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HomeMy WebLinkAboutCT 14-09; UPTOWN BRESSI RANCH; FINAL SOILS REPORT; 2019-01-15FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING, IMPROVEMENT, AND FOUNDATION CONSTRUCTION THE SQUARE AT BRESSI RANCH RETAIL UPTOWN BRESSI RANCH CARLSBAD, CALIFORNIA PREPARED FOR SHEA HOMES SAN DIEGO, CALIFORNIA JANUARY 15, 2019 PROJECT NO. G2108-32-02 Project No. G2108-32-02 January 15, 2019 Shea Homes 9990 Mesa Rim Road San Diego, California 92121 Attention: Mr. Greg Ponce Subject: FINAL REPORT OF TESTING AND OBSERVATION SERVICES DURING SITE GRADING, IMPROVEMENT, AND FOUNDATION CONSTRUCTION THE SQUARE AT BRESSI RANCH RETAIL UPTOWN BRESSI RANCH CARLSBAD, CALIFORNIA Dear Mr. Ponce: In accordance with your request and our Proposal No. LG-17399, dated October 20, 2017, we have provided testing and observation services during grading and improvement construction at the subject site. We have also observed foundation excavations for the buildings and retaining walls. Our services during site grading for the retail portion of the property were performed between October 23, 2017 and August 24, 2018. The scope of our services during grading included the following: • Observing the grading operation, including undercutting of formational materials and placement of compacted fill. • Performing in-place density tests in fill soils placed and compacted at the site. • Performing laboratory tests to aid in evaluating compaction characteristics, expansion potential and water soluble sulfate content of the on-site and imported soils placed during the grading operation. • Preparing an "As-Graded" Geologic Map. • Evaluating the wall backcut and preparing an exhibit showing the geologic conditions along the northern and eastern perimeter of the property. • Preparing this final report. GENERAL The grading contractor for the project was Pinnick Inc. The project grading plans were prepared by Rick Engineering Company titled Grading Plans for: Uptown Bressi, CT 14-09, Carlsbad, California, GEOCON INCORPORATED GEOTECHNICAL ■ ENVIRONMENTAL ■ 6960 Flanders Drive ■ San Diego, California 92121-297 4 ■ Telephone 858.558.6900 ■ Fax 858.558.6159 Project No. G2108-32-02 - 2 - January 15, 2019 Sheets 1 through 26 of 26, print dated July 17, 2017. Recommendations for grading were provided in our reports titled Update Report and Change of Geotechnical Engineer of Record, Bressi Ranch, Lots 29 Through 32, Carlsbad, California, dated April 24, 2017 and Updated Recommendations, Uptown Bressi Ranch, Carlsbad, California, dated October 25, 2017. Several interim grading reports were prepared to facilitate building construction during on-going grading operations across the property as summarized below: 1. Interim Report of Testing and Observation Services During Site Grading, Uptown Bressi Ranch, Building Pads A, B, and C, Carlsbad, California, dated January 3, 2018. 2. Interim Report of Testing and Observation Services During Site Grading, Uptown Bressi Ranch, Building Pads D, E, F and H, Carlsbad, California, dated January 29, 2018. 3. Interim Report of Testing and Observation Services During Site Grading, Uptown Bressi Ranch, Building Pad G, Carlsbad, California, dated May 22, 2018. The exhibit used as a base map to present the as-graded geologic information and density test locations (Figure 1) is a reproducible copy of a compilation of digital information provided by Rick Engineering. The map depicts the structure footprints and existing and proposed improvements. We added the approximate locations of the field density tests and geologic contacts. References to elevations and locations herein are based on as-graded survey information obtained from grade checkers’ stakes in the field. Geocon Incorporated does not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainage. Grading and improvement construction for the adjacent residential portion of the property was performed concurrently with the retail portion. The grading plans also combined both the residential and retail portions of the site. As such, the As-Graded Geologic Map shows both areas. Table I-A summarizes the in-place density test results performed for the grading of both areas. Geotechnical services for the grading and improvement construction for the residential portion of the site are ongoing and will be summarized in a future report. GRADING Grading consisted of removing surficial soils and weathered Santiago Formation to expose competent formational materials. The removals extended at least 3 feet below finish grade prior to placing additional fill. The lateral limits of the overexcavation generally extended at least 5 feet outside the building footprints. Project No. G2108-32-02 - 3 - January 15, 2019 Building Pads A and B were overexcavated at least 5 feet below finish grade. The lateral limits of the overexcavation extended at least 5 feet outside the building footprints. Imported soils exhibiting a very low expansion potential were then placed on Pad B to satisfy the geotechnical requirements provided by Moore Twining Associates, Inc., for the proposed CVS Pharmacy. Due to the proximity of the adjacent building on Pad A, the overexcavation and placement of imported fill soils was extended to Pad A to achieve uniform soil conditions. For Pad B, the overexcavation and replacement with imported fill was extended beyond the concrete walkway areas. Prior to placing fill, the ground surface was scarified, moisture conditioned, and compacted. Grading consisted of maximum cuts and fills of approximately 5 feet and 10 feet, respectively. During excavation of the retaining wall backcut along the northern and eastern property line, several bedding plane shears (BPS) consisting of weak, remolded to highly remolded clay layers were exposed in the Santiago Formation. The BPS was either discontinuous, extended below grade, or was truncated by a fault zone observed in the backcut on the residential portion of the project. A drained shear key was constructed along the base of Wall Nos. 1 and 2. The limits of the key are shown on the As-Graded Geologic Map (Figure 1) and Wall No. 2 Backcut exhibit (Figure 2). The shear key was extended below the footing for Wall No. 2 to intercept a BPS and a subdrain was placed at the base of the excavation. The drains connected to the storm drain system at two locations. The grading was performed in conjunction with testing and observation services provided by Geocon Incorporated. Fill soils derived from on-site and imported excavations were placed and compacted in layers until the design elevations were attained. Fill Materials and Placement Procedures The on-site fill materials generally consisted of silty/clayey sands and sandy/silty clays. Imported fill materials generally consisted of silty sands. The fills were placed in lifts no thicker than would allow for adequate bonding and compaction. The soil was moisture conditioned as necessary and mixed during placement. Field In-Place Density and Laboratory Testing During the grading operation, compaction procedures were observed and in-place density tests were performed to evaluate the relative compaction of the fill material. The in-place density tests were performed in general conformance with ASTM Test Method D 6938 (nuclear). Results of the field density tests and moisture content tests performed during grading have been summarized on Tables I-A through I-C. In general, the in-place density test results indicate that the fill, at the locations tested, has a relative compaction of at least 90 percent. Project No. G2108-32-02 - 4 - January 15, 2019 Laboratory tests were performed on samples of materials used for fill to evaluate moisture-density relationships, optimum moisture content and maximum dry density (ASTM D 1557) and shear strength (ASTM D 3080). Additionally, laboratory tests were performed on samples to determine the expansion potential (ASTM D 4829) and the water-soluble sulfate content (California Test Method No. 417). The results of the laboratory tests are summarized on Tables II through VI. Finish Grade Soil Conditions Observations and laboratory test results indicate that the prevailing soils within 3 feet of finish grade of the building pads have Expansion Index (EI’s) ranging between 0 and 91 and are considered to be “expansive” (expansion index [EI] less than 130) as defined by 2016 California Building Code (CBC) Section 1803.5.3 (see Table 1). Table III presents a summary of the expansion classification for the prevailing finish grade soils on each building pad. TABLE 1 EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX Expansion Index (EI) Expansion Classification 2016 CBC Expansion Classification 0 – 20 Very Low Non-Expansive 21 – 50 Low Expansive 51 – 90 Medium 91 – 130 High Greater Than 130 Very High We performed laboratory tests on samples of the site materials to evaluate the percentage of water- soluble sulfate. Results from the laboratory water-soluble sulfate content testing are presented in Table IV and indicate that the on-site materials at the locations tested possess a “Not Applicable” and “S0” to “Severe” and “S2” sulfate exposure to concrete structures as defined by 2016 CBC Section 1904 and ACI 318-14 Chapter 19. The CBC provides no specific recommendations for concrete subjected to “not applicable” sulfate exposure. It should be noted that the presence of water- soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e. addition of fertilizers and other soil nutrients) may affect the concentration. Geocon Incorporated does not practice in the field of corrosion engineering. Therefore, it is recommended that further evaluation by a corrosion engineer be performed if improvements are planned that are susceptible to corrosion. Project No. G2108-32-02 - 5 - January 15, 2019 SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be generally similar to those described in the referenced geotechnical report. A fault zone and several bedding plane shears were observed in the retaining wall backcut along the north and east project boundaries. Although Holocene soil did not overlie the fault zone to enable age dating, it is presumed the displacements occurred in a pre-Holocene time period. The geologic conditions observed during grading are presented on the As-Graded Geologic Map. No geologic conditions were observed during grading that would preclude the continued development of the property as planned. IMPROVEMENTS In accordance with your request, we have also provided testing and observation services during construction of underground utility and surface improvements within the retail portion of the project (eastern half). We are currently providing observation and testing for underground and surface improvements on the residential portion of the subject site (western half). Our services were provided on an “on-call” basis between December 18, 2017 and December 29, 2018. The scope of our services consisted of performing in-place density tests during backfilling of storm drain, sewer, plumbing, electric and water, and during the grading and compaction of subgrade soils for curb and gutter, sidewalks and roadways (on-site and off-site), and aggregate base course placement. In addition, the compaction of asphalt concrete placed in the parking lot and on-site and off-site roadway areas was observed and tested. The off-site roadways include Colt Place, Gateway Road and El Fuerte Street. In-place density tests were performed using a nuclear gauge in accordance with ASTM Test Procedure D 6938. Laboratory compaction tests were performed on soil samples in accordance with ASTM Test Procedure D 1557. The results of the field tests are summarized on Tables I-B and I-C and the results of the laboratory maximum dry density/optimum moisture content tests are summarized in Table II. Laboratory testing was also performed on asphalt concrete to determine the gradation, stability, and maximum density. Laboratory tests on asphalt concrete samples were performed in accordance with ASTM D 2726-13 Hveem Density; D 2041-03a Theoretical Maximum Density; D 1560-05 Stability; D 6307-10 Asphalt Content; and C 136-06 Sieve Analysis. The results of the asphalt concrete laboratory tests are summarized in Tables VII through IX. Results of the in-place density tests indicate that the sidewalk subgrade and trench backfill materials possess a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above the optimum moisture contents at the locations tested. Similarly, in-place density test results for parking lot and roadway subgrade and aggregate base materials indicates a dry density of at least 95 percent of the laboratory maximum dry density at the locations tested. In-place density test results for the asphalt concrete indicates a density of at least 95 percent of the laboratory Hveem density. Project No. G2108-32-02 - 6 - January 15, 2019 Based on our test results, the asphalt concrete materials placed met the required Greenbook specifications. FOUNDATION OBSERVATIONS A representative of Geocon Incorporated observed the foundation excavations for the buildings and retaining walls. Our observations indicated that the soils encountered in the excavations were similar to those anticipated in the above-referenced report. In addition, the excavations were observed to extend to the appropriate bearing strata and to the minimum depths recommended in the geotechnical report or approved foundation plans. Specific issues relating to foundation observations, made during each site visit, were indicated on a copy of our Foundation Observation Report provided to the site superintendent. It is the opinion of Geocon Incorporated that from a geotechnical engineering standpoint the foundations have been excavated in substantial conformance with the geotechnical recommendations presented in the referenced report. CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1.1 Based on observations and test results, it is the opinion of Geocon Incorporated that the grading and improvement construction has been performed in substantial conformance with the recommendations of the referenced project soil report. Soil and geologic conditions encountered during grading which differ from those anticipated by the project soil report are not uncommon. Where such conditions required a significant modification to the recommendations of the project soil report, they have been described herein. 1.2 A drained stability fill was constructed along the northern and eastern property boundary, as shown on Figures 1 and 2. Several bedding plane shears (BPS) were observed and mapped in the Santiago Formation during wall backcut operations. The results of the slope stability analyses performed along several representative geologic cross-sections indicated that a factor of safety of at least 1.5 or greater against deep-seated slope instability is present with the current stability fill dimensions. 1.3 Although building construction is complete, we are providing the foundation design parameters presented in our referenced reports for ease of future use. Project No. G2108-32-02 - 7 - January 15, 2019 2.0 Future Grading and Improvements 2.1 Additional grading or planned improvements performed at the site should be accomplished in conjunction with our geotechnical services. Plans for any future improvements should be reviewed by Geocon Incorporated prior to finalizing. Any additional trench backfill in excess of 1-foot-thick should be compacted to at least 90 percent relative compaction. This office should be notified at least 48 hours prior to commencing additional grading or backfill operations. 3.0 Seismic Design Criteria 3.1 We used the computer program U.S. Seismic Design Maps, provided by the USGS. Table 3 summarizes site-specific design criteria obtained from the 2016 California Building Code (CBC; Based on the 2015 International Building Code [IBC] and ASCE 7-10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of 0.2 seconds. The values presented in Table 3 are for the risk-targeted maximum considered earthquake (MCER). Based on soil conditions and planned grading, the buildings should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2016 CBC and Table 20.3-1 of ASCE 7-10. TABLE 3 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2016 CBC Reference Site Class D Section 1613.3.2 MCER Ground Motion Spectral Response Acceleration – Class B (short), SS 1.039g Figure 1613.3.1(1) MCER Ground Motion Spectral Response Acceleration – Class B (1 sec), S1 0.403g Figure 1613.3.1(2) Site Coefficient, FA 1.084 Table 1613.3.3(1) Site Coefficient, FV 1.597 Table 1613.3.3(2) Site Class Modified MCER Spectral Response Acceleration (short), SMS 1.127g Section 1613.3.3 (Eqn 16-37) Site Class Modified MCER Spectral Response Acceleration (1 sec), SM1 0.644g Section 1613.3.3 (Eqn 16-38) 5% Damped Design Spectral Response Acceleration (short), SDS 0.751g Section 1613.3.4 (Eqn 16-39) 5% Damped Design Spectral Response Acceleration (1 sec), SD1 0.429g Section 1613.3.4 (Eqn 16-40) 3.2 Conformance to the criteria for seismic design does not constitute any guarantee or assurance that significant structural damage or ground failure will not occur in the event of a Project No. G2108-32-02 - 8 - January 15, 2019 maximum level earthquake. