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Home My WebLink About; Broccato at Batiquitos Shores; Addendum to As-Graded Geotechnical Report; 1996-12-10Geotechnics Incorporated December 10, 1996 Principals; Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst Brookfield Davidson Homes 12865 Pointe Del Mar, Suite 200 San Diego, California 92014 Project No. 0002-008-03 Document No. 6-0789 Attention: Mr. Luis Nunez SUBJECT: ADDENDUM TO AS-GRADED GEOTECHNICAL REPORT Broccato at Batiquitos Shores Carlsbad, Califonnia Reference: As-Graded Geotechnical Report, Broccato at Batiquitos Shores, Carlsbad, Califonnia: Geotechnics Incorporated, November/, 1996, ProjectNo. 0002-008-03. Gentlemen: This letter modifies and supersedes the foundation recommendations presented in the referenced as-graded report. The modifications reflect the two foundation conditions that result from site grading, as discussed in previous geotechnical investigations for the site. Accordingly, the following design criteria are recommended for the planned post-tensioned systems. I. LOTS UNDERLAIN AT DEPTH BY PRECONSOLIDATED ALLUVIAL SOIL: Lots 1 through 7, Lots 10 through 48, Lots 51 through 60, and Lots 63 and 64. Allowable Bearing Pressure: Differential Settlement: 2,000 Ibs/ft^ at slab subgrade, with one-third increase for intermittent loads such as wind or seismic. VA inches LOTS UNDERLAIN BY COMPACTED FILL AND/OR FORMATIONAL MATERIALS: Lots 8, 9 and 65 through 76. Allowable Bearing Pressure: Differential Settlement: 2,000 Ibs/ft^ at slab subgrade, with one-third increase for intermittent loads such as wind or seismic. % inch 9951 Business Park Ave., ste. B • San Diego CaUfomia • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 Brookfield Davidson Homes Project No. 0002-008-03 December 10, 1996 Document No. 6-0789 Page No. 2 In addition we are clarifying the information we have provided regarding moisture protection beneath on-grade slabs. The standard moisture protection used in the San Diego area consists of 2-inches of clean sand over plastic sheeting, over an additional 2-inches of clean sand, over subgrade. No unusual groundwater conditions are anticipated which would preclude the use of this section. It has been our experience that moisture transmission rates using this system are typically on the order of 6 to 12 pounds of water per 1,000 square feetper day. We recommend that the plastic sheeting be at least 10 mil thickness. The recommendations presented herein are considered generally consistent with methods typically used in southem California, and have been developed using the degree and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other wan-anty, expressed or implied, is made as to the conclusions and professional opinions included in this letter. Other alternatives may be available. The foundation recommendations herein should not be considered to preclude more restrictive criteria of governing agencies or by the structural engineer. The design of the foundation sysiem should be performed by the project stnjctural engineer, incorporating the geotechnical parameters described in this letter. We would be happy to meet with you should you have any questions or would prefer to discuss this further. We appreciate this opportunity to provide continued services on this project. GEOTECHNICS INCORPORATED Anthony F. Belfast, P.E. C 40333 Principal Distribution: (5) Addressee Gcolcchnict Incorporated Geotechnics Incorporated Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst AS-GRADED GEOTECHNICAL REPORT Broccato at Batiquitos Shores Cartsbad, Calrfomia prepared for: Brookfield Davidson Homes 12865 Pointe Del Mar, Suite 200 San Diego, California 92014 by: GEOTECHNICS INCORPORATED Project No. 0002-008-03 Document No. 6-0461 November 7, 1996 9951 Business Park Ave., Ste. B • San Diego Califomia • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 Geotechnics Incorporated Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst November 7, 1996 Brookfield Davidson Homes 12865 Pointe Del Mar, Suite 200 San Diego, Califomia 92014 Attention: Mr. Dale Gleed SUBJECT: AS-GRADED GEOTECHNICAL REPORT Broccato at Batiquitos Shores Carlsbad, California Project No. 0002-008-03 Document No. 6-0461 Gentlemen: This report summarizes the results of the observation and testing services provided during the earthwork construction of the Broccato at Batiquitos Shores development. In our opinion, the grading and compaction was performed in general accordance with the intent of the project geotechnical recommendations and with the requirements of the City of Carlsbad. We appreciate this opportunity to provide professional services. If you have any questions or comments regarding this report or the sen/ices provided, please do not hesitate to contact us. Respectfully submitted, GEOTECHNICS INCORPORATED W. Lee Vanderhurst, C.E.G. Principal DR/RAT/WLV/AFB Distribution: (5) Addressee 9951 Busmess Park Ave., ste. B • San Diego Califomia • 92131 Phone (619) 536-1000 • Fax (619) 536-8311 AS-GRADED GEOTECHNICAL REPORT Broccato at Batiquitos Shores Cartsbad, Calrfomia TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 SCOPE OF SERVICES 1 3.0 SITE DESCRIPTION 2 4.0 PROPOSED DEVELOPMENT 2 5.0 GEOLOGIC CONDITIONS 3 5.1 Torrey Sandstone 3 5.2 Terrace Deposits 3 5.3 Alluvium 4 5.4 Colluvium 4 5.5 Documented Fill 4 5.6 Groundwater 4 5.7 Seismicity 5 6.0 SUMMARY OF GRADING OPERATIONS 5 6.1 Preparation of Existing Ground .... 5 6.2 Fill g 6.3 Cut and Fill Slopes g 6.4 Backdrains g 7.0 LABORATORY TESTING g 8.0 FIELD DENSITY TESTING 7 9.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 7 9.1 Fill Compaction 7 9.2 Slope Stability 8 9.3 Site Drainage g 9.4 Settlement Monitoring 9 9.5 Foundations ^0 9.5.1 Post-Tensioned Slabs ^ ' 10 9.5.2 Lateral Resistance 10 9.5.3 Slope Setback 11 9.5.4 Moisture Protection for Slabs 11 9.6 Exterior Slabs 11 9.7 Earth Retaining Structures 11 10.0 LIMITATIONS 12 APPENDICES Appendix A References Appendix B Laboratory Testing Appendix C pjeid Density Test Results AS-GRADED GEOTECHNICAL REPORT Broccato at Batiquitos Shores Carisbad, Califbmia 1.0 INTRODUCTION This report summarizes the results of the testing and observation services provided during the earthwork construction of Broccato at Batiquitos Shores. The purpose of the observation and testing services was to evaluate the conformance of the earthwork construction with the geotechnical recommendations and the project plans and specifications. Our services were provided in accordance with our Proposal No. 6-126 (Geotechnics Incorporated, 1996a), and Brookfield Davidson Homes' Contraci No. A1410. 2.0 SCOPE OF SERVICES Field personnel were provided for this project to observe the grading of the site and conduct field density tests. The observation and testing assists us in developing professional opinions regarding the earthwork construction. Our services did not include supervision or direction of the actual work of the contractor, his employees, or agents. Our services included the following: Laboratory testing to determine pertinent engineering characteristics of the soils used in the fills and exposed at finished grade. The results are summarized in Appendix B. Observation ofthe geologic conditions exposed during excavation and grading ofthe site. On-site engineer/geologist was provided to evaluate slope stability conditions and provide recommendations to improve slope stability. The geologic mapping is compiled on the Geotechnical Maps, Plates 1 through 4. Observation and testing of fill placement during the site grading. Daily field reports were prepared summarizing the observed earthwork operations. Test results are summarized in Appendix C. Installation of settlement monuments in areas where alluvium was not completely removed, and monitoring and evalualion of the on-site settlement. Geotechnics Incorporated Brookfield Davidson Homes Project No. 0002-008-03 Broccato at Batiquitos Shores Document No 6-0461 Novembers 1996 Page No 2 Preparation of this report which summarizes our observations and test results, our conclusions regarding the earthwork construction and site condilions, and recommendations regarding foundation, slab, and pavement seciion design. 