6252488 246.0 21 107.5 118.0 16.5 13.0 91 6294 1/22/04 CF PA-11 1989383 6252515 243.0 02 109.8 122.5 14.0 11.5 90 6295 1/22/04 CF PA-11 1989401 6252555 244.0 04 108.5 120.5 17.1 12.5 90 6296 1/22/04 CF PA-11 1989448 6252488 242.0 04 108.1 120.5 17.5 12.5 90 6297 1/22/04 CF PA-1l 1989521 6252592 240.0 04 107.9 120.5 16.2 12.5 90 6298 1/22/04 CF PA-1I 1589462 6252522 243.0 16 106.9 117.0 16.5 14.0 91 6299 1/22/04 CF PA-1l 1589435 6252465 246.0 20 104.3 116.0 15.1 14.0 90 6300 1/14/04 CF PA-1l 1989485 6252417 192.0 18 103.7 113.0 16.5 16.0 92 6301 1/14/04 CF PA-1l 1989440 6252372 201.0 18 99.5 113.0 13.2 16.0 88 RTON6301A 6301A 1/14/04 CF PA-1i 1989440 6252372 201.0 18 103.9 113.0 19.5 16.0 92 RTOF6301 6303 1/14/04 CF PA-11 1589358 6252343 202.0 18 99.8 113.0 10.1 16.0 88 RTON6303A 6303A 1/14/04 CF PA-1l 1989358 6252343 202.0 18 102.4 113.0 18.1 16.0 91 RI OF 6303 6305 1/14/04 CF PA-1i 1989300 6252394 200.0 13 102.9 115.0 10.9 16.5 89 RT0N6305A 6305A 1/14/04 CF PA-11 1989300 6252394 200.0 13 103.1 115.0 13.9 16.5 90 RT OF 6305 6307 1/14/04 CF PA-It 1589347 6252432 194.0 13 101.6 115.0 9.7 16.5 88 RTON6307A 6307A 1/14/04 CF PA-1l 1989347 6252432 194.0 13 103.7 115.0 18.5 16.5 90 RT OF 6307 6309 1/14/04 CF PA-1l 1989440 6252445 195.0 13 102.5 115.0 10.6 16.5 89 RTON6309A 6309A 1/14/04 CF PA-1l 1989440 6252445 195.0 13 105.1 115.0 16.9 16.5 91 RT OF 6309 6311 1/14/04 CF PA-1l 1989442 6252432 210.0 21 106.8 118.0 13.7 13.0 91 6312 1/14/04 CF PA-1l 1989450 6252390 210.0 21 108.1 118.0 13.1 13.0 92 6313 1/14/04 CF PA-1l 1989355 6252395 211.0 20 104.4 116.0 14.2 14.0 90 6314 1/14/04 CF PA- Il 1989415 6252515 211.0 20 104.9 116.0 14.3 14.0 90 6315 1/14/04 CF PA-1l 1989479 6252480 212.0 07 110.2 122.0 13.4 13.0 90 6316 1/14/04 CF PA-1l 1989482 6252543 212.0 07 109.6 122.0 14.1 13.0 90 6317 1/15/04 CF PA- il 1989316 6252426 214.0 10 100.9 112.5 16.3 16.0 90 6318 1/15/04 CF PA- 11 1989380 6252459 215.0 10 102.6 112.5 16.5 16.0 91 6319 1/15/04 CF PA-1l 1989431 6252430 214.0 10 97.9 112.5 13.6 16.0 87 RTON6319A Project Number: 971009014 401, Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 19of43 Leighton and Associates, Inc 101812 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Nortliing Easting Test Elev (U) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 6319A 1/15/04 CF PA-I1 1989431 6252430 214.0 10 101.3 112.5 16.1 16.0 90 R10F6319 6320 1/15/04 CF PA-11 1989525 6252400 215.0 04 103.6 120.5 117 12.5 86 RTON6320A 6320A 1/15/04 CF PA-11 1989525 6252400 215.0 04 108.3 120.5 14.8 12.5 90 RT0F6320 6323 1115/04 CF PA- 11 1989455 6252472 215.0 13 100.9 115.0 9.8 16.5 88 R10N6323A 6323A 1/15/04 CF PA- li 1989455 6252472. 215.0 13 106.7 115.0 15.4 16.5 93 RTOF 6323 6325 1/16.104 CF PA-l1 1989580 6252570 212.0 04 110.1 120.5 16.6 12.5 91 6326 1/1 6/04 CF PA-I1 1989615 6252558 212.0 04 109.6 120.5 16.1 32.5 91 6327 1/15104 CF PA-I1 1989560 6252619 212.0 04 109.8 120.5 16.1 12.5 91 6328 1/15/04 CF PA-I1 1989662 6252648 213.0 04 108.4 120.5 15.9 12.5 90 6329 1/16/04 CF PA-I1 1989495 6252527 218.0 17 103.7 114.0 14.6 14.5 91 6330 1/1 6/04 CF PA-I1 1989520 6252445 217.0 21 107.9 118.0 13.6 13.0 91 6331 1/16/04 CF PA-11 1989411 6252425 216.0 21 105.9 118.0 14.2 13.0 90 6332 1/17/04 CF PA-11 1989475 6252404 224.0 21 103.1 118.0 14.3 13.0 87 RT0N6332A 6332A 1/17/04 CF PA-11 1989482 6252387 224.0 21 106.8 118.0 16.2 13.0 91 RTOF 6332 6334 1/17/04 CF PA- Il 1989380 6252433 222.0 04 108.6 120.5 15.1 12.5 90 6335 1/17/04 CF PA-11 1989272 6252462 227.0 21 107.4 118.0 15.6 13.0 91 6336 1/17104 CF PA-I1 1989353 6252480 221.0 04 108.9 120.5 14.0 12.5 90 6337 1/17/04 CF PA-11 1989522 6252485 219.0 04 108.5 120.5 14.6 12.5 90 6338 1117104 CF PA-I1 1989555 6252545 221.0 04. 109.0 120.5 14.6 12.5 90 6339 1/17/04 CF PA-l1 1989675 6252570 222.0 04 109.3 120.5 14.9 12.5 91 6340 1/17104 CF . PA-l1 1989685 6252645 224.0 21 107.2 118.0 14.8 13.0 91 6341 1/1 7104 CF PA- Il 1989565 6252630 223.0 04 110.1 120.5 14.9 12.5 91 6342 1/17/04 CF PA-11 1989685 6252645 224.0 21 107.2 118.0 14.8 13.0 91 6343 1/20/04 CF PA-1 1 1989350 6252450 227.0 20 104.5 116.0 16.5 14.0 90 6344 1/20/04 CF PA-1l 1989480 6252460 227.0 16 105.1 117.0 17.1 14.0 90 6345 1/20/04 CF PA-11 1989570 6252400 227.0 20 98.7 116.0 15.9 14.0 85 RTON6345A 6345A 1/20/04 CF PA- lI 1989570 . 6252400 227.0 20 103.9 116.0 15.5 14.0 90 RT0F6345 6347 1/20/04 CF PA-I1 1989550 6252490 227.0 19 106.1 118.0 16.2 15.0 90 6348 1/20/04 CF PA-1 1 1989400 6252470 227.0 07 109.7 122.0 14.3 13.0 90 6349 1/20/04 CF PA-1 I 1989330 6252508 228.0 20 104.5 116.0 19.1 14.0 90 6350 1/14/04 CF PA-1 I 1988946 6252730 291.0 20 107.9 116.0 15.4 14.0 93 6351 1/14/04 CF PA-11 . lc89075 6252782 291.0 19 105.9 118.0 16.2 15.0 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 20 of 4.3 Leighton and Associ.ies, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 6352 1/14/04 CF PA-11 1989207 6252980 287.0 19 107.2 118.0 17.5 15.0 91 6353 1/14/04 CF PA-11 1989170 6252902 289.0 19 106.8 118.0 17.4 15.0 91 6354 1/14104 CF PA-11 1989273 6253163 295.0 19 106.4 118.0 16.4 15.0 90 6355 1/14/04 CF PA-11 1989005 6252969 291.0 19 105.7 118.0 15.8 15.0 90 6390 1/16/04 CF PA-11 1989191 6252941 298.0 19 106.2 118.0 15.4 15.0 90 6392 1/16104 CF PA-I1 1989360 6253160 304.0 19 106.4 118.0 17.2 15.0 90 6395 1/16/04 CF PA-11 1988860 6252760 302.0 20 106.4 116.0 15.4 14.0 92 6396 1/16/04 CF PA- Il 1988775 6252785 303.0 19 105.4 118.0 13.4 15.0 89 R.T0N6396A 6396A 1/16/04 CF PA-I1 1988596 6252739 302.0 19 106.4 118.0 16.5 15.0 90 RT0F6396 6398 1/16/04 CF PA-11 1988596 6252765 301.0 20 106.4 116.0 15.4 14.0 92 6399 1/16/04 CF PA-11 1988691 6252877 300.0 19 106.2 118.0 15.9 15.0 90 6450 1/16/04 CF PA-11 1988797 6252984 300.0 19 108.7 118.0 16.4 15.0 92 6451 1/16/04 CF PA-11 1988849 6253009 301.0 20 106.1 116.0 14.7 14.0 91 6452 1/16/04 CF PA- li 1988960 6252974 302.0 20 106.6 116.0 15.1 14.0 92 6453 1/16/04 CF PA-Il 1989024 6252944 302.0 19 103.4 118.0 14.3 15.0 88 R10N6463A 6453A 1/16/04 CF PA- li 1989129 6253006 298.0 19 106.2 118.0 16.1 15.0 90 RT0F6463 6455 1/16/04 CF PA-II 1989163 6253036 298.0 19 105.7 118.0 15.2 15.0 90 6456 1/16/04 CF PA-II 1989201 6253134 300.0 20 105.9 116.0 15.1 14.0 91 6457 1/16/04 CF PA-1l 1989270 6253074 302.0 19 106.8 118.0 15.2 15.0 91 6458 1/16/04 CF PA- Il 1989270 6252972 299.0 19 106.4 118.0 16.4 15.0 90 6459 1/16/04 CF PA-Il 1989149 6252945 300.0 17 104.5 114.0 15.2 14.5 92 6460 1/16/04 CF PA-11 1989047 6253017 301.0 19 106.2 118.0 16.4 15.0 90 6461 1/16/04 CF PA- Il 1988955 6253007 303.0 19 106.4 118.0 16.4 15.0 90 6462 1/1 6/04 CF PA-II 1988879 6252988 301.0 19 106.2 118.0 16.1 15.0 90 6463 1/16/04 CF PA-1i 1588806 6252913 303.0 19 106.4 118.0 16.4 15.0 90 6464 1/16/04 CF PA-II 1988751 6252834 301.0 19 106.7 118.0 16.4 15.0 90 6465 1/16/04 CF PA-11 1988669 6252770 299.0 19 106.4 118.0 15.9 15.0 90 6466 1/16/04 CF PA-II 1988634 6252814 297.0 19 106.3 118.0 16.2 15.0 90 6467 1/16/04 CF PA-11 1588548 6252772 301.0 19 106.4 118.0 16.2 15.0 90 6468 1/16104 CF PA-11 1988587 6252685 302.0 19 106.3 118.0 16.4 15.0 90 6469 1/16/04 CF PA-II 1988681 6252746 300.0 19 106.4 118.0 17.5 15.0 90 6470 1/16/04 CF PA-1 I 1988792 6252795 298.0 19 106.4 118.0 16.2 15.0 90 Project Number: 971009014 - Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 21 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (It) Soil Type Dry Density Field MaxField Moisture (%) Opt. Relative (%) Compaction Remarks 6471 1/16/04 CF PA-1l 1988862 6252809 298.0 19 106,2 118.0 15.0 15.0 90 6472 1/16/04 CF PA-11 1988910 6252877 301,0 19 106.5 118.0 16.2 15.0 90 6473 1/16/04 CF PA-l1 1988986 6252950 304.0 19 106A 113.0 16.4 15.0 90 6474 1/16/04 CF PA-11 1988893 6252960 303,0 19 106.8 118.0 15.9 15.0 91 6475 1/17/04 CF PA-11 1988570 6252895 299.0 20 106.6 116.0 15.2 14.0 92 6476 1/17104 CF PA-11 1988710 6252728 301.0 12 108.6 120.0 13.1 12.5 90 6477 1/17/04 CF PA-1l 1988797 6252773 303.0 13 104.2 115.0 17.5 16.5 91 6478 1/17/04 CF PA-11 1988904 6252765 305.0 13 .105.2 115.0 17.4 16.5 91 6479 1/17/04 CF PA-11 1988751 6252821 305.0 19 103.5 118.0 14.3 15.0 88 R10N6479A 6479A 1/17/04 CF PA-1l 1988751 6252821 305.0 19 106.5 118.0 16.5 15.0 90 RT0F6479 6481 1/17/04 CF PA-11 1988903 6252796 303.0 19 106.5 118.0 16.4 15.0 90 6482 1/17/04 CF PA-11 1988901 6252827 302.0 17 105.4 114.0 15.2 14.5 92 6483 1/)7/04 CF PA-1l 1989009 6252929 305.0 19 108.5 118.0 16.2 15.0 92 6484 1/17/04 CF PA- Il 1988871 6252916 303.0 19 106.5 118.0 16.2 15.0 90 6485 1/17/04 CF PA-1I 1588790 6252962 304.0 19 106.4 118.0 17.2 15.0 90 6486 1/17/04 CF PA-11 1588773 6252891 303,0 19 106.6 118.0 16.4 15.0 90 6487 1/17/04 CF PA-1l 1588808 6252847 302.0 19 106.4 118.0 16.4 15.0 . 90 6488 1/17/04 CF PA-11 1988858 6252810 303.0 19 107.7 118.0 16.4 15.0 91 6489 1/17/04 CF PA-11 1588803 6252766 302.0 13 104.5 115.0 05.0 16.5 91 6490 1/17/04 CF PA- 11 1988846 6252753 298.0 20 104.6 116.0 15.2 14.0 90 6491 1/17/04 CF PA-1l 1588845 6252798 299.0 19 106.4 118.0 15.2 15.0 90 6492 1/17/04 CF PA-11 1588832 6252865 300.0 19 104.2 118.0 12.5 15.0 88 RT0N6492A 6492A 1/17/04 CF PA-1l 1588771 6252832 302.0 19 106.2 118.0 16.5 15.0 90 R10F6492 6494 1/17/04 CF PA-1 1 1588680 6252855 300.0 19 107.3 118.0 17.4 15.0 91 6495 1/17/04 CF PA- lI [988611 6252785 303.0 19 106.4 118.0 17.2 15.0 90 6496 1/17/04 CF PA- lI 1988611 6252785 302.0 19 106.4 118.0 15.2 15.0 90 6497 1/17/04 CF PA-11 1988631 6252750 304.0 19 106.2 118.0 16.2 15.0 90 6498 1/17/04 CF PA-1l 1988902 6252863 302.0 19 . 105.9 118.0 15.3 15.0 90 6499 1/17/04 CF PA-1l 1c88932 6252880 303.0 19 106.7 118.0 16.2 15.0 90 6500 1/17/04 CF PA-I! 1989037 6252884 305.0 19 106.8 118.0 15.6 15.0 91 6501 1/17/04 CF PA- lI 1589122 6252910 304.0 19 106.2 118.0 16.4 15.0 90 6502 1/17/04 CF PA- lI 1989172 6252944 302.0 19 106.2 118.0 16.1 15.0 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 22of43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 6503 1/17/04 CF PA- 11 1989200 6252895 301.0 19 106.8 118.0 15.6 15.0 91 6504 1/17/04 CF PA-11 1989119 6252870 302.0 19 106.4 118.0 16.4 15.0 90 6521 1/20/04 CF PA-11 1988862 6253008 306.0 19 106.8 118.0 16.4 15.0 91 6522 1/20.'04 CF PA-11 1988812 6252967 307.0 16 106.1 117.0 15.4 14.0 91 6523 1/20/04 CF PA-I1 1988817 6252910 308.0 19 106.5 118.0 16.4 15.0 90 6524 1/20/04 CF PA-11 1988858 6252882 309.0 19 106.8 118.0 15.6 15.0 91 6525 1/20./04 CF PA-I1 1988904 6252845 301.0 19 107.5 118.0 .16.2 15.0 91 6526 1/20/04 CF PA-I1 1988980 6252811 302.0 19 106.1 118.0 14.6 15.0 90 6527 1/20/04 CF PA-I1 1989062 6252855 303.0 19 106.1 118.0 15.7 15.0 90 6528 1/20/04 CF PA-I1 1989131 6252926 300.0 19 106.3 118.0 15.3 15.0 90 6529 1/20/04 CF PA-I1 1989095 6252951 300.0 19 106.2 118.0 15.6 15.0 90 6530 1/20/04 CF PA-11 1989034 6252990 301.0 19 106.6 118,0 16.2 15.0 90 6531 1/20/04 CF PA- Il 1988981 6253013 303.0 19 106.4 118.0 16.1 15.0 90 6532 1/20/04 CF PA-II 1988916 6253038 304.0 19 106.5 118.0 16.2 15.0 90 6533 1/20/04 CF PA-II . 