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 4.0 Foundation and Concrete Slabs-On-Grade Recommendations 4.1 The foundation recommendations that follow are for one- to three-story residential/ commercial structures and are separated into categories dependent on the thickness and geometry of the underlying fill soils as well as the expansion index of the prevailing subgrade soils of a particular building pad. The recommended minimum foundation and interior concrete slab design criteria for each Category is presented on Table 4.1. Table V presents the as-graded building pad conditions and recommended foundation categories. TABLE 4.1 FOUNDATION CATEGORY CRITERIA Foundation Category Maximum Fill Thickness, T (Feet) Differential Fill Thickness, D (Feet) Expansion Index (EI) I T<20 -- EI<50 II 20<T<50 10<D<20 50<EI<90 III T>50 D>20 90<EI<130 4.2 Table 4.2 presents minimum foundation and interior concrete slab design criteria for conventional foundation systems. TABLE 4.2 CONVENTIONAL FOUNDATION RECOMMENDATIONS BY CATEGORY Foundation Category Minimum Footing Embedment Depth (inches) Continuous Footing Reinforcement Interior Slab Reinforcement I 12 Two No. 4 bars, one top and one bottom 6 x 6 - 10/10 welded wire mesh at slab mid-point II 18 Four No. 4 bars, two top and two bottom No. 3 bars at 24 inches on center, both directions III 24 Four No. 5 bars, two top and two bottom No. 3 bars at 18 inches on center, both directions 4.3 The embedment depths presented in Table 4.2 should be measured from the lowest adjacent pad grade for both interior and exterior footings. The conventional foundations should have Project No. G2108-32-02 - 9 - January 15, 2019 a minimum width of 12 inches and 24 inches for continuous and isolated footings, respectively. 4.4 The concrete slab-on-grade should be a minimum of 4 inches thick for Foundation Categories I and II and 5 inches thick for Foundation Category III. Slabs that may receive moisture-sensitive floor coverings or may be used to store moisture-sensitive materials should be underlain by a vapor retarder. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute’s (ACI) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (ACI 302.2R). In addition, the membrane should be installed in accordance with manufacturer’s recommendations and ASTM requirements and installed in a manner that prevents puncture. The vapor retarder used should be specified by the project architect or developer based on the type of floor covering that will be installed and if the structure will possess a humidity-controlled environment. 4.5 The bedding sand thickness should be determined by the project foundation engineer, architect, and/or developer. The foundation engineer should provide appropriate concrete mix design criteria and curing measures to assure proper curing of the slab by reducing the potential for rapid moisture loss and subsequent cracking and/or slab curl. We recommend that the foundation engineer present the concrete mix design and proper curing methods on the foundation plans. It is critical that the foundation contractor understands and follows the recommendations presented on the foundation plans. 4.6 As an alternative to the conventional foundation recommendations, consideration should be given to the use of post-tensioned concrete slab and foundation systems for the support of the proposed structures. The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post- Tensioning Institute (PTI) DC 10.5-12 Standard Requirements for Design and Analysis of Shallow Post-Tensioned Concrete Foundations on Expansive Soils or WRI/CRSI Design of Slab-on-Ground Foundations, as required by the 2016 California Building Code (CBC Section 1808.6.2). Although this procedure was developed for expansive soil conditions, it can also be used to reduce the potential for foundation distress due to differential fill settlement. The post-tensioned design should incorporate the geotechnical parameters presented in Table 4.3 for the particular Foundation Category designated. The parameters presented in Table 4.3 are based on the guidelines presented in the PTI DC 10.5 design manual. Project No. G2108-32-02 - 10 - January 15, 2019 TABLE 4.3 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensioning Institute (PTI), Third Edition Design Parameters Foundation Category I II III Thornthwaite Index -20 -20 -20 Equilibrium Suction 3.9 3.9 3.9 Edge Lift Moisture Variation Distance, eM (feet) 5.3 5.1 4.9 Edge Lift, yM (inches) 0.61 1.10 1.58 Center Lift Moisture Variation Distance, eM (feet) 9.0 9.0 9.0 Center Lift, yM (inches) 0.30 0.47 0.66 4.7 Foundation systems for the lots that possess a foundation Category I and a “very low” expansion potential (Expansion Index of 20 or less) can be designed using the method described in Section 1808 of the 2016 CBC. If post-tensioned foundations are planned, an alternative, commonly accepted design method (other than PTI Third Edition) can be used. However, the post-tensioned foundation system should be designed with a total and differential deflection of less than 1 inch. Geocon Incorporated should be contacted to review the plans and provide additional information, if necessary. 4.8 The foundations for the post-tensioned slabs should be embedded in accordance with the recommendations of the structural engineer. If a post-tensioned mat foundation system is planned, the slab should possess a thickened edge with a minimum width of 12 inches and extend below the clean sand or crushed rock layer. 4.9 If the structural engineer proposes a post-tensioned foundation design method other than PTI, Third Edition, then the following criteria should be included in the design: • The deflection criteria presented in Table 4.3 are still applicable. • Interior stiffener beams should be used for Foundation Categories II and III. • The width of the perimeter foundations should be at least 12 inches. • The perimeter footing embedment depths should be at least 12 inches, 18 inches and 24 inches for foundation categories I, II, and III, respectively. The embedment depths should be measured from the lowest adjacent pad grade. 4.10 Our experience indicates post-tensioned slabs are susceptible to excessive edge lift, regardless of the underlying soil conditions. Placing reinforcing steel at the bottom of the perimeter footings and the interior stiffener beams may mitigate this potential. Current PTI design procedures primarily address the potential center lift of slabs but, because of the Project No. G2108-32-02 - 11 - January 15, 2019 placement of the reinforcing tendons in the top of the slab, the resulting eccentricity after tensioning reduces the ability of the system to mitigate edge lift. The structural engineer should design the foundation system to reduce the potential of edge lift occurring for the proposed structures. 4.11 During the construction of the post-tension foundation system, the concrete should be placed monolithically. Under no circumstances should cold joints be allowed to form between the footings/grade beams and the slab 4.12 Category I, II, or III foundations may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. 4.13 Isolated footings, if present, should have the minimum embedment depth and width recommended for conventional foundations for a particular foundation category. The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended for Category III. Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams. 4.14 For Foundation Category III, consideration should be given to using interior stiffening beams and connecting isolated footings and/or increasing the slab thickness. In addition, consideration should be given to connecting patio slabs, which exceed 5 feet in width, to the building foundation to reduce the potential for future separation to occur. 4.15 Footings that must be placed within seven feet of the top of cut or fill slopes should be extended in depth such that the outer bottom edge of the footing is at least seven feet horizontally inside the face of the slope. 4.16 Special subgrade presaturation is not deemed necessary prior to placing concrete on Pads A and B; however, for Building Pads C through H, where moderately to highly expansive soils are present, it is imperative that the exposed foundation and slab subgrade soils be moisture conditioned regularly after grading and a moist condition is maintained until the concrete is placed. Additional testing/observation may be necessary to verify that the appropriate moisture content is being maintained. It is the responsibility of the client’s project field management team to coordinate such testing/observation with Geocon representatives prior to concrete placement. Project No. G2108-32-02 - 12 - January 15, 2019 4.17 The following recommendations apply to exterior flatwork where near surface soils are low to medium expansive (EI less than 90). Additional laboratory expansion index testing should be considered in actual subgrade areas to confirm the values reported within the building pads. Exterior slabs not subjected to vehicular traffic should be a minimum of 4 inches thick and reinforced with 6 x 6-6/6 welded wire mesh. The mesh should be placed in the middle of the slab. Proper mesh positioning is critical to future performance of the slabs. The contractor should take extra measures to provide proper mesh placement. Prior to construction of slabs, the upper 12 inches of subgrade soils should be moisture conditioned at or slightly above optimum moisture content and compacted to at least 90 percent of the laboratory maximum dry density per ASTM 1557. 4.18 Where highly expansive soils (EI greater than 90) are present near finish grade, the following recommendations apply. Exterior slabs should be at least 5 inches thick and reinforced with No. 3 steel bars spaced 18 inches on center each direction positioned at the slab midpoint. Driveways should be constructed with a 6-inch deep slab edge (measured from the bottom of the slab). Slabs should be doweled to the building foundation where they abut the stem wall. Sidewalks should be doweled to the curbs. Prior to construction of slabs, the upper 12 inches of subgrade soils should scarified and moisture conditioned to a minimum of 3 percent above optimum moisture content just prior to placing the concrete. Moisture conditioning should be observed and checked by a representative of Geocon Incorporated. 4.19 All subgrade surfaces should be scarified approximately 12-inches, moisture conditioned to the appropriate moisture content and compacted in accordance with the recommendations herein. 4.20 Consideration should be given to adding concrete cut-off walls beneath exterior flatwork supported by highly expansive soils (EI greater than 90). The cut-off walls are recommended where any water (e.g. landscape) may migrate laterally beneath the flatwork and cause adverse soil movement. The cut-off walls should be located along the perimeter of the concrete slab adjacent to landscaping areas and extend at least 6-inches into the soil subgrade. 4.21 Concrete flatwork should be provided with crack control joints to reduce and/or control shrinkage cracking. Crack control spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack control spacing. A 4-inch-thick slab should have a maximum joint spacing of 10 feet. Subgrade soil for exterior slabs not subjected to vehicle loads should be compacted in accordance with Project No. G2108-32-02 - 13 - January 15, 2019 criteria presented above prior to concrete placement. Subgrade soil should be properly compacted and the moisture content of subgrade soil should be checked prior to placing concrete. 4.22 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. Periotic maintenance such as slab replacement and/or grinding of elevated slab margins may be necessary due to the highly expansive soils. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. 4.23 Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 5.0 Lateral Loading 5.1 To resist lateral loads, a passive earth pressure equivalent to a fluid with a density of 300 pounds per cubic foot (pcf) should be used for design of footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formational material. The passive pressure assumes that a horizontal ground surface extends away from the base of the wall at least five feet or three times the depth of the surface generating the passive pressure, whichever is greater. The upper 12 inches of material in areas not protected by floor slabs or pavement should not be included in design for passive resistance. 5.2 If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil and concrete of 0.35 should be used for design for footings founded in compacted fill. The recommended passive pressure may be used concurrently with frictional resistance without reduction and may be increased by one-third for transient wind or seismic loading. 6.0 Retaining Walls 6.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid with a density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at 2:1 (horizontal:vertical), an active soil pressure of 50 pcf is recommended. These soil pressures Project No. G2108-32-02 - 14 - January 15, 2019 assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index less than 50. Imported low expansion granular soil would be required. 6.2 If moderately expansive soils (EI greater than 50) are used for backfill, the active earth pressure would increase to 80 pcf for level backfill and 95 pcf for backfill inclined at 2:1 (horizontal:vertical). These soil pressures assume that the backfill materials within an area bounded by the wall and a 1:1 plane extending upward from the base of the wall possess an Expansion Index less than 130. Backfill material exhibiting an Expansion Index greater than 130 should not be used. 6.3 Retaining walls shall be designed to ensure stability against overturning sliding, excessive foundation pressure and water uplift. Where a keyway is extended below the wall base with the intent to engage passive pressure and enhance sliding stability, it is not necessary to consider active pressure on the keyway. 6.4 Where walls are restrained from movement at the top, an additional uniform pressure of 8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or less and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (total unit weight of soil should be taken as 130 pcf). 6.5 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. 6.6 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. Project No. G2108-32-02 - 15 - January 15, 2019 6.7 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 6.8 In general, wall foundations having a minimum depth of 24 inches and width of 12 inches may be designed for an allowable soil bearing pressure of 2,000 psf. The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. 6.9 The proximity of the foundation to the top of a slope steeper than 3:1 could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. As a minimum, wall footings should be deepened such that the bottom outside edge of the footing is at least seven feet from the face of slope when located adjacent and/or at the top of descending slopes. 6.10 The structural engineer should determine the Seismic Design Category for the project in accordance with Section 1613.3.5 of the 2016 CBC or Section 11.6 of ASCE 7-10. For structures assigned to Seismic Design Category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 1803.5.12 of the 2016 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. A seismic load of 21H should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, of 0.438g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of 0.33. 6.11 If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. If on- site highly expansive soils are used as retaining wall backfill, modifications to the design parameters provided above would be required. 7.0 Slope Maintenance 7.1 Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions which are both difficult to prevent and predict, be susceptible to near surface slope instability. The Project No. G2108-32-02 - 16 - January 15, 2019 instability is typically limited to the outer three feet of a portion of the slope and does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is usually preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor for surficial instability. It is, therefore, recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on, and adjacent to, slopes should be periodically maintained to preclude ponding or erosion. It should be noted that although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. 