3.0 SITE DESCRIPTION Broccato at Batiquitos Shores is located off of Batiquitos Drive in Carisbad, California as shown on the Site Location Map, Figure 1. The site encompasses roughly 40 acres on the north shore of Batiquitos Lagoon. The site is bound by Batiquitos Lagoon and a sewer pump station to the south, open space to the east and west, and by a residential neighborhood and Batiquitos Drive to the north. The site's topography originally consisted ofa generally north-south trending drainage canyon with moderately steep slopes to the east and west. Secondary drainages incised the slopes. Elevations ranged from approximately 12 feet above mean sea level (MSL) at the southern end of the site, to approximately 154 feet MSL al the northeastern corner of the site. Exisling improvements al the site included a paved access road lo the lagoon and pump station, a storm drain along the west side of the road, a force sewer main from the pump station, and a water main and utility easement that crossed the site from east to west near the central portion of the site. The northeastern part of the site also included some previously graded areas and a large stockpile of soil. 4.0 PROPOSED DEVELOPMENT The Broccato project will include the constructton of 73 single-family homes along residential streets, with open space along much ofthe perimeter. The pads are generally separated by short retaining walls or slopes that are generally less than 10 feet high although slopes up to 30 feel high also exist between parallel streets. Natural slopes and conslrucled slopes up to 30 feet high border the east and west sides of the development. The projeci includes large areas of open space. The open space has been partitioned and given lot numbers which are Lots 49, 50, 61, 62, and 77 through 81. The residenlial lots are numbered 1 through 48, 51 through 60. and 63 through 76. Geotechnics Incorporated Brookfield Davidson Homes Project No. 0002-008-03 Broccato at Batiquitos Shores Document No 6-0461 November 7, 1996 Pagg No 3 The improvements include the re-alignment of Batiquitos Drive and the construction of seven cul- de-sacs, abandonment of an existing water line, and the construction of a storm drain sysiem. The cul-de-sacs are named Gabianno Lane. Cigno Court, Piovana Court, Merio Court. Grivetta Court, and Anatra Court. A de-silling basin was lo be constructed al the soulh end of the site; however, this structure was nol constructed at the time of this report. Developmeni of the site also included the construction of retaining walls between pads and in rear yards at the base of slopes. The walls were generally less than 7 feet high. 5.0 GEOLOGIC CONDITIONS The subject site is situated in the coastal plain seciion of the Peninsular Range Province, and is primarily underiain by Cenozoic sedimentary bedrock malerials and surficial deposits. Specifically, the site is underiain by the Eocene-age Torrey Sandstone, Quaternary-age terrace deposits, alluvial and colluvial soil, and compacted fill soil. The approximate as-graded geologic condilions are depicted on the attached As-Graded Geotechnical Map, Plates 1 through 3. 5.1 Torrev Sandstone As observed at the site, the Torrey Sandstone consisted of pale gray and yellow brown, silly, fine- lo medium-grained sandstone. In general, the sandstone was moderately cemented and massive. Occasional concretions of strongly cemented maierial were encountered. The Torrey Sandstone was exposed al the base of the slopes along the western and eastem sides ofthe site, and at finish grade in Lots 72 through 75. The Torrey Sandstone likely underiies the entire site at depth. 5.2 Terrace Deoosits Terrace deposits were exposed in the upper portions ofthe slopes along the western and eastern sides of the site, and in the cut slope along the northeastern corner of the site. As observed in the excavalions. the terrace deposits consisted of orange-brown, clayey fine- lo medium-grained sandstone with some gravels al the base of the formation. The sandstone was generally weakly to moderately cemented and massive. Geotechnics Incorporated Brookfield Davidson Homes Project No. 0002-008-03 Broccato at Batiquitos Shores Document No 6-0461 November 7, 1996 Page No 4 5.3 Alluvium Alluvial soils underlie much of the site. The alluvium was left in place where the groundwater table made removal impractical. As observed by the grading, the alluvium consisted of brown to dark brown, silty lo slightly silty, fine lo medium grain sand. The alluvium was generally loose to medium dense. 5.4 Colluvium Colluvial soils were exposed in the slopes surrounding the projeci. The colluvium consisted of reddish brown, silly fine sand that was generally loose and dry. Colluvial soils were removed from areas that were lo receive fill and siructural loads. 5.5 Documented Fill Documented fill was encountered in the northeastern portion ofihe site. Fill was originally placed under the observation and testing of ICG Incorporated in 1991 along the re- alignment of Batiquitos Drive. More grading was performed in 1994 under the observation of Geotechnics (1995). The materials used in the fill were derived primarily from excavations In the property east of the Broccato projeci, and consisted primarily of silly sand. Stockpiled soil also existed al the site in the area of Lols 3 through 15. This material also originated primarily from excavations east of the site. The stockpiled material was removed and re-used as fil! maierial during the final grading of the subjecl site. 5.6 Groundwater Groundwater was encountered during the removal of alluvial soils. The water table was at an approximate elevation of 5 feet MSL at the southern end of the site, and at an approximale elevation of 20 feel MSL near the intersection of Batiquitos Drive and Gabbiano Lane. Groundwater seepage was also observed in the slope behind Lol 72 al the contact belween the underiying terrace deposii and the overiying colluvium. Geotechnics Incorporated Brookfield Davidson Homes Project No. 0002-008-03 Broccato at Batiquitos Shores Document No 6-0461 November 7.1996 p 5 5.7 Seismicity Several faults were observed in the Eocene-age sandstone during the grading ofthe site. Theses faults, however, did nol offset the overiying colluvium. and accordingly, are nol considered active. The active fault nearest to the site is the Rose Canyon fault localed approximately 2 miles lo the west. A magnitude 6.5 earthquake on the Rose Canyon fault could result in peak horizontal bedrock accelerations of approximately 0.48g. 6.0 SUMMARY OF GRADING OPERATIONS In general, the earthwork consisted of the grading of the house pads, slopes, and street subgrades. The site grades are shown on the Geolechnical Map. Plates 1 through 4. The projeci grading plans, prepared by O'Day Consultants (1990), serve as base maps for the Geotechnical Map. Grading was performed by C.E. Wilson Corporation. Typical cut and fill mass grading techniques were employed using heavy earth-moving equipment. Site grading began wilh the removal of deleterious malerials and loose surficial soils. Fill soils were placed lo bring areas up lo design grades, and individual lols were graded. 6.1 Preparation of Existing Ground The site was cleared of surface obstructions and stripped of vegetation. Exisling loose and unsaturated surficial soils were removed lo expose competent bedrock materials, fill soils placed during previous grading, or alluvial soils saturated by a standing water table. Existing utilities that were to be abandoned, and the exisling access road, were removed and replaced with compacted fill. The stockpiled material previously placed on the site was used in compacled fills. Where transitions belween bedrock and fill crossed building pads, the bedrock portion of the lot was over-excavated approximately 3 feel deep, and brought back to planned grade with compacted fill. Lols 65 and 71 were over-excavated lo reduce the potential of differential settlement due to cut/fill transitions. Geotechnics Incorporated Brookfield Davidson Homes Project No 0002-008-03 Broccato at Batiquitos Shores Document No. 6-0461 November 7.1996 Pa g The approximale limits of removals, and the approximate elevation of the bottom of the removals, are indicated on the Geotechnical Map. Prior to placing fill, the exposed surfaces were scarified lo a deplh of 6 lo 8 inches, brought to approximately optimum moisture content, and compacled. 6.2 FNI Fill soils for site grading were typically placed in 6- lo 8-inch thick lifts, brought to approximate optimum moisture content, and compacted by the equipment delivering, watering, or mixing the soil. The equipment used for compaction consisted of rubber-tired compactors, bulldozers, blades, water Irucks. and scrapers. 6.3 Cut and Fill Slopes Slopes up to 30 feet in heighl were constructed in general accordance with the project plans and specificalions at a slope ratio of 2:1 (horizontal to vertical). Much of the slopes along the east and west sides of the site were over-excavated lo remove exposed loose surficial soils such as colluvium. The upper portion of the slope behind Lot 72 was also over-excavated. The slopes were re-constructed wilh fill soils and backdrains to reduce the potential for seepage through the slope faces, and lo act as a buttress against the loose colluvial soils. Fill slopes were back-rolled and track-walked at finished grade. 