1988892 6252950 306.0 19 106.4 118.0 15.6 15.0 90 6534 1/20/04 CF PA-I1 1988922 6252908 304.0 19 106.8 118.0 14.6 15.0 91 6535 1/20/04 CF PA-I1 1988960 6252864 306.0 19 106.3 118.0 16.2 15.0 90 6536 1/20/04 CF PA-I1 1988921 6252831 307.0 20 106.6 116.0 15.2 14.0 92 6537 1/20/04 CF PA-1 1 1988881 6252877 307,0 20 106.5 116.0 15.4 14.0 92 6538 1/20/04 CF PA-1l 1988816 6252926 306.0 20 104.7 116.0 14.1 14.0 90 6539 1/20/04 CF PA- Il 1S88807 6252978 301.0 20 105.4 116.0 14.3 14.0 91 6540 1/20/04 CF PA-il 1988843 6253035 302.0 19 106.2 118.0 15.9 15.0 90 6541 1/20/04 CF PA-1 1 1988888 6253038 303.0 19 106.7 118.0 16.2 15.0 90 6542 1/20/04 CF PA-11 1988972 6253065 302.0 19 106.3 118.0 16.3 15.0 90 6543 1120/04 CF PA-i1 1989056 6252981 304.0 19 106.3 118.0 16.3 15.0 90 6544 1/20/04 CF PA-II 1989058 6252920 303.0 19 106.2 118.0 14.2 15.0 90 6545 1/20/04 CF PA-I1 1989120 6252853 305.0 20 105.2 116.0 15.2 14.0 91 6546 1/20/04 CF PA-II 1589052 6252831 307.0 19 105.7 118.0 15.9 15.0 90 6547 1/20/04 CF PA-II 1988965 6252801 306.0 20 104.3 116.0 14.9 14.0 90 6548 1/20/04 CF PA-1l 1988941 6252892 304.0 19 106.3 118.0 15.9 15.0 90 6549 1/20/04 CF PA-11 1588901 6252950 307.0 19 106.8 118.0 15.6 15.0 91 6550 1/20/04 CF PA-1l 1588904 6252988 308.0 19 106.3 118.0 16.3 15.0 90 Project Number: 971009014 . Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 23 of 43 Leighton an Associates, Inc . 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative 1%) Compaction Remarks 6571 1121/04 CF PA-11 1589088 6253102 307.0 19 106.5 118.0 15.3 15.0 90 6572 1/21/04 CF PA-11 1589180 6253071 309.0 19 106.3 118.0 15.7 15.0 90 6573 1/21/04 CF PA-1l 1589251 6253124 306.0 20 103.6 116.0 12.5 14.0 89 RI ON 6573A 6573A 1/21/04 CF PA-11 1589278 6253174 310.0 20 106.2 116,0 15.2 14.0 92 RT0F6573 6575 1/21/04 CF PA-1 I 1589324 6253167 309.0 20 105.4 116.0 14.2 14.0 91 6576 1/21/04 CF PA-11 1589192 6253165 308.0 20 105.8 116.0 14.6 14.0 91 6577 1/21/04 CF PA-1l 158913.9 6253145 309.0 20 104.3 116.0 14.7 14.0 90 6578 1/21/04 CF PA-1l 1589101 6253118 310.0 19 . 106.2 118.0 15.6 15.0 90 6579 1/21/04 CF PA-11 1589181 6253116 306.0 19 106.8 118.0 15.7 15.0 91 6580 1/21/04 CF PA-1l 1589225 6253128. 307.0 20 106.6 116.0 14.6 14.0 92 6581 1/22/04 CF PA-1l 1989021 6253150 314.0 19 106.2 118.0 15.2 15.0 90 6582 1/22/04 CF PA-11 1589113 6253153 310.0 20 106.3 116.0 14.8 14.0 92 6583 1/22104 CF PA-1l 1589139 6253207 309.0 20 105.8 116.0 14.3 14.0 91 6584 1/22/04 CF PA-1l 1589157 6253142 311.0 16 105.3 117.0 14.2 14.0 90 6585 1/22/04 CF PA-1l 1589209 6253173 312.0 16 306.8 117.0 34.3 14.0 91 6568 1/22/04 CF PA- Il 1589411 6253114 317.0 17 103.8 114.0 14.6 14.5 91 6589 1/22/04 CF PA-1i 1589335 6253157 319.0 20 105.5 116.0 14.5 14.0 91 6590 1/22/04 CF PA-1l 1989252 6253207 318.0 19 105.7 118.0 15.9 15.0 90 6600 1/22/04 CF PA-1i 1589502 6252496 241.0 10 102.2 112.5 22.0 16.0 91 6601 1/22104 CF PA-1i 1589567 6252560 240.0 20 100.7 116.0 12.0 14.0 87 RTON6601A 6601A 1(22/04 CF PA-1l 1989567 6252560 240.0 20 104.7 116.0 16.1 14.0 90 RT OF 6601 6602 1/22/04 CF PA-1i 1589636 6252571 238.0 16 106.9 117.0 14.6 14.0 91 6604 1/22/04 CF PA-1l 1589674 6252521 239.0 20 98.4 116.0 11.1 14.0 85 RT ON 6604A 6604A 1/22/04 CF PA-I 1, 1589674 6252521 239.0 20 105.1 116.0 15.1 14.0 91 RT OF 6604 6606 1/22/04 CF PA-1i 1589625 6252473 240.0 20 104.1 116.0 15.9 14.0 90 6607 1/22/04 CF PA-1l 1989570 6252488 239.0 20 .105.6 116.0 16.3 14.0 91 6608 1/22/04 CF PA-1 I 1589568 6252438 242.0 20 104.3 116.0 16.0 14.0 90 6609 1/22/04 CF PA- 11 1989509 6252451 243.0 13 104.0 115.0 16.8 16.5 90 6610 1/22/04 CF PA-1l 1589684 6252687 226.0 04 108.5 120.5 17.8 12.5 90 6611 3/22/04 CF PA-1l 1989719 6252741 225.0 16 105.9 117.0 16.2 14.0 91 6612 1/22/04 CF PA-1l 1989780 6252760 224.0 20 96.4 116.0 11.7 14.0 83 RTON6612A 6612A 1/22/04 CF PA-1l 1589780 6252760 224.0 20 104.6 116.0 35.1 34.0 90 RT OF 6612 Project Number: 971009014 01• Project Name: Bressi Ranch Project Location: 0 49 Client: 0 Page 24 of 43 Leighton and Associates, Inc 1002 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (It) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 6614 1/22/04 CF PA- 11 1989798 6252707 2 25. 0 21 107.2 118.0 16.3 13.0 91 6615 1/22/04 CF PA-11 1989734 6252704 22..0 02 114.3 122.5 14.5 11.5 93 6616 1/22/04 CF PA- 11 1989708 6252631 228.0 20 104.9 116.0 15.9 14.0 90 6617 1/22/04 CF PA-11 1989680 6252590 234.0 20 105.2 116.0 21.0 14.0 91 6618 1/22/04 CF PA-11 1989623 6252601 235.0 20 104.4 116.0 19.7 14.0 90 6619 1/22/04 CF PA-11 1989577 6252676 235.0 20 106.1 116.0 16.5 14.0 91 6620 1/23104 CF PA-11 1989385 6252490 250.0 04 108.8 120.5 14.8 12.5 90 6621 1/23/04 CF PA-11 1989438 6252456 250.0 19 107.1 118.0 16.2 15.0 91 6622 1/23/04 CF PA-11 1989666 6252690 235.0 16 105.6 117.0 14.6 14.0 90 6623 1/23/04 CF PA-11 1989642 6252664 235.0 10 102.0 112.5 17.6 16.0 91 6624 1/23/04 CF PA- 11 1989520 6252511 245.0 10 101.0 112.5 17.2 16.0 90 6625 1/23/04 CF PA- 11 1989472 6252497 246.0 17 102.7 114.0 16.9 14.5 90 6626 1,23/04 CF PA-11 1989590 6252545 244.0 19 107.2 118.0 15.8 15.0 91 6627 1/23/04 CF PA- li 1989545 6252642 245.0 04 108.3 120.5 14.6 12.5 90 6628 1/23/04 CF PA- Il 1989624 6252620 242.0 10 100.6 112.5 14.0 16.0 89 R10N6628A 6628A 1/23/04 CF PA- Il 1989654 6252620 242.0 10 102.3 112.5 16.8 16.0 91 RT0F6628 6630 1/24/04 CF PA-1l 1989564 6252643 248.0 13 103.5 115.0 18.5 16.5 90 6631 1/24/04 CF PA-11 1989599 6252619 247.0 13 103.2 115.0 19.5 16.5 90 6632 1/24/04 CF PA-1 1 1989593 6252569 249.0 21 106.3 118.0 17.0 13.0 90 6633 1/24/04 CF PA-11 1989628 6252562 250.0 20 104.9 116.0 16.1 14.0 90 6634 1/24/04 CF PA-11 1989614 6252529 248.0 16 105.3 117.0 17.0 14.0 90 6635 (/24/04 CF PA-11 1989675 6252478 240.0 21 106.5 118.0 15.6 13.0 90 6636 1124104 CF PA-11 1989738 6252629 244.0 13 103.8 115.0 17.3 16.5 90 6637 1124104 CF PA-1 I 189734 6252690 243.0 20 104.5 116.0 16.7 14.0 90 6638 1.124/04 CF PA-1 I 1989693 6252714 244.0 20 104.8 116.0 16.0 14.0 90 6639 1/24/04 CF PA-1 I 1989647 6252696 243.0 13 103.4 115.0 17.6 16.5 90 6640 1/24/04. CF PA-11 1989656 6252441 250.0 19 101.3 118.0 11.8 15.0 86 RTON6640A 6640A [/24/04 CF PA-11 189656 6252441 250.0 19 107.7 118.0 16.6 15.0 91 RI OF 6640 6642 1/24/04 CF PA-11 1989780 6252655 244.0 19 106.9 118.0 16.4 15.0 91 6643 1/24/04 CF PA-I! 1989818 6252744 246.0 19 107.2 118.0 15.8 15.0 91 6644 1/24/04 CF PA-I1 1989903 6252868 24.0 16 104.9 117.0 18.7 14.0 90 6645 1/24/04 CF PA-11 1989859 6252883 246.0 10 101.7 112.5 16.1 16.0 90 Project Number: 971009014 . . Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 25 of 43 Lelgflton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TE S T S Test No. Test Date Test Of Location - Northing Easting Test Etev (Ii) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (% Compaction Remarks 6646 1/24/04 CF PA- 11 1989798 6252827 242.0 16 104.8 117.0 17.1 14.0 90 6647 1/24/04 CF PA-1 1 1989622 6252628 246,0 19 105.9 118.0 15.0 15.0 90 6648 1/24/04 CF PA-I1 1989509 6252589 249.0 19 107.1 118,0 17.9 15.0 91 6649 1/24/04 CF PA- Il 1989471 6252466 252.0 19 106.9 118.0 18.1 15.0 91 6691 2/2/04 CE PA-1l 1989371 6253129 321.0 04 111.6 120.5 13.2 12.5 93 6714 1/22/04 CF PA-11 1989032 6253168 315.0 19 106.9 118.0 15.3 15.0 91 6715 1/22/04 CF PA-11 1989115 6253139 312.0 20 106.9 116.0 14.6 14.0 92 6716 1/22/04 CF PA-11 1989123 6253168 311.0 20 105.3 116.0 14.2 14.0 91 6717 1/2204 CF PA-11 1989168 6253131 312.0 19 106.3 118.0 15.3 15.0 90 6718 1/22/04 CF PA-11 1989213 6253212 3(3.0 20 105.3 116.0 14.3 14.0 91 6746 1124/04 CF PA-11 1989278 6253155 3(2.0 08 108.3 117.5 17.2 14.0 92 6747 1/24104 CF PA-11 1989162 6253118 311.0 08 107.4 117.5 15.9 14.0 91 6748 1/24/04 CF PA-11 1989398 6253172 31.0 08 108,3 117.5 16.8 14.0 92 6749 (/24/04 CF PA-Il 1989341 6253112 314.0 08 110.4 117.5 14.3 14.0 9-I 6751 1126104 CF PA-I1 1989656 6252445 256.0 06 107,6 122.5 9.2 11.5 88 RT ON 6751A 6751A 1/26/04 CF PA-11 1989710 6252565 256.0 06 110.5 122.5 14.9 11.5 90 RT0F6751 6753 1/26/04 CF PA-11 1989765 6252665 258.0 01 110.9 125.0 9.5 11.0 89 RT0N6753A 6753A 1/26/04 CF PA-11 1989815 6252730 258.0 01 112.6 125.0 14.5 11.0 90 RTOF 6753 6755 1/26/04 CF PA-11 1989644 6252524 254.0 to 101.0 112.5 17.8 16.0 90 6756 1/26/04 CI" PA-1 I 1989651 6252448 254.0 1.7 98.6 114.0 18.9 14.5 86 RT ON 6756A 6756A 1126/04 CF PA- 11 1989651 6252448 254.0 17 103.1 114.0 17.5 14.5 90 RT0F6756 6758 1/26/04 CF PA-1 I 1989630 6252575 254.0 18 102.0 113.0 17.1 16.0 90 6759 1/26/04 CF PA-11 1989814 6252688 251.0 18 101.7 113.0 16.2 16.0 90 6760 1/26/04 CF PA-11 1989790 6252685 251.0 18 102.3 113.0 17.8 16.0 91 6761 1/26/04 CF PA-11 1989745 6252725 251.0 18 102.0 113.0 16.2 16.0 90 6762 1/26/04 CF PA-11 1989718 6252661 251.0 18 100.7 113.0 15.7 16.0 89 R10N6762A 6762A 1/26/04 CF PA- 11 1989718 6252661 251.0 18 102.8 113.0 17.5 16.0 91 R10F6762 6764 (/26/04 CF PA-11 1989813 6252833 245.0 10 101.0 112.5 16.9 16.0 90 6765 1/26/04 CF PA-11 1989834 6252870 245.0 10 101.7 112,5 17.0 16.0 90 6766 1/26/04 CF PA- Il ' 1989911 6252791 246.0 18 102.5 113.0 16.1 16.0 91 6767 1/26/04 CF PA-11 1989848 6252890 246.0 13 99.5 115.0 16.3 16.5 87 R10N6767A 6767A 1/26/04 CF PA-1 1 1989848 6252890 246.0 13 103.6 115.0 17.8 16.5 90 RT OF 6767 Project Number: 971009014 401, Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 26of43 Leighton and Associates, Inc 10/8/2 10;00:40AM SUMMARY OF FIELD DENSITY TEST S Test Test Test Locution - Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Northing Easting Elcv (ft) Type Field Max Field Opt. Compaction Remarks 6769 1/26104 CF PA-1l 1c89702 6252713 243.0 13. 100.5 115.0 10.8 16.5 87 RT0N6769A 6769A 1/26104 CF PA-1l 1c89702 6252713 243.0 13 103.9 115.0 17.0 16.5 90 R10F6769 6771 1/26/04 CF PA-1l 189687 6252669 243.0 17 100.1 114.0 12.4 14.5 88 RTON677IA 6771A 1/26/04 CF PA-1l 189687 6252669 243.0 17 102.8 114.0 17.2 14.5 90 RT0F6771 6773 1/26/04 CF PA-1l 189289 6252520 258.0 20 104.9 116.0 16.6 14.0 90 6774 1/26/04 CF PA-1l 1c89270 6252515 257.0 13 103.2 115.0 16.9 16.5 90 6775 1/26/04 CF PA-1l 189295 6252529 257.0 17 102.7 114.0 17.8 14.5 90 6776 1/27/04 CF PA-1l 1S89245 6252572 265.0 21 107.4 118.0 16.2 13.0 91 6777 1/27/04 CF PA-1l lc89380 6252502 264.0 17 102.5 114.0 17.3 14.5 90 6778 1/27/04 CF PA-1i IS89500 6252580 257.0 10 100.8 112.5 18.9 16.0 90 6779 1/27/04 CF PA-1l 1S89628 6252472 256.0. 