8.0 Site Drainage and Moisture Protection 8.1 Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2016 CBC 1804.4 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 8.2 Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading and represent conditions at the date of our final observation on December 29, 2018. Changes in the conditions of a property can occur with the passage of time due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, resulting from legislation or the broadening of knowledge in the fields of geotechnical engineering or geology. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Any subsequent grading should be done in conjunction with our observation and testing services. Project No. G2108-32-02 - 17 - January 15, 2019 As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved. Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials. Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience and test results. Due to the inaccuracies inherent in most field and laboratory soil tests, and the necessary assumption that the relatively small soil sample tested is representative of a significantly larger volume of soil, future tests of the same soil, location or condition should not be expected to duplicate specific individual test results of this report. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time. We make no warranty, express or implied, except that our services were performed in accordance with engineering principles generally accepted at this time and location. We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water. It is the responsibility of Shea Homes and Shea Properties to ensure that the information and recommendations contained herein are brought to the attention of the architect and civil engineer for the project, and are incorporated into the plans, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. Recommendations that pertain to the future maintenance and care for the property should be brought to the attention of the homeowner’s association or entity responsible for future maintenance. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED Trevor E. Myers RCE 63773 Joseph P. Pagnillo CEG 2679 David B. Evans CEG 1860 TEM:JPP:DBE:dmc (e-mail) Addressee (e-mail) Shea Properties Attention: Ms. Amber Wesley and Mr. Jim Peterson 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974PHONE 858 558-6900 - FAX 858 558-6159SHEET OFPROJECT NO.SCALEDATEFIGUREPlotted:01/15/2019 4:21PM | By:RUBEN AGUILAR | File Location:Y:\PROJECTS\G2108-32-02 Uptown Bressi Ranch\SHEETS\G2108-32-02 AsGradedMap-RetailPortion.dwgGEOTECHNICAL ENVIRONMENTAL MATERIALSGEOCON LEGEND........APPROX. LOCATION OF IN-PLACE DENSITY TEST FG....Finish Grade; ST...Slope Test........APPROX. ELEVATION OF BASE OF FILL; OR REMOVALS IN AREAS OF Qpf (In Feet)1" = AS - GRADED GEOLOGIC MAPTHE SQUARE AT BRESSI RANCH RETAILUPTOWN BRESSI RANCHCARLSBAD, CALIFORNIA40' 01 - 15 - 2019G2108 - 32 - 02111170420........COMPACTED FILLQcf........COMPACTED FILL IN UNDERCUT AREAQuc........PREVIOUSLY PLACED FILL (Dotted Where Buried)Qpf........APPROX. LOCATION OF WALL NO. 2 BACKCUT EXHIBIT........APPROX. LOCATION OF GEOLOGIC CONTACT (Dotted Where Buried)AA'........APPROX. LOCATION OF SUBDRAIN CONSTRUCTED DURING MASS GRADING (See Leighton Report)........APPROX. LOCATION OF 4-INCH DIAMETER SHEAR KEY SUBDRAIN (Connected to Storm Drain System)........APPROX. LOCATION OF DRAINED SHEAR KEY........SANTIAGO FORMATION (Dotted Where Buried)Tsa-\ ;,: ~''-' / r ! I I I I I I / . • . .. • I • I' I I Ii I I + -L -------< ; --------< 41F' .., STREE C' • PE4 4.43 iG ~-cl 1 . LI,_; --. ! . L1'-;c ro \ N a RESIDENTIAL --p--,l-1----'-1 PORTION W,/;s.0,. '-~,,~"'i~"' :!"'-:'.:I~ PROJECT LIMITS NOT A PART / I --®_ 05. 5 402.2 , / .' ----'<---1£;1-~J.-~ F 4J· G I ,,I I I' \. '. \)'o l '1' ,_, 't,/ E 412.1 I I I 1 E412. / '---JJ . .':, ---__ -r--I I ·11 '.Y 41 V 411 .1 -r---~~_::--~_.i~.-1 '----~==:-~:-/ --~-· --I / ___ _}_ ____ ---.'..---I I I -~------' _J_-----®' 1 I , __ --1-----1--, _ ----\-----, ____ .',--------"'®J 1' 1----~-----:--£~--~----,----_\:-.:.: __ ----\---------\ I . -----~ ' _ ..• --· \ -,-----:,:._==-----------,--\ -~ ( ---\ \,_® ___ 1..----i--II \ 0' ---\----;---'. \ ,1-----; ' __ _,_ __ _ --~----·~ ~::}::::::::~056i ~ ~ =cJ~2ey ... *:::·==-~~~==~Q~\ ~~:: =~~~iD'~~-:.::_~__:::,., " r / -1 ~.--1 I / ~1 •I I 415. E415.2 T'B' PE4 5.23 / . @; If .. _· .• :-,. ?.I .:::-.~ ·: __ ·------------,_ I I I --/~ .. _ '---, "' U~===n• 95 ,v. 4 .C .. 'i ..... Que,, : ... ,. .... : ••• ···1 ........ /2].'.'. --\ 1 <.--+--RLDG 'A' ■ FG-107\ "4·, :. L--~-\ 51".?, --,-. t,-., -I I I ..... I I _I l[ill]I -\41 '• ' I I I I \ I I I '\ I I '°~ I \ •. \ \ I\ "---' [TI[] I •21--\ I . I ' I e 81 I I I L2r \ I 19. 7 : ••••• u. . . •. , .. 1. : .... ... . 416 I !:ill:! / 1 / / •I • 59 "BLDG 1 E.5 . • ■ 45 '-, ·--. ____ , 57 . ) LDG e FG-124 'F' ■ FG-76 I . I -I I I I \,_ ■ 92 ---------•••-•·------•-----j 2: ·--~ -------.. __ ----------------.<4-_':)-S WALL N0.1 ------"",-< ... ~,r----:::•.·::-,_-----O ; ~~ Q:''-. ··<-::---:..~-:.:.:~l ------Tsa> --1m.. =,-;~ -...:..-, 421_ __. 25. =· • 82 B DG B' e 94 FG-106 42j.10 422.35 ... \ •• \ \ ' \ ~--) '~ ■ 119 ----:::::l \ 27. 1 \ ·-. \_,,. --0 \ .II; i I \ ~,¥fl, \ 7~ -'" --\ I I I I . \ \ I I I / \,~ 120 \--' I I I I I fl 1 \ ■ 125 I I I ) I I ; V I ~ • / I ·1. ■ 121 ,.., I .::' I g\0" / [JKI : ('-0 • cl I ' ' ' I I I I \ __ [00 118 • 51 ----4_·-~, ] ·,: "---:c'3 . .=. '\ ··49 \_ \.BLDG 'C' rn[J ■ FG-72 FF 425 50 p 424.85 2:1 ·. / \ / ~., ----. ';' --~--" --..... \ : 1,'"• .... \ : •••••• , "11'", ·,• ...... , "' I \ _/ . / I '/ I / I . : ~ / ,' I I I I I I I i ,' I/ I I I/ I I I/ I I I I I i I I I / ,' / I I I I I I I ' I I I / ,' I/ /;i1 ,r-7'-J / / /5!,j lr---j1 I I I I I I I I I I ® i ~--ii I I 1--J I I 1/ /I I I / l_f' / / '._im / / / I I I I I I I I I I I I I I I I I I I I I " " I• I I I I • I " " " I /I / /; I ,I/ i ·----: i I I 1·· " I I I / I / I I I 1 l, I I ' ~III, I // ,. --I I ' -_---.c__ I I I -------=-i,}.___ I I I I I • I I --/ I I I I I I I I I I I I I I I I . ___ ,_ I ' --C:), I ,----~---/ :< -1 ·I 6.,'3 I --, I I I •-I I I I C• I I . I I I I / u7 cO I I I I I --J<-®-•'···'•'···) ,..----i21 / ------/ I I I I I I I <::-=a:,.:=::-=c·---~~~\-, I I I I / I ' ' I " ,. ,, ,' ,, ., I I I I I I /I I I I I !! I '•,, /,' I,/•'/" ·-,.1----t® i i // I I I I ,1 I / I/ I/ I / I I I l1 I / I I . I II I ' ,/--• / ,' / _.:,_,,.,... ; / I / 1 _ _,,,,-/ / 1 ·-•• ,1 I j I / / ·,1-t----/ i I I I! I " I• I ' I I i /,-' " I @ 11 , I I I I I• ! , .. _ I I I I I ·,._ _ I I I f,,/ / .. _ I I / --,_ I I I . ti, r· 1 I --✓J,,---1 i WALL N0.2 I I 11 I \---· I I I I . \_,,---'1 -\_,,,/ PROJECT! LIMITS --·-,-----\-' (KEYWAY SUB□RAi°N TIED INTO STORM DRAIN STRUCTURE· SEE LEIGHTON REPORT) / ,-• ---It _,,./ ~--✓/ --, I I I I I I I I I I ' I ' I I I I I I ' ' ' I I I I I I I I I ' ' ' I I I I I I ' I -- --1 I I ' I I I I ---',---I I -1--_ I ' / ,-/ .. ,:"°---/ "\:---· -""j_" -. / _c ,,..> -✓ / 'l1 {'I \ '\. \ ·----< ------__ ,,,, ,,/ ' . -. 6 _. ____ ,,. "' ;~--,_ >---.,__ ..... ----e----·-.. \ -~----'-. ... o' 40' 80' 120' 160' SCALE 1" 40' 'On ,. 42x30) • D ... ~-. ~ ... · GEOCON INCOftPORAT8D • • AELEVATION (MSL)4004104204304404504600102030405060708090100110120130140150160170180190200210220230240250260270280290300310320330340350360370380????REMOLDEDPOORLY REMOLDEDSiltstoneSandstone(Siltstone/Claystone)SandstoneSiltstoneTsaTsaTsaBPS1BPS2BPS6CEMENTED LAYERSAPPROX. TOP OFBACKCUTAPPROX. BASE OFBACKCUTPLPALOMAR AIRPORT ROAD~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~(Sandstone)380390400410420430440450460470480490500510520530540550560570580590600610620630640650660670680690700710720730740750760770780790800810820830APPROX. LIMITS OF SHEAR KEY976.00N73ºW??·········??ZONE OF FAULTINGSandstoneSiltstone/ClaystoneSiltstone/ClaystoneSiltstoneSiltstoneSiltstoneSandstoneSandstone(Hard Siltstone)TsaTsaTsaSiltstoneBPS3BPS5BPS5BPS5BPS2BPS1BPS2APPROX. TOP OFBACKCUTAPPROX. BASE OFBACKCUTAPPROX. BASE OFBACKCUTAPPROX. TOP OFBACKCUTCEMENTEDLAYERCEMENTEDSHELL BEDCEMENTEDLAYERCEMENTEDSHELL BEDAPPROX. LIMITS OF SHEAR KEY~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~TsaCEMENTED LAYERA'ELEVATION (MSL)4004104204304404504608308408508608708808909009109209309409509609709809901000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 1210 1220 1230 1240 1250 1260 1270 128042.00261.92N39ºWNORTH????SiltstoneSiltstone/ClaystoneQpfQpfSandstoneSandstoneSiltstone/ClaystoneSandstoneSandstone(Hard Siltstone)TsaTsaTsaTsaBPS5BPS4APPROX. TOP OFBACKCUTAPPROX. BASE OFBACKCUTAPPROX. BASE OFBACKCUTAPPROX. TOP OFBACKCUTCEMENTEDLAYERSCROSS-BEDDEDSANDPALOMAR AIRPORT ROADEL FUERTE STREETAPPROX. LIMITS OF SHEAR KEYCEMENTED LAYERCEMENTED LAYER~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974PHONE 858 558-6900 - FAX 858 558-6159SHEET OFPROJECT NO.SCALEDATEFIGUREPlotted:01/15/2019 4:21PM | By:RUBEN AGUILAR | File Location:Y:\PROJECTS\G2108-32-02 Uptown Bressi Ranch\SOURCE\SECTION\G2108-32-02 Profile-BackcutNortherlyPerimeter.dwgGEOTECHNICAL ENVIRONMENTAL MATERIALS1" = WALL NO. 2 BACKCUTTHE SQUARE AT BRESSI RANCH RETAILUPTOWN BRESSI RANCHCARLSBAD, CALIFORNIA10' 01 - 15 - 2019G2108 - 32 - 02112MATCHLINE MATCHLINE MATCHLINE MATCHLINE DISTANCE (FEET)GEOLOGIC CROSS-SECTION A-A'SCALE: 1" = 10' (Vert. = Horiz.)DISTANCE (FEET)GEOLOGIC CROSS-SECTION A-A'SCALE: 1" = 10' (Vert. = Horiz.)DISTANCE (FEET)GEOLOGIC CROSS-SECTION A-A'SCALE: 1" = 10' (Vert. = Horiz.)GEOCON LEGEND........PREVIOUSLY PLACED FILLQpf........SANTIAGO FORMATIONTsa....SILTSTONE - Pale green to olive green, very stiff, Clayey/Sandy SILTSTONE, thinly laminated to massive, laminations more prevalent near base; has one mapped Bedding Plane Shear.....SANDSTONE - Light gray, very dense, Silty SANDSTONE, cemented layers throughout unit, including shell bed (~520-620); massive, cross-bedded sands (~930-960); has one mapped Bedding Plane Shear on clay lens within unit.....SILTSTONE/CLAYSTONE - Dark olive green to dark gray, very stiff to hard, interbedded SILTSTONE/CLAYSTONE, thinly laminated; has four mapped Bedding Plane Shears.........APPROX. LOCATION OF GEOLOGIC CONTACT........APPROX. LOCATION OF INTRAFORMATIONAL CONTACTBEDDING PLANE SHEARS........1/16-1/8 inch thick, damp, dark olive, remolded, plastic CLAY (N75ºE, 5ºS); discontinuous to the west.BPS1........1/2-3/4 inch thick, damp, dark olive, highly remolded plastic CLAY (N65ºW, 3ºS); discontinuous to the west. East of fault: 1/16-1/8 inch thick, olive, remolded plastic CLAY; discontinuous to the eastBPS2........1/8 inch thick, damp, olive, remolded plastic CLAY (N70ºE, 5ºS)BPS3........3/4 inch thick, moist, dark olive, remolded plastic CLAY (N50ºW, 2ºN); discontinuous to the south.BPS4........3/4-1 inch thick, moist, dark olive, highly remolded plastic CLAY (N60ºW, 1ºS); discontinuous to the east.BPS5........1/16-1/8 inch thick, damp, olive, remolded plastic CLAY; ends abruptly to the east (cementation); discontinuous to the west (observed in wall footing excavation).BPS6ZONE OF FAULTING-GENERAL TREND: Strike North-South, dip 65º west-Remolded CLAY on fracture surfaces-Total throw offset all fractures approximately 16 feet, down to the west------I I I "\ . , 11 " .• ' , I I I -I ·J 1· . -I · · -I · · · · · · .. · .· . r-~-----:----~..:._ ___ .----~--.... -,-------·--+ruW,~=--_J~'----J_~ IUJ,:,U:,JlT~ -wow ~--;i I !:LI 11111,°'7'-I ffl::J 1-11-11· • -, Um ' , '' '· ' . . . . . I I , I ~-'-' I lL1-r1-1i I ~ _ll-_L L.. ----,--_1 ___ _ . . I . · 1 . . I ----f-· -----------~---I : ::::::::::::. :::::::::::::. ' ' ___ .;,_ ____ +-·---~----I . ,I !;-;;Ill II II fHII • I -::I -FJ.UmJ! 11 ~I :Lt-~ ; :Ji.I I i='' I 111 11 II '" ,, U-ill':T' ' ·_ 1 ':':TTT,' :':I ' ' '' II 11;,,1 I I l!,--, I I -------,----------------,-.--------..:~..: ______ i---·-----~I 1·. . . --. ----.----:-----~----. --------... -.-~---r----. .:.....~--.--..:.....:_. ~_.;._ -, I '·11 -I . I ,-11 ', I 11"'11' ' '' "\ -m.LL ,· I I ·,,11 . --:.:., __ , ,,· 1r--'l~III 11 " 1!"111:, ,, ·, '---,• ---------~ -----------------.r-,. 'l'",'_1--' -----I""-·~· I Im! 1,.-1 I,, I ,. J _/. ,.:..:11 1:-: I 11_;-;,. ,_. d= . I . /---. ----~.:--.-t----~_:--~-~ ___ :_ _________ .:_ _______ __;_ _________ .:, _______ . ---+------..:.--_____ .,.:__ -------------------------,, tl __ c_..:J. . . . . : . ' . . . . . I . . . . . . . l ...... 1' ....... •·•·-·······-·.·. ·.·.·.···-• .·.·.·.·.·.·--"-7..i.:,:•:•i . • .L .il . . I ---:----+-----.--. ---. _____ "'.' ____ _ 11_:;;::1 r! I,,' 11 •rr , . i~~-1 'n" i r ----+ ::::..:::----------~ ,--, , , __ ., --------D D D ------s--------,-. I' • :=:=:=:=:-: -----~=-,---------------------------r'.:" ::::::::::::::::::_:::-:=:-_ ' ---------------------~--r I I -------~ ,,~ 11·11r,. ~ ·,, ---------...---1---•--:-----II II I 11~11 II I 11~11-11 I Ill JI I '' ----,-11 i=l l=III= 1-rl-J 111-1 ~ 11-11-111-'=11=1' · · ' . ',._ ---------. . . -----------------------;--::-! _. • ' 1 T' • I '----=' I _ I ;s-111, i-' 1-,, 111 , -1., t ... l T~III,, I , IL_ 1 '· ·111., I ,: l~fll II 7 • 1:-: I , II. I ______ ..._ __ --- ------------------.-----------s-_________________ -• ----r---------. . ' ' -----------~ "' ................ ··"'· ___________ . ____________________ ---------, I _,_;,,H' ·ur:: _1_ · JI~u'·'w' _1_ 1-cc,, . •·.··. • . I :=:=:=:ct=:= ----_ .. -. --------:----------'I ,~~II I "ti I I I 11 111 I -i"' I I . I = U111~11Wff _r;: J!TTTl 1~. "' 1-;r;",, -1 1· llii°i~IIIIIII • --1" ' 1111?11r-t1-1 ~_11::-l' I( I I -,,,_ I. I . . -----:---1----------.,..-I ggi· ~'P,,~,"==r=~1~1-r-~-7 ~ ljJ'l111·· -I . I I f .. . . . . . . . . . . -___ :,_..;+-----·-· __ .:,._::_ _ _r:__ . . ·, . . '. . . . --,-· -... ----1---------. . . . . . . . . . . . . . . . . ' . ' . . _jja] ill J _,_,_, :;:.L. I 11 I 111 I I 11 ·11., llj_1Jl~II :ill,, I 1-1~, II . . "' ------:--:--~7"---:---1-------:---:1--------7 I Ill 11 II · I ., ~11 ,U~ill, I ~ I 'I II-. ,,, ' . ' . . 11:-:111:-:::11 ·1' II:-. I ------------·------------------------~---\ \ . --------------------------------------------1=.a..~-----....:.--------------------l 1r Ill I, _, 'I I ' r:-:, , I I. I . I f;---:111:-: 1 I " 11 I . I J---if~JJ. Ill:-:': II .I 1:-:11 _______ ;_ __ _ ___ _;,. __ _ -------------·---------------------------r---------------:-------------------•-------------------------~-----------------____ ;;;;;, ______ _ ------~--~-----.--1---·--.:..--:--1---·--· ---:--------:-___ .,. __ .,__ ---· __ -·--~ ... _ ... ;.,.~---------.---~ I · 1r"·11 111 T' 1r:n; . ..;m ',·~11,. I I "Jr .:,=T1if11 Ill j '1f'II 111 r I. . ' . -' I I II _, , , .-11 II I . -'-I ~ I I I ,----I . I . -----· _____ ,.i I . -~-----· "-_:-.,---~ ~-~--~--~~--=--~-=~-1 --~ -~"'"'!"""-""''."'-""'-----------J.~L-µ;CJII_ -L~µ,,Clll-~-11_.1.l~~.2! 1-.---1_'--;II~ ~T J:_1 . ' .,. . . ' ' "' J_~,.~1' -Q't'-'-'11 .T1-· -111.LL I ...11 1..1 I L_III..;, ----. . • . .,,, 'rr."" ~ I ------.,-·--------· ---------------"-f----"'"----__ "." ____ _ . . . -------------------..:..------. ---:..-.-"."--~--_,.._ -' ,.w., ,11(~.1 -GEOCON INCOll.POll.A'fF.D • • TABLE I-A SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. 