6.4 Backdrains Backdrains were conslrucled beneath the buttressed slopes. The drains consisted of two- sided filter fabric, approximately 6 feet in height, that were placed against the over-excavated slope al an elevation approximately 2 feet below and 4 feet above the finish toe of slope. The fabric was wrapped around perforated PVC pipes which were connected to the on-site slorm drain sysiem. However, the subdrains on Lot 72 and at the desilting basin were not tied-in to an outlet al the time of this report. 7.0 LABORATORY TESTING The various malerials used as fill are described in Figure B-1 of Appendix B, "Laboratory Testing". The maximum density and optimum moisture conleni of the soil types used as fill were Geotechnics Incorporated Brookfield Davidson Homes Project No 0002-008-03 Broccato at Batiquitos Shores Document No. 6-0461 November 7. 1996 Pa ^o 7 determined in the laboratory by ASTM method D1557-91 (Modified Proctor). The fills generally consisted of fine- to medium-grained sand, silty sand, and clayey sand. To evaluate malerials for conformance wilh project specificalions, expansion index testing was conducted on representative samples collected from the finish-graded pads. ASTM lest method D4829 was used lo evaluate the expansion index. The results of the expansion index testing are presented on Figure B-2 of Appendix B. The results of the tests indicale expansion potentials ranging from very low to medium. 8.0 FIELD DENSITY TESTING In-place moisiure and density tests were made in accordance with ASTM D2922-91 and D3017- 88 (Nuclear Gauge Method). The results of the tests conducted during this phase of mass grading of Broccato are tabulated in Figures C-1 through C-12 of Appendix C. "Field Density Test Results". Appendix C presents the relative compaction of the fill as compared lo the respective maximum density (ASTM Dl 557-91). The densily testing conducted on the previously documented fills is presented in the referenced reports (ICG, 1991; Geotechnics, 1995). The locations and elevations indicated forthe tests presented on the Geotechnical Map are based on field survey stakes and estimates from the grading plan topography, and should only be considered rough estimates. The eslimated locations and elevations should not be utilized for lhe purpose of preparing cross sections showing lest locations, or in any case, for the purpose of after-the-fact evaluating of the sequence of fill placement. 9.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS In our opinion, grading and compaction was performed in general accordance wilh the intent of the projeci geotechnical recommendations (San Diego Soils Engineering, 1986). and with the requirements of the Cily of Carisbad. The conclusions and recommendations conlained herein are based on the observations and testing performed between June 25. 1996. and October 28, 1996. No representations are made as to the qualily and extent of materials not observed. 9.1 Fill Compaction Geotechnics Incorporated Brookfield Davidson Homes Project No. 0002-008-03 Broccato at Batiquitos Shores Document No 6-0461 November 7. 1996 Page No. 8 Based upon our observations and testing, it is our professional opinion that fill soils were placed in accordance with the compaction criteria of 90 percent of the maximum density as determined by ASTM D1557-91. Where field testing indicated less than 90 perceni relative compaction, the pertinent fill soils were reworked to achieve the specified compaction. 9.2 Slope Stabilitv Fill and cut slopes were constructed to heights up lo 30 feel. Slope slability was evaluated based on the referenced geotechnical investigation (San Diego Soils Engineering. 1986). and site observations of conditions exposed during grading. In general, slopes should be stable with regard lo deep-seated failure with a factor of safely of at least 1.5. Slope analysis was based on our best estimate of the prevailing geologic condilions, groundwater condilions and soil strength characteristics. It should be realized that site condilions can be complex and variable due lo changes in stratigraphy, geologic structure, and changes in groundwater. II is possible that conditions can differ from those anticipated in our analysis. In addition, cuts or retaining walls constructed al the loe of slopes could decrease slope stability. Any changes lo constructed slope heights, ratios, retaining walls, or addition of surcharge should be evaluated by the geolechnical consultant. Man-made and natural slopes will weather over lime as a result of welling and drying, biologic forces and gravity. As a result, the outer 5 feet of slope face may undergo minor down-slope creep over the years. While il is not possible to completely eliminate this effect, it can be minimized by establishing deep-rooted vegetation on the slope, maintaining the drainage patterns established during constaiction, and by rodent control. We recommend vegetation which is adapted to semi-arid climates, therefore requiring minimal irrigation. 9.3 Site Drainaae Foundation and slab performance depends greatly on how well the runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures withoul ponding. The surface gradient needed to achieve this depends Geotechnics Incorporated Brookfield Davidson Homes Project No. 0002-008-03 Broccato at Batiquitos Shores Document No. 6-0461 November 7. 1996 Page NO 9 on the prevailing landscape. In general, we recommend that pavement and lawn areas wilhin five feel of buildings slope away at gradients of al least two perceni. Densely vegetated areas should have minimum gradients of at least five percent away from buildings within five feel of the structure's perimeter. Densely vegetated areas are considered those in which the planting lype and spacing is such lhal the flow of water is impeded. Planters should be buill so lhal water from them will not seep inlo the foundation, slab, or pavement areas. Site irrigation should be limited to the minimum necessary to sustain landscaping plants. Should excessive irrigation, water line breaks, or unusually high rainfall occur, saturated zones or "perched" groundwater may develop in fill soils. This condition may result in excessive moisiure migration into and through foundations and slabs. Damage lo landscape may also occur. 9.4 Settlement Monitoring Consolidation of the alluvium due lo the weighl of the planned fill was monitored during fill placemenl and evaluated using settlement monuments. The settlement monuments consisted of 24-inch-square sleel plates with y4-inch-diameter iron pipe extensions. The pipe was added as the fill placement progressed upward. The lops of the pipes were surveyed by O'Day Consultants on a regular basis and provided lo us for our review. The approximale locations of the settlement monuments are presented on the Geotechnical Maps, Plates 1 through 4. Preliminary estimates by San Diego Soils Engineering, Inc. (1986) of the alluvial settlement was on the order of up to 5 inches. Based on the settlement data obtained during grading, settlement of up lo approximately S-Yi inches was observed in Monument 1 located in Lot 42. Settlement of about 1 lo l-'A inches was measured in Monuments 2 through 7. Monument 4 currently shows about 4 inches of settlement. The settlement dala is presented on Figures 2.1 through 2.8, Settlement Monument Data. Based on the settlement data, it appears the areal settlement is essenlially complete. The amouni of settlement measured during grading is wilhin the amounts eslimated in the preliminary geolechnical investigation. Fulure settlement may occur in addition to the measured values. The amount of future settlement depends on the amouni of irrigation Geotechnics Incorporated Brookfield Davidson Homes Project No 0002-008-03 Broccato at Batiquitos Shores Document No 6-0461 November 7. 1996 Page NO 10 by the homeowners. Structures should be designed for the settlement values given in Section 9.5.1. 9.5 Foundations The following recommendations are based on our testing and observation of the grading, the laboratory testing ofthe soil near finish grade, and are considered generally consistent wilh methods typically used in southern California. Other alternatives may be available. The foundation recommendations herein should not be considered lo preclude more restrictive crileria of governing agencies or by the staictural engineer. The design of the foundation sysiem should be performed by the project structural engineer incorporating the geolechnical parameters described in the following sections. In general, the expansion index testing indicated that the soils exhibit very low and low expansion potential except for Lots 69 and 70 which exhibited a medium expansion potential. The following parameters assume an expansion index of less than 90, and that the siructure will be founded either entirely on compacted fill or entirely on relatively undislurbed formational material. We understand lhal posl-lensioned slabs will be used al each of the lots. 9.5.1 Post-Tensioned Slabs For design of post-tensioned slabs, a bearing value of 2,000 pounds per square fool and a differenlial settlement value of 1-14 inches may be used for design. A one-third increase in the bearing value may be used for short term wind and seismic loading. A minimum fooling embedment depth of 18 inches below the lowest adjacent grade should be provided. 