10 100.9 112.5 17.1 16.0 90 6780 1/27/04 CF PA-1l 1c89667 6252603 249.0 06 111.5 122.5 16.8 11.5 91 6781 1/27/04 CF PA-11 IS89826 6252640 247.0 04 109.1 120.5 16.5 12.5 91 6782 1/27/04 .CF PA- Il 1S89896 6252822 245.0 04 108.3 120.5 17.0 12.5 90 6783 1/27/04 CF PA- il IS-89912 6252940 246.0 16 105.3 117.0 16.7 14.0 .90 6784 1/27104 CF PA-Il 1c89290 6252612 269.0 21 106.9 118.0 13.2 13.0 91 6785 1/27/04 CF PA-1l lc89179 6252545 '274,0 04 108.8 120.5 14.3 12.5 90 6786 1/27/04 CF PA-11 189082 6252636 277.0 21 105.9 118.0 14.3 13.0 90 6787 1/27/04 CF PA-1 1 1S89212 6252645 276.0 16 100.2 117.0 14.1 14.0 86 RT ON 6787A 6787A 1/27/04 CF PA-1l 189229 6252650 276.0 16 105.2 117.0 15.3 14.0 . 90 RT0F6787 6789 1/27/04 CF PA-1l 189579 6252500 256.0 17 103.1 114.0 17.1 14.5 90 6790 1/27104 CF PA-1l 1S89502 6252513 257.0 16 105.0 117.0 15.0 14.0 90 6791 1/27/04 CF PA-11 Ic89562 6252632 254.0 17 102.9 114.0 17.5 14.5 90 6792 1/27/04 CF PA-1i 1S89618 6252581 256.0 13 103.7 115.0 16.9 16.5 90 6793 1/27/04 CF PA-1i l89720 6252627 254.0 16 105,0 117.0 18.6 14.0 90 6794 1/27/04 CF PA-1l 1S89687 6252671 255.0 16 105.2 117.0 19.3 14.0 90 6795 1/27/04 CF PA-1l IS-89633 6252747 255.0 16 105.0 117.0 18.4 14.0 90 6796 1/27/04 CF PA-11 1c89745 6252745 254.0 13 104.0 115.0 20.5 16.5 90 6797 1/27/04 CF PA- Il 1S89730 6252840 252.0 21 107.4 118.0 17.1 13.0 91 6798 1/27/04 CF PA-1i 1c89730 6252840 252.0 20 100.1 116.0 18.7 14.0 86 RTON6798A 6798A 1/27/04 CF PA-11 l89730 6252840 252.0 20 104.0 116.0 20.1 14.0 90 RT0F6798 6800 1/27/04 CF PA-1i 1S89835 6252879 250.0, 16 105.3 117.0 19.8 .14.0 90 Project Number: 971009014 . Project Name: Bressi Ranch Project Location: 0 Client: . . Q . . Page 27 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test Test Test No. Date Of Location Nortbing Easting Test Soil Dry Density Moisture (%) Relative (%) Elev (ft) Type Field Max Field Opt. Compaction Remarks 6801 1/27104 CF PA-1l 189888 6252831 251.0 16 105.7 117.0 19.8 14.0 90 6802 1/28/04 CF PA-1i Ic89197 6252604 276.0 21 107.5 118.0 17.2 13.0 91 6803 1/28/04 CF PA-1i 1S89316 6252635 276.0 17 102.8 114.0 14.8 14.5 90 6804 1/28/04 CF PA-1 I 1989426 6252570 275.0 13 103.5 115.0 16.8 16.5 90 6805 1/28/04 CF PA-1l 1989493 6252490 277,0 13 103.5 115.0 16.7 16.5 90 6806 1/28/04 CF PA-11 1989630 6252438 257.0 17 103.3 114.0 15.4 14.5 91 6807 1/28/04 CF PA-1l 1989710 6252503 258.0 21 103.0 118.0 7.2 13.0 87 6807A 1/28104 CF PA-1l 1989710 6252503 258.0 21 106.4 118.0 16.3 13.0 90 6809 1/28104 CF PA-11 1989622 6252551 258.0 16 102.9 117.0 8.0 14.0 88 6809A 1/28/04 CF PA-1l 1989622 6252551 258.0 16 105.6 117.0 16.9 14.0 90 6811 1/28,/04 CF PA-1l 1989534 6252528 257.0 21 103.7 118.0 7.8 13.0 88 ÔSIIA 1/28/04 CF PA-11 1989534 6252528 257.0 21 106.1 118.0 15.8 13.0 90 6813 1/28/04 CF PA-11 1989577 6252656 255.0 20 104.5 116.0 14.8 14.0 90 6814 1/28/04 CF PA-1l 1989656 6252657 256.0 20 104.1 116.0 14.6 14.0 90 6815 1/28/04 CF PA-1 I 1989838 6252651 255,0 10 101.5 112.5 16.4 16.0 90 6816 1/28/04 CF PA-1i 1989849 6252733 253.0 21 107.0 118.0 14.8 13.0 91 6817 1/28/04 CF PA-11 1989860 6252843 254.0 13 103.7 115.0 17.8 16.5 90 6818 1/28/04 CF PA-11 189869 6252912 254.0 20 104.2 116.0 16.5 14.0 90 6819 1/28/04 CF PA-11 1989405 6252583 264.0 16 105.7 117.0 14.9 14.0 90 6820 1/28/04 CF PA-1 1 1989505 6252558 265.0 16 105.5 117.0 14.9 14.0 90 6821 1/28/04 CF PA-11 189534 6252578 264.0 20 104.3 116.0 14.6 14.0 90 6822 1/28/04 CF PA-1l [989645 6252480 264.0 16 105.2 117.0 14.0 14.0 90 6823 1/28/04 CF PA-1l 1989705 6252507 262.0 10 101.6 112.5 18.2 16.0 90 6824 1/28/04 CF P.-I1 1989549 6252476 262.0 13 103.0 115.0 19.4 16.5 90 6825 1/28/04 CF PA-11 1989500 6252479 261.0 13 103.8 115.0 18.5 16.5 90 6826 1/28/04 CF PA-1l 1989406 6252639 259.0 21 106.8 118.0 15.2 13.0 91 6827 1128/04 CF PA-11 1989483 6252658 259.0 21 106.0 118.0 16.4 13.0 90 6828 1/28/04 CF PA-11 1989606 6252638 257.0 21 107.2 118.0 15.8 13.0 91 6829 1/28/04 CF PA-11 1989622 6252633 258.0 21 105.9 118.0 16.5 13.0 90 6830 1/28/04 CF PA-11 1989747 6252613 258.0 16 101.2 117.0 12.1 14.0 86 6830A 1/28/04 CF PA- Il 1989747 6252613 258.0 16 105.3 117.0 15.7 14.0 90 6832 1/28/04 CF PA-1 1 1989826 6252724 255.0 04 109.1 120.5 15.0 12.5 91 Page 28 of 4] Leighton and Associates, Inc Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 RT ON 6807A RT OF 6807 RI ON 6809A RT OF 6809 RI ON 681 IA RT OF 6811 RT ON 6830A RT OF 6830 4 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (% Compaction Remarks 6833 1/28104 CF PA-11 1989754 6252790 256.0 21 107.1 118.0 16.7 13.0 91 6834 1/28/04 CF PA- 11 1989726 6252825 255.0 16 . 105.1 117.0 18.1 14.0 90 6835 1/28/04 CF PA-1 1 1989923 6252723 296.0 07 109.4 122.0 14.9 13.0 90 6836 1/28/04 CF PA-11 1989905 6252691 296.0 04 109.1 120.5 12.6 12.5 91 6837 1/28/04 CF PA-11 1989075 6252664 283.0 21 106.0 118.0 15.5 13.0 90 6838 1i28!04 CF PA-11 1989046 6252629 284.0 16 105.8 117.0 17.5 14.0 90 6839 1/28/04 CF PA-11 1989217 6252569 278.0 21 103.1 118.0 11.5 13.0 87 RT0N6939A 6839A 1/28/04 CF PA-11 1989217 6252569 278.0 21 106.9 118.0 14.6 13.0 91 RT0F6939 6841 1/28/04 CF PA-11 1989240 6252635 279.0 04 108.6 120.5 14.3 12.5 90 6842 1/28104 CF PA-11 1989365 6252539 269.0 13 103.5 115.0 17.2 16.5 90 6843 1/28/04 CF PA- 11 1989374 6252564 270.0 17 102.3 114.0 15.1 14.5 90 6844 1/28104 CF PA-11 1989568 6252495 264.0 20 104.8 116.0 16.6 14.0 90 6845 1/28/04 CF PA-11 1989575 6252560 263.0 21 106.4 118.0 14.9 13.0 90 6846 1/28/04 CF PA-11 1989691 6252488 263.0 04 108.5 120.5 16.9 12.5 90 6847 1/28/04 CF PA-11 1989686 6252540 262.0 21 107.0 118.0 19.2 13.0 91 6848 1/29/04 CF PA-11 1989678 6252760 255.0 07 109.7 122.0 14.7 13.0 90 6849 1129.104 CF PA-11 1989772 6252790 253.0 07 110.5 122.0 14.9 13.0 91 6850 1/29/04 CF PA-11 1989786 6252721 255.0 07 109,5 122.0 15.7 13.0 90 6851 1/29/04 CF PA-11 1989695 6252675 257.0 04 108.3 120.5 15.6 12.5 90 6852 1/29/04 CF PA-I! 1989571 6252565 263.0 07 110.7 122.0 13.6 13.0 91 6853 1/29/04 CF PA-11 1989476 6252575 264.0 21 107.4 118.0 13.9 13.0 91 6854 1/29/04 CF PA-11 1989680 6252551 265.0 16 105.5 117.0 14.8 14.0 90 6855 1/29/04 CF PA-11 1989765 6252554 274.0 16 105.4 117.0 14.2 14.0 90 6856 1/29/04 CF PA-1 1 1989208 6252584 275.0 16 105.7 117.0 14.0 14.0 90 6857 1/29/04 CF PA-11 1989320 6252650 276.0 13 103.5 115.0 16.8 16.5 90 6858 1/29104 CF PA-I1 1989090 6252750 291.0 21 105.1 118.0 9.8 13.0 89 RT0N6858A 6858A 1/29/04 CF PA-11 1989090 6252750 291.0 21 107.5 118.0 14.9 13.0 91 RT0F6858 6860 1/29/04 CF PA-11 1989034 6252787 300.0 21 104.9 118.0 11.4 13.0 89 RTON6860A 6860A 1/29/04 CF PA-11 1989034 6252787 300.0 21 106.3 118.0 15.4 13.0 90 RT0F6860 6862 1/29/04 CF PA-11 1988985 6252838 301.0 20 102.8 116.0 10.9 14.0 89 RT0N6862A 6862A 1/29/04 CF PA-1I 1988985 6252838 301.0 20 104.3 116.0 16.5 14.0 90 RT0F6862 6864 1/29104 CF PA-11 1989525 6252500 287.0 13 103.5 115.0 16.8 16.5 90 Project Number: 971009014 0 Project Name: Bressi Ranch Project Location: 0 Client: 0 . Page 29 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - North ing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 6865 1/29/04 CF PA-1 1 1989575 6252580 283.0 20 104.9 116.0 15.7 14.0 90 6866 1129/04 CF PA-11 1989058 6252603 279.0 10 102.1 112.5 17.1 16.0 91 6867 1/29/04 CF PA-11 1989320 6252480 256.0 16 104.9 117.0 17.3 14.0 90 6868 1/29/04 CF PA-It 1989380 6252510 257.0 20 104.7 116.0 15.6 14.0 90 6869 1/29/04 CF PA-1 1 1989400 6252550 259.0 21 101.9 118.0 10.5 13.0 86 RI ON 6869A 6869A 1/29/04 CF PA-11 1989400 6252550 259.0 21 106.5 118.0 14.2 13.0 90 RT0F6869 6871 1/29/04 CF PA-11 1989520 6252590 261.0 13 103.9 115.0 18.7 16.5 90 6872 1/29/04 CF PA-11 1989460 6252500 265.0 16 105.1 117.0 16.0 14.0 90 6873 1/29/04 CF PA-11 1989410 6252460 269.0 13 103.6 115.0 17.2 16.5 90 6874 1/29/04 CF PA-11 1989405 6252440 263.0 04 107.9 120.5 14.9 12.5 90 6875 1/29/04 CF PA-1 I 1989445 6252505 265.0 04 108.1 120.5 15.7 12.5 90 6876 1/29/04 CF PA-1 I 1989440 6252489 259.0 21 106.9 118.0 14.5 13.0 91 6877 1/30/04 CF PA-I! 1989031 6252729 300.0 04 108.0 120.5 12.9 12.5 90 6878 1/30/04 CF PA-11 1989120 6252740 297.0 03 109.5 122.0 12.2 11.0 90 6879 1/30/04 CF PA-11 1989194 6252750 297.0 03 110.4 122.0 11.9 11.0 90 6880 1/30/04 CF PA-11 1989214 6252605 288.0 17 103.9 114.0 15.2 14.5 91 6881 1/30/04 CF PA-11 1989262 6252647 288.0 17 103.7 114.0 15.7 14.5 91 6882 1/30/04 CF PA-1l 1989289 6252697 288.0 20 104.4 116.0 15.9 14.0 90 6883 1/30/04 CF PA-1l 1989458 6252665 277.5 20 104.9 116.0 17.9 14.0 90 6884 1/30/04 CF PA-I1 1989485 6252618 277.5 13 103.2 115.0 19.7 16.5 90 6885 1/30/04 CF PA- Il 1989526 6252705 277.5 13 103.9 115.0 18.6 16.5 90 6886 1/30/04 CF PA-11 1989690 6252517 271.0 21 106.6 118.0 15.3 13.0 90 6887 1/30/04 CF PA-11 1989716 6252587 271.0 21 106.9 118.0 17.1 13.0 91 6888 1/30/04 CF PA-11 1989695 6252658 271.0 21 102.1 118.0 11.4 13.0 87 RT0N6888A 6888A 1/30/04 CF PA-11 1989695 6252658 271.0 21 106.5 118.0 15.9 13.0 90 RT0F6888 6893 1/31/04 CF PA-11 1989801 6252693 264.0 10 101.2 112.5 16.7 16.0 90 6894 1/31/04 CF PA-11 1989675 6252566 270.0 10 104.2 112.5 20.2 16.0 93 6895 2/2/04 SF PA-1 I 1989280 6252444 315.0 10 93.2 112.5 14.9 16.0 83 RT ON 6895A 6895A 212/04 SF PA- 11 1989258 6252433 315.0 10 100.9 112.5 16.9 16.0 90 RT0F6895 6897 2/2/04 SF PA-11 1989285 6252410 320.0 10 98.7 112.5 11.4 16.0 88 RT0N6897A 6897A 2/2/04 SF PA-11 1989285 6252410 320.0 10 100.8 112.5 17.1 16.0 90 R10F6897 6899 212/04 SF PA- 11 1989295 6252437 240.0 16 106.7 117.0 18.1 14.0 91 Project Number: 971009014 410 Project Name: Bressi Ranch Project Location: 0 Client: 0 . Page 30 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSIT Y T E S T S Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 6932 2/5/04 CF PA-1l 1989948 6252974 265.0 18 103.5 113.0 18.5 16.0 92 6933 215/04 Cr PA-1l 1589696 6252515 288.0 08 107.4 117.5 15.6 14.0 91 6934 2/5/04 CF PA-1 I 1989669 6252558 289.0 08 107.3 117.5 18.7 14.0 91 6935 2/5/04 CF PA-1 I 1989569 6252537 284.0 08 108.0 117.5 16.0 14.0 92 6936 2/5/04 CF PA-11 1989486 6252596 285.0 08 112.0 117.5 16.5 14.0 95 6937 2/5/04 CF PA-1l 1589430 6252587 301.0 08 106.9 117.5 15.1 14.0 91 6938 2/5/04 CF PA- Il 1989337 6252616 302.0 08 107.6 117.5 16.3 14.0 92 6939 2/5/04 CF PA-Il 1989915 6253004 269.0 08 115.3 117.5 14.6 14.0 98 6940 2/5/04 CF PA-11 1989845 6252942 268.0 b8 113.1 117.5 13.7 14.0 96 6941 2/5/04 CF PA-1 I 1589767 6252899 265.0 08 114.7 117.5 14.7 14.0 58 6942 2./5/04 CF PA-1l 1589846 6252817 271.0 08 111.5 117.5 15.6 14.0 . 