1 10/23/17 Bldg 15 408 2 0 116.4 14.9 105.1 16.1 90 90 2 10/23/17 Bldg 16 410 2 0 116.4 14.9 106.3 15.3 91 90 3 10/24/17 Bldg 18 412 2 0 116.4 14.9 105.0 15.5 90 90 4 10/24/17 Bldg 17 413 1 0 109.7 17.9 99.1 19.3 90 90 5 10/24/17 Bldg 15 412 2 0 116.4 14.9 107.0 14.9 92 90 6 10/24/17 Bldg 16 414 2 0 116.4 14.9 106.6 15.2 92 90 7 10/24/17 Bldg 17 414 2 0 116.4 14.9 107.8 14.8 93 90 8 10/24/17 Bldg 18 414 2 0 116.4 14.9 104.0 12.8 89 90 8 A 10/24/17 Bldg 18 414 2 0 116.4 14.9 105.8 15.1 91 90 9 10/24/17 Bldg 17 416 2 0 116.4 14.9 106.0 15.3 91 90 10 10/24/17 Bldg 20 412 1 0 109.7 17.9 100.1 19.9 91 90 11 10/24/17 Alley F 412 1 0 109.7 17.9 99.7 18.3 91 90 12 10/25/17 W of Bldg 20 414 1 0 109.7 17.9 101.0 18.0 92 90 13 10/25/17 Bldg 19 416 1 0 109.7 17.9 99.4 18.6 91 90 14 10/25/17 Bldg 22/Alley G 414 2 0 116.4 14.9 106.1 15.4 91 90 15 10/25/17 Bldg 23 415 1 0 109.7 17.9 99.2 19.8 90 90 16 10/25/17 Bldg 21 416 2 0 116.4 14.9 105.5 14.9 91 90 17 10/25/17 Bldg 23 417 2 0 116.4 14.9 106.7 14.7 92 90 18 10/26/17 Bldg 14 404 2 0 116.4 14.9 107.0 15.1 92 90 19 10/26/17 Bldg 14 408 1 0 109.7 17.9 100.4 18.8 92 90 20 10/26/17 Bldg 9 407 2 0 116.4 14.9 105.6 14.7 91 90 21 10/26/17 Bldg 8 408 1 0 109.7 17.9 98.9 20.0 90 90 22 10/26/17 Bldg 5 408 1 0 109.7 17.9 100.4 17.9 92 90 23 10/26/17 Bldg 6 NW Corner 410 1 0 109.7 17.9 101.1 18.4 92 90 24 10/27/17 Bldg 10 411 1 0 109.7 17.9 99.6 19.1 91 90 25 10/27/17 Bldg 6 NW Corner 411 2 0 116.4 14.9 105.1 15.0 90 90 26 10/27/17 Bldg 13 411 1 0 109.7 17.9 99.5 18.8 91 90 27 10/27/17 Btwn Bldgs 13/14 410 2 0 116.4 14.9 105.7 15.2 91 90 28 10/27/17 Bldg 14 412 2 0 116.4 14.9 106.2 14.8 91 90 Curve No. Test No. Bressi Ranch G2108-32-02 >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Date (MM/DD /YY) Elev. or Depth (feet) Location Required Relative Compaction (%) 0 GEOCO TABLE I-A SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Curve No. Test No. Bressi Ranch G2108-32-02 >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Date (MM/DD /YY) Elev. or Depth (feet) Location Required Relative Compaction (%) 29 10/27/17 Street A 413 2 0 116.4 14.9 105.9 15.3 91 90 30 10/27/17 Bldg 12 413 2 0 116.4 14.9 107.8 15.1 93 90 31 10/27/17 Bldg 12 415 2 0 116.4 14.9 108.0 14.9 93 90 32 10/30/17 Bldg 3 407 1 0 109.7 17.9 98.8 18.2 90 90 33 10/30/17 Bldg 3 410 1 0 109.7 17.9 100.1 18.0 91 90 34 10/30/17 Street H 412 1 0 109.7 17.9 99.4 17.7 91 90 35 10/30/17 Bldg 7 411 1 0 109.7 17.9 99.1 18.1 90 90 SZ 36 10/30/17 SW of Bldg F 413 2 0 116.4 14.9 105.6 14.8 91 90 SZ 37 10/30/17 SW of Bldg F 416 2 0 116.4 14.9 107.1 15.1 92 90 38 10/31/17 Parking Lot W of Bldg E 414 2 0 116.4 14.9 105.6 15.2 91 90 39 10/31/17 Parking Lot W of Bldg F 415 2 0 116.4 14.9 105.0 15.0 90 90 40 10/31/17 Bldg 11 413 1 0 109.7 17.9 100.0 18.8 91 90 41 10/31/17 Parking Lot E of Bldg 3 416 2 0 116.4 14.9 106.2 15.2 91 90 41 A 11/01/17 Parking Lot E of Bldg 3 416 2 0 116.4 14.9 105.8 15.3 91 90 42 11/01/17 Bldg 7 413 2 0 116.4 14.9 104.0 13.1 89 90 42 A 11/14/17 Bldg 7 413 2 0 116.4 14.9 105.7 15.8 91 90 43 11/01/17 Parking Lot E of Bldg 3 415 2 0 116.4 14.9 103.8 13.0 89 90 43 A 11/14/17 Bldg 7 415 2 0 116.4 14.9 105.9 14.9 91 90 44 11/01/17 Bldg F 414 2 0 116.4 14.9 105.5 16.0 91 90 45 11/01/17 Bldg E 415 2 0 116.4 14.9 106.1 15.8 91 90 46 11/02/17 Bldg H 420 2 0 116.4 14.9 106.1 16.3 91 90 47 11/02/17 Parking Lot N of Bldg H 421 2 0 116.4 14.9 104.7 17.1 90 90 48 11/02/17 Bldg C 422 2 0 116.4 14.9 104.9 16.6 90 90 49 11/02/17 Bldg C 424 2 0 116.4 14.9 105.2 17.1 90 90 50 11/02/17 Parking Lot N of Bldg 11 428 2 0 116.4 14.9 105.0 17.6 90 90 51 11/02/17 Bldg C 422 2 0 116.4 14.9 106.2 16.8 91 90 52 11/02/17 Bldg 4 409 1 0 109.7 17.9 98.8 17.9 90 90 53 11/02/17 Bldg 6 409 2 0 116.4 14.9 106.0 16.2 91 90 54 11/02/17 Bldg 4 410 1 0 109.7 17.9 99.1 18.2 90 90 0 GEOCO TABLE I-A SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Curve No. Test No. Bressi Ranch G2108-32-02 >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Date (MM/DD /YY) Elev. or Depth (feet) Location Required Relative Compaction (%) 55 11/03/17 Bldg G 419 2 0 116.4 14.9 106.2 16.1 91 90 56 11/03/17 Bldg G 418 2 0 116.4 14.9 104.8 15.7 90 90 57 11/03/17 Bldg F 417 2 0 116.4 14.9 108.9 13.6 94 90 58 11/03/17 Bldg E 416 1 0 109.7 17.9 100.1 17.6 91 90 59 11/07/17 Bldg E 417 3 0 120.1 12.8 110.0 13.2 92 90 60 11/07/17 Bldg E 418 3 0 120.1 12.8 109.2 13.8 91 90 61 11/13/17 Bldg 11 413 2 0 116.4 14.9 106.0 15.1 91 90 62 11/15/17 Bldg 5 408 3 0 120.1 12.8 110.4 13.4 92 90 FG 63 11/15/17 Bldg 10 412 3 0 120.1 12.8 112.0 12.9 93 90 FG 64 11/16/17 Bldg 11 414 2 0 116.4 14.9 105.0 15.1 90 90 FG 65 11/16/17 Bldg 6 412 3 0 120.1 12.8 109.8 14.0 91 90 FG 66 11/16/17 Bldg 7 414 2 0 116.4 14.9 106.1 15.7 91 90 67 11/17/17 E of Bldg B Wall Footing 421 2 0 116.4 14.9 106.0 14.7 91 90 68 11/17/17 E of Bldg B Wall Footing 422 2 0 116.4 14.9 105.7 14.8 91 90 FG 69 11/21/17 Bldg 13 414 2 0 116.4 14.9 105.4 14.2 91 90 FG 70 11/21/17 Bldg 12 416 3 0 120.1 12.8 110.1 13.0 92 90 71 11/21/17 N of Bldg A Wall Footing 416 3 0 120.1 12.8 109.8 13.1 91 90 FG 72 11/22/17 Bldg C 425 2 0 116.4 14.9 106.1 14.7 91 90 FG 73 11/22/17 Bldg H 421 2 0 116.4 14.9 108.4 14.7 93 90 74 11/22/17 N of Bldg A Wall Footing 418 3 0 120.1 12.8 108.8 13.0 91 90 FG 75 11/29/17 Bldg E 419 3 0 120.1 12.8 114.0 13.2 95 90 FG 76 11/29/17 Bldg F 419 2 0 116.4 14.9 106.2 14.8 91 90 77 11/30/17 Bldg A 417 9 10 128.6 9.3 120.0 9.6 93 90 78 11/30/17 Bldg B 418 9 10 128.6 9.3 119.2 10.0 93 90 79 R 12/01/17 W of Bldg D 417 8 20 131.0 9.3 116.0 9.2 89 90 80 12/01/17 Bldg A 418 9 0 125.5 10.5 116.6 10.8 93 90 81 12/04/17 Bldg A 418 9 0 125.5 10.5 115.0 10.6 92 90 82 12/04/17 Bldg B 417 9 0 125.5 10.5 115.4 10.9 92 90 83 12/05/17 Bldg A 419 9 0 125.5 10.5 114.8 11.0 91 90 0 GEOCO - - - TABLE I-A SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Curve No. Test No. Bressi Ranch G2108-32-02 >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Date (MM/DD /YY) Elev. or Depth (feet) Location Required Relative Compaction (%) 84 12/05/17 Bldg B 419 9 0 125.5 10.5 115.0 10.8 92 90 85 12/05/17 Parking Area E of Bldg 12 417 8 10 127.7 10.6 117.6 13.0 92 90 86 12/05/17 Parking Area E of Bldg 11 416 8 10 127.7 10.6 116.6 12.4 91 90 FG 87 12/05/17 Bldg 17 418 3 0 120.1 12.8 111.2 15.2 93 90 FG 88 12/05/17 Bldg 18 415 3 0 120.1 12.8 110.8 13.4 92 90 FG 89 12/05/17 Bldg 20 416 2 0 116.4 14.9 105.1 16.7 90 90 FG 90 12/06/17 Bldg 19 418 2 0 116.4 14.9 106.0 15.4 91 90 91 12/06/17 Bldg A 420 10 0 113.9 14.6 109.1 14.8 96 90 92 12/06/17 Bldg B 420 10 0 113.9 14.6 108.2 15.0 95 90 93 12/06/17 W of Bldg A 418 2 0 116.4 14.9 105.8 15.0 91 90 94 12/08/17 Bldg B 421 11 0 125.0 10.3 112.8 12.4 90 90 95 12/08/17 Bldg A 421 11 0 125.0 10.3 113.1 12.2 90 90 96 12/11/17 E of Bldg 7 412 2 0 116.4 14.9 106.2 15.4 91 90 97 12/11/17 Street B 415 2 0 116.4 14.9 106.0 15.1 91 90 98 12/11/17 Street B 416 2 0 116.4 14.9 105.5 15.7 91 90 99 12/11/17 NE of Bldg A Wall Footing 419 2 0 116.4 14.9 106.7 15.3 92 90 100 12/12/17 NE of Bldg A Wall Footing 419 2 0 116.4 14.9 105.6 15.0 91 90 101 12/12/17 Bldg A 420 9 0 125.5 10.5 114.8 10.6 91 90 102 12/13/17 NE of Bldg B Wall Footing 421 2 0 116.4 14.9 106.1 15.2 91 90 103 12/13/17 NE of Bldg B Wall Footing 422 2 0 116.4 14.9 105.8 14.8 91 90 104 12/14/17 Street F Temp Basin 405 3 0 120.1 12.8 113.0 13.0 94 90 105 12/14/17 Street F Temp Basin 409 3 0 120.1 12.8 111.6 13.2 93 90 FG 106 12/15/17 Bldg B 422 9 0 125.5 10.5 118.0 10.3 94 90 FG 107 12/15/17 Bldg A 421 9 0 125.5 10.5 117.4 10.1 94 90 108 12/15/17 Street B E Entry 424 1 0 109.7 17.9 100.1 18.0 91 90 109 12/15/17 Street A SW of Bldg A 418 1 0 109.7 17.9 98.8 19.2 90 90 110 12/19/17 Street B E of Bldg 2 406 2 0 116.4 14.9 104.1 11.4 89 90 110 A 12/19/17 Street B E of Bldg 2 406 2 0 116.4 14.9 107.3 15.9 92 90 111 12/20/17 Parking Area N of Bldg G 418 1 0 109.7 17.9 97.0 14.1 88 90 0 GEOCO TABLE I-A SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Curve No. Test No. Bressi Ranch G2108-32-02 >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Date (MM/DD /YY) Elev. or Depth (feet) Location Required Relative Compaction (%) 111 A 12/22/17 Parking Area N of Bldg G 418 1 0 109.7 17.9 99.1 18.4 90 90 112 12/20/17 Bldg 2 410 1 0 109.7 17.9 99.9 18.7 91 90 113 12/20/17 Bldg 3 410 1 0 109.7 17.9 101.0 18.3 92 90 114 12/22/17 Parking Area S of Bldg A 420 1 0 109.7 17.9 100.0 20.0 91 90 115 12/27/17 Parking Area North of Bldg C 422 2 0 116.4 14.9 107.6 15.1 92 90 116 12/27/17 Parking Area North of Bldg C 422 2 0 116.4 14.9 106.0 15.7 91 90 FG 117 01/04/18 Bldg G 420 2 0 116.4 14.9 107.1 14.8 92 90 118 01/05/18 Bldg C Wall Backcut 418 2 0 116.4 14.9 106.8 15.7 92 90 119 01/08/18 Parking Area East of Bldg B 419 8 0 124.5 11.8 113.8 12.9 91 90 120 01/16/18 Bldg D 419 2 0 116.4 14.9 108.8 16.4 93 90 121 01/16/18 Bldg D 419 2 0 116.4 14.9 107.1 16.7 92 90 FG 122 01/17/18 E of Bldg C Post-rain 424 1 0 109.7 17.9 99.3 21.6 91 90 FG 123 01/17/18 Bldg E Post-rain 419 2 0 116.4 14.9 107.2 15.2 92 90 FG 124 01/17/18 Bldg F Post-rain 419 2 0 116.4 14.9 108.1 16.1 93 90 125 01/17/18 W of Bldg D 418 2 0 116.4 14.9 106.6 16.4 92 90 126 01/22/18 SW of Bldg G Street 412 1 0 109.7 17.9 98.9 18.9 90 90 127 01/22/18 SE of Bldg B 421 2 0 116.4 14.9 105.1 15.5 90 90 128 01/22/18 NE of Bldg C 423 2 0 116.4 14.9 106.7 15.0 92 90 FG 129 01/23/18 Bldg D 420 3 0 120.1 12.8 111.8 12.9 93 90 130 01/23/18 N of Bldg D 420 3 0 120.1 12.8 110.1 13.0 92 90 131 01/25/18 Bldg 3 411 2 0 116.4 14.9 105.5 15.6 91 90 132 01/26/18 Street B E Entry 426 2 0 116.4 14.9 105.0 15.0 90 90 133 01/30/18 S of Bldg B 420 6 0 119.5 13.6 108.1 14.0 90 90 134 01/30/18 N of Bldg D 422 6 0 119.5 13.6 108.7 13.8 91 90 135 01/30/18 N of Bldg E 418 6 0 119.5 13.6 109.0 14.2 91 90 136 01/30/18 N of Bldg E 420 6 0 119.5 13.6 108.2 13.9 91 90 FG 137 01/31/18 Bldg 16 416 2 0 116.4 14.9 108.2 14.7 93 90 FG 138 01/31/18 Bldg 3 412 2 0 116.4 14.9 109.0 14.4 94 90 139 02/01/18 E of Bldg C 424 6 0 119.5 13.6 108.7 14.0 91 90 0 GEOCO TABLE I-A SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Curve No. Test No. Bressi Ranch G2108-32-02 >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Date (MM/DD /YY) Elev. or Depth (feet) Location Required Relative Compaction (%) 140 02/01/18 N of Bldg C 419 2 0 116.4 14.9 106.5 15.1 91 90 141 02/02/18 Private Drive C 413 2 0 116.4 14.9 105.7 15.3 91 90 FG 142 02/05/18 Bldg 15 415 2 0 116.4 14.9 106.6 15.0 92 90 SZ 143 02/07/18 Wall 2 429 2 0 116.4 14.9 105.5 15.3 91 90 SZ 144 02/07/18 Wall 2 430 2 0 116.4 14.9 106.0 15.1 91 90 FG 145 02/07/18 Bldg 21 418 2 0 116.4 14.9 108.1 14.2 93 90 FG 146 02/07/18 Bldg 22 416 2 0 116.4 14.9 109.2 14.4 94 90 FG 147 02/07/18 Bldg 23 418 1 0 109.7 17.9 100.1 17.8 91 90 SZ 148 02/07/18 Wall 2 433 2 0 116.4 14.9 105.1 14.9 90 90 ST 149 02/08/18 Wall 2 434 2 0 116.4 14.9 107.2 14.5 92 90 ST 150 02/08/18 Wall 2 430 2 0 116.4 14.9 106.6 14.7 92 90 151 02/20/18 Drain NE of Bldg B 419 1 0 109.7 17.9 102.1 17.8 93 90 152 02/20/18 Drain E of Bldg B 420 2 0 116.4 14.9 105.3 16.0 90 90 153 02/22/18 Drain N of Bldg B 420 2 0 116.4 14.9 104.9 15.8 90 90 154 02/22/18 Drain NE of Bldg A 420 1 0 109.7 17.9 99.1 19.4 90 90 155 02/22/18 Drain N of Bldg A 421 2 0 116.4 14.9 106.3 15.0 91 90 156 07/27/18 Bldg 14 408 2 0 116.4 14.9 103.3 15.8 89 90 156 A 07/27/18 Bldg 14 408 2 0 116.4 14.9 106.7 16.2 92 90 157 07/27/18 Bldg 14 410 1 0 109.7 17.9 102.3 18.8 93 90 158 07/28/18 Bldg 14 411 2 0 116.4 14.9 104.0 12.4 89 90 158 A 07/28/18 Bldg 14 411 2 0 116.4 14.9 105.3 16.0 90 90 159 07/28/18 Bldg 14 411 2 0 116.4 14.9 103.3 12.0 89 90 159 A 07/28/18 Bldg 14 411 2 0 116.4 14.9 106.0 15.2 91 90 160 07/28/18 Bldg 14 412 2 0 116.4 14.9 107.2 15.8 92 90 FG 161 07/31/18 Bldg 14 413 17 0 128.0 9.9 121.1 10.2 95 90 SZ 162 08/21/18 Wall 1 SE of Bldg B 437 15 0 117.8 14.7 106.3 15.8 90 90 SZ 163 08/21/18 Wall 1 E of Bldg B 439 15 0 117.8 14.7 107.2 14.9 91 90 SZ 164 08/22/18 Wall 1 NE of Bldg B 436 15 0 117.8 14.7 105.1 14.7 89 90 SZ 164 A 08/22/18 Wall 1 NE of Bldg B 436 15 0 117.8 14.7 106.2 14.8 90 90 0 GEOCO TABLE I-A SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Curve No. Test No. Bressi Ranch G2108-32-02 >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Date (MM/DD /YY) Elev. or Depth (feet) Location Required Relative Compaction (%) SZ 165 08/23/18 Wall 1 N of Bldg A 437 15 0 117.8 14.7 107.7 14.9 91 90 SZ 166 08/23/18 Wall 1 N of Bldg B 438 15 0 117.8 14.7 106.5 14.7 90 90 SZ 167 08/24/18 Wall 1 NW of Bldg A 437 15 0 117.8 14.7 106.0 14.8 90 90 ST 168 08/24/18 Wall 1 NE of Bldg B 441 15 0 117.8 14.7 110.8 15.0 94 90 ST 169 08/24/18 Wall 1 NW of Bldg B 439 15 0 117.8 14.7 109.1 14.9 93 90 ST 170 08/24/18 Wall 1 N of Bldg A 440 15 0 117.8 14.7 108.4 14.7 92 90 171 09/10/18 Bldg 8 405 3 0 120.1 12.8 106.4 8.6 89 90 171 A 09/10/18 Bldg 8 405 3 0 120.1 12.8 108.9 13.9 91 90 172 09/10/18 Bldg 5 402 3 0 120.1 12.8 105.1 10.0 88 90 172 A 09/10/18 Bldg 5 402 3 0 120.1 12.8 107.8 13.6 90 90 173 09/10/18 Bldg 4 403 3 0 120.1 12.8 108.2 13.8 90 90 174 09/11/18 Bldg 8 406 3 0 120.1 12.8 114.1 13.4 95 90 175 09/11/18 Bldg 5 404 2 0 116.4 14.9 109.0 16.3 94 90 176 09/11/18 Bldg 9 407 3 0 120.1 12.8 113.3 15.1 94 90 177 09/11/18 Bldg 9 408 3 0 120.1 12.8 108.9 13.4 91 90 178 09/12/18 Bldg 9 409 3 0 120.1 12.8 108.1 13.8 90 90 179 09/12/18 SW of Bldg 5 406 8 0 124.5 11.8 113.3 13.9 91 90 180 09/13/18 SE of Bldg 5 406 2 0 116.4 14.9 107.1 15.8 92 90 181 09/14/18 Bldg 8 408 2 0 116.4 14.9 106.6 15.2 92 90 182 09/14/18 Bldg 8 409 2 0 116.4 14.9 105.9 15.4 91 90 183 09/17/18 Bldg 5 408 2 0 116.4 14.9 106.6 15.1 92 90 184 09/17/18 Bldg 4 409 2 0 116.4 14.9 107.1 15.7 92 90 185 09/21/18 NW of Bldg 23 420 17 0 128.0 9.9 122.2 10.0 95 90 186 10/01/18 Street F 402 1 0 109.7 17.9 99.9 18.4 91 90 187 10/05/18 Bldg 2 403 2 0 116.4 14.9 106.8 16.2 92 90 188 10/23/18 Bldg 2 406 2 0 116.4 14.9 105.2 15.4 90 90 189 10/23/18 Pvt Drive F 405 2 0 116.4 14.9 105.5 15.8 91 90 190 10/25/18 Bldg 2 407 3 0 120.1 12.8 110.0 14.4 92 90 191 10/25/18 Pvt Drive F 406 17 0 128.0 9.9 117.1 11.3 91 90 0 GEOCO TABLE I-A SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Curve No. Test No. Bressi Ranch G2108-32-02 >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Date (MM/DD /YY) Elev. or Depth (feet) Location Required Relative Compaction (%) 192 10/26/18 Bldg 1 407 17 0 128.0 9.9 112.0 15.5 88 90 192 A 10/26/18 Bldg 1 407 17 0 128.0 9.9 115.6 11.0 90 90 193 10/26/18 Bldg 1 407 17 0 128.0 9.9 115.8 12.1 90 90 194 10/27/18 Bldg 1 404 17 0 128.0 9.9 116.4 12.4 91 90 195 10/27/18 Pvt Drive F 408 17 0 128.0 9.9 118.1 10.8 92 90 196 10/27/18 Pvt Drive F 407 17 0 128.0 9.9 116.0 11.0 91 90 197 10/29/18 Bldg 2 409 17 0 128.0 9.9 117.7 10.8 92 90 198 10/29/18 Bldg 1 407 17 0 128.0 9.9 116.2 10.6 91 90 199 10/30/18 Bldg 1 408 3 0 120.1 12.8 112.0 13.7 93 90 200 10/31/18 Pvt Drive F 406 3 0 120.1 12.8 111.3 13.9 93 90 201 11/02/18 Bldg 1 408 2 0 116.4 14.9 105.1 17.4 90 90 202 11/02/18 Bldg 1 409 2 0 116.4 14.9 104.9 18.0 90 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. AC 1 05/15/18 El Fuerte 11+30 0.0 AC-01 144.0 137.8 96 95 AC 2 06/23/18 Private Drive A 10+65 0.0 AC-02 150.4 143.8 96 95 AC 3 06/23/18 Private Drive A 12+10 0.0 AC-02 150.4 144.1 96 95 AC 4 06/23/18 Private Drive A 13+80 0.0 AC-02 150.4 143.9 96 95 AC 5 07/21/18 Colt Place 3+30 0.0 AC-02 150.4 144.2 96 95 AC 6 07/21/18 Colt Place 3+60 0.0 AC-02 150.4 144.0 96 95 AC 7 07/21/18 Colt Place 4+80 0.0 AC-02 150.4 143.8 96 95 AC 8 07/21/18 Colt Place 4+95 0.0 AC-02 150.4 144.0 96 95 AC 9 07/21/18 Colt Place 5+10 0.0 AC-02 150.4 143.9 96 95 AC 10 10/12/18 Private Drive Aisle K 13+80 0.0 AC-07 150.3 144.2 96 95 AC 11 10/12/18 El Fuerte 11+25 0.0 AC-07 150.3 142.8 95 95 AC 12 10/12/18 El Fuerte 9+95 0.0 AC-07 150.3 142.3 95 95 AC 13 10/12/18 Private Drive B 12+95 0.0 AC-07 150.3 145.1 97 95 AC 14 10/24/18 El Fuerte 11+25 0.0 AC-08 147.9 141.9 96 95 AC 15 10/24/18 El Fuerte 11+75 0.0 AC-08 147.9 142.3 96 95 AC 16 10/24/18 El Fuerte 8+75 0.0 AC-09 147.7 141.1 96 95 AC 17 10/24/18 El Fuerte 9+50 0.0 AC-09 147.7 141.8 96 95 AC 18 10/24/18 El Fuerte 10+50 0.0 AC-09 147.7 140.4 95 95 AC 19 10/24/18 El Fuerte 11+50 0.0 AC-09 147.7 140.7 95 95 AC 20 10/24/18 El Fuerte 12+50 0.0 AC-09 147.7 142.9 97 95 AC 21 10/24/18 El Fuerte 12+86 0.0 AC-09 147.7 140.0 95 95 AC 22 10/24/18 El Fuerte 13+50 0.0 AC-09 147.7 141.6 96 95 AC 23 10/24/18 El Fuerte 14+50 0.0 AC-09 147.7 140.4 95 95 AC 24 11/17/18 Gateway Road S Side 45+45 0.0 AC-11 145.0 141.1 97 95 AC 25 11/17/18 Gateway Road S Side 46+50 0.0 AC-11 145.0 142.0 98 95 AC 26 11/17/18 Gateway Road N Side 52+90 0.0 AC-11 145.0 142.8 98 95 AC 27 11/17/18 El Fuerte 51+75 0.0 AC-11 145.0 143.0 99 95 AC 28 11/17/18 El Fuerte 50+65 0.0 AC-11 145.0 142.8 98 95 Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD/ YY) Elev. or Depth (feet) Curve No. Max. Density (pcf) Location Field Density (pcf) Relative Compaction (%) Required Compaction (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD/ YY) Elev. or Depth (feet) Curve No. Max. Density (pcf) Location Field Density (pcf) Relative Compaction (%) Required Compaction (%) AC 29 11/17/18 El Fuerte 49+50 0.0 AC-11 145.0 141.8 98 95 AC 30 11/17/18 El Fuerte 48+25 0.0 AC-11 145.0 140.7 97 95 AC 31 11/17/18 El Fuerte 46+95 0.0 AC-11 145.0 140.2 97 95 AC 32 11/17/18 El Fuerte 45+80 0.0 AC-11 145.0 141.7 98 95 AC 33 11/17/18 El Fuerte 44+95 0.0 AC-11 145.0 140.2 97 95 AC 34 12/14/18 El Fuerte 11+75 0.0 AC-11 145.0 140.8 97 95 AC 35 12/15/18 El Fuerte 9+00 0.0 AC-11 145.0 139.4 96 95 AC 36 12/15/18 El Fuerte 11+00 0.0 AC-11 145.0 140.0 97 95 AC 37 12/15/18 El Fuerte 13+50 0.0 AC-11 145.0 138.6 96 95 AC 38 12/15/18 Gateway Road 49+15 0.0 AC-11 145.0 138.0 95 95 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. B 1 05/15/18 El Fuerte 11+30 0 20 0 140.2 6.5 131.3 8.4 94 95 B 2 05/17/18 El Fuerte CG 11+05 0 21 0 118.6 13.7 113.8 13.3 96 95 B 3 06/20/18 Private Drive A 10+50 0 23 0 124.4 12.2 118.3 14.0 95 95 B 4 06/20/18 Private Drive A 12+10 0 23 0 124.4 12.2 119.3 13.9 96 95 B 5 06/20/18 Private Drive A 13+20 0 23 0 124.4 12.2 119.1 13.8 96 95 B 6 07/21/18 Colt Place 3+60 0 23 0 124.4 12.2 118.2 14.2 95 95 B 7 07/21/18 Colt Place 3+25 0 23 0 124.4 12.2 119.0 13.8 96 95 B 8 07/21/18 Colt Place 4+70 0 23 0 124.4 12.2 118.3 13.2 95 95 B 9 07/21/18 Colt Place 4+95 0 23 0 124.4 12.2 118.7 12.8 95 95 B 10 07/21/18 Colt Place 5+60 0 23 0 124.4 12.2 118.0 14.1 95 95 B 11 07/21/18 Colt Place 5+10 0 23 0 124.4 12.2 119.1 13.3 96 95 B 12 09/14/18 Gateway Drive 0 23 0 124.4 12.2 118.2 13.4 95 95 B 13 10/01/18 Private Drive Aisle K X Gutter 13+95 0 23 0 124.4 12.2 117.9 13.8 95 95 B 14 10/02/18 Gateway Road 46+70 0 23 0 124.4 12.2 119.0 12.8 96 95 B 15 10/03/18 Gateway Road 47+45 0 23 0 124.4 12.2 118.3 12.6 95 95 B 16 10/04/18 El Fuerte 9+45 0 23 0 124.4 12.2 117.8 13.3 95 95 B 17 10/05/18 Gateway Road 17+00 0 23 0 124.4 12.2 118.0 12.8 95 95 B 18 10/11/18 Private Drive Aisle K 13+80 0 24 0 125.0 10.4 118.8 13.4 95 95 B 19 10/12/18 El Fuerte 9+55 0 26 0 116.6 13.1 110.8 13.1 95 95 B 20 