9.5.2 Lateral Resistance Lateral loads against siruclures may be resisted by friction between the bottoms of footings or slabs and the supporting soil. A coefficient of friction of 0.3 is recommended. Alternatively, a passive pressure of 300 pcf is recommended for the portion of vertical foundation members embedded inlo formational soil. If friction and passive pressure are combined, the passive pressure value should be reduced by one-third. Geotechnics Incorporated Brookfield Davidson Homes Project No. 0002-008-03 Broccato at Batiquitos Shores Document No 6-0461 November 7. 1996 Page No 11 9.5.3 Slope Setback Footings on slopes should be founded at a deplh such that the distance belween the lower outside edge of the footing and the face of any slope is at least 5 feet. 9.5.4 Moisture Proiection for Slabs Concreie slabs constructed on soil ultimately cause the moisiure content lo rise in the underiying soil. It is our understanding that the planned moisture proiection for slabs on grade is lo consist of 2 inches of sand, over a 6-mil visqueen vapor barrier. II has been our experience that such systems will transmit from approximately 6 to 12 pounds of moisture per 1000 square feet per day. It is our opinion that soil conditions do not exist that would preclude the use of the indicated moisture protection on this project. II should be recognized, however, that this sysiem relies entirely on the integrity of the visqueen membrane. Accordingly, care should be taken lo proiect the visqueen against all punctures and to provide adequate overlap al all seams. To further reduce the amount of moisture migration, we recommend placing a 4-inch thick layer of coarse sand over the visqueen. 9.6 Exterior Slabs Reinforcemenl and the use of crack control joints should help conlrol random cracking and differenlial movement. Slabs should be at least 4 inches in Ihickness and should be reinforced wilh at least 6-inch by 6-inch, W1.4 by W1.4 welded-wire fabric. Slabs may bear directly on compacted subgrade. Crack conlrol joinis should be provided on al least 5-foot centers each way. 9.7 Earth Retaining Structures Retaining walls should be backfilled wilh material exhibiting a low expansion potential, less than 35 as evaluated by UBC Slandard 29-2 (Expansion Index test). Materials exhibiting a greater expansion potential would increase the lateral pressures beyond design values. The following design parameters for earth retaining structures are provided assuming backfill wilh a low potential for expansion. Geotechnics Incorporated Brookfield Davidson Homes Project No. 0002-008-03 Broccato at Batiquitos Shores Document No 6-0461 November 7. 1996 Page No 12 Equivalent Fluid Pressure with level backfill: 35 Ibs/ft^ Equivalent Fluid Pressure wilh 2:1 sloping backfill: 45 Ibs/ft^ Allowable Soil Bearing: 2,000 Ibs/ft^ Passive Pressure: 300 Ibs/ft^ Coefficient of Friction, soil to concreie: 0.3 The equivalent fluid pressures are based on the active soil slate, assuming the walls are free to rotate at least 1 perceni of the wall heighl. The pressures do nol include surcharge loads, hydrostatic pressure, or seepage forces. Walls should be fully drained to prevent hydrostatic or seepage pressures. When combining passive pressure and friction for passive resislance, the passive pressure should be reduced by one-third. It has been our experience lhal site retaining walls frequently develop high moisture or free water in the backfill due to heavy irrigation that commonly occurs in subdivisions. This leads lo problems such as efflorescence on the face of the wall and spalling of stucco finishes. To decrease such problems, il is suggested that walls be moisture- proofed on the positive side in addition lo having a back-drain. Retaining wall backfill should be compacled lo at least 90 percent relative compaction (ASTM Dl 557-91). Backfill should nol be placed unlil walls have achieved adequate structural strength. Heavy compaction equipmenl which could cause distress lo walls should not be used. Temporary excavations in compacled fill greater than 4 feet in heighl should be no steeper than 1:1 (horizontal lo vertical). Temporary excavations in formational materials should be no steeper than M:1. 10.0 UMITATIONS Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No olher warranty, expressed or implied, is made as lo the conclusions and professional advice included in this report. The samples taken and used for testing, the observations made and the in-place field testing performed are believed representative of the projeci; however, soil and geologic conditions can vary significantly belween tested or observed locations. Geotechnics Incorporated Brookfield Davidson Homes Broccato at Batiquitos Shores November 7, 1996 Project No. 0002-008-03 Document No. 6-0461 Page No. 13 This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated inlo the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. As in most major projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by Geotechnics Incorporated and designs adjusted as required or alternate designs recommended. Although our observations and testing did nol reveal deficiencies, we do not guarantee the conlractor's work, nor do the services provided by Geotechnics relieve the contractor of responsibility in the event of subsequently discovered defects in his work. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of lime, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject lo review and should not be relied upon after a period of three years. GEOTECHNICS INCORPORATED Robert A. Torres, P.E. C 43077 Senior Engineer W. Lee Vanderhurst, C.E.G. 1125 Principal Anthony F. Belfast, P.E. C 40333 Principal Geotechnics Incorporated Ill X O a: LL Q UJ < W CH LU X h- O CD CO < o X H CD o> CO T- T-O I —» O CD -T< §° Q. (A < o 02S UJ t CO 0 o S CD CO o I oo o o CNJ o o o 0) O lil o<2 lx. c 0) E U o a. o £ S 1-5 E > O (D y o UJ s IU UJ CQ CQ (S3H0NI) N0I1VA313 NI 39NVH0 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 o Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 , 1^ o Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 o Project No. 0002-008-03 Document No. 6-0461 FIGURE 2.2 SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 J o SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 / SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 / SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 1 O SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 —¥ 10 PAYS ELAPSE SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 — 1 10 PAYS ELAPSE SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 < • 1 • • • • 10 PAYS ELAPSE SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 / 10 PAYS ELAPSE SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 10 PAYS ELAPSE SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 10 PAYS ELAPSE SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 10 PAYS ELAPSE SETTLEMENT MONUMENT DATA Broccato at Batiquitos Shores Brookfield Davidson Homes SETTELMENT MONUMENT DATA MONUMENT 2 - LOT 48 1 ! —•—Seriesi (U -»—« CO l-H ^ o 1 ! —•—Seriesi (U -»—« CO l-H ^ o 1 ! —•—Seriesi (U -»—« CO l-H ^ o • 1 ! —•—Seriesi (U -»—« CO l-H ^ o • 1 1 ! —•—Seriesi (U -»—« CO l-H ^ o • 1 ! —•—Seriesi (U -»—« CO l-H ^ o O r- est (S3H0N cn ) N011VA3n3 Nl 39NVHD in 1 ! —•—Seriesi (U -»—« CO l-H ^ o CO o o LU « Q. UJ (0 > T- CO Souj CD K 0(5 o 9 eg o o o c a> E o _ o < " .« Q £ S 1-5 E 2 w o UJ X 3 .t; o z =3 49 2s > S'S ID liJ o <u S UJ (O (S3H0NI) NOIIVASIS Nl 30NVH0 LU 10 > < o W i CO o I CO o o I CM o o o •6 0) O UJ CD oc 5(2 u-c a> E Z3 O o -3 *S O O =5 > o (i> H O UJ E UJ UJ (S3H0NI) N0llVA3n3 Nl 30NVH0 Q » O. tu > < a CO T- IO O CD CO o o CNJ o o o d z 0) 9 m <D €C cz E O _ O O'Q a m S Z O w "I ^ > UJ o - rJ o 2 UJ (S3H0NI) NOIlVA3n3 Nl 30NVH0 Q LU tn 0. LU CO >-< • CO CO O CD OE. 6 <»> Z E t5 3 0) o g-Q D- < O « "Z o S AS O = 49 2 !S ^ Q Z ™ 12 UJ ^ ^ o UJ S Z O UI Ul CO S 2 (S3H3NI) NOIlVA3n3 Nl 39NVH0 (S3H0NI) N0llVA3n3 Nl 30NVH0 CO T- 1^ §9}" O CD K 6 ^ z E ^ y 0) o a. < (0 o 2 (0 E o X 3 Si O Q ^ -S ^ ra ^ CD Q Z^2 m O (1> UJ o o 2 UJ z LU S 3 Z O Q. CO z LU 0. O I 00 Z z LU lU 51 to ; :,, r^*^,^ - — a Ul <0 a IU < Q (S3H0NI) NOI1VA3-I3 Nl 30NVH0 CO CO g9|{! o CD DC goo §551 d <!