95 6943 2/5/04 CF PA-1 I 1989880 6252767 272.0 08 112.6 117.5 14.6 14.0 6944 2/5/04 CF PA-1l 1989851 6252699 267.0 08 .111.9 117.5 14.1 14.0 6945 2/5/04 CF PA-11 1989745 6252770 268.0 08. 111.2 117.5 15.4 14.0 95 6946 2/5/04 CF PA-11 1989719 6252826 267.0 08 114.9 117.5 16.2 14.0 98 6947 2/5/04 CF PA-1i 1589812 6252945 267.0 08 114.7 117.5 16.2 14.0 98 6964 2/7/04 CF PA-1l 1989350 6253145 355.0 08 107.0 117.5 14.2 14.0 91 6965 2/7/04 CF PA- il 1989363 6253159 356.0 08 105.6 117.5 17.3 14.0 90 7098 3/11/04 SF PA-11 1988967 6253605 301.0 20 105.1 116.0 12.7 14.0 91 7099 3/11/04 SF PA-I! 1589040 6253562 307.0 20 105.5 116.0 12.5 14.0 91 7100 2/2/04 SF PA-11 189501 6252468 251,0 10 101.2 112.5 17.5 16.0 . 90 7101 2/2/04 SF PA-11 1989573 6252450 259.0 13 104.0 115.0 16.8 16.5 90 7102 2/2/04 SF PA-1l 1989447 , 6252412 228.0 18 102.3 113.0 172 16.0 91 7109 212/04 CF PA-1l 1989942 6252954 269.0 21 107.2 118.0 15.5 13.0 91 7110 2/2/04 CF PA-1l 1989955 6252918 269.0 21 106.3 118.0 16.7 13.0 90 7111 2/2/04 CF PA-1l 1c89827 6252695 275.0 13 103.4 115.0 16.7 16.5 90 7112 2/2/04 CF PA-11 1989789 6252656 275.0 20 104.5 116.0 15.3 14.0 90 7113 2/2/04 CF PA-1l 1989751 6252601 272.0 18 102.7 113.0 16.5 16.0 91 7114 2/2/04 CF PA-1i 1988740 6252590 272.0 18 103.1 113.0 15.2 16.0 91 7115 2/2/04 SF PA-I! 1588955 6252556 247.0 10 101.5 112.5 16.2 16.0 90 7116 2/2/04 SF PA-11 1989090 6252538 256.0 10 101.1 112.5 16.8 16.0 ' 90 7117 2/2/04 SF PA-1l 1c89033 6252592 273.0 10 100.7 112.5 16.4 16.0 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 31 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test Test Dale Test Of Location - Northing Easting Test Elci' (It) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 7123 2/5/04 CF PA-11 1990061 6253165 282.0 10 107.0 112.5 16.9 16.0 95 7129 2/6/04 CF PA- 11 1990075 6253374 284,0 21 112.1 118.0 16.6 13.0 95 7131 2/6/04 CF PA-11 1989935 6252988 276.0 20 110.5 116.0 14.8 14.0 95 7135 2/6/04 CF PA-1l 1989830 6252910 276.0 13 109.1 115.0 16.7 16.5 95 7136 2/6/04 CF PA-11 1989690 6252760 278.0 13 109.7 115.0 17.5 16.5 95 7137 2/7/04 CF PA-11 1989734 6252690 270.0 21 113.7 118.0 15.6 13.0 96 7138 2/7/04 CF PA-I1 1989805 6252912 271.0 10 104.3 112.5 19.6 16.0 93 R10N7138A 7138A 2/7/04 CF PA-11 1989820 6252912 271.0 04 114.7 120.5 14,3 12.5 95 RT0F7138 7146 2/7/04 CF PA-1l 1989825 6252980 271.0 16 107.2 117.0 17.8 14.0 92 RTON7146A 7146A 2/7/04 CF PA-I1 1989835 6252980 271.0 16 115.0 117.0 14.5 14.0 98 R10F7146 7148 2/7/04 CF PA-11 1989830 6252925 272.0 16 109.5 117.0 15.6 14.0 94 RTON7148A 7148A 2/7/04 CF PA- li 1989845 6252925 272.0 16 111.7 117.0 16.2 14.0 95 RTOF7148 7157 2/9/04 CF PA-11 1989710 6252540 277.0 12 112.6 120.0 14.8 12.5 94 7158 2/9/04 CF PA-1l 1989550 6252580 291.0 12 108.5 120.0 18.1 12.5 90 7159 2/9/04 CF PA-11 1989950 6252925 276.0 06 115.8 122.5 12.0 11.5 95 7160 2/10/04 CF PA-11 1990030 6253170 277,0 04 113.1 120.5 14.9 12.5 94 RT0N7160A 7160A 2/10/04 CF PA-1l 1590045 6253175 277.0 04 115.5 120.5 13.7 '12,5 96 RT0F7160 7173 2/10/04 CF PA-1l 1989425 6252600 289.0 06 115.1 122.5 14.6 11.5 94 7174 2/10/04 CF PA-1I 1989570 6252610 285.0 12 108.6 120.0 17.7 12.5 90 7177 2/10/04 CF PA-1l 1990115 6253165 300.0 04 113.4 120.5 14.9 12.5 94 7180 2/10/04 CF PA-II 1990050 6253350 320.0 21 108.9 118.0 16.8 13.0 92 RTON7180A 7180A 2/11104 CF PA-1l 1590075 6253355 320.0 21 111,8 118.0 16.0 13.0 95 RTOF7180 7186 2/11/04 CF PA-1i 1989950 6252960 279.0 21 112.1 118.0 13.7 13.0 95 7194 2/11/04 CF PA-1i 1990070 6253365 310.0 10 103.3 112.5 16.7 16.0 92 7208 2/12/04 CF PA-11 1989935 6253015 285.0 10 102.0 112.5 17.2 16.0 91 7209 2/12/04 CF PA-l1 1990160 6253490 323.0 04 115.7 120.5 14.9 12.5 96 7212 2112104 CF PA-11 1989760 6252610 288.0 20 104.2 116.0 15.1 14.0 90 7213 2/12/04 CF PA-11 1989675 6252605 288,0 20 105.1 116.0 16.5 14.0 91 7214 2/12/04 CF PA-II ' 1989550 6252650 288.0 20 106.5 116.0 14.0 14.0 92 7215 2/12/04 CF PA-11 1989495 6252640 288.0 20 105.4 116.0 14.9 14.0 91 7216 2/12/04 CF PA- 11 1989380 6252675 290.0 20 106.8 116.0 18.1 14.0 92 7217 2/12/04 CF PA- 11 1989105 6252645 290.0 20 105.8 116.0 16.3 14.0 91 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 32 of 43 LeigHton and AsSoct.ttes, Inc 101812 10:00:40AM SUMMARY OF FIELD DENSIT Y T E S T S Test Test Test Location - Test Soil Dry Density Moisture (%) Relative (% No. Date Of North ing Lasting Elev (ft) Type Field Max Field Opt. Compaction Remarks 7218 2/13/04 CF PA-1l 1589875 6252985 295.0 17 108.5 114.0 18.1 14.5 95 7219 2/13/04 CF PA- Il 1989908 6252710 296.0 17 107.9 114.0 17.3 14.5 95 7252 2/14/04 CF PA-1l 1589930 6252960 299.0 21 112.6 118.0 14.8 13.0 95 7254 2/14/04 CF PA-1 1 1589900 6252890 294.0 12 108.3 120.0 13.4 12.5 90 7255 2/14/04 CF PA-1I . 1589895 6252960 296.0 12 107.5 120.0 13.0 12.5 90 7273 2/17/04 CF PA-1 I 1989950 6253020 327.0 08 108.0 117.5 14.2 14.0 92 7280 2/18/04 CF PA-11 189854 6252094 307.0 21 104.9 118.0 12.3 13.0 89 7280A 2/18104 C? PA-1i 1989854 6253009 307.0 21 104.6 118.0 12.5 13.0 89 7280B 2/(8/04 CF PA- li 1989861 6253013 307.0 21 106.4 118.0 14.1 13.0 90 7290 2/20/04 CF PA-1l 1989929 6252922 309.0 16 105.1 117.0 14.0 14.0 90 7291 2/20/04 CF PA-11 [989905 6252990 310.0 1.8 101.9 113.0 19.3 16.0 90 7294 2/20/04 CF PA-1i 1589856 6252933 313.0 1 107.1 118.0 14.6 13.0 91 7295 2120/04 CF PA-11 1589955 6252941 314.0 17 102.5 114.0 15.3 14.5 90 7296 2/20/04 CF PA-11 1589880 6252930 315.0 10 101.6 112.5 18.7 16.0 90 7319 2/13/04 CF PA-11 1989923 6252898 311.0 10 101.6 112.5 19.6 16.0 90 7321 2/13/04 CF PA-1l 1989922 6252967 311.0 20 104.8 116.0 15.8 14.0 90 7322 2/13/04 CF PA- 11 1989845 6252906 312.0 17 102.7 114.0 16.4 14.5 90 7358 3/3/04 CF PA-11 1588911 6252862 308.0 08 100.8 117.5 19.8 14.0 86 7358A 3/3/04 CF PA-1 1 1988934 6252855 309.0 08 107.2 117.5 16.0 14.0 91 7523 3/6/04 CF PA-11 1989900 6253028 320.0 27 107.5 117.0 18.4 14.5 92 7543 3/8/04 CF PA-1l 1589930 6252940 322.0 04 108.8 120.5 17.0 12.5 90 7552 3/8/04. CF PA- 11 1989845 6252952 318.0 10 100.7 112.5 16.1 16.0 90 7554 3/8/04 CF PA-l1 1589827 6253026 317.0 13 104.7 115.0 17.2 16.5 91 7570 3/9/04 CF PA-1l 1589864 6252995 317.0 12 108.4 120.0 17.3 12.5 90 7571 3/9/04 CF PA-1l 1589923 6253005 321.0 22 111.6 124.0 14.9 12.0 90 7600 3/1)/04 SF PA-1l 1588914 6253662 305.0 20t 106.8 116.0 12.7 14.0 92 7601 3/11/04 SF PA- Il 1988796 6253748 288.0 21 109.9 118.0 13.6 13.0 93 7602 3/11/04 SF PA-11 1988727 6253853 292.0 21 112.0 118.0 12.5 13.0 95 7759 3/12104 CF Pe\-11 1989943 6253007 325.0 20 104.6 116.0 15.2 14.0 90 7841 3/17/04 CF PA-IL 1589802 6253047 342.0 13 98.2 115.0 18.7 16.5 85 7841A 3/17/04 CF PA-1l 1589795 6253032 342.0 13 103.7 115.0 18.0 16.5 90 7856 3/18104 CF PA-1I 1589922 6253020 343.0 17 102.6 114.0 16.0 14.5 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 33of43 RT ON 7280A RT ON 7280B RT OF 7280 RI ON 7358A RT OF 7358 RT ON 7841 RT OF 7841 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 7893 3/23/04 CF PA-11 1989532 6252588 300.0 22 117.2 124.0 13.3 12.0 95 7895 3/23/04 CF PA-11 1989355 6252635 300.0 22 116.7 124.0 14.8 12.0 94 7899 3/23/04 CF PA-1 I 1989543 6252584 299.0 22 115.6 124.0 14.6 12.0 93 7946 3/25/04 CF PA-11 1989528 6252619 301.0 23 109.4 119.0 15.7 13.0 92 7947 3/25/04 CF PA-11 1989733 6252615 296.0 27 108.6 117.0 17.8 14.5 93 7948 3/25/04 CF PA-11 1989820 6252782 293.0 27 107.7 117.0 16.3 14.5 92 7949 3/25/04 CF PA-1l 1589604 6252724 294.0 19 109.3 118.0 18.2 15.0 93 7950 3/25/04 CF PA-1l 1989254 6252707 303.0 23 111.6 119.0 14.6 13.0 94 7951 3/25/04 CF PA-1l 1989674 6252895 292.0 27 107.9 117.0 17.0 14.5 92 7952 3/25/04 CF PA-11 1989064 6252828 303.0 21 108.5 118.0 15.3 13.0 92 7953 3/25/04 CF PA- Il 1989173 6252657 302.0 21 110.2 118.0 15.8 13.0 93 7954 3/25/04 CF PA-1I 1989745 6252907 291.0 23 107.3 119.0 16.1 13.0 90 7955 3/25/04 CF PA-1l 1c89666 6252803 293.0 23 110.8 119.0 14.6 13.0 93 7956 3/261)4 CF PA-I 1 1989171 6252785 303.0 23 112.4 119.0 15.6 13.0 94 7957 3126/04 CF PA-1l 1989355 6252689 302.0 23 109.2 119.0 16.7 13.0 92 7958 3/26/04 CF PA-1l 189421 6252631 297,0 23 111.6 119,0 14.8 13.0 94 7959 3126104 CF PA-1l 1989693 6252865 295.0 23 109.3 119.0 16.2 13.0 92 7960 3/26/04 CF PA-11 1989822 6252798 296,0 27 108.8 117.0 17.2 14.5 93 7961 3/26/04 CF PA-1l 1989735 6252764 294.0 20 107.9 116.0 15.8 14.0 93 7962 3/26/04 CF PA-1i 1989756 6252652 298.0 23 112.2 119.0 13.8 13.0 94 7963 3/26/04 CF PA- Il 1989852 6252760 297.0 23 111.4 119.0 15.3 13.0 94 7964 3/26/04 CF PA-li 1989760 6252507 300.0 21 108.4 118.0 .16.7 13.0 92 7965 3/26/04 CF PA-11 1989747 6252556 301.0 23 110.8 119.0 15.2 13.0 93 8060 3/20/04 CF PA-1l 1989783 6252665 285.0 21 106.1 118.0 13.0 13.0 90 8061 3/20/04 CF PA-1l 1589765 6252724 285.0 23 107.0 119.0 16.5 13.0 90 8062 3/20/04 CF PA-1l 1989585 6252641 287.0 02 103.9 122.5 15.1 11.5 85 R10N8062 8062A 3/20/04 CF PA-11 1989544 6252658 287.0 02 110.4 122.5 13.5 11.5 90 RTOF 8062 8064 3/20/04 CF PA-11 15'89685 6252630 286.0 13 103.3 115.0 13.2 16.5 90 8065 3/20/04 CF PA- [l 1989622 6252708 286.0 23 107.2 119.0 17.5 13.0 90 8066 3/20/04 CF PA-11 1989483 6252627 288.0 13 99.1 115.0 12.6 16.5 86 RT0N8066 8066A 3(20/04 CF PA-11 1589463 6252652 288.0 13 103.7 115.0 16.7 16.5 90 R10F8066 8068 3/20/04 CF PA-11 1989382 6252623 289.0 23 107.6 [19.0 13.8 13.0 - 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 *v Client: 0 Page 34 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test Test Test Location - Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks 8069 3,20/04 CF PA- 11 1989373 6252684 289.0 04 108.3 120.5 14.0 12.5 90 8070 3/22/04 CF PA-11 1989740 6252732 283.0 12 108.3 120.0 13.1 12.5 90 8071 3/22/04 CF PA-11 1989784 6252817 283.0 23 107.4 119.0 13.4 13.0 90 8072 3/22/04 CF PA-11 1989742 6252784 284.0 23 107.7 119.0 13.1 13.0 91 8073 3/22/04 CF PA-11 1989835 6252722 284.0 23 107.4 119.0 14.0 13.0 90 8074 3/22/04 CF PA-11 1989630 6252712 285.0 22 111.3 124.0 15.1 12.0 90 8075 3/22/04 CF PA- 11 1989611 6252607 287.0 02 110.9 122.5 16.0 11.5 91 8076 3/22/04 CF PA-1 1 1989580 6252707 285.0 04 108.8 120.5 17.1 125 90 8077 3/22/04 CF PA-11 1989566 6252665 286.0 02 110.4 122.5 16.4 11.5 90 8078 3/22/04 CF PA-11 1989530 6252657 293,0 21 105.8 118.0 18.7 13.0 90 8079 3/22/04 CF PA-11 1989508 6252657 290.0 17 102.3 114.0 17.8 14.5 90 8080 3/22/04 CF PA-11 1989425 6252657 291.0 20 104.3 116.0 16.8 14.0 90 8081 3/22/04 CF PA-11 1989370 6252631 292.0 20 104.4 116.0 17.3 14.0 90 8095 3/23/04 CF PA-11 1989480 6252647 300,0 22 115.5 124.0 15.4 12.0 93 8097 3/23/04 CF PA-11 1989670 6252794 287.0 02 110.3 122.5 15.1 11.5 90 8098 3/23/04 CF PA-11 1989810 6252794 287.0 02 109.8 122.5 13.4 11.5 90 8099 3/23/04 CF PA- 11 1989862 6252777 286.0 04 108.3 120.5 13.0 12.5 90 8219 3123104 CF PA-11 1989865 6252700 289.0 21 106.7 118.0 15.1 13.0 90 8220 3/23/04 CF PA-11 1989817 6252651 289.0 23 107.4 119.0 15.6 13.0 90 8221 3/23/04 CF PA-11 1989405 6252713 281.0 22 113.2 124.0 14.5 12.0 91 8222 3/23/04 CF PA-11 1989444 6252703 280.0 22 113.0 124.0 149 12.0 91 8223 3/23/04 CF PA- Il 1989554 6252723 281.0 22 112,0 124.0 15.1 12.0 90 8224 3/23/04 CF PA- 11 1989659 6252672 281.0 02 102.4 122.5 19.2 11.5 84 RT0N8224A 8224A 3/23/04 CF PA-11 1989770 6252840 281.0 02 109.7 122.5 15.3 11.5 90 RT0F8224 8225 4/1/04 CF PA-11 1989457 6252985 316.0 04 108.4 120.5 15.7 12.5 90 8226 3/23/04 CF PA-11 1989329 6252643 297.0 23 107.8 119.0 16.0 13.0 91 8227 3/23/04 CF PA-11 1989367 6252748 297.0 21 105.9 118.0 19.1 13.0 90 8228 3/23/04 CF PA-11 1989510 6252730 298.0 21 106.3 118.0 18.0 13.0 90 8229 3/23/04 CF PA-11 1989515 6252636 296.0 21 106.0 118.0 18.1 13.0 90 8238 3/23/04 CF PA- 11 1989815 6252730 286.0 11 108.0 120.0 14,4 13.0 90 8268 3/23/04 CF PA- 11 1989440 6252720 292.0 04 109.5 120.5 16.5 12.5 91 8269 3/23/04 CF PA-1l l89550 6252755 292.0 04 108.9 120.5 15.9 12.5 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 35 of 43 Leighton and Associates, Inc . 