10/12/18 El Fuerte 11+00 0 26 0 116.6 13.1 111.1 13.4 95 95 B 21 10/17/18 Gateway Road 50+45 0 26 0 116.6 13.1 120.6 10.7 103 95 B 22 10/24/18 El Fuerte 11+50 0 26 0 116.6 13.1 118.6 13.4 102 95 B 23 11/09/18 Gateway Road 50+35 0 26 0 116.6 13.1 111.0 14.2 95 95 B 24 11/15/18 Gateway Road 48+75 0 26 0 116.6 13.1 114.3 13.9 98 95 B 25 11/15/18 Gateway Road SMH 1 48+30 0 26 0 116.6 13.1 111.9 14.2 96 95 B 26 11/16/18 Gateway Road 48+00 0 26 0 116.6 13.1 111.1 13.6 95 95 B 27 12/13/18 Private Drive Aisle N 0 26 0 116.6 13.1 112.0 13.9 96 95 B 28 12/14/18 El Fuerte 12+65 0 26 0 116.6 13.1 113.1 14.2 97 95 B 29 12/14/18 El Fuerte 12+00 0 26 0 116.6 13.1 111.8 13.2 96 95 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) B 30 12/14/18 El Fuerte 11+75 0 26 0 116.6 13.1 110.8 13.4 95 95 0 GEOCO I I TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. CG 1 05/17/18 Private Drive C1 12+40 0 3 0 120.1 12.8 114.6 13.8 95 95 CG 2 10/03/18 Private Drive C 10+00 0 3 0 120.1 12.8 115.0 13.9 96 95 CG 3 10/03/18 El Fuerte 11+50 0 3 0 120.1 12.8 114.5 14.4 95 95 CG 4 12/27/18 Private Drive C1 12+40 0 26 0 116.6 13.1 111.3 13.2 95 95 CG 5 12/27/18 Private Drive C1 10+90 0 26 0 116.6 13.1 110.9 14.8 95 95 CG 6 12/27/18 Private Drive C 10+45 0 26 0 116.6 13.1 110.9 15.0 95 95 CG 7 12/27/18 Private Drive C 12+15 0 26 0 116.6 13.1 111.4 13.8 96 95 CG 8 12/27/18 Private Drive C2 11+20 0 26 0 116.6 13.1 112.4 13.7 96 95 CG 9 12/27/18 Private Drive C 10+40 0 26 0 116.6 13.1 111.6 13.1 96 95 CG 10 12/27/18 Private Drive C 12+85 0 26 0 116.6 13.1 110.8 14.1 95 95 CG 11 12/27/18 Private Drive C 13+25 0 26 0 116.6 13.1 111.7 13.5 96 95 CG 12 12/27/18 Private Drive G 10+45 0 26 0 116.6 13.1 112.0 13.3 96 95 CG 13 12/27/18 Private Drive G 10+20 0 26 0 116.6 13.1 110.9 13.9 95 95 CG 14 12/28/18 Private Drive C 17+20 0 3 0 120.1 12.8 114.3 13.2 95 95 CG 15 12/28/18 Private Drive C 16+00 0 3 0 120.1 12.8 115.0 13.8 96 95 CG 16 12/28/18 Private Drive C 14+25 0 3 0 120.1 12.8 114.7 13.7 96 95 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. JT 1 03/13/18 Private Drive Aisle N 15+65 -1 1 0 109.7 17.9 98.9 17.9 90 90 JT 2 03/13/18 Private Drive Aisle N 14+45 -1 2 0 116.4 14.9 105.7 15.4 91 90 JT 3 03/13/18 Private Drive Aisle O 11+00 -1 2 0 116.4 14.9 106.0 14.9 91 90 JT 4 04/03/18 Private Drive B 10+40 -1 2 0 116.4 14.9 108.7 16.9 93 90 JT 5 04/03/18 Private Drive B 11+35 -1 2 0 116.4 14.9 109.8 16.1 94 90 JT 6 04/03/18 Private Drive B 11+65 -1 2 0 116.4 14.9 105.0 16.9 90 90 JT 7 04/03/18 Private Drive B 10+50 -1 2 0 116.4 14.9 105.6 16.5 91 90 JT 8 04/05/18 Private Drive Aisle N 16+95 -1 2 0 116.4 14.9 106.1 14.9 91 90 JT 9 04/05/18 Private Drive Aisle B 12+10 -1 2 0 116.4 14.9 107.0 15.1 92 90 JT 10 04/06/18 Private Drive B 8+75 -1 2 0 116.4 14.9 105.4 16.5 91 90 JT 11 04/12/18 Private Drive J 10+80 418 5 0 121.6 12.5 109.0 13.7 90 90 JT 12 04/12/18 Private Drive J 10+65 418 5 0 121.6 12.5 111.9 14.4 92 90 JT 13 04/12/18 Private Drive J 11+45 418 2 0 116.4 14.9 105.6 16.5 91 90 JT 14 04/12/18 Private Drive J 11+80 418 2 0 116.4 14.9 105.0 16.7 90 90 JT 15 04/13/18 Private Drive N 17+20 420 2 0 116.4 14.9 108.0 16.8 93 90 JT 16 04/21/18 Private Drive K 12+00 418 11 0 125.0 10.3 116.7 13.1 93 90 JT 17 04/21/18 Private Drive M 13+35 421 9 0 125.5 10.5 115.7 11.8 92 90 JT 18 04/24/18 Private Drive M 14+75 -1 14 0 132.6 8.6 123.9 9.5 93 90 JT 19 04/24/18 Private Drive M 14+75 -1 14 0 132.6 8.6 120.7 9.2 91 90 JT 20 04/24/18 Private Drive M 14+75 -1 2 0 116.4 14.9 106.8 15.2 92 90 JT 21 04/25/18 Private Drive M -2 3 0 120.1 12.8 110.7 13.5 92 90 JT 22 04/25/18 Private Drive M -1 3 0 120.1 12.8 108.4 12.9 90 90 JT 23 04/26/18 El Fuerte Street 13+85 0 14 0 132.6 8.6 122.3 9.3 92 90 JT 24 04/30/18 Private Drive K 13+00 -1 7 0 127.4 10.5 117.5 10.3 92 90 JT 25 05/02/18 Colt Place -2 14 0 132.6 8.6 119.6 9.6 90 90 JT 26 05/04/18 Private Drive B -2 14 0 132.6 8.6 119.5 9.1 90 90 JT 27 05/07/18 Private Drive K 13+75 -2 14 0 132.6 8.6 120.5 8.6 91 90 JT 28 05/14/18 El Fuerte Street 11+30 0 2 0 116.4 14.9 111.9 15.6 96 90 JT 29 05/16/18 Pull Boxes behind Wall 1 430 9 0 125.5 10.5 115.1 11.6 92 90 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) JT 30 05/16/18 Pull Boxes behind Wall 1 432 5 0 121.6 12.5 111.3 13.5 92 90 JT 31 05/16/18 Pull Boxes behind Wall 1 431 9 0 125.5 10.5 116.0 10.8 92 90 JT 32 05/16/18 Pull Boxes behind Wall 1 433 9 0 125.5 10.5 114.7 11.3 91 90 JT 33 05/17/18 Private Drive M 10+35 418 11 0 125.0 10.3 115.2 10.5 92 90 JT 34 05/17/18 SE Corner of Bldg C 423 5 0 121.6 12.5 112.3 13.4 92 90 JT 35 05/18/18 Under SW El Fuerte 11+98 425 5 0 121.6 12.5 115.6 12.8 95 90 JT 36 05/29/18 Under SW El Fuerte 12+20 424 5 0 121.6 12.5 113.2 13.1 93 90 JT 37 06/06/18 Private Drive A 11+05 -1 2 0 116.4 14.9 105.7 15.2 91 90 JT 38 06/06/18 Private Drive A 10+05 -1 2 0 116.4 14.9 105.0 15.6 90 90 JT 39 06/08/18 Private Drive A 10+00 0 17 0 128.0 9.9 121.8 10.3 95 95 JT 40 06/12/18 Colt Place Sidewalk 4+00 405 17 0 128.0 9.9 118.4 10.6 93 90 JT 41 06/13/18 Colt Place 3+25 403 11 0 125.0 10.3 112.8 10.6 90 90 JT 42 06/15/18 Private Drive Aisle K 13+85 410 8 0 124.5 11.8 116.8 12.3 94 90 JT 43 07/06/18 Private Drive B 13+00 428 2 0 116.4 14.9 106.6 15.2 92 90 JT 44 09/17/18 Private Drive C 10+30 415 2 0 116.4 14.9 108.0 15.1 93 90 JT 45 09/17/18 Private Drive C 11+90 413 2 0 116.4 14.9 107.1 15.4 92 90 JT 46 09/19/18 Private Drive G 10+30 411 3 0 120.1 12.8 110.2 13.2 92 90 JT 47 09/19/18 Alley E 11+00 415 2 0 116.4 14.9 107.3 16.8 92 90 JT 48 09/19/18 Alley F 10+85 417 3 0 120.1 12.8 109.8 13.9 91 90 JT 49 09/19/18 Private Drive C 12+65 418 3 0 120.1 12.8 110.0 14.2 92 90 JT 50 09/20/18 Private Drive C 17+85 417 2 0 116.4 14.9 107.3 14.9 92 90 JT 51 09/20/18 Alley D 10+65 414 2 0 116.4 14.9 108.0 15.1 93 90 JT 52 09/20/18 Private Drive C 14+65 418 2 0 116.4 14.9 106.2 15.4 91 90 JT 53 09/20/18 Private Drive C Xing 16+20 2 0 116.4 14.9 106.6 15.0 92 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. RW 1 06/23/18 Private Drive Aisle K 13+95 410 17 0 128.0 9.9 117.4 10.6 92 90 Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO I I TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. SD 1 01/02/18 Private Drive D 11+00 417 2 0 116.4 14.9 107.7 15.2 93 90 SD 2 01/04/18 Private Drive A 11+85 411 2 0 116.4 14.9 105.9 16.2 91 90 SD 3 01/05/01 Private Drive C 17+15 415 5 0 121.6 12.5 112.8 12.9 93 90 SD 4 01/08/18 Private Drive D 11+55 417 5 0 121.6 12.5 110.3 12.6 91 90 SD 5 01/13/18 Private Drive D 11+20 410 2 0 116.4 14.9 105.8 16.4 91 90 SD 6 01/13/18 Private Drive D 10+25 409 2 0 116.4 14.9 105.0 17.2 90 90 SD 7 01/13/18 Private Drive H 10+35 411 1 0 109.7 17.9 98.8 18.8 90 90 SD 8 01/13/18 Private Drive A 11+55 409 1 0 109.7 17.9 100.1 19.7 91 90 SD 9 01/13/18 Private Drive A 12+70 411 1 0 109.7 17.9 100.2 21.0 91 90 SD 10 01/16/18 Private Drive D 11+55 410 2 0 116.4 14.9 105.4 15.8 91 90 SD 11 01/16/18 Private Drive A 16+20 419 4 0 118.9 14.2 106.6 14.9 90 90 SD 12 01/16/18 E of Bldg B 419 6 0 119.5 13.6 107.7 13.9 90 90 SD 13 01/18/18 Private Drive A 12+20 410 1 0 109.7 17.9 98.8 19.3 90 90 SD 14 01/18/18 Private Drive I 10+10 417 3 0 120.1 12.8 111.4 13.1 93 90 SD 15 01/18/18 S of Bldg A 417 1 0 109.7 17.9 98.9 18.6 90 90 SD 16 01/18/18 Private Drive H 10+55 408 2 0 116.4 14.9 107.1 16.2 92 90 SD 17 01/19/18 S of Bldg A 418 1 0 109.7 17.9 100.4 18.0 92 90 SD 18 01/19/18 NE of Bldg B 418 1 0 109.7 17.9 101.0 17.9 92 90 SD 19 01/19/18 SE of Bldg A 419 4 0 118.9 14.2 107.9 14.8 91 90 SD 20 01/19/18 Private Drive G 10+60 409 1 0 109.7 17.9 101.3 18.6 92 90 SD 21 01/22/18 Private Drive D 11+55 408 2 0 116.4 14.9 107.1 16.2 92 90 SD 22 01/22/18 Private Drive O 12+55 418 1 0 109.7 17.9 99.8 18.6 91 90 SD 23 01/22/18 Private Drive A 10+05 404 1 0 109.7 17.9 100.1 19.0 91 90 SD 24 01/23/18 Private Drive A 15+90 417 1 0 109.7 17.9 102.3 18.3 93 90 SD 25 01/23/18 Private Drive A 17+00 419 2 0 116.4 14.9 106.1 15.2 91 90 SD 26 01/23/18 Private Drive A 17+65 419 1 0 109.7 17.9 100.8 17.8 92 90 SD 27 01/24/18 Private Drive A 419 1 0 109.7 17.9 101.9 18.3 93 90 SD 28 01/26/18 Private Drive Aisle N 13+45 420 2 0 116.4 14.9 104.9 16.4 90 90 SD 29 01/31/18 Private Drive C 18+10 416 2 0 116.4 14.9 108.2 15.4 93 90 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SD 30 02/01/18 Private Drive Aisle N 12+55 420 3 0 120.1 12.8 109.9 13.4 92 90 SD 31 02/07/18 N of Bldg C Parking Area 422 1 0 109.7 17.9 102.0 17.8 93 90 SD 32 02/07/18 Private Drive B 10+60 419 2 0 116.4 14.9 106.6 14.7 92 90 SD 33 02/07/18 Parking Area NE of Bldg E 417 2 0 116.4 14.9 105.7 15.4 91 90 SD 34 02/07/18 Private Drive B 11+30 420 4 0 118.9 14.2 107.8 15.8 91 90 SD 35 02/09/18 Private Drive B 10+10 418 4 0 118.9 14.2 108.2 16.1 91 90 SD 36 02/09/18 Aisle K 10+55 417 1 0 109.7 17.9 102.1 17.8 93 90 SD 37 02/09/18 Aisle N 17+10 423 1 0 109.7 17.9 103.0 17.2 94 90 SD 38 02/10/18 Vault S of Bldg C 418 3 0 120.1 12.8 108.8 13.1 91 90 SD 39 02/10/18 Vault S of Bldg C 418 3 0 120.1 12.8 109.1 12.8 91 90 SD 40 02/13/18 Vault S of Bldg C 420 3 0 120.1 12.8 109.7 13.0 91 90 SD 41 02/13/18 Vault S of Bldg C 418 3 0 120.1 12.8 110.1 12.8 92 90 SD 42 02/13/18 Vault S of Bldg C 420 3 0 120.1 12.8 109.8 13.1 91 90 SD 43 02/13/18 Private Drive B 11+45 422 4 0 118.9 14.2 107.4 15.8 90 90 SD 44 02/14/18 Vault S of Bldg 6 402 2 0 116.4 14.9 105.5 15.2 91 90 SD 45 02/14/18 Vault S of Bldg 6 402 2 0 116.4 14.9 105.8 14.9 91 90 SD 46 02/14/18 Vault S of Bldg 6 402 2 0 116.4 14.9 104.1 13.1 89 90 SD 46 A 02/14/18 Vault S of Bldg 6 402 2 0 116.4 14.9 105.2 16.0 90 90 SD 47 02/14/18 Vault S of Bldg 6 403 1 0 109.7 17.9 100.2 19.2 91 90 SD 48 02/14/18 Vault S of Bldg 6 403 15 0 117.8 14.7 107.4 15.0 91 90 SD 49 02/15/18 Vault E of Bldg 3 414 3 0 120.1 12.8 108.8 13.9 91 90 SD 50 02/16/18 Vault E of Bldg 3 415 16 0 117.7 13.3 106.1 15.0 90 90 SD 51 02/16/18 Vault E of Bldg 3 415 16 0 117.7 13.3 106.9 14.2 91 90 SD 52 02/23/18 Area W of Bldg E 416 2 0 116.4 14.9 107.2 15.3 92 90 SD 53 02/23/18 Private Drive B 418 2 0 116.4 14.9 106.6 14.9 92 90 SD 54 02/23/18 SE of Bldg 3 408 1 0 109.7 17.9 99.8 18.2 91 90 SD 55 02/23/18 SE of Bldg 3 412 1 0 109.7 17.9 100.1 18.0 91 90 SD 56 02/23/18 Private Drive B 8+20 414 2 0 116.4 14.9 107.3 15.2 92 90 SD 57 02/24/18 NE of Bldg B 420 1 0 109.7 17.9 99.9 18.4 91 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SD 58 02/26/18 NW of Bldg A 420 1 0 109.7 17.9 99.9 17.7 91 90 SD 59 02/28/18 S of Bldg 3 409 1 0 109.7 17.9 100.2 17.8 91 90 SD 60 02/28/18 S of Bldg 3 412 2 0 116.4 14.9 105.2 16.4 90 90 SD 61 02/28/18 SE of Bldg 2 408 1 0 109.7 17.9 99.7 19.3 91 90 SD 62 03/01/18 Vault S of Bldg 6 408 1 0 109.7 17.9 99.1 19.5 90 90 SD 63 03/01/18 SW of Bldg 3 410 2 0 116.4 14.9 105.5 15.3 91 90 SD 64 03/02/18 S of Bldg 3 409 2 0 116.4 14.9 105.1 15.9 90 90 SD 65 03/02/18 Vault S of Bldg C 410 4 0 118.9 14.2 106.9 14.7 90 90 SD 66 03/05/18 Vault S of Bldg C 413 4 0 118.9 14.2 107.9 16.5 91 90 SD 67 03/05/18 Vault S of Bldg C 411 4 0 118.9 14.2 106.7 15.2 90 90 SD 68 03/05/18 Private Drive B Box 8+90 416 2 0 116.4 14.9 105.5 16.1 91 90 SD 69 03/05/18 Private Drive Aisle I 11+70 415 1 0 109.7 17.9 100.2 17.9 91 90 SD 70 03/06/18 Private Drive Aisle M 13+85 421 3 0 120.1 12.8 110.8 13.7 92 90 SD 71 03/06/18 Private Drive Aisle K 10+85 415 4 0 118.9 14.2 110.1 15.2 93 90 SD 72 03/07/18 Private Drive Aisle M 14+15 421 3 0 120.1 12.8 109.8 13.9 91 90 SD 73 03/07/18 Private Drive Aisle M 13+45 419 4 0 118.9 14.2 109.3 16.0 92 90 SD 74 03/07/18 W of Bldg F 415 1 0 109.7 17.9 100.2 18.4 91 90 SD 75 03/08/18 Private Drive Aisle M 14+40 422 1 0 109.7 17.9 100.5 18.0 92 90 SD 76 03/08/18 Private Drive Aisle M 14+25 424 2 0 116.4 14.9 105.1 15.2 90 90 SD 77 03/09/18 Private Drive Aisle K 11+70 415 2 0 116.4 14.9 108.0 15.8 93 90 SD 78 03/10/18 Private Drive Aisle L 10+85 416 2 0 116.4 14.9 107.7 14.9 93 90 SD 79 03/10/18 Private Drive Aisle L 10+40 417 1 0 109.7 17.9 103.0 17.9 94 90 SD 80 03/10/18 Private Drive Aisle K 11+05 417 2 0 116.4 14.9 105.5 17.0 91 90 SD 81 03/13/18 Colt Place 11+55 403 19 0 126.0 10.3 113.6 11.9 90 90 SD 82 03/14/18 Private Drive Aisle K 11+00 419 4 0 118.9 14.2 107.0 15.1 90 90 SD 83 03/16/18 NW of Bldg G 415 1 0 109.7 17.9 103.1 17.8 94 90 SD 84 03/16/18 Private Drive Aisle K 413 1 0 109.7 17.9 102.0 18.3 93 90 SD 85 03/20/18 S of Bldg D Box 415 1 0 109.7 17.9 102.3 19.0 93 90 SD 86 03/20/18 Private Drive Aisle M 14+45 424 1 0 109.7 17.9 99.9 18.1 91 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SD 87 03/21/18 Private Drive Aisle K 415 2 0 116.4 14.9 105.8 15.7 91 90 SD 88 03/21/18 NW of Bldg H 417 2 0 116.4 14.9 105.3 17.0 90 90 SD 89 03/26/18 NW of Bldg H 416 2 0 116.4 14.9 105.8 16.8 91 90 SD 90 03/26/18 Btwn Bldgs G/H 415 1 0 109.7 17.9 99.9 18.1 91 90 SD 91 04/18/18 Private Drive A 10+10 404 1 0 109.7 17.9 101.2 19.1 92 90 SD 92 04/18/18 Private Drive A 10+05 405 1 0 109.7 17.9 102.3 19.7 93 90 SD 93 04/18/18 Private Drive A 9+75 404 2 0 116.4 14.9 107.8 16.6 93 90 SD 94 04/18/18 Private Drive K 13+65 411 1 0 109.7 17.9 101.2 19.9 92 90 SD 95 04/21/18 Private Drive C 11+90 413 10 0 113.9 14.6 106.0 17.6 93 90 SD 96 04/21/18 Alley E 12+00 415 10 0 113.9 14.6 106.1 17.2 93 90 SD 97 04/21/18 Private Drive C 10+50 415 10 0 113.9 14.6 105.4 17.5 93 90 SD 98 04/21/18 Private Drive C1 11+50 417 10 0 113.9 14.6 105.8 17.3 93 90 SD 99 04/21/18 Private Drive K 13+70 411 1 0 109.7 17.9 102.4 20.5 93 90 SD 100 04/21/18 Private Drive K 13+70 411 1 0 109.7 17.9 101.7 20.9 93 90 SD 101 05/01/18 Private Drive D 10+95 410 5 0 121.6 12.5 113.6 13.1 93 90 SD 102 05/01/18 Private Drive D 10+55 410 2 0 116.4 14.9 108.2 15.2 93 90 SD 103 05/01/18 Private Drive D 11+40 410 5 0 121.6 12.5 114.1 14.2 94 90 SD 104 05/03/18 Private Drive K 13+65 409 4 0 118.9 14.2 113.0 14.6 95 90 SD 105 05/03/18 Private Drive C 10+65 414 5 0 121.6 12.5 111.0 13.1 91 90 SD 106 05/03/18 Private Drive C 9+55 415 5 0 121.6 12.5 115.3 14.1 95 90 SD 107 05/03/18 Hydrodynamic Separator S of Bldg D 415 14 0 132.6 8.6 125.0 9.1 94 90 SD 108 05/03/18 Hydrodynamic Separator S of Bldg D 418 14 0 132.6 8.6 127.4 8.8 96 90 SD 109 05/04/18 Private Drive E 11+50 414 2 0 116.4 14.9 108.2 16.9 93 90 SD 110 05/04/18 Private Drive G 10+55 411 2 0 116.4 14.9 108.6 16.0 93 90 SD 111 05/04/18 Private Drive A 12+70 412 5 0 121.6 12.5 114.4 14.2 94 90 SD 112 05/04/18 Private Drive D 11+85 412 5 0 121.6 12.5 109.8 13.8 90 90 SD 113 05/04/18 Private Drive D 11+95 412 5 0 121.6 12.5 110.4 13.1 91 90 SD 114 05/04/18 Hydrodynamic Separator on Line G1 408 2 0 116.4 14.9 108.0 17.0 93 90 SD 115 05/07/18 Hydrodynamic Separator S of Bldg D 418 14 0 132.6 8.6 126.1 8.8 95 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SD 116 05/09/18 Private Drive E 10+70 408 2 0 116.4 14.9 104.9 15.1 90 90 SD 117 05/09/18 Private Drive E 11+70 409 2 0 116.4 14.9 106.1 15.3 91 90 SD 118 05/09/18 Private Drive E 12+30 408 12 0 127.4 9.8 105.4 15.6 83 90 SD 119 05/23/18 Type I Box behind Wal 9 395 5 0 121.6 12.5 111.1 14.0 91 90 SD 120 05/23/18 Colt Place under SW 1+93 402 5 0 121.6 12.5 112.2 13.7 92 90 SD 121 07/16/18 NW of Lot 1 408 2 0 116.4 14.9 107.1 15.2 92 90 SD 122 07/16/18 Behind Wall 10 10+30 411 5 0 121.6 12.5 109.8 13.5 90 90 SD 123 07/16/18 Behind Wall 10 10+48 413 2 0 116.4 14.9 105.1 15.6 90 90 SD 124 07/16/18 Addendum Wall 3 414 2 0 116.4 14.9 106.1 15.2 91 90 SD 125 07/17/18 N Side of Wall 10 Box 410 17 0 128.0 9.9 115.5 10.5 90 90 SD 126 07/17/18 N Side of Wall 10 Box 413 14 0 132.6 8.6 123.3 8.8 93 90 SD 127 07/20/18 Line E1 405 5 0 121.6 12.5 113.5 14.4 93 90 SD 128 07/20/18 Colt Place CO 403 1 0 109.7 17.9 104.5 18.3 95 90 SD 129 07/20/18 Line E1 407 1 0 109.7 17.9 101.2 17.9 92 90 SD 130 07/20/18 Line E1 409 1 0 109.7 17.9 120.5 18.2 110 90 SD 131 07/21/18 Private Drive C C-1 14+30 412 2 0 116.4 14.9 107.9 15.3 93 90 SD 132 07/21/18 Private Drive C Type I 15+85 416 2 0 116.4 14.9 107.6 16.6 92 90 SD 133 07/21/18 Private Drive C CB 15+85 412 2 0 116.4 14.9 106.8 15.8 92 90 SD 134 07/21/18 Private Drive C 16+30 416 2 0 116.4 14.9 108.0 15.1 93 90 SD 135 07/21/18 Private Drive C CB 16+55 414 2 0 116.4 14.9 105.0 16.3 90 90 SD 136 07/21/18 Private Drive C 17+50 417 2 0 116.4 14.9 105.6 15.2 91 90 SD 137 07/21/18 Alley D 10+50 414 2 0 116.4 14.9 106.7 15.8 92 90 SD 138 07/23/18 Wall 4 Drain - W 408 14 0 132.6 8.6 120.9 9.7 91 90 SD 139 07/24/18 Wall 4 Drain - W 410 14 0 132.6 8.6 121.2 9.2 91 90 SD 140 07/24/18 Wall 4 Drain - W 411 14 0 132.6 8.6 120.1 9.0 91 90 SD 141 07/25/18 Private Drive Aisle F 11+60 414 2 0 116.4 14.9 105.5 15.1 91 90 SD 142 07/25/18 Private Drive Aisle D 11+35 412 2 0 116.4 14.9 106.2 14.9 91 90 SD 143 07/27/18 Private Drive C 15+20 414 5 0 121.6 12.5 109.6 13.7 90 90 SD 144 08/01/18 Private Drive C IP 13+00 411 2 0 116.4 14.9 105.0 15.9 90 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SD 145 08/02/18 Private Drive C 13+50 410 2 0 116.4 14.9 104.9 15.3 90 90 SD 146 08/02/18 N of Bldg 5 Vault Line 409 2 0 116.4 14.9 105.6 15.3 91 90 SD 147 08/03/18 Private Drive C 13+35 410 2 0 116.4 14.9 106.1 14.9 91 90 SD 148 