> Z E +- =3 O o 0) o O'Q < w Q 2 S Hjg E o UJ X Soc 3 ±; o = =) (0 5 o-S O =s > «CQ Q Z ™ 2 IU o (i> si$l "I Si 8 Hoc Ul APPENDIX A APPENDIX A REFERENCES American Society for Testing and Malerials, 1992, Annual Book of ASTM Slandards, Seciion 4, Construction, Volume 04.08 Soil and Rock; Dimension Stone; Geosynthetics, ASTM Philadelphia, PA. 1296 p. Geotechnics Incorporated, 1995, Interim Compaction Report, Broccato Developmeni, Carisbad, California: Project No. 0002-008-00, dated March 13. Geotechnics Incorporated, 1996a, Proposal for Geolechnical Services, Testing and Observation During Grading, Broccato, Carlsbad, California; Proposal No. 6-126, dated June 21. Geotechnics Incorporated, 1996b, Review of Submittal Contractor Submittal No. 1, Buttress Backdrain Geofabric, Broccato by Batiquitos Shores, Carisbad, California- Project No 0002-010-00, dated June 25. Geotechnics Incorporated, 1996c, Review of Contractor Submittal No. 3, Buttress Backdrain Geofabric, Broccato by Batiquitos Shores, Carisbad, California: Projeci No. 0002-008-03 dated July 12. Geotechnics Incorporated, 1996d, Foundation Design Recommendations, Lols 11,12,13,47,48, and 53 through 60, Broccato by Batiquitos Shores, Carisbad, California: Projeci No 0002- 008-03, dated August 13. Geotechnics Incorporated, 1996e, Interim As-Graded Letter for Model Lots, Lols 10 through 15, Broccato by Batiquitos Shores, Carisbad, California: Project No. 0002-008-03, dateci September 11. Geotechnics Incorporated, 1996f, Geolechnical Recommendations, Proposed Widening of Batiquitos Drive, Carisbad, California: Project No. 0002-008-03, dated October 21. Geotechnics Incorporated, 1996g, Pavement Sections, Broccato - Azure Cove, Carisbad, California: Project No. 0002-008-03, dated October 21. Geotechnics Incorporated, 1996h, Disclosure for Broccato Lols: Project No. 0002-008-03 dated October 22. ICG Incorporated, 1991, Remedial Grading, Broccato at Batiquitos Shores, Carisbad, California- Project No. 04-7919-009-00-01, dated March 27, 1991. O'Day Consultants, 1990, Grading Plan for Broccato, Carisbad Tracl 89-19- Project No P.E.2.91.05, 21 sheets. San Diego Soils Engineering. 1986, Preliminary Geotechnical Report, Proposed Multi-Family Residential Site, Batiquitos Drive, Carisbad. California: Job No. 25052-00, dated May 21. Geotechnics Incorporated APPENDIX B APPENDIX B LABORATORY TESTING Selected representative samples of soils encountered were tested using test methods of the American Society for Testing and Materials, or other generally accepted slandards. A brief descriplion of the tests performed follows: Classification: Soils were classified visually according to the Unified Soil Classification System, and in accordance with ASTM D2487. Maximum Densltv/Optimum Moisture: The maximum densities and optimum moisiure contents of representative soil samples were determined by using test melhod ASTM D1557-91, modified Proctor. The test results are summarized in Figure B-1. Expansion Index: The expansion potential of selected soils was characterized by using the lest melhod ASTM D4829. The results are presented in Figure B-2. Geotechnics Incorporated NO. DESCRIPTION MAXIMUM DENSITY (PCF) OPTIMUM MOISTURE (%) 1 Yellow-brown sllty fine lo medium SAND (SM) 123.4 10.5 2 Pale yellow-brown medium SAND (SP) 108.0 14.3 3 Brown silty fine SAND (SM) 117.9 11.4 4 Light reddish brown clayey SAND (SC) 130.7 8.6 5 Brown silty SAND (SM) 123.2 9.6 6 Brown silty SAND (SM) 125.1 10.0 7 Lighl gray and yellow-brown silty fine SAND (SM) 111.5 14.0 8 Brown silly fine SAND (SM) 125.6 10.5 9 Reddish brown silty fine to medium SAND (SM) 127.4 8.9 10 Reddish brown fine SAND (SP) 118.5 12.0 11 Reddish brown fine SAND (SP) 125.0 9.5 12 Olive gray silly SAND (SM) with clay 115.5 14.5 13 Yellowish brown silly SAND (SM) 118.0 11.5 Geotechnics Incorporated Maximum Density Broccato Brookfield Davidson Homes Project No. 0002-008-03 Document No. 6-0461 Figure B-1 SAMPLE NUMBER SAMPLE LOCATION REPRESENTING LOTS EXPANSION INDEX EXPANSION POTENTIAL 1 Lot 14 Lots 13- 15 26 Low 2 Lol 11 Lols 10 - 12 15 Very Low 3 Lot 32 Lots 31-33 0 Very Low 4 Lot 38 Lots 37 - 39 0 Very Low 5 Lot 41 Lols 40 - 42 3 Very Low 6 Lot 44 Lols 43 - 46 0 Very Low 7 Lot 48 Lots 47 & 48 0 Very Low 8 Lot 52 Lots 51 - 53 0 Very Low 9 Lol 35 Lots 34 - 36 0 Very Low 10 Lot 29 Lots 27 - 30 14 Very Low 11 Lot 25 Lols 24 - 26 4 Very Low 12 Lol 22 Lots 21-23 0 Very Low 13 Lot 19 Lots 18-20 8 Very Low 14 Lot 55 Lols 54 - 56 0 Very Low 15 Lot 58 Lots 57 - 60 6 Very Low 16 Lot 16 Lols 16 & 17 30 Low 17 Lol 67 Lots 65 - 68 0 Very Low 18 Lot 7 Lots 6 - 9 21 Low 19 Lot 4 Lols 2, 4 & 5 29 Low 20 Lol 3 Lots 1 & 3 0 Very Low 21 Lot 63 Lots 63 & 64 0 Very Low 22 Lot 74 Lots 74 - 76 0 Very Low 23 Lot 70 Lols 69 & 70 56 Medium 94 Int 79 1 n\t^ 71 - 7.? n Vprv 1 UBC TABLE NO. 29-C, CLASSiFICATION OF EXPANSIVE SOiL EXPANSION INDEX POTENTIAL EXPANSION 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High Above 130 Verv Hiah Geotechnics Incorporated Expansion index Tests Broccato Brookfield Davidson Homes Project No, 0002-008-03 Document No. 6-0461 Figure B-2 APPENDIX C APPENDIX C FIELD DENSiTY TEST RESULTS In-place moisture and density lesls were made in accordance wilh ASTM D2922-91 and D3017- 88 (Nuclear Gauge Melhod). The results of these tests are tabulated in the Figures C-1 through C-12, "Field Density Test Results". The approximate lest locations are presented on the attached Geotechnical Map, Plates 1 through 4. The locations and elevations indicated for the tests presented on the Geolechnical Map are based on field survey slakes and estimates from the grading plan topography, and should only be considered rough estimates. The estimated locations and elevations should not be utilized for the purpose of preparing cross seciions showing test locations, or in any case, for the purpose of after-the-fact evaluating of the sequence of fill placement. The precision of the field density lest and the maximum dry density test is nol exact and variations should be expected. For example, the American Society for Testing and Materials has recently researched the precision of ASTM Method No. D1557 and found the accuracy of the maximum dry density to be plus or minus 4 percent of the mean value and the optimum moisture content lo be accurate lo plus or minus 15 percent of the mean value; the Society specifically stales the "acceptable range of test results expressed as a percent of mean value" is the range staled above. In effect, an indicated relative compaction of 90 percent has an acceptable range of 86.6 to 92.8 percent based on the maximum dry density determination. Geotechnics Incorporated Geotechnics Incorporated DENSITY TEST RESULTS Broccato al Batiquitos Shores Brookfield Davidson Homes Project No. 0002-008-03 Document No. 6-0461 FIGURE C-1 Test No. Test Date Elevation [ft] Location/ Station Soil Type Max. Dry Density [pcf] Moisture Content [%] Dry Density [pcf] Relative Compaction [%] Required Compaction [%] Retest Number 1 6/26/96 13.5 46 1 123.4 10.2 108,8 88 90 2 2 6/27/96 13.5 46 1 123.4 10.9 111.8 91 90 3 6/27/96 12.5 48 1 123.4 7.9 111.6 90 90 4 6/27/96 14 47 3 117.9 8.2 108.6 92 90 5 6/28/96 14 48 3 117.9 12.0 110,8 94 90 6 6/28/96 14 47 1 123.4 7.8 115.4 94 90 7 6/28/96 13 46 1 123.4 8.5 117.1 95 90 8 6/28/96 12 45 1 123.4 8.8 119,1 97 90 9 7/1/96 15 55 1 123.4 9.5 113.8 92 90 10 7/1/96 14.5 54 1 123.4 8.7 116.4 94 90 11 7/1/96 10 43 3 117.9 8.4 107,9 92 90 12 7/1/96 15 Piovana 1 123.4 8.1 116.7 95 90 13 7/1/96 16 Piovana 1 123.4 7.4 115.2 93 90 14 7/1/96 16 54 3 117.9 13.5 111.5 95 90 15 7/1/96 17 55 4 130.7 10.4 120.4 92 90 16 7/2/96 10 43 1 123.4 6.9 112.7 91 90 17 7/2/96 13 44 1 123.4 6.4 111,6 90 90 18 7/2/96 14 44 1 123.4 8.3 115,9 94 90 19 7/2/96 10 43 3 117.9 10.6 109.4 93 90 20 7/2/96 11 42 3 117.9 12.0 108,3 92 90 21 7/2/96 12 43 1 123.4 8.8 111.8 91 90 22 7/2/96 14 42 1 123.4 7.0 113.8 92 90 23 7/2/96 12 42 3 117.9 11.9 106.9 91 90 24 7/2/96 13 42 3 117.9 13.3 109.4 93 90 25 7/2/96 15 43 3 117.9 9.1 110.1 93 90 26 7/2/96 14 45 1 123.4 9.6 118.3 96 90 27 7/2/96 15 44 1 123.4 11,6 113.2 92 90 28 7/3/96 16 45 1 123.4 10.5 113,1 92 90 29 7/3/96 15 44 1 123.4 8.2 114.0 92 90 30 7/3/96 15 42 1 123.4 8,7 117.2 95 90 31 7/3/96 14 42 1 123.4 8.5 116.8 95 90 32 7/3/96 17 46 1 123.4 7.0 111.1 90 90 33 7/3/96 17 45 1 123.4 7.3 111.9 91 90 34 7/3/96 18 48 1 123.4 8.8 112.1 91 90 35 7/3/96 19 47 1 123.4 7.8 111.1 90 90 36 7/3/96 19 55 1 123.4 8,5 110,9 90 90 37 7/3/96 20 Piovana 5 123.2 8.9 115.4 94 90 38 7/3/96 18 45 4 130.7 8.2 123.3 94 90 39 7/3/96 18 48 5 123.2 7,7 115,7 94 90 40 7/3/96 19 46 5 123.2 9.5 112.0 91 90 41 7/8/96 16 42 5 123.2 12.0 115.4 94 90 42 7/8/96 17 42 5 123.2 10.8 116.8 95 90 43 7/8/96 20 45 5 123.2 13.4 113.4 92 90 44 7/8/96 20 46 5 123.2 10.3 114.4 93 90 45 7/B/96 12 42 5 123.2 8.4 115,1 93 90 46 7/8/96 15 Parking 5 123.2 8,8 113.6 92 90 47 7/8/96 20 