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%I Compaction Remarks 8270 3/23104 CF PA-1l 1589685 6252705 291.0 23 106.8 119.0 18.1 13.0 90 8271 3/23104 CF PA-1l 1589820 6252709 293.0 04 108.6 120.5 17.0 12.5 90 8278 3/27/04 CF PA-1l 1c89760 6252576 300.0 21, 105.7 118.0 16.4 13.0 90 8279 3/27104 CF PA-11 1589834 6252574 300.0 13 103,6 115.0 17.4 16.5 90 8280 3/27/04 CF PA-1i Ic89453 6252632 303.0 22 112.0 124.0 12.6 12.0 90 8281 3/27/04 CF PA-1l 1589236 6252652 303.0 02 110.0 122.5 13.9 11.5 90 8282 3/27/04 CF PA-11 1989208 6252675 302.0 22 112.8 124.0 14.7 12.0 91 8283 3/27/04 CF PA-l1 1589257 6252741 302.0 22 111.9 124.0 15.7 12.0 90 8284 3/29/04 CF PA-II 1589340 6252622 304.0 04 108.5 120.5 11.4 12.5 90 8286 3/29/04 CF PA-11 1589414 6252690 304.0 23 107.6 119.0 13.4 13.0 90 8287 3/29/04 CF PA-1 1 1589627 6252648 303.0 04 108.6 120.5 14,1 12.5 90 8288 3/29/04 CF PA-II 1989680 6252662 303.0 23 107.8 119.0 16.3 13.0 91 8289 3/29/04 CF PA-1l 1589797 6252055 304.0 02 109.8 122.5 12.4 11.5 90 8300 3/29/04 CF PA-1l 1989850 6252068 305.0 16 105.0 117.0 14.4 14.0 90 8301 3/29/04 CF PA-1l 1989945 6252775 301.0 22 111.4 124.0 14,4 12.0 90 8302 3/29/04 CF PA-11 1989862 6252826 301.0 22 111.3 124.0 14.6 12.0 90 8303 3/29/04 CF PA-1l 1c89688 6252814 300.0 23 107,5 119.0 14.0 13.0 90 8304 3129/04 CF PA-1l 1989736 6252863 300.0 23 107.8 119.0 14.6 13.0 91 8305 3/29/04 CF PA-1i 1989215 6252695 304.0 02 110.4 122.5 11.6 11.5 90 8306 3/29/04 CF PA-1 I 1989386 6252653 305.0 04 109.7 120.5 12.7 12.5 91 8307 3129.104 CF PA-1l 1989561 6252649 305.0 22 111.7 124.0 12.3 12.0 90 8308 3/29/04 CF PA-11 1989831 6252620 304.0 04 109.0 120.5 12.9 12.5 90 8309 3129104 CF PA-1 I 1989874 6252799 303.0 02 109.8 122.5 12.0 11.5 90 8310 3/29/04 CF PA-11 1989666 6252845 303.0 02 110.1 122.5 11.6 11.5 90 8311 3/29/04 CF PA-1l 1S89578 6252804 304.0 22 112.8 124.0 12.2 12.0 91 8312 3/29104 CF PA-1l 1989532 6252812 302.0 22 112.1 124.0 12.3 12.0 90 8313 3/29/04 CF PA-II 1989448 6252845 303.0 22 111.3 124.0 12.7 ' 12.0 90 8314 3/29/04 CF PA-I1 1989285 6252883 303.0 02 110.5 122.5 11.8 11.5 90 8339 3/30/04 CF PA-11 1989354 6252663 305.5 20 104.4 116.0 16.0 14.0 90 8340 3/30/04 CF PA-11 1989583 6252651 306.5 23 107.3 119.0 17.0 13.0 90 8341 3/30/04 CF PA-11 1989805 6252592 308.0 16 105.7 117.0 18.6 14.0 90 8342 3/30/04 CF PA-I1 1989888 6252796 308.0 21 106.3 118.0 15.6 13.0 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 36of43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TEST S Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (% Compaction Remarks 8343 3/30/04 CF PA-1i 1c89708 6252872 308.0 16 104.9 117.0 16.1 14.0 90 8344 3/30104 CF PA-1 I l89480 6252805 306.5 23 106.9 119.0 15.0 13.0 90 8345 3/30104 CF PA-1l 1S89416 6252822 305.5 23 1.07.3 119,0 15.8 13.0 90 8346 3/30/04 CF PA-1l 1c89270 6252842 306.0 20 104.0 116.0 14.0 14.0 90 8347 3/30/04 CF PA-1l 1S89195 6252918 304.0 16 105.7 117.0 14.0 14.0 90 8348 3/30/04 CF PA-11 1c89160 6252713 304.0 20 104.0 116.0 14.0 14.0 90 8349 3/30/04 CF PA- li i89617 6252650 307.0 23 107.5 119.0 15.9 13.0 90 8350 3/30/04 CF PA-11 1c89775 6252571 308.0 02 110.2 122.5 16.8 11.5 90 8351 3/30/04 CF PA-1l 1989838 6252675 308.5 04 109.4 120.5 17.0 12.5 91 8352 3/30/04 CF PA-1l . 1989852 6252832 308.5 19 . 105.9 118.0 16.7 15.0 90 8353 3/30/04 CF PA- Il 1989692 6252909 308.0 ii 108.2 120.0 14.3 13.0 90 8354 3/30/04 CF PA- Il 1S'89546 6252880 307.5 22 111.6 124.0 16.1 12.0 90 8355 3/30/04 CF PA- 11 1989390 6252922 306.5 21 103.9 118.0 19.4 13.0 88 RT0N8355A 8355A 3/30/04 CF PA-1l 1c89400 6252927 306.5 21 106.2 118.0. 16.6 13.0 90 RT0F8355 8357 3/30104 CF PA- Il lS89303 6252851 305.0 23 107.3 119.0 17.0 13.0 90 8358 3/30/04 CF PA- Il 1S89107 6253005 306.0 04 109.0 120.5 16.9 12.5 90 8359 3/3.1/04 CF PA- Il 1S89655 6252603 307.0 19 108.0 118.0 16.0 15.0 92 8360 3/31/04 CF PA-11 1S89746 6252590 308.0 19 107.4 118.0 15.6 15.0 91 8361 3/31/04 CF PA-It 1589784 6252610 308.5 19 108.7 118.0 17.0 15.0 92 8362 3/31/04 CF PA-1l I89588 6252604 306.0 19 111.6 118.0 16.5 15.0 95 8363 3/31/04 CF PA-11 189520 6252612 307.0 19 109.1 118.0 15.9 15.0 92 8364 3/31/04 CF PA-1i l89839 6252796 307.0 19 106.1 118.0 17.9 15.0 90 8365 3/31/04 CF PA- 11 1589872 6252830 308.0 19 109.6 118,0 16.8 15.0 93 8366 3/31/04 CF PA-11 1S89870 6252736 309.0 19 109.4 118.0 15.1 15.0 93 8367 3/31/04 CF PA-11 1c89301 6252991 310.0 17 102.5 114.0 14.5 14.5 90 8368 3/31/04 CF PA-1l i89275 6252874 310.0 02 110.6 122.5 14.4 11.5 90 8369 4/1/04 SF PA-1l l88875 6253346 293.0 21 110.2 118.0 10.6 13.0 93 8370 4/1/04 SF PA-1i 1S88937 6253329 300.0 21 111.7 118.0 9.6 13.0 95 8371 4/1/04 SF PA- il 1S89058 6253490 290.0 21 108.0. 118.0 7.8 13.0 92 8372 4/1/04 SF PA-1l Ics8964 6253490 285.0 21 107.4 118,0 12.7 13.0 91 8373 4/1/04 SF PA-1 I 188918 6253630 295.0 21 108.8 118,0 9.0 13.0 92 8380 4/1104 CF PA-1l 1S89397 6252876 316.0 04 109.1 120.5 13.2 12.5 91 Project Number: 971009014 . Project Name: Bressi Ranch i1i Project Location: 0 Client: 0 Page 37 of 43 . Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Lasting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (% Compaction Remarks 8401 4/1/04 CF PA- li 1589532 6252798 313.0 02 109.9 122,5 16.4 11.5 90 8402 4/1/04 CF PA-11 1989288 6253006 312.0 04 109.5 120.5 13.6 12.5 91 8405 4/1/04 CF PA-1 1 1989192 6252978 315.0 23 107.3 119.0 14.1 13.0 90 8407 4/1/04 CF PA-1 t 1989223 6252914 315.0 22 112.4 124.0 14.1 12.0 91 8409 4/1/04 CF PA-11 1989351 6252987 312.0 II 107.9 120.0 16.3 13.0 90 8410 4/1/04 CF PA- 11 1989491 6252853 316.0 23 107.6 119.0 14.9 13.0 90 8411 4/1/04 CF PA-1l 1989741 6252920 313.0 21 106.0 118.0 152 13.0 90 8415 4/1/04 CF PA-1t 1589268 6252887 315.0 02 110.8 122.5 14.2 11.5 90 8422 4/3/04 CF PA-11 1989285 6252952 317.0 16 106.7 117.0 12.6 14.0 91 8423 4/3/04 CF PA-1l 1c89340 6252918 320.0 16 109.8 117.0 14.7 14.0 94 8424 4/3/04 CF PA-11 1989420 6252920 323.0 19 106.7 118.0 16.0 15.0 90 8425 4/3/04 CF PA-1l 1989750 6252930 320,0 19 109.4 118.0 177 15.0 93 8426 4/3/04 CF PA-1l 1589676 6252880 321.5 19 107.0 118.0 19.2 15.0 91 8427 4/3/04 CF PA-1l 1589614 6252833 323.0 19 106.0 118.0 18.9 15.0 90 8428 4/3104 CF PA-1l 1989315 6253028 318.0 18 106.2 113.0 18.5 16.0 94 8429 413/04 CF PA-11 1989420 6252990 321,5 18 103.5 113.0 16.2 16.0 92 8430 4/3/04 CF PA-1l 1589510 6252955 324.5 19 108.4 118.0 16.3 15.0 92 8431 4/3/04 CF PA-It 1989550 6252860 324.0 19 104.1 118.0 15.8 15.0 88 RTON8431A 8431A 4/3/04 CF PA-1l 1589559 6252840 324.0 19 106.7 118.0 15.1 15.0 90 R10F8431 8432 4.15/04 CF PA- 11 1989063 6253170 319.0 19 109.9 118.0 16.7 15.0 93 8433 4/3/04 CF PA-I! 1989077 6253210 320.0 19 105.9 118.0 15.3 15.0 90 8434 4/3/04 CF PA 1989156 6253160 322.0 19 111.0 118.0 17.3 15.0 94 8435 4/3/04 CF PA-11 1989220 6252950 318.0 10 103.3 112.5 10.3 16.0 92 8436 4/3/04 CF PA-11 1989220 6252950 317.5 10 101.9 112.5 19.2 16.0 91 8437 4/3/04 CF PA-11 1989618 6252900 324.0 10 101.0 112.5 18.4 16.0 90 8438 4/3/04 CF PA-Il 1989670 6252925 322.0 16 105.3 117.0 16.5 14.0 90 8439 4/3/04 CF PA-11 1989110 6253130 321.5 22 113.7 124.0 13.0 12.0 92 8440 4/5/04 CF PA-11 1988939 6253351 286.0 22 111.7 124.0 13.8 12.0 90 8441 4/5/04 CF PA-11 1988930 6253417 287.0 19 108.1 118.0 15.7 15.0 92 8442 4/5/04 CF PA-11 1988897 6253381 287.0 19 108.9 118.0 15.2 15.0 92 8443 4/5/04 CF PA- 11 1989300 6253000 317.0 19 111.8 118.0 14.8 15.0 95 8444 4/5/04 CF PA-1 1 1989324 6253009 319.0 19 108.7 118.0 17.2 15.0 92 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 38 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Nortliing Easting Test Elev(fO Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 8484 4/6/04 CF PA-11 1989378 6252885 321.0 16 108.1 117.0 16.2 14.0 92 8485 416/04 CF PA-11 1089386 6252980 322.0 19 108.2 118.0 13.9 15.0 92 8486 4/6/04 CF PA-11 1989442 6252960 322.0 16 107.8 117.0 16.2 14.0 92 8487 416/04 CF PA-11 1989920 6252780 314.0 19 107.4 118.0 19.5 15.0 91 8488 4/6/04 CF PA-11 1989944 6252830 316.0 19 105.1 118.0 20.7 15.0 89 RT0N8488A 8488A 4/6/04 CF PA-11 1989956 6252840 316.0 19 109.4 118.0 19.9 15.0 93 R10F8488 8490 4/6/04 CF PA-11 1989764 6252964 3 23. 0 10 101.6 112.5 20.4 16.0 90 8491 4/6/04 CF PA-11 1989715 6252933 324.0 19 111.3 118.0 13.5 15.0 94 8492 4/6/04 1 CF PA-11 1989650 6252891 325.0 16 106.6 117.0 16.7 14.0 91 8493 4/6/04 CF PA-11 1989420 6252864 323.0 19 107.8 118.0 13.9 15.0 91 8494 4/6/04 CF PA- 11 1989460 6252885 324.0 16 109.1 117.0 17.3 14.0 93 8495 4/6/04 CF PA-11 1989650 6252805 324.0 19 110.2 118.0 14.2 15.0 93 8496 416/04 CF PA-11 1989553 6252810 325.0 19 108.6 118.0 14.5 15.0 92 8497 4/6/04 CF PA-11 1988795 .6253161 306.0 19 109.5 118.0 13.8 15.0 93 8498 4/6/04 CF PA-11 1988753 6253144 307.0 19 108.8 118.0 14.3 15.0 92 8542 3/3/04 SF PA-11 1988473 6254285 233.0 18 103.5 113.0 16.3 16.0 92 8543 3/3/04 SF PA-11 1988485 6254376 245.0 20 105.2 116.0 15.3 14.0 91 8544 3/3/04 SF PA-1 I 1988470 6253940 258.0 20 104.4 116.0 16.6 14.0 90 8545 3/3/04 CF PA- 11 1988517 6253755 267.0 18 101.8 113.0 13.7 1 6.0 90 8548 3/31/04 CF PA-1 1 1989260 6252975 306.0 02 110.1 122.5 14.4 11.5 90 8549 4/1/04 CF PA-11 1989303 6253035 315.0 22 112.8 124.0 12.9 12.0 91 8600 4/9/04 CF PA-11 1989086 6253140 322.0 22 114.6 124.0 12.7 12.0 92 8601 4/9/04 CF PA-11 1989170 6253215 323.0 18 107.2 113.0 17.3 16.0 95 8602 4/9104 CF PA-11 1989120 6253190 324.0 18 104.8 113.0 15.5 16.0 93 8603 4/9/04 CF PA-11 1989055 6253210 324.0 18 103.3 113.0 18.9 16.0 91 8612 4/1/04 CF PA-11 1989255 6253045 315.0 22 113,0 124.0 11.0 12.0 91 8615 4/15/04 CF PA-11 1989650 6253093 347.0 17 110.4 114.0 14.7 14.5 97 8630 4/16/04 SF PA-11 1989409 6253139 330.0 . 