08/07/18 Private Drive C AD 13+95 413 2 0 116.4 14.9 104.9 17.2 90 90 SD 149 08/07/18 Private Drive C AD 13+35 413 2 0 116.4 14.9 106.1 16.6 91 90 SD 150 08/08/18 E of Bldg 14 409 2 0 116.4 14.9 105.1 15.2 90 90 SD 151 08/09/18 N of Bldg 5 Vault Line 408 2 0 116.4 14.9 105.3 16.4 90 90 SD 152 08/10/18 SE of Bldg 14 407 2 0 116.4 14.9 106.0 15.1 91 90 SD 153 08/10/18 S of Bldg 14 406 2 0 116.4 14.9 105.5 15.6 91 90 SD 154 08/15/18 S of Bldg F 409 14 0 132.6 8.6 127.0 9.0 96 90 SD 155 08/15/18 S of Bldg F 412 14 0 132.6 8.6 124.3 8.8 94 90 SD 156 08/16/18 S Side Bldg F 410 16 0 117.7 13.3 111.2 15.6 94 90 SD 157 08/16/18 S Side Bldg F 414 16 0 117.7 13.3 110.8 15.0 94 90 SD 158 08/17/18 Private Drive C 13+64 410 5 0 121.6 12.5 114.3 13.3 94 90 SD 159 09/06/18 S of Bldg F 411 17 0 128.0 9.9 122.3 11.8 96 90 SD 160 09/13/18 Gateway Drive 46+45 410 21 0 118.6 13.7 110.1 16.6 93 90 SD 161 09/13/18 Gateway Drive 46+50 408 2 0 116.4 14.9 107.4 15.2 92 90 SD 162 09/14/18 S of Bldg F 409 2 0 116.4 14.9 107.2 15.1 92 90 SD 163 09/14/18 S of Bldg F 410 2 0 116.4 14.9 108.0 14.8 93 90 SD 164 09/26/18 Storm Water Bio Filter (El Fuerte) 14+30 407 17 0 128.0 9.9 118.1 10.2 92 90 SD 165 10/02/18 Private Drive B 6+50 409 5 0 121.6 12.5 109.4 14.8 90 90 SD 166 10/02/18 Gateway Drive 46+75 409 23 0 124.4 12.2 115.6 13.8 93 90 SD 167 10/03/18 Gateway Drive 47+50 409 23 0 124.4 12.2 114.0 12.9 92 90 SD 168 10/04/18 Private Drive B 6+15 410 3 0 120.1 12.8 109.1 13.2 91 90 SD 169 10/05/18 Gateway Drive 17+00 408 23 0 124.4 12.2 118.1 13.0 95 90 SD 170 10/11/18 Private Drive F In-Place 10+50 404 3 0 120.1 12.8 110.2 13.4 92 90 SD 171 10/19/18 Private Drive F 11+00 404 3 0 120.1 12.8 112.2 14.0 93 90 SD 172 10/19/18 SD Box W of Bldg 4 407 2 0 116.4 14.9 107.4 15.9 92 90 SD 173 10/23/18 Private Drive C1 10+80 414 2 0 116.4 14.9 107.1 15.2 92 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SD 174 11/19/18 Colt Place & Drive A 10+00 405 2 0 116.4 14.9 105.8 15.1 91 90 SD 175 11/20/18 Colt Place & Drive A 10+00 405 2 0 116.4 14.9 107.5 15.7 92 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. SG 1 06/15/18 Private Drive A 10+80 0 2 0 116.4 14.9 112.1 15.1 96 95 SG 2 06/15/18 Private Drive A 12+90 0 2 0 116.4 14.9 113.0 15.6 97 95 SG 3 06/18/18 Private Drive A 13+50 0 2 0 116.4 14.9 111.8 15.1 96 95 SG 4 07/21/18 Colt Place 4+15 0 1 0 109.7 17.9 105.2 18.0 96 95 SG 5 07/21/18 Colt Place 3+60 0 1 0 109.7 17.9 106.0 17.9 97 95 SG 6 07/21/18 Colt Place 3+30 0 1 0 109.7 17.9 104.7 18.1 95 95 SG 7 07/21/18 Colt Place 4+70 0 1 0 109.7 17.9 105.0 17.8 96 95 SG 8 07/21/18 Colt Place 5+10 0 1 0 109.7 17.9 104.8 18.0 96 95 SG 9 09/14/18 Gateway Drive 0 23 0 124.4 12.2 118.0 14.0 95 95 SG 10 09/26/18 Private Drive Aisle K 13+55 0 4 0 118.9 14.2 113.1 15.9 95 95 SG 11 10/03/18 El Fuerte 11+75 0 1 0 109.7 17.9 105.0 18.3 96 95 SG 12 10/11/18 El Fuerte 10+90 0 2 0 116.4 14.9 110.8 16.1 95 95 SG 13 10/11/18 El Fuerte 9+75 0 2 0 116.4 14.9 111.0 16.3 95 95 SG 14 10/17/18 Gateway Road 50+45 0 9 0 125.5 10.5 119.9 10.9 96 95 SG 15 11/09/18 Gateway Road 50+85 0 8 0 124.5 11.8 118.6 12.7 95 95 SG 16 11/14/18 Gateway Road 49+00 0 4 0 118.9 14.2 113.2 15.7 95 95 SG 17 11/14/18 Gateway Road 48+60 0 4 0 118.9 14.2 113.5 15.5 95 95 SG 18 11/14/18 Gateway Road 48+60 0 26 0 116.6 13.1 112.3 15.6 96 95 SG 19 11/14/18 Gateway Road 49+00 0 26 0 116.6 13.1 112.5 15.7 96 95 SG 20 11/15/18 Gateway Road 48+50 0 24 0 125.0 10.4 121.0 11.8 97 95 SG 21 11/15/18 Gateway Road SMH 1 48+24 0 24 0 125.0 10.4 120.0 11.5 96 95 SG 22 11/16/18 Gateway Road 48+00 0 8 20 131.0 9.5 125.1 11.1 96 95 SG 23 10/23/18 El Fuerte 11+50 0 2 0 116.4 14.9 111.3 16.3 96 95 SG 24 12/14/18 El Fuerte 11+75 0 2 0 116.4 14.9 110.8 15.4 95 95 SG 25 12/14/18 El Fuerte 12+00 0 2 0 116.4 14.9 111.0 15.8 95 95 SG 26 12/19/18 Private Drive C1 12+50 0 3 0 120.1 12.8 114.8 14.2 96 95 SG 27 12/19/18 Private Drive C1 10+65 0 3 0 120.1 12.8 115.1 13.9 96 95 SG 28 12/19/18 Private Drive C 10+15 0 2 0 116.4 14.9 110.6 15.8 95 95 SG 29 12/20/18 Private Drive C 12+10 0 3 0 120.1 12.8 114.7 13.4 96 95 Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) SG 30 12/28/18 Private Drive C 17+70 0 3 0 120.1 12.8 115.1 12.9 96 95 SG 31 12/28/18 Private Drive C 15+10 0 2 0 116.4 14.9 110.8 15.3 95 95 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. SL SL 12/27/17 Building B 420 11 0 125.0 10.3 114.7 10.7 92 90 SL 2 12/27/17 Building 7 (5)410 1 0 109.7 17.9 99.4 18.2 91 90 SL 3 12/27/17 Building B 419 2 0 116.4 14.9 105.7 16.0 91 90 SL 4 12/28/17 Building 7 (2)412 1 0 109.7 17.9 100.0 18.4 91 90 SL 5 12/28/17 Building 23 (3)416 2 0 116.4 14.9 106.3 15.2 91 90 SL 6 12/28/17 Building 10 (5)409 1 0 109.7 17.9 100.9 18.0 92 90 SL 7 01/02/18 Building 9 (1)408 1 0 109.7 17.9 100.1 18.3 91 90 SL 8 01/31/18 Bldg A Grease Trap 416 3 0 120.1 12.8 108.4 13.5 90 90 SL 9 01/31/18 Bldg A Grease Trap 419 3 0 120.1 12.8 109.2 13.8 91 90 SL 10 02/06/18 Bldg E 418 3 0 120.1 12.8 110.4 14.0 92 90 SL 11 02/16/18 Bldg E Grease Trap 413 1 0 109.7 17.9 98.7 18.2 90 90 SL 12 02/16/18 Bldg E Grease Trap 412 1 0 109.7 17.9 99.0 17.9 90 90 SL 13 02/21/18 Bldg E Grease Trap 415 1 0 109.7 17.9 99.5 18.2 91 90 SL 14 02/21/18 Bldg F Grease Trap 417 1 0 109.7 17.9 98.6 21.2 90 90 SL 15 02/22/18 Bldg E Grease Trap 414 4 0 118.9 14.2 106.9 15.9 90 90 SL 16 02/22/18 Bldg D Grease Trap 417 1 0 109.7 17.9 99.9 18.1 91 90 SL 17 02/22/18 Bldg D Grease Trap 412 1 0 109.7 17.9 100.1 19.2 91 90 SL 18 02/22/18 Bldg D Grease Trap 416 1 0 109.7 17.9 100.8 18.1 92 90 SL 19 02/24/18 Bldg D Grease Trap 415 1 0 109.7 17.9 100.4 17.8 92 90 SL 20 Test Number Not Used SL 21 02/26/18 Bldg G Grease Trap 419 4 0 118.9 14.2 107.3 15.0 90 90 SL 22 02/26/18 Bldg H Grease Trap 415 4 0 118.9 14.2 107.7 14.3 91 90 SL 23 02/28/18 Bldg H Grease Trap 417 4 0 118.9 14.2 108.1 15.0 91 90 SL 24 03/01/18 Bldg F Grease Trap 417 1 0 109.7 17.9 99.4 21.0 91 90 SL 25 04/17/18 Bldg 16 416 15 0 117.8 14.7 108.5 17.0 92 90 SL 26 04/17/18 Bldg 17 415 5 0 121.6 12.5 111.7 13.6 92 90 SL 27 04/17/18 Bldg 18 414 5 0 121.6 12.5 112.6 14.1 93 90 SL 28 04/17/18 Bldg 15 414 5 0 121.6 12.5 110.2 14.4 91 90 SL 29 04/17/18 Bldg 19 415 15 0 117.8 14.7 108.7 16.1 92 90 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SL 30 04/19/18 Bldg 15 412 15 0 117.8 14.7 109.1 17.1 93 90 SL 31 05/24/18 Alley F 21-2 416 2 0 116.4 14.9 104.9 15.2 90 90 SL 32 05/24/18 Alley F 21-4 414 4 0 118.9 14.2 111.0 14.9 93 90 SL 33 05/24/18 Alley O 20-4 411 4 0 118.9 14.2 110.1 15.5 93 90 SL 34 05/24/18 Alley O 22-3 413 4 0 118.9 14.2 107.8 15.6 91 90 SL 35 05/24/18 Alley O 20-2 412 4 0 118.9 14.2 110.8 15.3 93 90 SL 36 07/12/18 Private Drive C 12-5 413 5 0 121.6 12.5 113.5 13.3 93 90 SL 37 07/13/18 Private Drive C 12-1 412 5 0 121.6 12.5 111.1 13.1 91 90 SL 38 07/14/18 Bldg 13-2 410 2 0 116.4 14.9 105.3 15.5 90 90 SL 39 07/26/18 Private Drive C 14-2 411 5 0 121.6 12.5 112.8 13.8 93 90 SL 40 07/27/18 Private Drive C 14-5 410 5 0 121.6 12.5 111.9 13.0 92 90 SL 41 07/27/18 Private Drive C 13+75 410 5 0 121.6 12.5 112.2 13.7 92 90 SL 42 07/30/18 Bldg 17 415 5 0 121.6 12.5 110.4 12.8 91 90 SL 43 11/28/18 Bldg 5 407 1 0 109.7 17.9 100.1 18.8 91 90 SL 44 11/28/18 Bldg 8 407 1 0 109.7 17.9 98.8 18.3 90 90 SL 45 11/28/18 Bldg 5 IP 406 2 0 116.4 14.9 106.6 15.7 92 90 SL 46 12/15/18 Bldg 1 407 3 0 120.1 12.8 111.7 13.8 93 90 SL 47 12/15/18 Bldg 4 408 18 0 123.7 12.6 113.1 13.4 91 90 SL 48 12/21/18 Bldg 3 IP 411 3 0 120.1 12.8 110.3 14.0 92 90 SL 49 12/21/18 Bldg 3 IP 411 3 0 120.1 12.8 110.7 13.7 92 90 SL 50 12/21/18 Bldg 1 405 2 0 116.4 14.9 106.0 15.5 91 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. SM 1 12/18/17 Private Drive E 10+75 403 2 0 116.4 14.9 106.2 16.8 91 90 SM 2 12/18/17 Private Drive E 10+50 406 2 0 116.4 14.9 107.0 15.9 92 90 SM 3 12/19/17 Private Drive A 10+20 402 2 0 116.4 14.9 107.1 15.8 92 90 SM 4 12/19/17 Private Drive A 10+75 405 1 0 109.7 17.9 101.0 18.2 92 90 SM 5 12/19/17 Private Drive A 11+15 406 1 0 109.7 17.9 98.8 19.0 90 90 SM 6 12/20/17 Private Drive E 10+90 407 1 0 109.7 17.9 100.0 17.9 91 90 SM 7 12/20/17 Private Drive E1 10+75 405 1 0 109.7 17.9 99.8 18.2 91 90 SM 8 12/21/17 Private Drive E1 10+55 408 1 0 109.7 17.9 99.9 18.1 91 90 SM 9 12/27/17 Private Aisle N 12+40 418 2 0 116.4 14.9 105.3 15.9 90 90 SM 10 12/27/17 Private Aisle N 11+60 418 2 0 116.4 14.9 107.1 15.2 92 90 SM 11 12/27/17 Private Aisle D 13+00 410 2 0 116.4 14.9 106.0 15.7 91 90 SM 12 12/27/17 Private Aisle N 11+20 416 11 0 125.0 10.3 115.1 11.0 92 90 SM 13 12/27/17 Private Aisle D 11+65 409 1 0 109.7 17.9 100.0 17.9 91 90 SM 14 12/27/17 Private Aisle N 10+25 417 2 0 116.4 14.9 106.6 15.8 92 90 SM 15 12/28/17 Private Drive D 12+10 408 1 0 109.7 17.9 100.4 17.7 92 90 SM 16 12/28/17 Private Drive C 17+20 414 2 0 116.4 14.9 106.2 15.6 91 90 SM 17 12/28/17 Private Drive D 11+85 410 1 0 109.7 17.9 98.7 17.9 90 90 SM 18 12/28/17 Private Drive C 17+75 415 5 0 121.6 12.5 110.8 13.2 91 90 SM 19 12/28/17 Private Aisle N 13+25 419 5 0 121.6 12.5 111.4 14.0 92 90 SM 20 12/28/17 Private Aisle N 11+10 406 1 0 109.7 17.9 101.3 18.1 92 90 SM 21 12/29/17 Private Drive C 10+80 413 2 0 116.4 14.9 107.1 15.2 92 90 SM 22 01/02/18 Private Drive E 10+30 406 1 0 109.7 17.9 101.2 18.0 92 90 SM 23 02/05/18 Private Drive Aisle K 13+20 408 4 0 118.9 14.2 107.7 15.7 91 90 SM 24 02/05/18 Private Drive Aisle K 12+65 411 4 0 118.9 14.2 107.2 16.1 90 90 SM 25 02/06/18 Private Drive Aisle L 9+00 414 4 0 118.9 14.2 108.0 14.9 91 90 SM 26 02/07/18 Private Drive Aisle K 12+20 415 1 0 109.7 17.9 98.9 20.1 90 90 SM 27 02/08/18 Private Drive Aisle K 13+00 411 1 0 109.7 17.9 98.8 18.0 90 90 SM 28 02/08/18 Private Drive Aisle K 10+75 415 4 0 118.9 14.2 108.7 14.8 91 90 SM 29 02/17/18 Private Drive Aisle J 10+70 416 4 0 118.9 14.2 107.1 14.9 90 90 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SM 30 02/17/18 Private Drive Aisle J 11+10 414 4 0 118.9 14.2 107.3 15.2 90 90 SM 31 02/20/18 Private Drive Aisle L 10+35 415 4 0 118.9 14.2 106.8 15.1 90 90 SM 32 02/20/18 Private Drive Aisle M 10+20 414 4 0 118.9 14.2 107.1 15.6 90 90 SM 33 02/20/18 Private Drive Aisle J 11+55 416 1 0 109.7 17.9 99.9 18.2 91 90 SM 34 02/22/18 Private Drive Aisle L 10+70 416 4 0 118.9 14.2 107.0 15.2 90 90 SM 35 02/26/18 Private Drive Aisle M 10+30 415 1 0 109.7 17.9 102.2 17.7 93 90 SM 36 02/26/18 Private Drive Aisle M 11+35 416 4 0 118.9 14.2 107.5 15.8 90 90 SM 37 02/26/18 Private Drive Aisle M 11+75 417 4 0 118.9 14.2 107.2 15.7 90 90 SM 38 02/28/18 Private Drive Aisle M 12+80 419 4 0 118.9 14.2 107.5 15.4 90 90 SM 39 03/01/18 Private Drive Aisle L 11+00 418 4 0 118.9 14.2 108.0 15.5 91 90 SM 40 03/01/18 Private Drive Aisle M 13+05 419 4 0 118.9 14.2 110.1 14.6 93 90 SM 41 03/01/18 Private Drive Aisle J 417 1 0 109.7 17.9 100.2 18.8 91 90 SM 42 03/01/18 Private Drive Aisle K 408 4 0 118.9 14.2 110.1 16.0 93 90 SM 43 04/04/18 Private Drive A 9+55 403 1 0 109.7 17.9 105.2 18.5 96 90 SM 44 04/04/18 Private Drive A MH 19 9+42 404 1 0 109.7 17.9 103.6 18.2 94 90 SM 45 04/05/18 Private Drive A 9+90 403 1 0 109.7 17.9 99.7 18.9 91 90 SM 46 04/17/18 Private Drive C 9+85 417 15 0 117.8 14.7 110.1 17.6 93 90 SM 47 04/17/18 Private Drive C 10+85 416 15 0 117.8 14.7 107.3 15.8 91 90 SM 48 04/17/18 Private Drive C 11+75 415 5 0 121.6 12.5 112.9 13.8 93 90 SM 49 04/17/18 Private Drive C 12+30 415 5 0 121.6 12.5 113.0 14.4 93 90 SM 50 04/17/18 Alley E 12+05 415 5 0 121.6 12.5 109.4 15.5 90 90 SM 51 04/19/18 Alley E 11+70 414 15 0 117.8 14.7 109.1 16.0 93 90 SM 52 04/19/18 Private Drive C 11+40 413 5 0 121.6 12.5 110.1 14.3 91 90 SM 53 04/19/18 Private Drive C 9+50 415 15 0 117.8 14.7 106.8 16.0 91 90 SM 54 04/19/18 Private Drive G 10+40 409 5 0 121.6 12.5 111.7 14.4 92 90 SM 55 04/20/18 Alley E 11+30 414 15 0 117.8 14.7 107.6 16.1 91 90 SM 56 05/07/18 Gateway Road 50+50 404 1 0 109.7 17.9 106.7 18.1 97 90 SM 57 05/08/18 Gateway Road 50+15 404 8 0 124.5 11.8 113.2 12.3 91 90 SM 58 05/09/18 Gateway Road 49+70 406 2 0 116.4 14.9 105.6 15.3 91 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SM 59 05/10/18 Gateway Road 48+60 407 8 0 124.5 11.8 115.5 13.9 93 90 SM 60 05/11/18 Gateway Road 48+30 407 8 0 124.5 11.8 118.0 13.0 95 90 SM 61 05/14/18 Gateway Road MH1 408 8 0 124.5 11.8 114.9 12.5 92 90 SM 62 05/16/18 Gateway Road 48+15 408 4 0 118.9 14.2 110.3 15.3 93 90 SM 63 05/24/18 Alley F 11+30 412 4 0 118.9 14.2 107.8 16.0 91 90 SM 64 05/24/18 Alley D 10+20 414 5 0 121.6 12.5 114.1 12.9 94 90 SM 65 05/24/18 Alley D 10+85 408 4 0 118.9 14.2 106.8 14.9 90 90 SM 66 05/29/18 Gateway Road 49+90 405 8 0 124.5 11.8 112.4 12.3 90 90 SM 67 05/30/18 Gateway Road 48+95 408 4 0 118.9 14.2 108.4 15.5 91 90 SM 68 05/31/18 Gateway Road MH1 48+32 408 8 0 124.5 11.8 117.4 12.2 94 90 SM 69 06/01/18 Gateway Road MH1 48+28 408 4 0 118.9 14.2 109.0 15.0 92 90 SM 70 06/04/18 Alley B MH30 10+06 414 5 0 121.6 12.5 112.5 14.0 93 90 SM 71 06/04/18 Alley F MH31 11+50 413 4 0 118.9 14.2 110.6 15.5 93 90 SM 72 06/04/18 Alley F MH32 10+51 414 4 0 118.9 14.2 108.9 16.1 92 90 SM 73 06/08/18 Private Drive Aisle K 13+70 408 4 0 118.9 14.2 109.9 14.5 92 90 SM 74 06/08/18 Private Drive Aisle K MH2 13+91 409 8 0 124.5 11.8 115.7 12.5 93 90 SM 75 06/29/18 Private Drive Aisle E1 401 2 0 116.4 14.9 107.4 15.8 92 90 SM 76 06/29/18 Colt Place IP 10+10 403 2 0 116.4 14.9 106.6 14.9 92 90 SM 77 07/02/18 Colt Place 10+10 400 1 0 109.7 17.9 102.0 17.9 93 90 SM 78 07/03/18 Colt Place 10+10 402 1 0 109.7 17.9 99.1 18.8 90 90 SM 79 07/09/18 Alley D 11+15 4012 1 0 109.7 17.9 100.1 17.8 91 90 SM 80 07/10/18 Private Drive C 16+50 414 2 0 116.4 14.9 105.0 16.1 90 90 SM 81 07/10/18 Private Drive Aisle E1 10+75 401 2 0 116.4 14.9 106.2 14.9 91 90 SM 82 07/11/18 Private Drive C 16+26 412 2 0 116.4 14.9 106.8 15.8 92 90 SM 83 07/12/18 Private Drive C MH26 16+12 411 5 0 121.6 12.5 113.2 13.1 93 90 SM 84 07/12/18 Private Drive C MH26 16+12 414 5 0 121.6 12.5 115.2 12.9 95 90 SM 85 07/12/18 Private Drive C 15+65 409 5 0 121.6 12.5 110.8 13.8 91 90 SM 86 07/13/18 Private Drive C 15+30 411 5 0 121.6 12.5 109.8 13.2 90 90 SM 87 07/14/18 Private Drive C 14+35 408 2 0 116.4 14.9 106.6 15.2 92 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) SM 88 07/14/18 Private Drive C 14+65 410 2 0 116.4 14.9 106.9 14.9 92 90 SM 89 07/16/18 Private Drive C 14+80 411 2 0 116.4 14.9 107.4 15.3 92 90 SM 90 07/16/18 Private Drive E 11+00 406 2 0 116.4 14.9 106.0 15.0 91 90 SM 91 07/26/18 Private Drive C MH34 12+62 410 5 0 121.6 12.5 111.5 13.3 92 90 SM 92 07/26/18 Private Drive C 13+00 412 5 0 121.6 12.5 109.9 13.8 90 90 SM 93 07/27/18 Private Drive C MH33 13+19 409 5 0 121.6 12.5 113.4 12.9 93 90 SM 94 07/27/18 Private Drive C MH24 13+70 409 5 0 121.6 12.5 112.8 14.0 93 90 SM 95 07/27/18 Private Drive C 14+00 410 5 0 121.6 12.5 114.4 12.8 94 90 SM 96 11/28/18 Private Drive E 11+15 406 1 0 109.7 17.9 100.5 18.3 92 90 SM 97 11/28/18 Private Drive E 11+50 405 1 0 109.7 17.9 99.1 18.1 90 90 SM 98 12/03/18 Private Drive E IP 11+75 405 2 0 116.4 14.9 105.7 15.1 91 90 SM 99 12/15/18 Private Drive F 10+85 406 3 0 120.1 12.8 110.0 13.4 92 90 SM 100 12/15/18 Private Drive F 11+45 408 3 0 120.1 12.8 110.8 13.2 92 90 SM 101 12/15/18 Private Drive F 12+10 407 18 0 123.7 12.6 111.8 12.9 90 90 SM 102 12/21/18 Private Drive B IP 410 3 0 120.1 12.8 111.1 13.5 93 90 SM 103 12/21/18 Private Drive B IP 410 3 0 120.1 12.8 110.2 13.9 92 90 SM 104 12/21/18 Private Drive B IP 410 2 0 116.4 14.9 107.1 15.4 92 90 SM 105 12/21/18 Private Drive F 404 2 0 116.4 14.9 105.1 15.7 90 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. SW 1 05/17/18 El Fuerte 11+10 0 3 0 120.1 12.8 112.1 13.5 93 90 SW 2 11/14/18 El Fuerte 9+00 0 3 0 120.1 12.8 111.1 12.2 93 90 SW 3 11/14/18 El Fuerte 11+00 0 3 0 120.1 12.8 108.9 11.9 91 90 SW 4 11/14/18 El Fuerte 11+50 0 3 0 120.1 12.8 109.2 11.9 91 90 SW 5 11/14/18 El Fuerte 11+90 0 3 0 120.1 12.8 108.7 12.5 91 90 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. WB 1 01/03/18 Wall 7 Building 16 -8 13 0 126.7 10.5 115.4 11.8 91 90 WB 2 01/03/18 Wall 7 Building 16 -5 13 0 126.7 10.5 115.2 12.0 91 90 WB 3 01/04/18 Wall 7 Building 16 -5 13 0 126.7 10.5 116.2 11.0 92 90 WB 4 01/04/18 Wall 7 Building 16 -3 13 0 126.7 10.5 115.5 11.7 91 90 WB 5 01/05/18 Wall 7 Building 15 -6 13 0 126.7 10.5 116.0 11.1 92 90 WB 6 01/05/18 Wall 7 Building 15 -5 2 0 116.4 14.9 103.9 12.6 89 90 WB 6 A 01/05/18 Wall 7 Building 15 -5 2 0 116.4 14.9 105.5 15.2 91 90 WB 7 01/08/18 Wall 7 Building 15 -3 2 0 116.4 14.9 105.2 16.8 90 90 WB 8 01/08/18 Wall 7 Building 15 -5 2 0 116.4 14.9 106.0 15.1 91 90 WB 9 01/08/18 Wall 7 Building 15 Front -2 2 0 116.4 14.9 105.3 15.3 90 90 WB 10 01/08/18 Wall 7 Building 15 -1 2 0 116.4 14.9 105.7 14.9 91 90 WB 11 01/22/18 Wall 2 Footing 411 2 0 116.4 14.9 106.1 15.4 91 90 WB 12 01/22/18 Wall 2 -4 6 0 119.5 13.6 108.1 15.0 90 90 WB 13 01/22/18 Wall 2 -7 6 0 119.5 13.6 108.4 14.7 91 90 WB 14 01/23/18 Wall 2 -4 6 0 119.5 13.6 109.0 13.7 91 90 WB 15 01/23/18 Wall 2 -6 6 0 119.5 13.6 108.2 15.6 91 90 WB 16 01/23/18 Wall 2 -5 6 0 119.5 13.6 107.9 13.9 90 90 WB 17 01/23/18 Wall 2 -3 6 0 