54 5 123.2 11.8 115.8 94 90 48 7/9/96 17 42 4 130.7 10.5 121.5 93 90 G e o t e c h n i n .q DENSiTY TEST RESULTS Project No. 0002-008-03 ^ Incornorateri Broccato al Batiquitos Stiores Document No. 6-0461 Brookfield Davidson Homes FIGURE C-2 Test Test Elevation Location/ Soil Max. Dry Moisture Dry Relative Required Retest No. Date [ft] Station Type Density Content Density Compaction Compaction Number [pcf] [%] [pcf] t%I [%] 49 7/9/96 18 43 1 123,4 14.0 113.6 92 90 50 7/9/96 19 44 5 123.2 12.1 112.8 92 90 51 7/9/96 20 45 4 130.7 8.5 117,9 90 90 52 7/9/96 21 Piovana 5 123.2 11.9 115.3 94 90 53 7/10/96 13 39 5 123.2 6.4 108,7 88 90 54 54 7/10/96 13 39 5 123.2 8,8 113.9 92 90 54 55 7/10/96 13 34 5 123.2 8.3 112,2 91 90 56 7/10/96 14 40 5 123,2 9.6 111.8 91 90 57 7/10/96 14 Cigno 5 123.2 9.8 113.4 92 90 58 7/10/96 21 42 5 123,2 7.0 109,2 89 90 59 59 7/10/96 21 42 5 123.2 7.1 110.4 90 90 59 60 7/10/96 23 42 3 117.9 9,2 107,1 91 90 61 7/10/96 15 38 5 123.2 6.5 110.4 90 90 62 7/10/96 15 Cigno 5 123.2 10.0 112.6 91 90 63 7/11/96 13 51 5 123.2 8,7 119,9 97 90 64 7/11/96 18 51 5 123.2 8.5 116.7 95 90 65 7/11/96 16 36 5 123,2 10.7 117.3 95 90 66 7/11/96 16 35 5 123,2 13,0 113,2 92 90 67 7/11/96 17 40 5 123.2 10.9 113.4 92 90 68 7/11/96 18 37 3 117.9 12,2 112,9 96 90 69 7/11/96 18 42 3 117.9 11.4 109.5 93 90 70 7/11/96 18 40 5 123.2 11.1 115.8 94 90 71 7/11/96 19 38 5 123,2 13.1 116.2 94 90 72 7/11/96 20 39 5 123,2 12,3 117,0 95 90 73 7/11/96 20 Cigno 5 123.2 13.4 113.3 92 90 74 7/11/96 21 34 5 123.2 10,9 116,8 95 90 75 7/11/96 21 37 5 123.2 11,5 116.5 95 90 76 7/12/96 20 38 1 123.4 11.7 115.4 94 90 77 7/12/96 20 36 5 123.2 10.0 118,2 96 90 78 7/12/96 17 36 1 123,4 13.5 109,8 89 90 79 79 7/12/96 17 36 1 123.4 11.7 113.9 92 90 79 80 7/12/96 17 37 5 123,2 9.6 115.6 94 90 81 7/12/96 18 36 5 123.2 10,1 115.8 94 90 82 7/12/96 21.9 45 5 123.2 11.7 114.2 93 90 83 7/12/96 19 44 5 123.2 13.9 110.5 90 90 84 7/12/96 19 36 5 123.2 8.3 110.3 90 90 85 7/12/96 20 37 5 123,2 11.5 116.0 94 90 86 7/12/96 20:9 44 5 123.2 8.8 118.2 96 90 87 7/15/96 21 39 1 123.4 10.5 118,5 96 90 88 7/15/96 19.5 40 5 123.2 8.6 117.9 96 90 89 7/15/96 20 37 5 123,2 9.3 117,4 95 90 90 7/15/96 21 37 5 123.2 10.3 114.2 93 90 91 7/15/96 18 34 5 123,2 8.0 113.6 92 90 92 7/15/96 16 33 5 123.2 8.6 116.7 95 90 93 7/15/96 17 33 5 123,2 8.9 116.0 94 90 94 7/15/96 22 Cigno 1 123,4 10.5 118,3 96 90 95 7/15/96 23 38 1 123.4 13,0 116,1 94 90 96 7/16/96 20 43 5 123.2 8.5 108.6 88 90 97 Geotechnics Incorporated DENSITY TEST RESULTS Broccato at Batiquitos Shores Brookfield Davidson Homes Project No. 0002-008-03 Documenl No. 6-0461 FIGURE C-3 Test Test Elevation Location/ Soil Max, Dry Moisiure Dry Relative Required Retest No. Date [ft] Station Type Density Content Density Compaction Compaction Number (pcf] [%J [pcf] [%J [%] 97 7/16/96 20 43 5 123.2 7.7 111.9 91 90 98 7/16/96 19 42 5 123.2 6.0 113.8 92 90 99 7/16/96 22 36 6 125.1 8.9 117.8 94 90 100 7/16/96 22 38 6 125,1 11.7 117.2 94 90 101 7/16/96 22 35 6 125,1 11.7 119,2 95 90 102 7/16/96 19 33 6 125.1 11.8 117.4 94 90 103 7/16/96 23 35 6 125.1 12.2 117,6 94 90 104 7/17/96 22 Merlo 3 117,9 12,8 110.5 94 90 105 7/17/96 21 26 3 117.9 12.2 111.8 95 90 106 7/17/96 20 24 5 123,2 9.5 111,3 90 90 107 7/17/96 20 24 5 123.2 9.3 110.7 90 90 108 7/17/96 22 25 6 125.1 10.7 117.4 94 90 109 7/17/96 22 25 6 125.1 12.0 117.1 94 90 110 7/17/96 23 26 5 123.2 9.1 112.6 91 90 111 7/18/96 '22 17 5 123.2 7.3 111.0 90 90 112 7/18/96 22 Merlo 5 123.2 9,9 117,6 95 90 113 7/18/96 23 27 5 123,2 8.1 115.1 93 90 114 7/18/96 23 24 5 123.2 9.0 116.9 95 90 115 7/18/96 21 Merlo 5 123,2 8,1 112.1 91 90 116 7/18/96 22 23 5 123,2 9.4 113,1 92 90 117 7/18/96 23 25 6 125.1 10,5 116.2 93 90 118 7/18/96 24 24 6 125.1 9.4 119.5 96 90 119 7/19/96 21 26 6 125,1 9.3 118,3 95 90 120 7/19/96 20 Gabbiano 4 130.7 8.5 121.9 93 90 121 7/19/96 22 Merlo 6 125.1 8,4 118.8 95 90 122 7/19/96 22 23 6 125.1 9,5 119,7 96 90 123 7/19/96 23 38 6 125.1 12.8 116.4 93 90 124 7/19/96 24 35 6 125.1 12.9 115.6 92 90 125 7/19/96 24 36 6 125,1 13,7 115.1 92 90 126 7/19/96 25 37 6 125.1 11,6 118.5 95 90 127 7/22/96 25 25 5 123.2 13.2 116.8 95 90 128 7/22/96 25 24 6 125.1 13,0 117,5 94 90 129 7/22/96 26 26 6 125.1 12.4 116.1 93 90 130 7/22/96 26 26 6 125.1 12.5 119.2 95 90 131 7/22/96 26 Merlo 6 125.1 11.7 117.8 94 90 132 7/22/96 27 24 5 123.2 13.4 114.1 93 90 133 7/22/96 27 25 5 123,2 11.7 115,0 93 90 134 7/22/96 28 25 5 123.2 11.3 115.9 94 90 135 7/23/96 27 26 6 125,1 11.5 118,8 95 90 136 7/23/96 28 26 6 125.1 13.2 117,9 94 90 137 7/23/96 28 25 5 123.2 8.4 116.8 95 90 138 7/23/96 29 24 5 123,2 7,9 116,0 94 90 139 7/23/96 28 Merlo 6 125.1 14,8 115,8 93 90 140 7/23/96 29 26 6 125.1 12.4 117.2 94 90 141 7/23/96 29 23 5 123,2 9.8 115,9 94 90 142 7/24/96 23 16 5 123.2 8.8 113,0 92 90 143 7/24/96 23 18 5 123.2 8.6 112,5 91 90 144 7/24/96 24 17 5 123.2 9.4 112,5 91 90 Geotechnics DENSiTY TEST RESULTS Project No. 0002-008-03 ^__r n c o r p o r a t e d Broccato at Batiquitos Shores Document No. 6-0461 Brookfield Davidson Homes FIGURE C-4 Test Test Elevation Location/ Soil Max. Dry Moisture Dry Relative Required Retest No. Date [ft] Station Type Density Content Density Compaction Compaction Number [pcf] [%] [pcf] [%] [%] 145 7/24/96 30 26 6 125.1 12.9 114.3 91 90 146 7/24/96 31 25 6 125.1 11.9 118.6 95 90 147 7/24/96 31 24 6 125.1 12.5 116.7 93 90 148 7/24/96 24 16 5 123,2 10.5 113.1 92 90 149 7/24/96 25 17 5 123.2 12,6 111.0 90 90 150 7/25/96 31 Merlo 6 125.1 11.3 120.4 96 90 151 7/25/96 31 25 6 125.1 10.4 117,2 94 90 152 7/25/96 32 Merlo 4 130.7 8.7 120.5 92 90 153 7/25/96 32 23 5 123.2 8.0 116.4 94 90 154 7/25/96 25 16 5 123.2 10.3 114.0 93 90 155 7/25/96 28 19 6 125,1 12.8 114,2 91 90 156 7/25/96 30 19 6 125.1 8.6 118.1 94 90 157 7/25/96 33 Merlo 6 125.1 11.4 114.5 92 90 158 7/26/96 26 16 3 117.9 12.6 112.2 95 90 159 7/26/96 30 18 7 111.5 15.1 109.1 98 90 160 7/26/96 34 23 5 123.2 10,9 114.7 93 90 161 7/26/96 34 25 5 123.2 9.4 112.5 91 90 162 7/26/96 32 26 5 123.2 9,0 112,4 91 90 163 7/26/96 32 26 3 117.9 8.6 111.1 94 90 164 7/26/96 33 24 7 111.5 12.0 107.9 97 90 165 7/26/96 33 Merlo 7 111.5 14.7 106.8 96 90 166 7/29/96 20 58 1 123,4 10.7 112,9 91 90 167 7/29/96 21 57 1 123.4 12,0 112,9 91 90 168 7/29/96 22 56 3 117,9 13.3 111.1 94 90 169 7/29/96 23 56 5 123.2 8.3 115.2 94 90 170 7/29/96 21 Merlo 3 117.9 11.2 113.0 96 90 171 7/29/96 22 20 3 117.9 11.9 112,7 96 90 172 7/29/96 23 22 3 117.9 9.7 111,1 94 90 173 7/29/96 24 Merlo 3 117,9 10.0 112,6 96 90 174 7/30/96 27 16 3 117.9 11,6 111.2 94 90 175 7/30/96 28 17 3 117.9 9.5 111,9 95 90 176 7/30/96 24 21 5 123.2 8.8 113.2 92 90 177 7/30/96 26 19 5 123.2 8.6 115.6 94 90 178 7/30/96 26 Merlo 5 123.2 9.4 112,9 92 90 179 7/30/96 35 25 5 123.2 11.9 118.2 96 90 180 7/30/96 36 25 5 123.2 13,0 114.4 93 90 181 7/30/96 28 20 3 117.9 14.1 113,6 96 90 182 7/31/96 31 20 8 125.6 13.0 117.1 93 90 183 7/31/96 33 Merlo 8 125.6 10.7 115,7 92 90 184 7/31/96 31 21 8 125.6 11,0 119,6 95 90 185 7/31/96 32 22 4 130.7 9,2 122.7 94 90 186 7/31/96 33 16 8 125.6 10.3 118.9 95 90 187 7/31/96 34 18 8 125.6 8.9 119.3 95 90 188 7/31/96 32 21 5 123.2 10.7 113,8 92 90 189 7/31/96 34 19 5 123.2 9.1 116,6 95 90 190 8/1/96 24 57 7 111.5 14.6 107.4 96 90 191 8/1/96 25 56 3 117.9 11.3 111.9 95 90 192 8/1/96 25 58 6 125.1 8.7 118,5 95 90 Geotechni r.<3 DENSITY TEST RESULTS Project No. 0002-008-03 ^ Incornorated Broccato at Batiquitos Shores Document No. 6-0461 Brookfield Davidson Homes FIGURE C-5 Test Test Elevation Location/ Soi! Max. Dry Moisture Dry Relative Required Retest No. Date [ftJ Station Type Density Content Density Compaction Compaction Number [pcf] [%] [pcf] [%] [%] 193 8/1/96 37 24 6 125.1 11.7 117,1 94 90 194 8/1/96 34 23 5 123,2 13,4 115.7 94 90 195 8/2/96 18 27 5 123.2 9.7 116.0 94 90 196 8/2/96 20 28 5 123,2 10.4 114.5 93 90 197 8/2/96 36 19 5 123.2 8.8 113,5 92 90 198 8/2/96 35 21 5 123,2 10.5 114.7 93 90 199 8/2/96 21 28 3 117.9 12,9 111,4 94 90 200 8/2/96 22 Piovana 3 117.9 14.3 114,1 97 90 201 8/5/96 21 29 8 125.6 9.6 122.6 98 90 202 8/5/96 21 32 8 125.6 11.4 120,1 96 90 203 8/5/96 38 20 5 123.2 9.2 114.7 93 90 204 8/5/96 38 19 5 123.2 11.2 116,7 95 90 205 8/5/96 21 34 8 125,6 13,6 115.0 92 90 206 8/5/96 22 Piovana 3 117.9 15.4 111.8 95 90 207 8/5/96 23 35 5 123,2 11.7 116.6 95 90 208 8/5/96 24 29 6 125.1 13,5 115.6 92 90 209 8/6/96 20 27 5 123.2 9.3 115.3 94 90 210 8/6/96 21 27 5 123.2 9.4 113,9 92 90 211 8/6/96 22 59 3 117.9 13.0 112.6 96 90 212 8/6/96 22 60 7 111,5 13.3 106.4 95 90 213 8/6/96 23 59 6 125.1 8,2 121,3 97 90 214 8/6/96 26 60 6 125.1 8.0 118.5 95 90 215 8/7/96 26 56 8 125.6 14,2 115.6 92 90 216 8/7/96 25 57 8 125.6 10.0 116,5 93 90 217 8/7/96 28 60 8 125,6 10.3 116.0 92 90 218 8/7/96 30 61 8 125.6 9.7 117.5 94 90 219 8/7/96 26 58 8 125.6 9.0 117.2 93 90 220 8/7/96 26 57 8 125.6 11.1 118.1 94 90 221 8/8/96 27 59 8 125.6 11.6 120.2 96 90 222 8/8/96 31 61 4 130.7 9.4 122.0 93 90 223 8/8/96 27 58 4 130.7 9.2 124.2 95 90 224 8/8/96 27 56 6 125.1 9.2 116.9 93 90 225 8/8/96 28 57 6 125.1 9,7 115.9 93 90 226 8/8/96 29 58 4 130,7 9.6 123.1 94 90 227 8/9/96 23 28 4 130.7 11.2 122.5 94 90 228 8/9/96 23 33 4 130.7 9.7 124,4 95 90 229 8/9/96 18 Galliano 3 117.9 9.4 110.1 93 90 230 8/9/96 17 Galliano 6 125.1 10.8 113,4 91 90 231 8/9/96 15 Galliano 6 125.1 10.6 115.3 92 90 232 8/12/96 19 54 6 125.1 8,0 110.1 88 90 233 233 8/12/96 19 54 6 125.1 11.4 119.9 96 90 233 234 8/12/96 20 54 6 125.1 11.3 117.4 94 90 235 8/12/96 20 51 3 117,9 10,4 110.2 93 90 236 8/12/96 20 52 3 117.9 9.9 109,3 93 90 237 8/12/96 21 53 5 123.2 B.6 114,4 93 90 238 8/12/96 21 Piovana 3 117,9 14.4 112.3 95 90 239 8/12/96 40 21 9 127.4 8.0 109.4 86 90 240 240 8/12/96 40 21 9 127.4 10.4 118.1 93 90 240 ^1^^^ e o t e c h n i c s •^•^^^^I n c o r p o r a t e d DENSiTY TEST RESULTS Broccato at Batiquitos Shores Brookfield Davidson Homes ProjectNo. 