08 107.5 117.5 9.5 14.0 91 8631 4/16/04 SF PA-11 1989555 6253085 334.0 08 108.5 117.5 13.8 14.0 92 8632 4/16/04 SF PA-11 1989778 6253022 342.0 07 112.2 122.0 13.1 13.0 92 8633 4116104 SF PA-11 1989834 6253007 350.0 07 113.1 122.0 12.5 13.0 93 8634 4/16/04 SF PA-11 1989727 6252506 290.0 08 112.6 117.5 17,0 14,0. 96 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 39of43 . Leighton and Associates, Inc . 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing EastIng Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 8635 4/16/04 SF PA-11 1989560 6252549 300.0 08 105.9 117.5 15.0 14.0 90 8636 4/16/04 SF PA- 11 1989390 6252515 280.0 07 119.4 122.0 13.1 13.0 98 8637 4/16104 SF PA- 11 1989202 6252552 295.0 08 104.0 117.5 14.0 14.0 89 8638 4/16/04 SF PA-11 1989017 6252678 290.0 08 108.0 117.5 15.2 14.0 92 8639 4/16/04 FG Lot 18 1989762 6252641 0.0 08 109.5 117.5 15.3 14.0 93 8640 4/16/04 FG Lot 18 1989712 6252588 0.0 08 107,2 117.5 13.8 14.0 91 8641 4/16/04 FG Lot 17 1989590 6252619 0.0 08 105.7 117.5 14.0 14.0 90 8642 4/16104 FG Lot 17 1989506 6252642 0.0 08 112.3 117.5 11.7 14.0 96 8643 4/16/04 FG Lot 16 1989406 6252611 0.0 08 105.7 117.5 19.8 14.0 90 8644 4/16/04 FG Lot 16 1989348 6252707 0.0 08 111.6 117.5 18.6 14.0 95 8645 4/16/04 FG Lot 15 . 1989276 6252742 0.0 08 112.8 117.5 16.1 14.0 96 8646 4/16/04 FG Lot 15 1989125 6252690 0.0 08 110.3 117.5 17.1 14.0 94 8647 4/16/04 FG Lot 14 1989130 6252805 0.0 08 111.7 117.5 14.9 14.0 95 8648 4/16/04 FG Lot 14 1989051 6252713 0.0 08 111.8 117.5 15.0 14.0 95 8658 4/15/04 CF PA- Il 1989351 6252772 306.5 02 110.6 122.5 15.6 11.5 90 8659 4/1/04 CF PA-l1 1989244 6252983 315.0 21 106.2 118.0 15.4 13.0 90 8662 4/7/04 CF PA-11 1989598 6252531 324.0 20 107.3 116.0 14.1 14.0 93 8663 4/7/04 CF PA-L1 1989431 6252903 325.0 20 106.4 116.0 16.5 14.0 92 8806 3/10/04 SF PA-11 1988483 ia,6253548 208.0 19 106.2 118.0 14.3 15.0 90 8807 3/10/04 SF PA11 1988508 .6253449 212.0 19 106.5 118.0 117 15.0 90 8809 3/10/04 SF PA-11 1988504 6253391 217.0 18 103.0 113.0 16.1 16.0 91 8810 3/10/04 SF PA-1 1 1988491 6253604 225.0 19 108.1 118.0 13.8 15.0 92 8811 3/10/04 SF PA-11 1988544 46253497 233.0 18 104.2 113.0 15.2 16.0 92 8812 3/10/04 SF PA-11 1988550 6253397 240,0 18 103.3 113.0 17.3 16.0 91 8813 3/10/04 SF PA-11 1988738 6253399 260.0 20 104.3 116.0 11.8 14.0 90 8814 3/10/04 SF PA-11 1988755 6253481 272.0 20 105.7 116.0 12.4 14.0 91 8815 3/10/04 SF PA-11 1988721 6253309 290.0 18 102.2 113.0 15.1 16.0 90 8816 3/10/04 SF PA-11 1988633 6253190 278.0 18 101.8 113.0 15.7 16.0 90 8817 3/10/04 SF PA- 11 1988636 6253156 285.0 18 102.4 113.0 16.7 16.0 91 8818 3/10104 SF PA-11 1988573 6253083 292.0 18 101.8 113.0 17.0 16.0 90 8819 3/10/04 SF PA-11 1988493 6253027 275.0 18 102.6 113.0 14.8 16.0 91 8820 3/10/04 SF PA-11 1988571 6252602 298.0 20 104.3 116.0 13.5 14.0 90 Project Number: 971009014 . 0 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 40 of 43 Leignion and Associates. inc 101812 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 8821 3/10/04 SF PA-I1 1988635 6252614 280.0 20 105.5 116.0 12.9 14.0 91 8822 3/10/04 SF PA-I1 188648 6252570 267.0 17 103.0 114.0 14.2 14.5 90 8823 3/10/04 SF PA- 11 1588730 6252700 289.0 18 101.7 113.0 16.5 16.0 90 8824 3/10/04 SF PA-1l 1988804 6252714 273.0 18 102.5 113.0 15.4 16.0 91 8825 3/10/04 SF PA-11 1988825 6252596 248.0 .17 104.8 114.0 16.2 14.5 92 8826 3/10/04 SF PA-1l 1988797 6252767 293.0 18 102.1 113.0 17.8 16.0 90 8827 3/10/04 SF PA-I1 1988579 6253656 258.0 18 102.3 113.0 16:7 16.0 91 8828 3/10/04 SF PA-11 1988491 6253799 266.0 18 101.7 113.0 14.8 16.0 90 8917 4/14/04 FG Lot 11 1988821 6252822 0.0 08 105.9 117.5 14.2 14.0 90 8918 4/14/04 FG Lot Il 1988743 6252895 0.0 22 113.7 124.0 13.9 12.0 92 8919 4/14/04 FG Lot 12 1988925 6252855, 0.0 08 108.0 117.5 13.7 14.0 92 8920 4/14/04 FG Lot 12 1988840 6252994 0.0 22 114.5 124.0 13.9 12.0 92 8921 4/14/04 FG Lot 13 1988943 6253030 0.0 22 114.5 124.0 12.9 12.0 92 8922 4/14/04 FG Lot 13 1989032 6252965 0.0 22 112.0 124.0 11.2 12.0 90 8923 4/15,104 SF PA-I1 1589856 6252853 309.0 Il 103.3 114.0 .17.9 14.5 91 8925 4/15/04 SF PA-1 I 1589066 6252891 308.0 18 102.0 113.0 21.4 16.0 90 8926 4/15/04 SF PA-1 1 1989083 6252971 308.0 08 109.4 117.5 16.2 14.0 93 8927 4/15/04 SF PA- il 1989030 6253021 308.0 08 110.4 117.5 11.9 14.0 94 8928 4/15/04 SF PA-I1 1988889 6253072 312.0 22 119.0 124.0 13.2 12.0 96 8929 4/15/04 SF PA-I1 1588809 6252991 312.0 18 104.3 11.3.0 13.7 16.0 92 8930 4/15/04 SF PA-1 1 1989107 6253250 322.0 18 96.7 113.0 13.9 16.0 86 RI ON 8930A 8930A 4/15/04 SF PA-I1 1989102 6253280 322.0 18 101.7 113.0 13.3 16.0 90 RT0F8930 8931 4/15/04 CF PA-II 1589730 6252731 313.0 22 111.4 124.0 14.8 12.0 90 8932 4/15/04 SF PA-II 1989030 6253222 321.0 08 111.3 117.5 14.7 14.0 95 8933 4/15/04 SF 'PA-11 1989012 6253189 318.0 08 110.6 117.5 14.1 14.0 94 8934 4/15/04 SF PA-1i 1989067 6253134 315.0 08 107.0 117.5 13.7 14.0 91 8935 4/15/04 SF PA-II 1989180 6253096 319.0 08 106.3 117.5 14.7 14.0 90 8936 4/15/04 SF PA-II 1989252 6253166 320.0 08 109.3 117.5 14.8 14.0 93 $937 4/15.104 SF PA-1l 1c89877 6252506 316.0 08 105.8 117.5 13.7 14.0 90 8938 4/15/04 SF PA-1l 1589883 6252586 315.0 08 . 106.7 117.5 13.2 14.0 91 8939 4/19/04 SF PA- il 1989958 6252692 312.0 18 101.8 . 113.0 14.8 16.0 90 8940 4/15/04 SF PA-l1 1589750 6252692 320.0 18 103.2 113.0 18.6 16.0 91 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 41 of 43 Leighton and Associates, Inc . 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location - Northing Easting Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 8941 4/15/04 SF PA-I1 1989698 6252844 320.0 18 101.9 113.0 12.5 16.0 90 8942 4/19/04 SF PA-11 1989680 6252790 317.0 18 102.2 113.0 17.5 16.0 90 8943 4/15/04 SF PA-I1 1989649 6252766 322.0 18 1022 113.0 14.5 16.0 90 8944 4/14/04 FG Lot 1988813 6253173 0.0 22 114.2 124.0 9.7 12.0 92 .8945 4/14/04 FG Lot 1988742 6253159 0.0 22 112.8 124.0 12.6 12.0 91 8946 4/14/04 FG Lot7 1988715 6253065 0.0 07 111.7 122.0 10.2 13.0 92 8947 4/14./04 FG Lot7 1988635 6253037 0.0 07 111.9 122.0 13.2 13.0 92 8948 4/14/04 FG Lot 1988588 6252952 0.0 07 110.2 122.0 13.5 13.0 90 8949 4/14/04 FG Lot 8 1988518 6252890 0.0 07 111.4 122.0 13.0 13.0 91 8950 4/14/04 FG Lot 1988573 6252727 0.0 22 112.3 124.0 11.8 12.0 91 8951 4/14/04 FG Lot 9 1988505 6252760 0.0 22 111.6 124.0 15.2 12.0 90 8952 4/14/04 FO Lot 10 1988703 6252805 0.0 07 110.9 122.0 13.5 . 13.0 91 8953 4/14/04 FG Lot 10 1988663 6252737 0.0 07 114.2 122.0 13.6 13.0 94 8954 4/23/04 FO Lor3 1988537 6253889 0.0 20 111.5 116.0 12.3 14.0 96 8955 4/23/04 FG Lot 1988571 6253783 0.0 20 106.6 116.0 15.6 14.0 92 8956 4/23/04 FG Lot 1988611 6253677 0.0 15 106.5 1120 13.8 15.5 95 8957 4/23/04 FG Lot 4 1988683 6253690 0.0 15 103.6 112.0 17.3 15.5 93 8958 4/23/04 FG Lot 5 1988632 6253382 0.0 15 105.8 112.0 17.9 15.5 94 8959 4/23/04 FG L.o15 1988654 6253510 0.0 15 100.8 112.0 16.0 15.5 90 8966 4/27/04 FG Lot 18 [989728 6252644 0.0 07 110.7 122.0 12.3 13.0 91 8967 4/27/04 FG Lot 18 1989775 6252570 0.0 07 112.4 122.0 12.6 13.0 92 8968 4/27/04 FG Lot 19 1989879 6252715 0.0 07 113.8 122.0 11.3 13.0 9 8969 4/27/04 FG Lot 19 1989872 6252812 0,0 07 113.9 122.0 9.3 13.0 93 8976. 4/14104 SF PA-1 1 1989516 6252539 294.0 08 105.8 117.5 12.5 14.0 90 8977 4/14/04 SF PA-1 I 1989442 6252558 300.0 08 108.2 117.5 12.1 14.0 92 8978 4/14/04 SF PA-I1 1989328 6252583 305.0 08 109.2 117.5 12.6 14.0 93 8979 4/14/04 SF PA- 11 1989063 6252611 290.0 08 107.3 117.5 14.2 14.0 91 8980 4/14/04 SF PA-11 1989140 6252602 298.0 08 108.5 117.5 11.4 14.0 92 9057 4/19/04 SF PA-11 1989946 6252944 335.0 08 105.8 117.5 13.9 14.0 90 9058 4/19/04 SF PA-l1 1989919 6252858 320.0 18 101.8 113.0 12.8 16.0 90 9059 4/19/04 SF PA- 11 1989935 6252797 325.0 18 103.7 113.0 14.9 16.0 92 9060 4/19/04 SF PA- 11 1989951 6252715 330.0 18 101.9 113.0 13.7 16.0 90 Project Number: 971009014 Project Name: Bressi Ranch Project Location: 0 Client: 0 . Page 42of43 Leighton and Associates, Inc 10/8/2 10:00:40AM SUMMARY OF FIELD DENSITY TESTS Test Test Test Location - Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Northing Easting Elev (ft) Type Field Max Field Opt. Compaction Remarks 9061 4/19/04 SF PA-1l 1989697 6252824 327.0 08 107.8 117.5 13.7 14.0 92 9062 4/1 9/04 SF PA-11 1989562 6252768 320.0 08 107.6 117.5 14.9 14.0 92 9063 4/19/04 SF PA-11 1989275 6252857 314.0 08 108.8 117.5 15.1 14.0 93 9064 4119/04 SF PA- 11 1989337 6252837 318.0 08 105.8 117.5 15.7 14.0 90 9065 4/19/04 SF PA-11 1989394 6252828 318.0 08 105.7 117.5 15.2 14.0 90 9066 4/19/04 SF PA-11 1989446 6252785 308.0 08 107.2 117.5 17,8 14.0 91 9067 4/19/04 SF PA- 11 1589225 6253012 314.0 08 105.7 117.5 15.2 14.0 90 9182 6/14/04 FG Lot 1988926 6253353 288.0 22 114.4 124.0 8.9 12.0 92 9183 6/14/04 FG Lotl 1988944 6253424 288.0 02 109.8 122.5 12.2 11.5 90 9184 6/14/04 FG Lot 1988981 6253484 285.0 22 117.5 124.0 9.5 12.0 95 9185 6/14/03 FG Lot 1988927 6253521 285.0 22 112.2 124,0 8.2 12.0 90 9186 6/14/04 FG Lot20 1989745 6252947 328.5 17 103.2 114.0 10.7 14.5 91 9187 6/14/04 FG Lot20 1989684 6252895 328.5 16 105.9 117.0 9.8 14.0 91 9188 6./14/04 FG Lot 21 1589599 6252834 328.0 02 110.5 122.5 9.6 11.5 90 9189 6/14104 FO Lot 21 1989545 6252874 328.0 02 110.4 122.5 8.0 11.5 90 9190 6/14104 FG Lot 22 1989451 6252870 326.0 02 112.6 122.5 8.6 11.5 92 9191 6/14/04 FG Lot 22 1989469 6252970 326.0 23 107.9 119.0 10.0 13.0 91 9192 6/14/04 FG Lot 23 1989388 6252991 323.0 22 117.0 124,0 8.6 12.0 94 9193 6/14/04 FG Lot23 1989342 6253003 323.0 22 116.6 124.0 8.8 32.0 . 94 9194 6/14/04 FG Lot24 1989294 6252993 319.0 02 110.3 122.5 9.2 11.5 90 9195 6/14/04 FG Lot24 1989231 6252949 319,0 02 110.8 122.5 9.7 11.5 90 9196. 6/14/04 FG Lot 25 1989155 6253165 325.0 21 106.1 118.0 10.6 13.0 90 9197 6/14/04 FG Lot 25 1989116 6253205 325.0 21 106.2 118.0 10.8 13.0 . 