119.5 13.6 108.0 15.2 90 90 WB 18 01/23/18 Wall 2 -4 6 0 119.5 13.6 108.7 14.8 91 90 WB 19 01/24/18 Wall 2 -2 6 0 119.5 13.6 109.2 15.1 91 90 WB 20 01/24/18 Wall 2 -3 6 0 119.5 13.6 108.2 14.4 91 90 WB 21 01/24/18 Wall 2 -1 6 0 119.5 13.6 108.9 13.9 91 90 WB 22 01/24/18 Wall 2 -2 6 0 119.5 13.6 108.0 14.2 90 90 WB 23 01/24/18 Wall 2 0 6 0 119.5 13.6 107.7 14.3 90 90 WB 24 01/24/18 Wall 2 0 6 0 119.5 13.6 109.1 13.8 91 90 WB 25 02/02/18 Wall 6 -7 6 0 119.5 13.6 108.0 13.6 90 90 WB 26 02/02/18 Wall 6 -6 6 0 119.5 13.6 107.8 14.2 90 90 WB 27 02/02/18 Wall 6 -7 6 0 119.5 13.6 107.4 15.9 90 90 WB 28 02/02/18 Wall 6 -4 6 0 119.5 13.6 107.7 15.2 90 90 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 29 02/05/18 Wall 6 -3 6 0 119.5 13.6 108.3 14.5 91 90 WB 30 02/05/18 Wall 6 -4 6 0 119.5 13.6 109.4 14.1 92 90 WB 31 02/05/18 Wall 6 -3 6 0 119.5 13.6 108.7 15.0 91 90 WB 32 02/05/18 Wall 6 -2 6 0 119.5 13.6 107.9 14.1 90 90 WB 33 02/05/18 Wall 6 -2 6 0 119.5 13.6 109.9 13.8 92 90 WB 34 02/06/18 Wall 2 -1 6 0 119.5 13.6 108.1 14.9 90 90 WB 35 03/13/18 Wall 4 -7 19 0 126.0 10.3 117.6 10.9 93 90 WB 36 03/19/18 Wall 4 -8 19 0 126.0 10.3 113.3 11.4 90 90 WB 37 03/20/18 Wall 4 -7 19 0 126.0 10.3 113.5 11.5 90 90 WB 38 03/20/18 Wall 4 -6 19 0 126.0 10.3 115.8 10.8 92 90 WB 39 03/21/18 Wall 4 -4 19 0 126.0 10.3 115.2 10.7 91 90 WB 40 03/21/18 Wall 4 -4 19 0 126.0 10.3 113.9 10.4 90 90 WB 41 03/21/18 Wall 4 -5 19 0 126.0 10.3 114.2 10.9 91 90 WB 42 03/27/18 Wall 4 -3 19 0 126.0 10.3 114.4 10.8 91 90 WB 43 03/27/18 Wall 4 -3 19 0 126.0 10.3 115.0 10.4 91 90 WB 44 03/27/18 Wall 4 -3 19 0 126.0 10.3 114.0 11.0 90 90 WB 45 03/27/18 Wall 4 -3 14 0 132.6 8.6 120.1 8.2 91 90 WB 46 03/28/18 Wall 4 -2 14 0 132.6 8.6 121.3 8.7 91 90 WB 47 03/28/18 Wall 4 -2 14 0 132.6 8.6 120.7 8.5 91 90 WB 48 04/16/18 E Site Wall Bottom 425 14 0 132.6 8.6 124.5 8.5 94 90 WB 49 04/16/18 E Site Wall Bottom 426 14 0 132.6 8.6 125.2 8.8 94 90 WB 50 04/16/18 E Site Wall Bottom 426 14 0 132.6 8.6 120.7 8.7 91 90 WB 51 04/16/18 E Site Wall Bottom 427 14 0 132.6 8.6 119.9 8.5 90 90 WB 52 04/17/18 E Site Wall Bottom 427 14 0 132.6 8.6 126.4 10.4 95 90 WB 53 04/17/18 E Site Wall Bottom 428 14 0 132.6 8.6 122.4 10.5 92 90 WB 54 04/17/18 E Site Wall Bottom 428 19 0 126.0 10.3 116.9 12.3 93 90 WB 55 04/17/18 E Site Wall Bottom 429 19 0 126.0 10.3 118.3 12.3 94 90 WB 56 04/18/18 E Site Wall Bottom 430 14 0 132.6 8.6 125.2 9.7 94 90 WB 57 04/18/18 NE Site Wall Bottom 425 14 0 132.6 8.6 121.5 10.4 92 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 58 04/19/18 NE Site Wall Bottom 426 14 0 132.6 8.6 125.7 9.8 95 90 WB 59 04/19/18 NE Site Wall Bottom 427 14 0 132.6 8.6 124.7 10.0 94 90 WB 60 04/19/18 NE Site Wall Bottom 428 14 0 132.6 8.6 126.8 9.9 96 90 WB 61 04/24/18 Wall 2 15+10 422 14 0 132.6 8.6 122.7 9.1 93 90 WB 62 04/24/18 Wall 2 16+25 422 14 0 132.6 8.6 123.8 8.9 93 90 WB 63 04/25/18 Wall 2 13+35 422 14 0 132.6 8.6 121.5 9.0 92 90 WB 64 04/25/18 Wall 2 14+75 424 14 0 132.6 8.6 124.3 8.8 94 90 WB 65 04/25/18 Wall 2 15+95 425 14 0 132.6 8.6 122.9 9.2 93 90 WB 66 04/25/18 Wall 2 14+00 425 14 0 132.6 8.6 126.2 8.6 95 90 WB 67 04/25/18 Wall 2 15+50 426 14 0 132.6 8.6 124.3 9.1 94 90 WB 68 04/26/18 Wall 2 14+80 428 14 0 132.6 8.6 122.3 9.4 92 90 WB 69 04/26/18 Wall 2 13+70 426 14 0 132.6 8.6 124.2 8.9 94 90 WB 70 04/26/18 Wall 2 16+20 427 14 0 132.6 8.6 120.5 9.5 91 90 WB 71 05/07/18 Wall 3 11+40 415 14 0 132.6 8.6 119.8 8.7 90 90 WB 72 05/07/18 Wall 3 12+65 415 14 0 132.6 8.6 120.2 8.9 91 90 WB 73 05/07/18 Wall 3 13+70 416 14 0 132.6 8.6 120.9 9.1 91 90 WB 74 05/07/18 Wall 3 14+85 418 14 0 132.6 8.6 124.3 9.3 94 90 WB 75 05/07/18 Wall 3 12+30 415 14 0 132.6 8.6 119.7 9.8 90 90 WB 76 05/07/18 Wall 3 10+70 415 14 0 132.6 8.6 123.0 8.6 93 90 WB 77 05/08/18 Wall 3 10+30 418 14 0 132.6 8.6 125.4 8.4 95 90 WB 78 05/08/18 Wall 3 12+20 417 14 0 132.6 8.6 121.5 9.3 92 90 WB 79 05/08/18 Wall 3 14+30 419 14 0 132.6 8.6 123.5 8.8 93 90 WB 80 05/09/18 Wall 3 13+30 420 14 0 132.6 8.6 123.5 9.3 93 90 WB 81 05/09/18 Wall 3 11+00 419 14 0 132.6 8.6 119.8 10.0 90 90 WB 82 05/10/18 Wall 3 10+60 420 19 0 126.0 10.3 115.7 12.5 92 90 WB 83 05/10/18 Wall 3 12+45 420 14 0 132.6 8.6 127.0 9.2 96 90 WB 84 05/10/18 Wall 3 14+75 421 14 0 132.6 8.6 125.7 9.5 95 90 WB 85 05/10/18 Wall 3 11+75 421 14 0 132.6 8.6 123.7 9.1 93 90 WB 86 05/10/18 Wall 3 13+00 422 14 0 132.6 8.6 123.0 9.0 93 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 87 05/10/18 Wall 3 14+50 422 14 0 132.6 8.6 121.0 9.2 91 90 WB 88 05/11/18 Wall 1 17+64 430 14 0 132.6 8.6 121.1 8.9 91 90 WB 89 05/11/18 Wall 1 17+97 432 14 0 132.6 8.6 127.8 8.4 96 90 WB 90 05/11/18 Wall 1 17+97 432 14 0 132.6 8.6 127.8 8.4 96 90 WB 91 05/14/18 Wall 1 17+80 434 14 0 132.6 8.6 124.2 8.8 94 90 WB 92 05/16/18 Wall 1 14+93 431 9 0 125.5 10.5 118.3 11.0 94 90 WB 93 05/17/18 Wall 1 15+25 433 14 0 132.6 8.6 122.2 9.3 92 90 WB 94 05/17/18 Wall 1 16+35 431 5 0 121.6 12.5 110.2 13.8 91 90 WB 95 05/17/18 Wall 1 17+20 429 5 0 121.6 12.5 112.1 13.1 92 90 WB 96 05/17/18 Wall 1 14+90 433 9 0 125.5 10.5 119.0 10.8 95 90 WB 97 05/18/18 Wall 1 17+07 430 14 0 132.6 8.6 123.7 9.5 93 90 WB 98 05/18/18 Wall 1 15+30 436 14 0 132.6 8.6 119.5 10.1 90 90 WB 99 05/18/18 Wall 1 16+00 433 14 0 132.6 8.6 124.3 9.3 94 90 WB 100 05/21/18 Wall 1 16+80 431 14 0 132.6 8.6 122.3 8.9 92 90 WB 101 05/21/18 Wall 1 17+30 433 14 0 132.6 8.6 120.1 8.7 91 90 WB 102 05/22/18 Wall 10 10+25 409 2 0 116.4 14.9 105.8 15.8 91 90 WB 103 05/22/18 Wall 10 10+60 409 5 0 121.6 12.5 113.0 14.4 93 90 WB 104 05/22/18 Wall 10 10+15 411 2 0 116.4 14.9 110.6 15.2 95 90 WB 105 05/22/18 Wall 10 10+50 412 2 0 116.4 14.9 102.5 17.1 88 90 WB 105 A 05/22/18 Wall 10 10+50 412 2 0 116.4 14.9 105.2 16.9 90 90 WB 106 05/24/18 Wall 10 10+75 412 2 0 116.4 14.9 106.8 15.8 92 90 WB 107 05/24/18 Wall 10 11+10 410 2 0 116.4 14.9 108.2 15.1 93 90 WB 108 05/24/18 Wall 10 10+30 413 5 0 121.6 12.5 113.5 13.6 93 90 WB 109 05/24/18 Wall 10 10+65 414 5 0 121.6 12.5 113.8 13.3 94 90 WB 110 05/25/18 Wall 10 11+00 412 5 0 121.6 12.5 112.4 13.8 92 90 WB 111 05/25/18 Wall 10 11+10 415 5 0 121.6 12.5 113.5 13.4 93 90 WB 112 05/25/18 Wall 10 10+90 417 5 0 121.6 12.5 111.6 13.0 92 90 WB 113 05/29/18 Wall 10 10+05 409 2 0 116.4 14.9 102.3 18.1 88 90 WB 113 A 05/29/18 Wall 10 10+05 409 2 0 116.4 14.9 104.9 18.0 90 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 114 05/29/18 Wall 10 10+00 411 2 0 116.4 14.9 105.5 15.5 91 90 WB 115 05/29/18 Wall 10 10+05 413 2 0 116.4 14.9 107.9 16.1 93 90 WB 116 06/08/18 Wall 2 16+70 424 17 0 128.0 9.9 120.3 9.7 94 90 WB 117 06/08/18 Wall 2 16+80 425 17 0 128.0 9.9 118.7 10.2 93 90 WB 118 06/16/18 Wall 9 11+20 407 17 0 128.0 9.9 117.2 10.0 92 90 WB 119 06/16/18 Wall 9 11+85 402 17 0 128.0 9.9 116.6 10.4 91 90 WB 120 06/16/18 Wall 9 11+10 404 17 0 128.0 9.9 117.4 10.2 92 90 WB 121 06/20/18 Wall 12 16+75 426 17 0 128.0 9.9 115.5 10.6 90 90 WB 122 06/21/18 Wall 2 16+85 427 17 0 128.0 9.9 116.1 10.3 91 90 WB 123 06/23/18 Wall 9 11+80 403 17 0 128.0 9.9 118.0 10.7 92 90 WB 124 06/27/18 Wall 2 14+30 428 17 0 128.0 9.9 110.4 9.9 86 85 WB 125 06/27/18 Wall 2 13+80 427 17 0 128.0 9.9 109.9 10.2 86 85 WB 126 06/28/18 Wall 2 15+20 427 17 0 128.0 9.9 108.9 10.1 85 85 WB 127 06/28/18 Wall 2 16+00 428 17 0 128.0 9.9 109.0 10.0 85 85 WB 128 07/02/18 Wall 5 10+20 407 17 0 128.0 9.9 115.6 10.3 90 90 WB 129 07/03/18 Wall 5 11+00 407 17 0 128.0 9.9 116.0 10.1 91 90 WB 130 07/03/18 Wall 5 10+20 408 17 0 128.0 9.9 118.1 9.8 92 90 WB 131 07/03/18 Wall 5 11+30 408 17 0 128.0 9.9 117.2 10.2 92 90 WB 132 07/05/18 Wall 5 10+60 409 17 0 128.0 9.9 118.6 10.6 93 90 WB 133 07/05/18 Wall 5 11+70 405 17 0 128.0 9.9 115.5 9.8 90 90 WB 134 07/06/18 Wall 5 12+20 405 17 0 128.0 9.9 115.8 9.9 90 90 WB 135 07/06/18 Wall 5 11+90 406 17 0 128.0 9.9 116.1 10.0 91 90 WB 136 07/07/18 Wall 3 Addendum 414 17 0 128.0 9.9 119.6 10.3 93 90 WB 137 07/07/18 Wall 3 Addendum 416 17 0 128.0 9.9 115.4 10.7 90 90 WB 138 07/07/18 Wall 3 Addendum 415 17 0 128.0 9.9 121.2 9.8 95 90 WB 139 07/07/18 Wall 2 Addendum 416 17 0 128.0 9.9 116.9 10.3 91 90 WB 140 07/09/18 Wall 2 Addendum 414 17 0 128.0 9.9 116.2 12.7 91 90 WB 141 07/10/18 Wall 2 Addendum 414 19 0 126.0 10.3 115.5 11.7 92 90 WB 142 07/10/18 Wall 2 Addendum 414 19 0 126.0 10.3 115.9 12.0 92 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 143 07/10/18 Wall 2 Addendum 416 19 0 126.0 10.3 116.4 11.6 92 90 WB 144 07/10/18 Wall 2 Addendum 416 19 0 126.0 10.3 117.1 11.0 93 90 WB 145 07/10/18 Wall 1 10+20 427 17 0 128.0 9.9 118.7 9.7 93 90 WB 146 07/10/18 Wall 1 11+35 428 17 0 128.0 9.9 115.7 10.1 90 90 WB 147 07/10/18 Wall 1 11+85 428 17 0 128.0 9.9 114.9 10.3 90 90 WB 148 07/11/18 Wall 3 Addendum 416 17 0 128.0 9.9 115.2 10.7 90 90 WB 149 07/11/18 Wall 1 10+90 430 17 0 128.0 9.9 115.9 10.1 91 90 WB 150 07/11/18 Wall 1 12+50 428 17 0 128.0 9.9 115.3 9.7 90 90 WB 151 07/11/18 Wall 1 10+15 430 17 0 128.0 9.9 119.7 9.6 94 90 WB 152 07/11/18 Wall 1 11+40 433 17 0 128.0 9.9 119.3 10.3 93 90 WB 152 Dup 07/11/18 Wall 1 12+40 431 17 0 128.0 9.9 119.1 10.5 93 90 WB 153 07/11/18 Wall 2 Addendum 415 19 0 126.0 10.3 115.4 11.0 92 90 WB 154 07/12/18 Wall 2 Addendum 415 17 0 128.0 9.9 117.2 10.7 92 90 WB 155 07/12/18 Wall 1 10+70 434 17 0 128.0 9.9 118.8 10.0 93 90 WB 156 07/12/18 Wall 1 12+10 434 17 0 128.0 9.9 116.6 10.2 91 90 WB 157 07/12/18 Wall 2 Addendum 416 17 0 128.0 9.9 117.8 11.0 92 90 WB 158 07/12/18 Wall 1 Addendum 417 17 0 128.0 9.9 116.0 10.3 91 90 WB 159 07/12/18 Wall 1 Addendum 418 17 0 128.0 9.9 115.3 10.0 90 90 WB 160 07/12/18 Wall 1 12+50 431 17 0 128.0 9.9 115.8 10.7 90 90 WB 161 07/13/18 Wall 1 Addendum 418 17 0 128.0 9.9 116.2 10.3 91 90 WB 162 07/13/18 Wall 1 12+70 431 17 0 128.0 9.9 116.8 10.1 91 90 WB 163 07/13/18 Wall 1 Addendum 418 17 0 128.0 9.9 117.0 10.4 91 90 WB 164 07/18/18 Wall 10 SZ 410 17 0 128.0 9.9 118.7 10.6 93 90 WB 165 07/23/18 Wall 5 14 0 132.6 8.6 125.4 9.6 95 90 WB 166 07/24/18 Wall 2 17+20 427 19 0 126.0 10.3 114.4 13.0 91 90 WB 167 07/24/18 Wall 2 17+50 427 19 0 126.0 10.3 115.3 11.7 92 90 WB 168 07/25/18 Wall 7 12+90 407 3 0 120.1 12.8 112.1 13.9 93 90 WB 169 07/25/18 Wall 7 13+70 408 2 0 116.4 14.9 105.0 17.7 90 90 WB 170 07/26/18 Wall 7 13+00 410 2 0 116.4 14.9 108.1 15.7 93 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 171 07/26/18 Wall 7 14+00 410 2 0 116.4 14.9 106.0 16.0 91 90 WB 172 07/27/18 Wall 7 14+30 411 2 0 116.4 14.9 105.9 15.1 91 90 WB 173 07/28/18 Wall 7 13+30 412 1 0 109.7 17.9 100.1 18.3 91 90 WB 174 07/28/18 Wall 7 14+20 411 2 0 116.4 14.9 105.2 15.4 90 90 WB 175 07/30/18 Wall 7 13+90 412 2 0 116.4 14.9 105.7 15.2 91 90 WB 176 07/30/18 Bldg 14 411 2 0 116.4 14.9 104.9 15.8 90 90 WB 177 08/01/18 Wall Front 407 2 0 116.4 14.9 105.5 15.2 91 90 WB 178 08/13/18 Wall 1 13+20 428 17 0 128.0 9.9 116.1 10.2 91 90 WB 179 08/13/18 Wall 1 14+20 430 17 0 128.0 9.9 115.5 10.5 90 90 WB 180 08/14/18 Wall 1 13+10 429 17 0 128.0 9.9 117.3 9.9 92 90 WB 181 08/14/18 Wall 1 13+80 429 17 0 128.0 9.9 116.2 10.3 91 90 WB 182 08/15/18 Wall 1 12+90 431 17 0 128.0 9.9 115.5 10.2 90 90 WB 183 08/15/18 Wall 1 14+30 430 17 0 128.0 9.9 115.8 10.7 90 90 WB 184 08/15/18 Wall 1 13+70 430 17 0 128.0 9.9 115.2 11.0 90 90 WB 185 08/15/18 Wall 1 13+20 432 17 0 128.0 9.9 116.7 10.4 91 90 WB 186 08/16/18 Wall 1 13+90 433 17 0 128.0 9.9 117.8 10.0 92 90 WB 187 08/16/18 Wall 1 14+60 432 17 0 128.0 9.9 117.4 10.3 92 90 WB 188 08/16/18 Wall 1 13+50 434 17 0 128.0 9.9 120.0 9.9 94 90 WB 189 08/16/18 Wall 1 14+90 434 17 0 128.0 9.9 116.9 10.5 91 90 WB 190 08/20/18 Wall 2 16+65 429 14 0 132.6 8.6 124.9 9.4 94 90 WB 191 08/20/18 Wall 2 17+50 430 14 0 132.6 8.6 126.2 9.0 95 90 WB 192 09/06/18 Wall 8 10+10 398 14 0 132.6 8.6 122.7 10.2 93 90 WB 193 09/06/18 Wall 8 10+90 398 14 0 132.6 8.6 121.0 10.8 91 90 WB 194 09/06/18 Wall 9 11+00 402 14 0 132.6 8.6 119.6 10.0 90 90 WB 195 09/06/18 Wall 9 10+20 402 14 0 132.6 8.6 119.9 10.2 90 90 WB 196 09/07/18 Wall 9 10+90 404 14 0 132.6 8.6 120.1 11.0 91 90 WB 197 09/07/18 Wall 9 10+00 404 14 0 132.6 8.6 122.4 9.9 92 90 WB 198 09/07/18 Wall 11 Bldg 9 405 14 0 132.6 8.6 121.1 10.0 91 90 WB 199 09/07/18 Wall 9 10+50 405 14 0 132.6 8.6 122.0 9.9 92 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 200 09/08/18 Wall 8 11+10 403 14 0 132.6 8.6 121.4 8.8 92 90 WB 201 09/08/18 Wall 9 10+80 406 14 0 132.6 8.6 121.5 9.8 92 90 WB 202 09/08/18 Wall 9 10+10 406 14 0 132.6 8.6 120.9 10.0 91 90 WB 203 09/08/18 Wall 11 Bldg 9 406 14 0 132.6 8.6 127.0 8.7 96 90 WB 204 09/08/18 Wall 11 Bldg 9 406 14 0 132.6 8.6 126.4 8.6 95 90 WB 205 09/08/18 Wall 11 Bldg 9 405 14 0 132.6 8.6 120.2 8.9 91 90 WB 206 09/10/18 Wall 11 Bldg 9 407 14 0 132.6 8.6 121.0 9.1 91 90 WB 207 09/11/18 Wall 11 Bldg 9 406 18 0 123.7 12.6 111.8 14.0 90 90 WB 208 09/11/18 Wall 11 Bldg 9 407 18 0 123.7 12.6 113.5 15.1 92 90 WB 209 09/11/18 Wall 11 Bldg 9 408 18 0 123.7 12.6 111.9 13.6 90 90 WB 210 09/12/18 Wall 11 Bldg 9 409 18 0 123.7 12.6 112.0 13.9 91 90 WB 211 09/12/18 Wall 11 Bldg 9 410 18 0 123.7 12.6 112.4 13.4 91 90 WB 212 09/13/18 Wall 9 10+00 407 18 0 123.7 12.6 111.8 14.2 90 90 WB 213 09/14/18 Wall 9 10+90 409 18 0 123.7 12.6 112.0 13.0 91 90 WB 214 10/31/18 Wall 8 10+50 406 18 0 123.7 12.6 111.9 14.0 90 90 WB 215 10/31/18 Wall 8 10+90 406 18 0 123.7 12.6 111.7 13.9 90 90 WB 216 11/13/18 PG Wall 11 10+40 419 14 0 132.6 8.6 119.6 8.3 90 90 WB 217 11/13/18 PG Wall 12 10+30 419 14 0 132.6 8.6 120.1 8.6 91 90 WB 218 11/13/18 PG Wall 9 10+90 415 14 0 132.6 8.6 122.0 10.0 92 90 WB 219 11/13/18 PG Wall 10A 418 9 0 125.5 10.5 115.5 12.1 92 90 WB 220 11/14/18 PG Wall 7 10+60 415 9 0 125.5 10.5 115.4 12.0 92 90 WB 221 11/14/18 PG Wall 7 10+30 415 9 0 125.5 10.5 115.2 12.3 92 90 WB 222 11/14/18 PG Wall 7 10+00 415 9 0 125.5 10.5 116.0 12.0 92 90 WB 223 12/28/18 PG Wall 21 414 1 0 109.7 17.9 102.3 17.9 93 90 WB 224 12/28/18 PG Wall 21 413 1 0 109.7 17.9 100.1 18.1 91 90 WB 225 12/28/18 PG Wall 17 415 1 0 109.7 17.9 99.9 15.3 91 90 WB 226 12/28/18 PG Wall 16 414 2 0 116.4 14.9 105.1 16.0 90 90 WB 227 12/28/18 PG Wall 20 412 2 0 116.4 14.9 106.0 15.8 91 90 WB 228 12/28/18 PG Wall 18 411 2 0 116.4 14.9 105.2 16.4 90 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 229 12/28/18 PG Wall 16 416 2 0 116.4 14.9 105.1 15.2 90 90 WB 230 12/28/18 PG Wall 17 417 2 0 116.4 14.9 104.9 16.7 90 90 WB 231 12/29/18 PG Wall 21 412 2 0 116.4 14.9 105.0 16.6 90 90 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. WL 1 01/26/18 Bldg A 420 3 0 120.1 12.8 109.0 12.7 91 90 WL 2 03/02/18 Bldg E 417 2 0 116.4 14.9 108.1 15.3 93 90 WL 3 03/29/18 Bldg D FS 418 3 0 120.1 12.8 108.3 14.2 90 90 WL 4 04/10/18 Private Drive K FS 11+80 418 3 0 120.1 12.8 110.6 15.5 92 90 WL 5 04/10/18 Private Drive J FS 11+65 418 3 0 120.1 12.8 111.7 16.1 93 90 WL 6 04/10/18 Private Drive B FS 9+30 418 3 0 120.1 12.8 110.1 15.9 92 90 WL 7 04/12/18 Private Drive L FS 10+60 418 2 0 116.4 14.9 105.7 17.3 91 90 WL 8 04/12/18 Private Drive M FS 12+70 418 3 0 120.1 12.8 109.7 15.9 91 90 WL 9 04/12/18 Private Drive M FS 13+90 418 3 0 120.1 12.8 111.7 15.5 93 90 WL 10 04/30/18 Private Drive G FS 10+35 411 5 0 121.6 12.5 109.0 12.5 90 90 WL 11 05/04/18 Private Drive H FS 413 2 0 116.4 14.9 106.7 16.1 92 90 WL 12 08/10/18 Private Drive C 16+30 413 2 0 116.4 14.9 105.1 16.0 90 90 WL 13 08/14/18 Private Drive C 14+06 413 2 0 116.4 14.9 105.7 15.8 91 90 WL 14 08/14/18 Private Drive C 14+11 413 2 0 116.4 14.9 108.6 16.1 93 90 WL 15 08/21/18 Private Drive C FS 15+15 412 2 0 116.4 14.9 106.8 16.3 92 90 WL 16 08/21/18 Private Drive C 15+20 412 2 0 116.4 14.9 109.5 16.5 94 90 WL 17 08/21/18 Private Drive C FS 14+38 415 2 0 116.4 14.9 106.0 16.5 91 90 WL 18 08/21/18 Private Drive C FS 12+78 414 2 0 116.4 14.9 107.7 15.2 93 90 WL 19 08/21/18 Private Drive C 12+84 414 2 0 116.4 14.9 106.2 15.5 91 90 WL 20 08/22/18 Private Drive C FS 12+47 412 5 0 121.6 12.5 109.1 13.0 90 90 WL 21 08/23/18 Private Drive C 12+54 412 5 0 121.6 12.5 110.1 13.3 91 90 WL 22 08/23/18 Private Drive C FS 13+51 413 5 0 121.6 12.5 113.2 12.8 93 90 WL 23 09/10/18 Private Drive Aisle N 14+35 419 14 0 132.6 8.6 120.8 9.7 91 90 WL 24 11/27/18 Private Drive G FS 10+45 411 2 0 116.4 14.9 105.2 15.8 90 90 WL 25 11/28/18 Private Drive G FS 10+35 412 2 0 116.4 14.9 105.0 16.2 90 90 WL 26 11/28/18 Private Drive Aisle FS 10+35 418 2 0 116.4 14.9 105.7 15.3 91 90 WL 27 11/19/18 Private Drive C FS IP 16+30 418 2 0 116.4 14.9 106.1 15.0 91 90 Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. WM 1 01/22/18 Private Drive A 15+00 419 1 0 109.7 17.9 101.2 17.8 92 90 WM 2 01/22/18 Private Drive A 16+50 419 1 0 109.7 17.9 100.4 17.9 92 90 WM 3 01/25/18 Private Drive Aisle N 12+35 420 3 0 120.1 12.8 113.4 14.4 94 90 WM 4 01/25/18 Private Drive Aisle N 10+80 420 3 0 120.1 12.8 112.2 13.9 93 90 WM 5 01/26/18 Private Drive Aisle O 11+35 419 3 0 120.1 12.8 108.6 13.0 90 90 WM 6 01/26/18 Private Drive Aisle O 10+50 418 3 0 120.1 12.8 111.1 12.8 93 90 WM 7 01/29/18 N1 10+55 427 3 0 120.1 12.8 110.2 14.3 92 90 WM 8 02/02/18 Private Drive Aisle N 13+00 420 3 0 120.1 12.8 112.7 13.7 94 90 WM 9 02/05/18 Private Drive O 12+00 420 3 