0002-008-03 Document No. 6-0461 FIGURE C-6 DENSiTY TEST RESULTS Broccato at Batiquitos Shores Brookfield Davidson Homes ProjectNo. 0002-008-03 Document No. 6-0461 FIGURE C-6 Test No. Test Date Elevation Ift] Location/ Station Soil Type Max. Dry Density [pcf] Moisture Content [%] Dry Density [pcf] Relative Compaction [%] Required Compaction (%) Retest Number 241 8/13/96 42 21 9 127.4 9.7 115.1 90 90 242 8/13/96 43 21 9 127.4 9.3 116.5 91 90 243 8/13/96 22 Piovana 7 111,5 13.8 105.4 95 90 244 8/13/96 -22 51 7 111.5 14.6 107.9 97 90 245 8/13/96 40 19 8 125.6 12.2 121,5 97 90 246 8/13/96 41 20 8 125.6 11,4 122.2 97 90 247 8/13/96 22 57 3 117,9 9.2 110.9 94 90 248 8/14/96 23 55 3 1179 14,1 110.9 94 90 249 8/14/96 24 54 3 117.9 15.1 110.4 94 90 250 8/14/96 23 52 5 123.2 9.7 113.4 92 90 251 8/14/96 23 Piovana 5 123.2 10.8 115,3 94 90 252 8/14/96 24 51 3 117.9 12.3 112.0 95 90 253 8/14/96 25 53 5 123.2 8.4 118.2 96 90 254 8/14/96 25 . 55 3 117.9 15.1 111.6 95 90 255 8/14/96 26 54 3 117.9 13.2 113,3 96 90 256 8/14/96 45 21 9 127.4 9.4 116.6 92 90 257 8/14/96 47 21 9 127.4 8.9 115.9 91 90 258 8/14/96 49 21 9 127.4 9.9 116.4 91 90 259 8/15/96 51 21 9 127.4 8,4 114.8 90 90 260 8/15/96 53 21 9 127.4 9.1 115.9 91 90 261 8/15/96 56 21 9 127.4 8.9 115.0 90 90 262 8/15/96 26 52 3 117.9 13,2 110.7 94 90 263 8/15/96 26 Piovana 3 117.9 13.6 110,8 94 90 264 8/15/96 27 53 9 127.4 9.6 116.3 91 90 265 8/15/96 28 54 9 127.4 10.6 118,2 93 90 266 8/16/96 29 53 9 127.4 8.0 114.9 90 90 267 8/16/96 29 52 9 127.4 8.3 116,5 91 90 268 8/16/96 23 48 9 127.4 9.1 119.5 94 90 269 8/16/96 23 47 9 127.4 8,7 120,6 95 90 270 8/16/96 30 52 9 1274 8.6 115.1 90 90 271 8/16/96 30 51 9 127.4 8,2 117.1 92 90 272 8/16/96 24 47 9 127,4 8.4 117.3 92 90 273 8/19/96 31 53 9 127.4 13,0 118,0 93 90 274 8/19/96 32 51 9 127.4 12,4 116.3 91 90 275 8/19/96 25 47 9 127,4 8.2 121.7 96 90 276 8/19/96 26 48 9 127.4 8.6 120.3 94 90 277 8/19/96 32 52 9 127.4 8.0 117.3 92 90 278 8/19/96 33 51 9 127.4 8.8 121.1 95 90 279 8/19/96 64 63 5 123.2 10.3 116.9 95 90 280 8/20/96 20 30 9 127.4 8.0 115.1 91 90 281 8/20/96 19 31 9 127.4 7,8 115.9 91 90 282 8/20/96 20 30 9 127.4 8,6 121,3 96 90 283 8/20/96 22 31 9 127.4 9.5 120.5 95 90 284 8/20/96 24 36 9 127,4 10.1 115,8 91 90 285 8/20/96 22 Piovana 9 127.4 11.4 115.9 91 90 286 8/20/96 23 30 10 118.5 11.3 110.8 94 90 287 8/21/96 28 22 9 127.4 8.1 118.3 93 90 288 8/21/96 36 22 9 127.4 8.7 119.5 94 90 Geotechnics Incorporated DENSITY TEST RESULTS Broccato at Batiquitos Shores Brookfield Davidson Homes Project No. 0002-008-03 Document No. 6-0461 FIGURE c-7 Test No. Test Date Elevation [ft| Location/ Station Soil Type Max. Dry Density [pcfj Moisture Content [%] Dry Density [pcf] Relative Compaction [%] Required Compaction [%] Retest Number 289 8/21/96 23 32 10 118.5 10.4 110.3 93 90 290 8/21/96 24 35 9 127.4 13,4 118.7 93 90 291 8/21/96 26 36 9 127,4 13.6 116,5 91 90 292 8/21/96 26 30 9 127.4 8,0 121.4 95 90 293 8/21/96 27 31 9 127.4 9.8 119,7 94 90 294 8/21/96 24 27 9 127,4 8.3 127.1 100 90 295 8/22/96 26 28 9 127.4 8.8 119.3 94 90 296 8/22/96 26 32 9 127.4 9.9 116.8 92 90 297 8/22/96 28 32 9 127.4 8.8 121,8 96 90 298 8/22/96 27 29 9 127.4 8.0 117.6 92 90 299 8/22/96 37 51 10 118.5 10.1 109.5 92 90 300 8/22/96 39 Access 9 127.4 8,3 119.8 94 90 301 8/22/96 41 52 9 127.4 9.6 119.4 94 90 302 8/23/96 43 51 5 123.2 8.6 115.8 94 90 303 8/23/96 45 Access 10 118.5 14,2 109,8 93 90 304 8/23/96 47 52 5 123,2 8.2 112.3 91 90 305 8/23/96 49 51 5 123.2 8.8 114,0 93 90 306 8/23/96 28 31 5 123,2 12,2 114,7 93 90 307 8/23/96 29 30 9 127.4 11.4 117.5 92 90 308 8/23/96 33 30 9 127.4 8.9 116.1 91 90 309 8/23/96 66 63 5 123.2 8,7 114.4 93 90 310 8/26/96 20 41 9 127.4 9.7 118,5 93 90 311 8/26/96 24 40 9 127.4 9,0 118.4 93 90 312 8/26/96 37 31 5 123.2 9.3 115.3 94 90 313 8/26/96 39 30 5 123,2 9.5 116,6 95 90 314 8/26/96 30 37 9 127.4 8.3 115.6 91 90 315 8/26/96 36 36 5 123.2 10.4 113,2 92 90 316 8/26/96 43 30 9 127.4 9,1 118.0 93 90 317 8/26/96 32 37 5 123.2 11.2 113.2 92 90 318 8/27/96 52 63 5 123.2 11.1 113.5 92 90 319 8/27/96 54 63 5 123.2 9.3 114.8 93 90 320 8/27/96 56 63 7 111.5 12.6 103.9 93 90 321 8/27/96 58 63 7 111.5 15.1 107.0 96 90 322 8/27/96 60 63 5 123.2 13.0 112.0 91 90 323 8/27/96 22 48 5 123.2 7.7 111.0 90 90 324 8/27/96 47 31 9 127.4 8.0 117,3 92 90 325 8/27/96 33 36 5 123,2 8.5 113.9 92 90 326 8/28/96 32 51 5 123.2 8.4 108.6 , 88 90 327 327 8/28/96 32 51 5 123.2 8.1 110,9 90 90 327 328 8/28/96 19 48 3 117.9 10.7 108.7 92 90 329 8/28/96 54 30 5 123.2 9.3 114,5 93 90 330 8/28/96 48 22 5 123.2 9.9 112.7 91 90 331 8/28/96 67 63 5 123.2 9.7 116,0 94 90 332 8/28/96 66 63 5 123,2 8,4 115,2 94 90 333 8/28/96 33 22 5 123.2 10,4 113.3 92 90 334 8/28/96 34 24 5 123.2 11,8 112,8 92 90 335 8/28/96 36 23 5 123.2 10.7 114,8 93 90 336 B/28/96 47 52 9 127.4 8,5 119,3 94 90 Geotechnics DENSITY TEST RESULTS Project No. 0002-008-03 ^Incorporated Broccato al Batiquitos Shores Document No. 6-0461 ^Incorporated Brookfield Davidson Homes FIGURE c-8 Test Test Elevation Location/ Soil Max, Dry Moisture Dry Relative Required Retest No. Date [ft] Station Type Density [pcf] Content [%] Density [pcf] Compaction [%] Compaction [%] Number 337 8/29/96 32 53 9 127.4 8,1 120,4 95 90 338 8/29/96 34 52 9 127.4 9.5 121,3 95 90 339 8/29/96 35 61 3 117.9 13.0 108.1 92 90 340 8/29/96 23 59 5 123.2 8.3 111,6 91 90 341 8/29/96 26 59 5 123.2 8,5 111.1 90 90 342 8/29/96 28 16 3 117,9 13.4 109.6 93 90 343 8/29/96 32 58 5 123.2 11.9 115.1 93 90 344 8/29/96 34 57 5 123.2 9,3 111.3 90 90 345 8/30/96 32 59 10 118.5 13.0 111.9 94 90 346 8/30/96 34 59 10 118.5 11.3 112,6 95 90 347 8/30/96 38 57 10 118.5 12.1 111.2 94 90 348 8/30/96 36 Gabbiano 5 123.2 10.5 113,5 92 90 349 8/30/96 45 58 10 118.5 11.4 106.0 89 90 350 350 8/30/96 45 58 10 118,5 12.1 108,5 92 90 350 351 8/30/96 38 Gabbiano 5 123.2 9.0 113.7 92 90 352 8/30/96 37 Gabbiano 5 123,2 9.7 111.9 91 90 353 9/3/96 30 17 5 123.2 9.7 114.3 93 90 354 9/3/96 32 16 5 123.2 9.0 117.2 95 90 355 9/3/96 42 Gabbiano 9 127.4 10,3 120,6 95 90 356 9/3/96 41 15 9 127.4 9,7 119,8 94 90 357 9/3/96 38 16 5 123.2 11.9 114.6 93 90 358 9/3/96 40 15 5 123.2 12.0 113.4 92 90 359 9/3/96 73 10 7 111,5 15,1 107,0 96 90 360 9/3/96 42 15 5 123.2 12.3 117.3 95 90 361 9/4/96 45 Gabbiano 11 125.0 14.1 116.7 93 90 362 9/4/96 44 Gabbiano 11 125.0 9.2 116.5 93 90 363 9/4/96 42 16 11 125.0 10,8 115,2 92 90 364 9/4/96 46 15 10 118,5 11.6 112,7 95 90 365 9/4/96 48 2 10 118,5 11.8 113.0 95 90 366 9/4/96 47 2 10 118.5 10.7 108.1 91 90 367 9/4/96 50 15 11 125,0 9.0 113.5 91 90 368 9/4/96 51 15 11 125,0 9.6 113,4 91 90 369 9/4/96 53 15 10 118.5 12.4 109.8 93 90 370 9/4/96 55 15 10 118.5 11.1 108,5 92 90 371 9/5/96 53 Grivetta 5 123.2 10.5 111.7 91 90 372 9/5/96 56 15 5 123.2 10,7 114.9 93 90 373 9/5/96 38 23 7 111.5 13.3 104.1 93 90 374 9/5/96 39 24 7 111.5 14.1 103.8 93 90 375 9/5/96 62 14 12 115.5 13.0 106.0 92 90 376 9/5/96 65 13 7 111.5 14.3 104.6 94 90 377 9/5/96 68 12 12 115.5 13.9 108,1 94 90 378 9/5/96 70 12 12 115.5 14.8 106.3 92 90 379 9/5/96 58 15 12 115.5 13,7 108,9 94 90 380 9/5/96 72 11 12 115,5 12.9 108,1 94 90 381 9/6/96 64 14 12 115,5 12,9 109.9 95 90 382 9/6/96 73 11 12 115.5 14.9 109,8 95 90 383 9/6/96 73 10 12 115.5 14.2 109.9 95 90 384 9/6/96 67 13 12 115,5 14,1 108.2 94 90 I I I I I I I I I I I I I I I I I I I ^J^^^ e o t e c hn i c s •MiM^^'c o r p o r a t e d DENSiTY TEST RESULTS Broccato at Batiquitos Shores Brookfield Davidson Homes Project No. 0002-008-03 Document No. 6-0461 FIGURE C-9 DENSiTY TEST RESULTS Broccato at Batiquitos Shores Brookfield Davidson Homes Project No. 0002-008-03 Document No. 6-0461 FIGURE C-9 Test No, Test Date Elevation [ft] Location/ Station Soil Type Max. Dry Density [pcf] Moisture Content [%] Dry Density [pcf] Relative Compaction [%] Required Compaction [%] Retest Number 385 9/6/96 71 12 12 115,5 12.1 107.7 93 90 386 9/6/96 71 64 1 123.4 9.8 112.8 91 