90 Project Number: 971009014 0 Project Name: Bressi Ranch Project Location: 0 Client: 0 Page 43 of 43 Leighton and Associates, Inc 10/8/2 10:00:40AM 971009-014 APPENDIX C Maximum Dcnsjy Tests: The maximum dry density and optimum moisture content of typical soils were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: Sample Number amp e Description r tion Maximum Dry Density (pcf) Optimum Moisture Content (%) Light-brown clayey SAND (Alluvium) 125.0 1.0 2 Brown sandy silty CLAY (Alluvium) 122.5 11.5 3 Light-brown silty clayey SAND (Alluvium) 122.0 11.0 4 Olive-brown clayey SAND (Alluvium) 120.5 12.5 5 Olive brown sandy CLAY (Alluvium) 124.0 12.0 6 Red-brown sandy CLAY (Alluvium) 122.5 11.5 7 Olive light brown silty fine SAND 122.0 13.0 8 Gray Brown to Olive Brown clayey silty fine SAND 117.5 .14.0 9 Light Olive-gray clayey silty SAND 118.0 15.0 10 Light brown Clayey very fine SAND 112.5 16.0 11 Brown clayey SAND (fill mix) 120.0 13.0 12 Brown clayey SAND (fill mix) 120.0 12.5 13 Dark brown sandy CLAY (Alluvium) 115.0 16.5 14 Light brown olive brown 124.0 12.0 15 Light gray brown silty very fine to fine SAND 112.0 15.5 16 Light gray fine SAND 117.0 14.0 17 Light yellow-brown clayey silty SAND 114.0 14.5 18 Light olive brown silty clayey SAND 113.0 16-0 19 Yellow brown clayey silty SAND 118.0 15.0 20 Pale Olive light brown clayey silty SAND 116.0 14.() 21 Pale Olive light brown clayey silty SAND 118.0 13.0 C-i 971009-014 APPENDIX C (Continued) Sample Number Sample Description Maximum Dry Density (pcf) Optimum Moisture Content (%) 22 Pale olive to gray brown silty sand 124.0 12.0 23 Pale Olive to Gray brown clayey silly SAND 119.0 13.0 24 Yellow-Brown Clayey SAND 116.0 13.5 25 Brown CLAY 104.0 19.0 26 Olive Gray CLAY 112.0 17.0 27 Yellow-Brown Clayey SAND 118.5 14.0 28 Brown Silty SAND 126.0 9.5 Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, I1BC Standard No. 18-2. Specimens ar e m o l d e d u n d e r a g i v e n c o m p a c t i v e energy to approximately the optimum moisture content and approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter s p e c i m e n s a r e l o a d e d t o a n e q u i v a l e n t 144 psf surcharge and are inundated with distilled water until vo l u m e t r i c e q u i l i b r i u m i s r e a c h . T h e results of these tests are presented on Table I at the rear of the text. Soluble Sulfates: The soluble stilfate contents of selected s a m p l e s w e r e d e t e r m i n e d b y s t a n d a r d geochemical methods. The results of these tests are presented o n T a b l e I a t t h e r e a r o f t h e t e x t . C-2 Leighton and Associates, Inc. GENERAL EAtIl1 WORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR R O U G H G R A D I N G 1.0 General 1.1 Intent: These General Earthwork and Grading Specifications are f o r t h e g r a d i n g a n d earthwork shown on the approved grading plan(s) and/or indicated i n t h e g e o t e c h n i c a l report(s). These Specifications are a part of the recommendatio n s c o n t a i n e d i n t h e geotechnical report(s). In case of conflict, the specific reco m m e n d a t i o n s i n t h e geotechnical report shall supersede these more general Specification s . O b s e r v a t i o n s o f t h e earthwork by the project Geotechnical Consultant during the course of g r a d i n g m a y r e s u l t in new or revised recommendations that could supersede these s p e c i f i c a t i o n s o r t h e recommendations in the geotechnical report(s). 1.2 The Gcotcchnical Consultant of Record: Prior to commencementof work, t h e o w n e r s h a l l employ the Geotechnical Consultant of Record (Geotechnic a l C o n s u l t a n t ) . T h e Geotechnical Consultants shall he responsible for reviewing the ap p r o v e d g e o t e c h n i c a l report(s) and accepting the adequacy of the preliminary geotechnical find i n g s , c o n c l u s i o n s , and reconimendationsprior to the cominencementof the grading. Prior to commencement of grading, the Geotechnical Consultant s h a l l r e v i e w t h e " w o r k plan" prepared by the Earthwork Contractor (Contractor) and schedule s u f f i c i e n t p e r s o n n e l to perform the appropriate level of observation, mapping, and compaction t e s t i n g . During the grading and earthwork operations, the Gcotechnieal Consultant s h a l l o b s e r v e , map, and document the subsurface exposures to verify the g e o t e c h n i c a l design assumptions. It the observed conditions are found to he significantly diffe r e n t t h a n t h e interpreted assumptions during the design phase, the Geotechnical Consultan t s h a l l i n f o r m the owner, recommend appropriate changes in design to accom m o d a t e t h e o b s e r v e d conditions, and notify the review agency where required. Sub s u r f a c e a r e a s t o b e geotech nically observed, mapped, elevations recorded, and/or tested i n c l u d e n a t u r a l g r o u n d after it has been cleared for receiving liii but before till is placed, bottoms of all. " r e m e d i a l removal" areas, all key bottoms, and benches made on sloping ground to r e c e i v e f i l l . The Geotechnical Consultant shall observe the moisture-conditioningand p r o c e s s i n g o f t h e subgradc and fill materials and perform relative compaction testing of fil l t o d e t e r m i n e t h e attained level of compaction. The Geotechnical Consultant shall provid e t h e t e s t r e s u l t s t o the owner and the Contractoron a routine and frequent basis. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SI'EC[F!CAIIC)NS Page 2 of 6 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) s h a l l b e q u a l i f i e d , experienced, and knowledgeable in earthwork logistics, preparat i o n a n d p r o c e s s i n g o f ground to receive fill, moisture-conditioning and processing of fill, an d c o m p a c t i n g f i l l . The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contracto r s h a l l b e s o l e l y responsible for performing the grading in accordance with the plans an d s p e c i f i c a t i o n s . The Contractor shall prepare and submit to the owner and the Geotech n i c a l C o n s u l t a n t a work plan that indicates the sequence of earthwork grading, the num b e r o f " s p r e a d s " o f work and the estimated quantities of daily earthwork contemplated for the s i t e p r i o r t o commencement of grading. The Contractor shall inform the owner a n d t h e G e o t e c h n i c a l Consultant of changes in work schedules and updates to the work pl a n a t l e a s t 2 4 h o u r s i n advance of such changes so that appropriate observations and tests ca n h e p l a n n e d a n d accomplished. The Contractor shall not assume that the Geotechnical C o n s u l t a n t i s a w a r e of all grading operations. The Contractor shall have the sole responsibility to provide adequat e e q u i p m e n t a n d methods to accomplish the earthwork in accordance with the applic a b l e g r a d i n g c o d e s a n d agency ordinances, these Specifications, and the recommendati o n s i n t h e a p p r o v e d geotechnical report(s) and grading plan(s). If, in the opinion o f t h e G e o t e c h n i c a l Consultant, unsatisfactoryconditions, such as unsuitable soil, improp e r m o i s t u r e c o n d i t i o n , inadequate compaction, insufficient l)UttreSS key size, adverse weather, etc., are resulting in a ai of wui k ks thaj icuicd iii Lhc spc_iflcations, [he Geotecill-licall Cuiisuitant shall reject the work and may recommend to the owner that constructio n b e s t o p p e d u n t i l the conditions are rectified. 2.0 Preparation of Areas to be, Filled 2.1 Clearing and Onibbitig: Vegetation, such as brush, grass, roots, and o t h e r d e l e t e r i o u s material shall he sufficiently removed and properly disposed of in a met h o d a c c e p t a b l e t o the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these remo v a l s d e p e n d i n g o n specific site conditions. Earth fill material shall not contain more than 1 pe r c e n t o f o r g a n i c materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall s t o p w o r k in the affected area, and a hazardous material specialist shall be informed im m e d i a t e l y f o r p r o p e r evaluation and handling of these materials prior to continuing to work i n t h a t a r e a . As presently defined by the State of California, most refined petroleum pro d u c t s ( g a s o l i n e , diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents t h a t a r e c o n s i d e r e d to he hazardous waste. As such, the indiscriminate dumping or spi l l a g e o f t h e s e f l u i d s onto the ground may constitute a misdemeanor, punishable by fines and/or impris o n m e n t , and shall not he allowed. 3030.1094 Leighton and Associates,lnc. GENERAL EARTHWORKAND GRADING SPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fi l l b y t h e Geotechnical Consultant shall be scarified to a minimum depth of 6 inches . E x i s t i n g ground that is not satisfactory shall be overexcavatedas specified in the following s e c t i o n . Scarification shall continue until soils are broken down and free of large c l a y l u m p s o r clods and the working surface is reasonably uniform, flat, and free of uneven feat u r e s t h a t would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recom m e n d e d i n t h e approved geotechnical report(s) and the grading plan, soft, loose, dry, sat u r a t e d , s p o n g y , organic-rich, highly fractured or otherwise unsuitable ground shall be ov e r e x c a v a t e d t o competent ground as evaluated by the Geotechnical Consultant during gradin g . 2.4 Benching: Where tills are to be placed on ground with slopes steeper than 5:1 (h o r i z o n t a l to vertical units), the ground shall he stepped or benched. Please see the Standar d D e t a i l s for a graphic illustration. The lowest bench or key shall be a minimum of 15 fee t w i d e a n d at least 2 feet deep, into competent material as evaluated by the Geotechnical Con s u l t a n t . Other benches shall be excavated a minimum height of 4 feet into competent materi a l o r a s otherwise recommended by the Geotechnical Consultant. Fill placed on g r o u n d s l o p i n g flatter than 5:1 shall also be benched or otherwise overexcavated to provide a fla t s u h g r a d e for the till. 2.5 Edutiun/Aceptaiiec of Fill- Areas: All niens to ieeeive fill, illcluWiig jumvViii, and processed areas, key bottoms, and benches, shall be observed, mapped, e l e v a t i o n s recorded, and/or tested prior to being accepted by the Geotechnical Consultant a s s u i t a b l e to receive fill. The Contractor shall obtain a written acceptance from the Ge o t e c h n i c a l Consultant prior to kill placement. A licensed surveyor shall provide the survey c o n t r o l f o r determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matte r a n d o t h e r deleterious substances evaluated and accepted by the Geotechnical Consu l t a n t p r i o r t o placement. Soils of poor quality, such as those with. unacceptable gradati o n , h i g h expansion potential, or low strength shall be placed in areas acceptable to the G e o t e c h n i c a l Consu Uant or mixed with other soi Is to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a m a x i m u m dimension greater than 8 inches, shall not be buried or placed in fill unless lo c a t i o n , materials, and placement methods are specifically accepted by the Geot e c h n i c a l Consultant. Placement operations shall he such that nesting of oversized mat e r i a l d o e s n o t occur and such that oversize material is completely surrounded by compact e d o r d e n s i t i e d till. Oversize material shall not be placed within 10 vertical feet of finish grade or w i t h i n 2 feet of future utilities or underground construction. 