90 387 9/6/96 73 64 1 123.4 10,0 111,6 90 90 388 9/6/96 74 64 5 123.2 9.0 111.1 90 90 389 9/7/96 74 11 12 115,5 14.1 107.7 93 90 390 9/7/96 75 10 12 115.5 14.7 105.3 91 90 391 9/7/96 73 9 12 115,5 15.0 108.6 94 90 392 9/9/96 71 7 11 125.0 11.2 115.0 92 90 393 9/9/96 75 8 11 125.0 8,9 115,2 92 90 394 9/9/96 69 63 3 117.9 11.5 113.5 96 90 395 9/9/96 75 64 12 115.5 15.8 108.6 94 90 396 9/10/96 58 21 11 125,0 11.0 113.3 91 90 397 9/10/96 27 37 11 125.0 9,9 117.8 94 90 398 9/10/96 26 36 11 125.0 9.5 118.4 95 90 399 9/11/96 91 65 6 125.1 9,7 116.2 93 90 400 9/11/96 93 65 11 125.0 10,1 111.1 89 90 401 9/11/96 93 65 11 125.0 11.3 115,3 92 90 402 9/11/96 95 65 11 125.0 11,0 115.2 92 90 403 9/11/96 97 66 11 125.0 10.3 113.1 90 90 404 9/11/96 99 66 11 125,0 10.6 113.9 91 90 405 9/11/96 100 66 10 118.5 12.0 110,1 93 90 406 9/11/96 60 63 5 123,2 10,5 114,2 93 90 407 9/12/96 101 65 11 125.0 8,3 116,3 93 90 408 9/12/96 102 65 11 125,0 11.6 116,4 93 90 409 9/12/96 104 65 11 125.0 8.9 117.7 94 90 410 9/12/96 65 63 5 123.2 12,0 112,3 91 90 411 9/12/96 106 65 11 125.0 8.8 118.4 95 90 412 9/12/96 107 66 12 115.5 15.4 107.8 93 90 413 9/12/96 108 66 12 115.5 13.8 105.8 92 90 414 9/12/96 109 67 3 117.9 11.3 110,9 94 90 415 9/13/96 20 39 5 123.2 B.5 114.8 93 90 416 9/13/96 19 34 5 123.2 9.9 115,1 93 90 417 9/13/96 109 65 5 1232 10.9 113.3 92 90 418 9/13/96 14 41 1 123.4 9.6 111.1 90 90 419 9/13/96 30 31 5 123,2 12.1 114.7 93 90 420 9/13/96 110 66 12 115.5 16,6 108.7 94 90 421 9/13/96 111 67 12 115.5 16.0 108,2 94 90 422 9/16/96 27 37 11 125.0 10,4 117.8 94 90 423 9/16/96 24 38 11 125.0 12.9 120.0 96 90 424 9/16/96 37 61 11 125.0 9.8 115.2 92 90 425 9/16/96 114 68 11 125.0 8.7 114.7 92 90 426 9/16/96 116 68 7 111,5 15.4 104.4 94 90 427 9/16/96 28 37 11 125.0 11.3 115.4 92 90 428 9/16/96 25 38 11 125,0 12.5 112.4 90 90 429 9/17/96 27 Gabbiano 5 123.2 10,2 112,4 91 90 430 9/17/96 29 Gabbiano 5 123,2 9,6 113,5 92 90 431 9/17/96 23 39 5 123.2 10.2 113.5 92 90 432 9/17/96 16 41 5 123.2 9.6 114.2 93 90 401 ^j^^^G e o t e c h n i c s H^^^^^^I n c o r p o r a t e d DENSITY TEST RESULTS Broccato al Baliquitos Shores Brookfield Davidson Homes Project No. 0002-008-03 Documenl No. 6-0461 FIGURE C-10 DENSITY TEST RESULTS Broccato al Baliquitos Shores Brookfield Davidson Homes Project No. 0002-008-03 Documenl No. 6-0461 FIGURE C-10 Test No. Test Date Elevation [ft] Location/ Station Soil Type Max. Dry Density [pcf] Moisture Content [%] Dry Density [pcf] Relative Compaction [%] Required Compaction [%] Retest Number 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 456 457 45B 459 460 461 462 463 464 465 466 467 468 469 470 471 472 473 474 475 476 477 478 479 480 9/17/96 9/18/96 9/18/96 9/18/96 9/18/96 9/18/96 9/18/96 9/18/96 9/19/96 9/19/96 9/19/96 9/19/96 9/19/96 9/19/96 9/19/96 9/19/96 9/20/96 9/20/96 9/20/96 9/20/96 9/20/96 9/20/96 9/20/96 9/20/96 9/21/96 9/21/96 9/21/96 9/21/96 9/21/96 9/23/96 9/23/96 9/23/96 9/23/96 9/23/96 9/23/96 9/23/96 9/23/96 9/23/96 9/23/96 9/24/96 9/24/96 9/24/96 9/24/96 9/24/96 9/24/96 9/25/96 9/25/96 9/25/96 21 37 39 35 39 77 41 19 67 72 68 45 64 46 29 32 44 30 21 62 49 43 46 47 33 31 37 36 40 42 34 30 28 25 26 44 28 46 49 48 44 52 43 50 50 22 33 39 40 Gabbiano Gabbiano 60 Gabbiano 8 61 41 6 7 6 Batiquitos 5 Batiquitos 32 30 Gabbiano 29 34 4 Batiquitos Gabbiano Gabbiano Gabbiano 31 32 51 52 19 24 53 54 36 35 33 23 33 23 Grivetta 22 20 Batiquitos 24 22 Batiquitos 34 59 60 11 9 9 12 12 11 11 1 11 11 12 3 12 12 9 9 12 11 11 12 12 3 7 12 11 11 11 11 11 11 11 9 9 9 11 11 11 11 3 11 11 13 9 11 13 11 11 5 125.0 127.4 127.4 115.5 115.5 125.0 125.0 123,4 125.0 125,0 115,5 117.9 115.5 115.5 127.4 127.4 115,5 125.0 125,0 115.5 115,5 117.9 111.5 115.5 125.0 125.0 125,0 125.0 125,0 125.0 125.0 127.4 127.4 127.4 125,0 125.0 125.0 125.0 117.9 125.0 125,0 118.0 127,4 125.0 118,0 125.0 125,0 123.2 10.1 9.2 10.7 13,2 14.1 9,5 12,0 7,0 10,8 11.6 17.3 11,3 14.1 14.4 11.3 10.2 13.9 13.1 11.1 14.7 14.1 11.7 15.0 13.2 8,0 8.5 8.5 7.5 11.0 12.9 8.8 8,5 8.9 9.3 10.1 9.2 10,6 10.1 11.2 10.2 9.3 10.6 8.1 11.1 11,5 8,1 9,1 9.0 117,8 121.1 121.0 105.6 106,7 115,1 116.7 112.6 113.4 117.2 107,8 108.7 110,3 106,7 122,0 124.1 106,2 119.4 119,4 111.9 109,4 111,0 103,9 105.0 115,6 116.9 116.6 114.7 117.7 114.5 113.5 122.1 120,4 125.3 115,3 117.5 116.4 115.3 109,2 115.5 114.4 111,9 123.4 116.8 110.3 114.6 117.4 114,3 94 95 95 91 92 92 93 91 91 94 93 92 95 92 96 97 92 96 96 97 95 94 93 91 92 94 93 .92 94 92 91 96 95 98 92 94 93 92 93 92 92 95 97 93 93 92 94 93 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 I I I I I I I I I I I I I I I I I I I ^^^^G e o t e c h n i c s •••^•^^I n c o r p o r a t e d DENSITY TEST RESULTS Broccato al Batiquitos Shores Brookfield Davidson Homes ProjectNo. 0002-008-03 Document No. 6-0461 FIGURE C-11 DENSITY TEST RESULTS Broccato al Batiquitos Shores Brookfield Davidson Homes ProjectNo. 0002-008-03 Document No. 6-0461 FIGURE C-11 Test No. Test Date Elevation (ftl Location/ Station Soil Type Max. Dry Density [pcf] Moisture Content [%] Dry Density [pcf] Relative Compaction (%J Required Compaction [%] Retest Number 481 9/25/96 41 60 5 123.2 8.5 114.1 93 90 482 9/25/96 37 25 9 127.4 9.0 115.1 90 90 483 9/25/96 33 26 11 125.0 8.4 119,6 96 90 484 9/25/96 44, 60. 11 125.0 10.8 114.5 92 90 485 9/26/96 34 30 11 125,0 8.8 115.0 92 90 486 9/26/96 44 Gabbiano 11 125.0 10.1 121.7 97 90 487 9/26/96 48 Gabbiano 11 125.0 9.7 119,9 96 90 488 9/26/96 49 21 9 127.4 8,2 120.2 94 90 489 9/26/96 30 28 12 115,5 13.1 112.1 97 90 490 9/26/96 20 Cigno 5 123.2 8,5 111,9 91 90 491 9/26/96 29 48 9 127.4 8.1 121.5 95 90 492 9/26/96 53 Batiquitos 12 115.5 14.7 108.8 94 90 493 9/26/96 27 21 11 125.0 8.7 119.0 95 90 494 9/27/96 53 Gabbiano 13 118.0 14.8 108,6 92 90 495 9/27/96 55 Gabbiano 13 118,0 13.9 109.4 93 90 496 9/27/96 27 47 11 125.0 9.3 115.0 92 90 497 9/27/96 56 Gabbiano 13 118.0 11.9 109.4 93 90 498 9/27/96 57 Gabbiano 13 118.0 12.6 110.1 93 90 499 9/27/96 59 Batiquitos 13 118,0 12.5 109,1 92 90 500 9/27/96 60 1 11 125,0 10.8 116.6 93 90 501 9/27/96 62 1 13 118.0 13.0 109.5 93 90 502 9/28/96 46 20 11 125.0 8,7 111.9 90 90 503 9/28/96 42 19 11 125,0 9.4 120.1 96 90 504 9/28/96 36 18 9 127.4 9.6 122.6 96 90 505 9/28/96 33 17 9 127.4 9,8 122.4 96 90 506 9/28/96 44 16 12 115.5 14.9 112.4 97 90 507 9/28/96 63 1 11 125.0 10.3 113,1 90 90 508 9/30/96 59 Batiquitos 11 125.0 8.8 118.4 95 90 509 9/30/96 61 Gabbiano 11 125.0 9.7 115.0 92 90 510 9/30/96 27 55 11 125.0 9.2 113.5 91 90 511 9/30/96 28 56 6 125.1 8,2 124.6 100 90 512 9/30/96 29 57 6 125.1 9.6 121.4 97 90 513 9/30/96 30 58 6 125.1 8,5 123.6 99 90 514 9/30/96 65 1 11 125.0 9.0 115.5 92 90 515 9/30/96 53 61 11 125.0 9,3 116.7 93 90 516 10/1/96 61 61 11 125.0 10.0 115.2 92 90 517 10/1/96 28 Piov. 11 125.0 8.1 115,3 92 90 518 10/1/96 66 1 11 125,0 8.4 114.6 92 90 519 10/1/96 36 59 11 125.0 7.9 119.8 96 90 520 10/1/96 45 60 11 125.0 9,6 115,6 92 90 521 10/2/96 54 2 11 125.0 11.2 114.7 92 90 522 10/2/96 58 3 11 125.0 8,6 120.2 96 90 523 10/2/96 32 29 11 125.0 8,8 108.6 87 90 524 10/2/96 32 29 11 125.0 8.5 115,4 92 90 525 10/2/96 76 9 11 125,0 8,2 119,8 96 90 526 10/2/96 63 63 3 117.9 11,4 107,8 91 90 527 10/2/96 63 Batiquitos 11 125,0 8,5 112.5 90 90 528 10/2/96 50 Batiquitos 7 111.5 15.2 102,5 92 90 524 ^^^^^G e o t e c h n i c s •M^^^^^ Incorporated DENSiTY TEST RESULTS Broccato at Batiquitos Shores Brookfield Davidson Homes Projeci No. 0002-008-03 Documenl No. 6-0461 FIGURE C-12 DENSiTY TEST RESULTS Broccato at Batiquitos Shores Brookfield Davidson Homes Projeci No. 0002-008-03 Documenl No. 6-0461 FIGURE C-12 Test No. Test Date Elevation (ftl Location/ Station Soil Type Max. Dry Density [pcf] Moisture Content (%] Dry Density [pcf] Relative Compaction t%] Required Compaction [%] Retest Number 529 10/3/96 50 Batiquitos 13 118.0 9.6 106.1 90 530 10/3/96 21 44 5 123,2 10,3 116.7 95 531 10/3/96 117 68 13 118.0 12.9 113,9 97 532 10/3/96 114 67 13 118.0 8,2 107.7 91 533 10/4/96 112 66 13 118,0 13.0 112.3 95 534 10/4/96 108 65 13 118,0 10.2 108.1 92 535 10/4/96 56 2 11 125,0 8,2 113.6 91 536 10/4/96 57 Batiquitos 11 125.0 9.1 115.8 93 537 10/4/96 110 65 13 118,0 10.7 117.3 99 538 10/7/96 57 Batiquitos 11 125,0 9.5 120,4 96 539 10/7/96 68 Batiquitos 11 125.0 9,0 119.8 96 540 10/7/96 59 Batiquitos 11 125.0 8.5 121.4 97 541 10/8/96 118 69 9 127.4 9.0 124.0 97 542 10/8/96 118 70 9 127.4 8.5 125,6 99 543 10/8/96 117 71 13 11B.0 9.9 110.2 93 544 10/10/96 22 46 6 125.1 8.0 120.6 96 545 10/10/96 22 45 6 125.1 7.1 120.0 96 546 10/10/96 107 Batiquitos 7 111,5 13.3 104,8 94 547 10/10/96 87 Batiquitos 13 118.0 13.4 112.5 95 548 10/10/96 51 Batiquitos 13 118.0 11.5 107.6 91 549 10/11/96 118 71 13 118,0 12.7 109,1 92 550 10/15/96 136 72 13 118.0 10.5 106.6 90 551 10/15/96 140 72 7 111,5 15,9 104.1 93 552 10/21/96 76 64 11 125.0 10.8 117.8 94 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90