3030.1091 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3. I. The potential imp o r t s o u r c e s h a l l b e g i v e n t o t h e Geotechnical Consultant at least 48 hours (2 working day s ) b e f o r e i m p o r t i n g b e g i n s s o t h a t its suitability can be determined and appropriate tests pe r f o r m e d . 4.0 Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shall be placed in a r e a s p r e p a r e d t o r e c e i v e f i l l ( p e r Section 3.0) in near-horizontal layers not exceeding 8 i n c h e s i n l o o s e t h i c k n e s s . T h e Geotechnical Consultant may accept thicker lay e r s i f t e s t i n g i n d i c a t e s t h e g r a d i n g procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material a n d m o i s t u r e t h r o u g h o u t . 4.2 Fill Moisture Conditioning: Fill soils shall he watered, d r i e d b a c k , b l e n d e d , a n d / o r m i x e d , as necessary to attain a relatively uniform moisture co n t e n t a t o r s l i g h t l y o v e r o p t i m u m . Maximum density and optimum soil moisture conte n t t e s t s s h a l l h e p e r f o r m e d i n accordance with the American Society of Testing and M a t e r i a l s ( A S T M T e s t M e t h o d D1557-91). 4.3 Compaction of Fill: After each layer has been moisture-c o n d i t i o n e d , m i x e d , a n d e v e n l y spread, it shall he uni form ly corn pactedto not less than 9 0 p e r c e n t o f n i a x i m u m d r y d e n s i t y (ASTM Test Method Dl 557-91). Compaction equipment sh a l l b e a d e q u a t e l y s i z e d a n d h e either specifically designed for soil compaction or o f p r o v e n r e l i a b i l i t y t o e f f i c i e n t l y achieve the specified level of compaction with uniformit y . 4.4 Compaction of Fill Slopes: In addition to normal compa c t i o n p r o c e d u r e s s p e c i f i e d a b o v e , compaction of slopes shall be accomplished by backr o l l i n g o f s l o p e s w i t h s h e e p s f o o t rollers at increments of 3 to 4 feet in fill elevation, or b y o t h e r m e t h o d s p r o d u c i n g satisfactory results acceptable to the Geotechnic a l C o n s u l t a n t . U p o n c o m p l e t i o n o f grading, relative compaction of the fill, out to the slope f a c e , s h a l l b e a t l e a s t 9 0 p e r c e n t o f maximum density per ASIM Test Method Dl 557-91. 4.5 Compaction Testing; Field tests for moisture content a n d r e l a t i v e c o m p a c t i o n o f t h e f i l l soils shall be performed by the Geotechnical Consultant. L o c a t i o n a n d f r e q u e n c y o f t e s t s shall be at the Consultant's discretion based on field conditi o n s e n c o u n t e r e d . C o m p a c t i o n test locations will not necessarily be selected on a rando m b a s i s . T e s t l o c a t i o n s s h a l l b e selected to verify adequacy of compaction levels in area s t h a t a r e j u d g e d t o h e p r o n e t o inadequate compaction (such as close to slope faces and a t t h e f i l l / h e d r o c k b e n c h e s ) . 3030.1094 Leighton and Associates, Inc. GENERAl. EARTHWORK AND GRADING SPECIFICAI1ONJS Page 5 of 6 4.6 FrcpuencyofComDaction Testing: Tests shall betaken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope laces for each 5,000 square feet of slope thee and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can he accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Suhdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), th e grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All suhdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall he evaluated by the Gcotechnical Consultant during grading. Remedial removal depths shown on geoteclinical plans are estimates only. The actual extent of removal shall he determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cu t slopes are to be graded, the cut portion of the slope shall he made, evaluated, and accepted by th e Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechn ical Consultant, 3030.1091 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 7.0 Trench Baekfills 7.1 The Contractor shall follow all ONSA and Cal/OSHA requirements for safety of trench excavations. 7.2 Al! bedding and backfill of utility trenches shall be done in a c c o r d a n c e w i t h t h e applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to I foot over the top of the conduit and densified by jetting. Backfill shall be placed and dcnsified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observe d b y t h e ( i e o t e c h n i c a l Consultant. 7.4 The Geotechnical Consultantshall test the trench backfill for relative c o m p a c t i o n . At least one test should he made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contracto r c a n d e m o n s t r a t e t o t h e Geotechn ical Consultant that the till lift can he compacted t o t h e minimum relative compaction by his alternative equipment and method. 3030.1094 FILL SLOPE PROJECTED PLANE -1 To 1 MAXIMUM FF TOE OF. SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE REMOVE UNSUITABLE BENCH MATERIAL BENCH HEIGHT 2' MIN. KEY BENCH DEPTH (KEY) FILL-OVER-CUT SLOPE EXISTING --Y' -:-:-. GROUND SURFACE JT8ENcH HEICHT - - (4' TYPICAL) 15 MIN LOWEST REMOVE 2 MIN. BENCH UNSUITABLE KEY (KEY) MATERIAL \ DEPTH CUT FACE CUT-OVER-FILL SLOPE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS GROUND SURFACE CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT OVERBUILD AN TRIM BACK -:----' -REMOVE flFSIC,IJ SLOPE- JEDI! UNSUITABLE PROJECTED PLANE F I MATERIAL P TO 1 MAXIMUM ....,, _______ FROM TOE OF SLOPE FOR SUBDRAINS SEE TO APPROVED GROUND >TIN BENCH HEIGHT STANDARD DETAIL (4' TYPICAL) N-:-:-:- 15' MIN. 2' MIN, LOWEST KEY BENCH BENCHING SHALL BE DONE WHEN SLOPE'S DEPTH (KEY) ANGLE IS EQUAL TO OR GREATER THAN 5: 1. / MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. GENERAL EARTHWORK AND .. . KEYING AND BENCHING GRADING SPECIFICATIONS STANDARD DETAILS A ISH GRADE ---------------- SLOPE rAcETh7--J_-14N- --------------------- ------------------------- -: ------------------------------- ------------ - - - PJCJED YJ1.L - MINE ----- ----------- ------------ - - - - - N-7 ----------------------- OVERSIZE WINDROW OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. * EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. * BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. * DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. . NA m a M :~N ~i6K-*~TA GRANULAR MATERIAL TO BE DENSIFIED IN PLACE BY DETAIL FLOODING OR JETTING. JETTED OR FLOODED GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS 8 / / N - rXICPNC \ / GROUND SURFACE / -------------------------------------- BENCHING UNSUI TABLE MATERIAL TRENCH SEE DETAIL BELOW 6" MIN. CALTRANS CLASS 2 PERMEABLE ., OR #2 ROCK (9FT".3/FT) WRAPPED IN FILTER FABRIC ••-• :"' 4" MIN. BEDDING N COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL 0 FOR PIPE SPECIFICATIONS -FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) CLASS 2 PERMEABLE 20 MIN •.,..-CALTRANS I-.- 5' MIN. , . OR #2 ROCK (9FT3 NONPERFORATED 6" PERFORATED IN FILTER FABRIC lET) WRAPPED MIN. 6" øMIN. PIPE DETAIL OF CANYON SUBDRAI N OUTLET GENERAL EARTHWORK AND CANYON SUBDRAINS GRADING SPECIFICATIONS STANDARD DETAILS C FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) 6" MIN. COVER I II'_II GRADE MIN. BACKFILL - -:-COMPACTED ------- MI OUTLET PIPES 4" 0 NONPERFORATED PIPE, 100 MAX 0 C HORIZONTALLY BACK CUT 30 MAX 0.C. VERTICALLY - - - - / -1:1 OR FLATTER ------------------ -: BENCH SEE SUBDRAIN TRENCH DETAIL - A"' F - " LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS - - - - POSSIBLE TO ALLOW SUITABLE OUTLET 2%4lN - :-:-:-:•:-:-:-:-:-:-:-:-2% MIN.-:-:-:-:-:-:-:-:-:-:-:-:-:-:-': KEY WIDTH AS NOTED ON GRADING PLANS TKEY 12 MIN. OVERLAP DEPTH ' FROM THE TOP HOC (2 MIN.) RING TIED EVERY 6 FEET T—CONNECTION / FOR COLLECTOR / PIPE TO OUTLET PIPE CAI TRANS ('.1 ASS II / PERMEABLE OR #2 ROCK (3 FT'3/FT) WRAPPED IN FILTER ,-. '.1 6" MIN. FABRIC ". • COVER VOUILEIPIPE__ PIPE PERFORATED 7 N.__4" PROVIDE POSITIVE —1' FILTER FABRIC BEDDING SIAL , ; FNVFI OPF (MIRAFI JOINT 140 OR APPROVED EQUIVALENT) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdroin collector pipe shall be installed with perforation down or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non—perforated pipe. The subdroin pipe shall hove at least 8 perforations uniformly spaced per foot. Perforation shall be 1/4" to 1/2" if drill holes ore used. All subdroin pipes shall have a gradient of at least 2% towards the outlet. SUBDRAIN PIPE - Subdroin pipe shall be ASTM 02751, SDR 23.5 or ASTM 01527, Schedule 40, or ASTM 03034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed in a trench no wide than twice the subdroin pipe. Pipe shall be in soil of SE >1=30 jetted or flooded in place except for the outside 5 feet which shall be native soil backfill. BUTTRESS OR GENERAL EARTHWORK AND REPLACEMENT FILL GRADING SPECIFICATIONS SUBDRAINS STANDARD DETAILS D LGHTON AND AssocAT(s SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 - TYP RETAINING WALL-- - 17i : 6 MIN. • WALL WATERPROOFING OVERLAP PER ARCHITECT'S 0 — -FILTER FABRIC ENVELOPE (MIRAFI14ONORAPPROVED SPECIFICATIONS 0 EQUIVALENT)' k I MIN. _ :3/4' TO 1-1/2" CLEAN GRAVEL FINISH GRADE 0 • • :: 4" (MIN.) DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR / • ::-:- EQUIVALENT) WITH PERFORATIONS _ 0 ORIENTED DOWN AS DEPICTED ------------------------- .T:-:- MINIMUM 1 PERCENT GRADIENT CoMPACTED FILL 400 7.7 TO SUITABLE OUTLET ---------------- - IL - —3" MIN. WALL FOOTING f COMPETENT COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E LEIGHTON AND ASSOCIATES