0 120.1 12.8 113.0 13.4 94 90 WM 10 02/06/18 Private Drive Aisle N 14+35 419 3 0 120.1 12.8 113.2 12.8 94 90 WM 11 02/06/18 Private Drive Aisle N 15+45 419 3 0 120.1 12.8 112.2 13.4 93 90 WM 12 03/10/18 Private Drive B 11+00 423 2 0 116.4 14.9 105.5 15.2 91 90 WM 13 03/14/18 Private Drive Aisle I 11+35 419 2 0 116.4 14.9 105.1 15.4 90 90 WM 14 03/14/18 Private Drive B 8+05 415 1 0 109.7 17.9 98.8 18.1 90 90 WM 15 03/14/18 Private Drive B 9+50 416 1 0 109.7 17.9 100.3 17.9 91 90 WM 16 03/21/18 Private Drive Aisle J 10+45 416 2 0 116.4 14.9 107.6 14.9 92 90 WM 17 03/21/18 Private Drive Aisle J 11+70 417 2 0 116.4 14.9 108.0 15.1 93 90 WM 18 03/21/18 Private Drive A 14+25 418 3 0 120.1 12.8 112.4 13.0 94 90 WM 19 03/28/18 Private Drive Aisle K - IP 11+50 418 3 0 120.1 12.8 108.7 12.9 91 90 WM 20 03/29/18 Private Drive Aisle K - IP 10+75 418 3 0 120.1 12.8 109.2 12.8 91 90 WM 21 04/02/18 Private Drive Aisle M 14+10 424 2 0 116.4 14.9 109.0 15.3 94 90 WM 22 04/02/18 Private Drive Aisle M 12+30 421 2 0 116.4 14.9 107.1 15.6 92 90 WM 23 04/18/18 Private Drive Aisle A 11+55 410 3 0 120.1 12.8 109.6 14.6 91 90 WM 24 04/25/18 Private Drive A 9+90 405 1 0 109.7 17.9 99.7 20.7 91 90 WM 25 04/30/18 Private Drive N 16+15 421 14 0 132.6 8.6 126.2 8.8 95 90 WM 26 04/30/18 Private Drive G 10+65 410 5 0 121.6 12.5 110.1 12.8 91 90 WM 27 04/30/18 Private Drive A 10+60 408 1 0 109.7 17.9 100.1 18.1 91 90 WM 28 05/01/18 Private Drive A 10+10 405 5 0 121.6 12.5 111.6 12.9 92 90 WM 29 05/01/18 Private Drive A 9+90 404 5 0 121.6 12.5 110.2 13.8 91 90 Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO TABLE I-B SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-03 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) WM 30 05/15/18 Private Drive N 16+90 422 1 0 109.7 17.9 104.5 18.4 95 90 WM 31 05/15/18 Private Drive J 10+60 417 5 0 121.6 12.5 112.2 13.0 92 90 WM 32 05/16/18 Private Drive C1 12+75 418 5 0 121.6 12.5 112.8 13.8 93 90 WM 33 05/17/18 Private Drive C1 10+05 414 5 0 121.6 12.5 110.9 13.1 91 90 WM 34 05/19/18 C Street 11+20 411 5 0 121.6 12.5 110.6 12.8 91 90 WM 35 05/19/18 C Street 12+50 412 5 0 121.6 12.5 109.8 12.7 90 90 WM 36 06/06/18 El Fuerte Street POC 11+74 429 5 0 121.6 12.5 110.3 13.5 91 90 WM 37 06/07/18 El Fuerte Street 11+75 423 5 0 121.6 12.5 109.8 12.6 90 90 WM 38 06/07/18 Private Drive C1 11+65 413 2 0 116.4 14.9 105.1 16.4 90 90 WM 39 07/18/18 El Fuerte Street 11+74 428 5 0 121.6 12.5 113.3 12.9 93 90 WM 40 07/19/18 Private Drive B 12+80 427 5 0 121.6 12.5 115.7 13.6 95 90 WM 41 08/06/18 Private Drive C 17+75 418 5 0 121.6 12.5 109.9 14.5 90 90 WM 42 08/06/18 Private Drive C 16+80 416 2 0 116.4 14.9 105.5 15.5 91 90 WM 43 08/06/18 Private Drive C 15+50 415 2 0 116.4 14.9 107.7 16.0 93 90 WM 44 08/09/18 Private Drive C 16+20 416 2 0 116.4 14.9 107.0 15.7 92 90 WM 45 08/10/18 Private Drive C 15+00 413 2 0 116.4 14.9 108.3 14.9 93 90 WM 46 08/14/18 Private Drive C 13+80 412 2 0 116.4 14.9 108.6 15.2 93 90 WM 47 08/22/18 Private Drive C 13+00 413 5 0 121.6 12.5 113.0 12.5 93 90 WM 48 09/18/18 El Fuerte Street 12+00 426 3 0 120.1 12.8 110.1 13.2 92 90 WM 49 09/20/18 El Fuerte Street 12+65 419 3 0 120.1 12.8 111.4 13.8 93 90 WM 50 10/17/18 Gateway Road 50+45 -1 9 0 125.5 10.5 114.3 11.3 91 90 WM 51 10/30/18 El Fuerte IP 12+65 -1 26 0 116.6 13.1 106.0 14.0 91 90 WM 52 11/06/18 Private Drive C 13+60 410 3 0 120.1 12.8 107.0 15.2 89 90 WM 53 11/06/18 Private Drive C 18+20 417 1 0 109.7 17.9 99.9 18.3 91 90 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. B 1 04/25/18 Bakery Freezer 0 22 0 140.2 6.5 134.1 8.0 96 95 B 2 04/25/18 Grocery Freezer 0 22 0 140.2 6.5 135.1 7.2 96 95 B 3 04/25/18 SW Side of Bldg 0 22 0 140.2 6.5 135.2 7.5 96 95 B 4 04/25/18 NW Side of Bldg 0 22 0 140.2 6.5 135.8 7.2 97 95 B 5 04/25/18 NE Side of Bldg 0 22 0 140.2 6.5 135.4 7.1 97 95 B 6 04/25/18 E side of Bldg 0 22 0 140.2 6.5 134.8 7.3 96 95 B 7 04/26/18 NW Corner of Bldg 0 22 0 140.2 6.5 134.4 7.8 96 95 B 8 05/01/18 S side of Bldg near Entrance 0 22 0 140.2 6.5 135.1 6.7 96 95 B 9 05/02/18 S side of Bldg 0 22 0 140.2 6.5 136.6 6.8 97 95 B 10 05/03/18 E side of Bldg 0 22 0 140.2 6.5 133.9 6.8 96 95 B 11 05/03/18 NE Side of Bldg 0 22 0 140.2 6.5 134.1 6.7 96 95 B 12 05/03/18 N Side of Bldg 0 22 0 140.2 6.5 135.2 6.9 96 95 B 13 05/03/18 Middle of Bldg 0 22 0 140.2 6.5 135.8 6.6 97 95 B 14 05/16/18 Loading Dock Sprouts Bldg 0 22 0 140.2 6.5 133.8 6.8 95 95 B 15 05/16/18 Loading Dock Sprouts Bldg 0 22 0 140.2 6.5 135.3 6.7 97 95 B 16 05/16/18 Loading Dock Sprouts Bldg 0 22 0 140.2 6.5 134.9 6.7 96 95 B 17 05/16/18 Loading Dock Sprouts Bldg 0 22 0 140.2 6.5 135.3 6.7 97 95 B 18 05/16/18 Loading Dock Sprouts Bldg 0 22 0 140.2 6.5 134.9 6.7 96 95 B 19 06/28/18 Bldg A Electric Box 0 22 0 140.2 6.5 133.8 6.5 95 95 B 20 08/16/18 Private Drive Aisle J 0 24 0 125.0 10.5 118.6 11.4 95 95 B 21 08/16/18 Private Drive Aisle J 0 24 0 125.0 10.5 119.8 11.9 96 95 B 22 08/16/18 Private Drive Aisle J 0 24 0 125.0 10.5 120.0 12.3 96 95 B 23 08/16/18 Private Drive Aisle I 0 24 0 125.0 10.5 121.1 10.8 97 95 B 24 08/16/18 Parking S of Bldg B 0 24 0 125.0 10.5 120.4 10.6 96 95 B 25 08/16/18 Parking S of Bldg B 0 24 0 125.0 10.5 118.9 11.2 95 95 B 26 08/16/18 Private Drive Aisle K S of Bldg B 0 24 0 125.0 10.5 119.2 12.4 95 95 B 27 08/16/18 Private Drive Aisle K S of Bldg B 0 24 0 125.0 10.5 119.7 12.0 96 95 B 28 08/16/18 Private Drive B NE of Bldg B 0 24 0 125.0 10.5 120.1 11.6 96 95 B 29 08/16/18 Private Drive B NW of Bldg B 0 24 0 125.0 10.5 121.3 10.9 97 95 Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) B 30 08/17/18 Private Drive B N of Bldg D 0 24 0 125.0 10.5 120.3 14.4 96 95 B 31 08/17/18 Private Drive B N of Bldg D 0 24 0 125.0 10.5 119.7 13.4 96 95 B 32 08/17/18 Private Drive B NE of Bldg D 0 24 0 125.0 10.5 120.3 11.7 96 95 B 33 08/17/18 Private Drive Aisle M E of Bldg C 0 24 0 125.0 10.5 120.6 12.3 96 95 B 34 08/17/18 Private Drive Aisle K 0 24 0 125.0 10.5 121.0 12.4 97 95 B 35 08/17/18 Private Drive Aisle K 0 24 0 125.0 10.5 119.9 12.0 96 95 B 36 08/17/18 Private Drive Aisle K 0 24 0 125.0 10.5 120.1 12.4 96 95 B 37 09/13/18 Parking Lot 4 Drive M 0 24 0 125.0 10.5 118.8 11.2 95 95 B 38 09/13/18 Parking Lot 4 Drive L 0 24 0 125.0 10.5 120.2 10.6 96 95 B 39 09/13/18 Parking Lot 4 Drive L 0 24 0 125.0 10.5 119.9 10.8 96 95 B 40 09/13/18 Parking Lot 4 Drive L 0 24 0 125.0 10.5 119.9 10.7 96 95 B 41 09/13/18 Parking Lot 4 Drive M 0 24 0 125.0 10.5 120.1 10.8 96 95 B 42 09/13/18 Parking Lot 4 Drive M 0 24 0 125.0 10.5 120.2 11.0 96 95 B 43 09/14/18 Parking Lot Between Drive A + Drive B 0 24 0 125.0 10.5 118.9 10.5 95 95 B 44 09/14/18 Parking Lot Between Drive A + Drive B 0 24 0 125.0 10.5 121.1 10.8 97 95 B 45 09/14/18 Parking Lot Between Drive A + Drive B 0 24 0 125.0 10.5 121.5 10.9 97 95 B 46 09/14/18 Parking Lot Between Drive A + Drive B 0 24 0 125.0 10.5 120.2 10.6 96 95 B 47 09/14/18 Parking Lot Between Drive A + Drive B 0 24 0 125.0 10.5 120.1 10.4 96 95 B 48 09/14/18 Parking Lot Between Drive A + Drive B 0 24 0 125.0 10.5 118.9 11.1 95 95 B 49 09/14/18 Parking Lot Between Drive A + Drive B 0 24 0 125.0 10.5 120.2 11.0 96 95 B 50 09/17/18 Pvt. Drive N E of CVS 0 24 0 125.0 10.5 118.7 10.8 95 95 B 51 09/17/18 Pvt. Drive N E of CVS 0 24 0 125.0 10.5 118.9 10.5 95 95 B 52 09/17/18 Pvt. Drive N E of CVS 0 24 0 125.0 10.5 119.9 10.5 96 95 B 53 09/26/18 Pvt. Drive Aisle O W of Bldg A 0 24 0 125.0 10.5 118.8 12.3 95 95 B 54 09/26/18 Pvt. Drive Aisle O W of Bldg A 0 24 0 125.0 10.5 119.4 11.8 96 95 B 55 09/26/18 Pvt. Drive Aisle N NE of Bldg A 0 24 0 125.0 10.5 118.7 12.1 95 95 B 56 09/26/18 Pvt. Drive Aisle N NE of Bldg B 0 24 0 125.0 10.5 118.9 11.3 95 95 B 57 11/08/18 Pvt. Drive Aisle N E of Bldg B 0 24 0 125.0 10.5 118.6 12.7 95 95 B 58 11/13/18 NE Corner of Bldg B 0 26 0 116.6 13.1 111.3 12.9 95 95 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) B 59 11/13/18 N Side of Bldg B Trash Entrance 0 26 0 116.6 13.1 111.7 12.7 96 95 B 60 11/13/18 N Side of Bldg B Trash Entrance 0 26 0 116.6 13.1 111.0 13.0 95 95 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. CG 1 06/27/18 Private Drive Aisle K NW of Bldg G 0 4 0 118.9 14.2 108.0 16.4 91 95 CG 1 A 06/28/18 Private Drive Aisle K NW of Bldg G 0 4 0 118.9 14.2 113.3 16.3 95 95 CG 2 06/27/18 Private Drive Aisle K E of Bldg F 0 8 0 124.5 11.8 111.8 12.8 90 95 CG 2 A 06/28/18 Private Drive Aisle K E of Bldg F 0 8 0 124.5 11.8 119.1 13.5 96 95 CG 3 R 06/29/18 N of Bldg E Parking 0 17 0 128.0 9.9 122.1 10.3 95 95 CG 4 R 06/29/18 N of Bldg E Parking 0 17 0 128.0 9.9 123.1 10.7 96 95 CG 5 R 06/29/18 N of Bldg E Parking 0 17 0 128.0 9.9 122.4 11.1 96 95 CG 6 R 06/29/18 N of Bldg E Parking 0 17 0 128.0 9.9 123.3 10.5 96 95 CG 7 R 07/02/18 W of Bldg E 0 2 0 116.4 14.9 111.4 15.9 96 95 CG 8 R 07/02/18 W of Bldg E Parking 0 2 0 116.4 14.9 110.9 16.7 95 95 CG 9 R 07/02/18 N of Bldg E 0 2 0 116.4 14.9 111.2 16.3 96 95 CG 10 07/23/18 N of Bldg E Parking 0 17 0 128.0 9.9 123.0 10.4 96 95 CG 11 07/23/18 N of Bldg E Parking 0 17 0 128.0 9.9 122.7 11.0 96 95 CG 12 07/23/18 N of Bldg E Parking 0 17 0 128.0 9.9 123.2 10.2 96 95 CG 13 07/23/18 N of Bldg E Parking 0 17 0 128.0 9.9 122.2 10.8 95 95 CG 14 07/23/18 NW of Bldg E Parking 0 2 0 116.4 14.9 111.0 15.8 95 95 CG 15 07/23/18 NW of Bldg E Parking 0 2 0 116.4 14.9 112.1 15.6 96 95 CG 16 07/25/18 W of Bldg E 0 2 0 116.4 14.9 111.2 15.9 96 95 CG 17 07/25/18 W of Bldg E Parking 0 2 0 116.4 14.9 112.0 16.2 96 95 CG 18 07/25/18 W of Bldg E Parking 0 2 0 116.4 14.9 110.4 16.8 95 95 CG 19 07/25/18 W of Bldg E Parking 0 2 0 116.4 14.9 110.6 17.0 95 95 CG 20 07/25/18 W of Bldg F Parking 0 2 0 116.4 14.9 111.0 16.2 95 95 CG 21 07/25/18 W of Bldg F Parking 0 2 0 116.4 14.9 111.3 15.9 96 95 CG 22 07/25/18 W of Bldg F Parking 0 1 0 109.7 17.9 104.4 18.7 95 95 CG 23 07/27/18 W of Bldg F 0 2 0 116.4 14.9 111.6 16.1 96 95 CG 24 07/27/18 N of Bldg E 0 17 0 128.0 9.9 123.0 11.3 96 95 CG 25 07/27/18 E of Bldg E 0 3 0 120.1 12.8 114.2 13.9 95 95 CG 26 07/27/18 W of Bldg D 0 3 0 120.1 12.8 114.4 14.0 95 95 CG 27 07/27/18 N of Bldg C 0 3 0 120.1 12.8 115.0 13.8 96 95 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO - - - - - - - - - - - - - - - - TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) CG 28 07/27/18 NE of Bldg C 0 3 0 120.1 12.8 114.9 13.7 96 95 CG 29 07/28/18 E of Bldg C 0 3 0 120.1 12.8 115.4 14.1 96 95 CG 30 07/28/18 N of Bldg D 0 17 0 128.0 9.9 122.4 11.0 96 95 CG 31 08/02/18 Private Drive Aisle M 0 2 0 116.4 14.9 112.0 15.8 96 95 CG 32 08/02/18 Private Drive B/El Fuente 0 2 0 116.4 14.9 111.1 15.7 95 95 CG 33 08/03/18 Private Drive B N of Bldg C 0 2 0 116.4 14.9 106.7 12.6 92 95 CG 33 A 08/03/18 Private Drive B N of Bldg C 0 2 0 116.4 14.9 110.9 15.6 95 95 CG 34 08/03/18 Private Drive B N of Bldg D 0 2 0 116.4 14.9 111.0 15.4 95 95 CG 35 08/03/18 Private Drive BG N of Bldg C 0 17 0 128.0 9.9 123.1 11.4 96 95 CG 36 08/16/18 Bldg A 0 9 0 125.5 10.5 119.4 12.3 95 95 CG 37 08/16/18 Bldg A 0 9 0 125.5 10.5 120.3 11.1 96 95 CG 38 08/16/18 Bldg B 0 9 0 125.5 10.5 120.1 11.8 96 95 CG 39 08/16/18 Bldg B 0 9 0 125.5 10.5 119.4 12.0 95 95 CG 40 08/16/18 Bldg B 0 9 0 125.5 10.5 121.0 10.9 96 95 CG 41 08/16/18 W of Private Drive Aisle O 0 9 0 125.5 10.5 120.4 11.7 96 95 CG 42 08/16/18 W of Private Drive Aisle O 0 9 0 125.5 10.5 120.7 11.2 96 95 CG 43 08/16/18 W of Private Drive Aisle O 0 9 0 125.5 10.5 119.6 12.2 95 95 CG 44 08/21/18 Bldg G W End 0 2 0 116.4 14.9 109.9 11.3 94 95 CG 44 A 08/22/18 Bldg G W End 0 2 0 116.4 14.9 111.0 15.8 95 95 CG 45 08/21/18 Bldg G Mid Bldg 0 3 0 120.1 12.8 113.1 10.4 94 95 CG 45 A 08/22/18 Bldg G Mid Bldg 0 3 0 120.1 12.8 114.4 13.2 95 95 CG 46 08/21/18 Bldg H W End 0 3 0 120.1 12.8 111.8 15.2 93 95 CG 46 A 08/22/18 Bldg H W End 0 3 0 120.1 12.8 114.1 14.0 95 95 CG 47 08/21/18 Bldg H E End 0 3 0 120.1 12.8 113.0 9.6 94 95 CG 47 A 08/22/18 Bldg H E End 0 3 0 120.1 12.8 115.6 13.3 96 95 CG 48 08/21/18 E Private Drive Aisle M Parking 0 8 0 124.5 11.8 119.6 10.6 96 95 CG 48 A 08/22/18 E Private Drive Aisle M Parking 0 8 0 124.5 11.8 118.3 12.4 95 95 CG 49 08/21/18 S of Private Drive L/M 0 3 0 120.1 12.8 114.5 15.3 95 95 CG 50 08/22/18 S of Bldg C 0 3 0 120.1 12.8 114.7 13.8 96 95 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) CG 51 08/22/18 S of Bldg A 0 9 0 125.5 10.5 121.0 10.8 96 95 CG 52 08/22/18 S of Bldg A 0 9 0 125.5 10.5 119.7 11.0 95 95 CG 53 08/27/18 Parking Area S of Bldg B 0 2 0 116.4 14.9 108.0 15.3 93 95 CG 53 A 08/31/18 Parking Area S of Bldg B 0 2 0 116.4 14.9 114.3 15.8 98 95 CG 54 08/27/18 Parking Area S of Bldg B 0 3 0 120.1 12.8 114.7 13.5 96 95 CG 55 08/27/18 Parking Area S of Bldg B 0 3 0 120.1 12.8 114.4 13.3 95 95 CG 56 08/27/18 Parking Area S of Bldg B 0 3 0 120.1 12.8 113.8 14.0 95 95 CG 57 09/05/18 NE of Bldg B 0 3 0 120.1 12.8 115.0 14.4 96 95 CG 58 09/07/18 SE of Bldg B (along Pvt. Dr Aisle N)0 17 0 128.0 9.9 122.0 10.4 95 95 CG 59 09/07/18 E of Bldg B (along Pvt. Dr Aisle N)0 17 0 128.0 9.9 122.6 10.8 96 95 CG 60 09/07/18 NE of Bldg B (along Pvt. Dr Aisle N)0 17 0 128.0 9.9 121.8 10.6 95 95 CG 61 09/07/18 NE of Bldg B (Pvt. Dr Aisle N)0 17 0 128.0 9.9 122.1 10.5 95 95 CG 62 09/07/18 NE of Bldg B (Pvt. Dr Aisle N)0 17 0 128.0 9.9 122.3 10.3 96 95 CG 63 09/07/18 NE of Bldg B (Pvt. Dr Aisle N)0 17 0 128.0 9.9 123.0 10.2 96 95 CG 64 09/14/18 E Entrance 0 3 0 120.1 12.8 114.1 13.0 95 95 CG 65 09/14/18 E Entrance 0 3 0 120.1 12.8 114.0 12.8 95 95 CG 66 10/26/18 NW of Bldg C 0 1 0 109.7 17.9 104.8 18.8 96 95 CG 67 11/06/18 N of Bldg B 0 9 0 125.5 10.5 120.0 10.9 96 95 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. ET 1 04/11/18 Interior Sprouts Bldg PH 421 9 0 125.5 10.5 112.7 12.2 90 90 ET 2 04/13/18 Interior Sprouts Bldg PH 421 12 0 127.4 9.8 117.8 12.2 92 90 ET 3 04/13/18 Interior Sprouts Bldg PH 421 12 0 127.4 9.8 115.9 12.1 91 90 ET 4 04/13/18 Interior Sprouts Bldg PH 421 9 0 125.5 10.5 113.4 11.8 90 90 ET 5 04/14/18 Bldg E 419 18 0 123.7 12.6 111.6 13.5 90 90 ET 6 04/14/18 Bldg C 425 18 0 123.7 12.6 112.1 13.0 91 90 ET 7 04/18/18 Interior Sprouts Bldg 421 9 0 125.5 10.5 113.1 12.2 90 90 ET 8 04/18/18 Interior Sprouts Bldg 421 9 0 125.5 10.5 113.9 12.0 91 90 ET 9 04/26/18 Exterior Sprouts - NW Corner 418 7 0 127.4 10.5 114.5 13.2 90 90 ET 10 06/01/18 Interior Sprouts Bldg 420 4 0 118.9 14.2 107.8 14.9 91 90 ET 11 06/01/18 NE Corner of Bldg H 418 2 0 116.4 14.9 106.0 15.5 91 90 ET 12 06/07/18 NE Corner of Bldg H 419 2 0 116.4 14.9 105.2 15.0 90 90 ET 13 07/16/18 W of Bldg E Parking Lot 417 2 0 116.4 14.9 106.3 14.8 91 90 ET 14 07/18/18 N of Bldg E Parking Lot 419 2 0 116.4 14.9 107.0 15.2 92 90 ET 15 07/20/18 W of Bldg E Parking Lot IP 417 2 0 116.4 14.9 106.6 14.9 92 90 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. IT 1 07/17/18 W of Bldg E 416 2 0 116.4 14.9 105.2 15.3 90 90 IT 2 07/18/18 W of Bldg F 416 2 0 116.4 14.9 106.6 15.0 92 90 Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. PT 1 04/14/18 Bldg E 419 18 0 123.7 12.6 112.1 14.6 91 90 PT 2 04/14/18 Bldg C 425 18 0 123.7 12.6 111.2 12.8 90 90 PT 3 04/14/18 Bldg D 419 18 0 123.7 12.6 112.8 13.0 91 90 PT 4 04/14/18 Bldg D 419 18 0 123.7 12.6 111.4 12.9 90 90 PT 5 04/21/18 Bldg A 421 7 0 127.4 10.5 116.8 10.8 92 90 PT 6 04/23/18 Bldg A 421 18 0 123.7 12.6 113.2 14.4 92 90 PT 7 04/23/18 Bldg A 421 18 0 123.7 12.6 111.7 13.9 90 90 PT 8 04/23/18 Bldg A 421 18 0 123.7 12.6 112.9 13.7 91 90 PT 9 04/24/18 Bldg A SW Corner (Deli Area)421 7 0 127.4 10.5 116.8 10.9 92 90 PT 10 04/28/18 Bldg F 418 9 0 125.5 10.5 113.7 11.2 91 90 PT 11 04/28/18 Bldg F 417 9 0 125.5 10.5 113.1 11.8 90 90 PT 12 04/28/18 Bldg F 418 9 0 125.5 10.5 114.8 11.3 91 90 PT 13 06/01/18 W Side Bldg G 419 1 0 109.7 17.9 101.9 18.5 93 90 PT 14 06/01/18 W Side Bldg G 420 2 0 116.4 14.9 107.5 15.3 92 90 PT 15 06/04/18 S Side Bldg H 421 2 0 116.4 14.9 105.1 16.1 90 90 PT 16 06/04/18 W Side Bldg H 421 2 0 116.4 14.9 105.7 15.8 91 90 PT 17 06/04/18 W Side Bldg H 420 1 0 109.7 17.9 101.2 19.1 92 90 PT 18 10/04/18 Bldg C 424 1 0 109.7 17.9 100.1 18.2 91 90 PT 19 10/04/18 Bldg C 425 2 0 116.4 14.9 106.6 15.3 92 90 PT 20 10/05/18 Bldg C in-place 425 9 0 125.5 10.5 114.0 11.1 91 90 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. SD 1 05/01/18 Storm Drain Area Drains 419 9 0 125.5 10.5 113.3 10.9 90 90 SD 2 05/01/18 NE Portion of Bldg E 419 9 0 125.5 10.5 114.4 11.2 91 90 SD 3 05/01/18 NE Portion of Bldg E 419 9 0 125.5 10.5 115.5 11.6 92 90 SD 4 05/01/18 NE Portion of Bldg E 419 9 0 125.5 10.5 114.9 10.8 92 90 SD 5 05/01/18 E of Bldg E/F 419 9 0 125.5 10.5 114.6 11.2 91 90 SD 6 05/01/18 E of Bldg E/F 418 9 0 125.5 10.5 113.7 10.8 91 90 SD 7 05/01/18 E of Bldg E/F 418 9 0 125.5 10.5 114.8 11.3 91 90 SD 8 05/04/18 Parking Lot W of Bldg E 417 9 0 125.5 10.5 113.9 11.1 91 90 SD 9 05/04/18 Area Drains 417 9 0 125.5 10.5 114.7 10.9 91 90 SD 10 05/04/18 Area Drains 417 9 0 125.5 10.5 113.5 10.6 90 90 SD 11 05/09/18 Storm Drain Area Drain NE Corner 416 -3 0 #N/A #N/A 109.9 15.8 #N/A 90 SD 12 05/09/18 Storm Drain W Side Lot 4 417 -3 0 #N/A #N/A 108.3 14.6 #N/A 90 SD 13 05/11/18 NW Corner of Bldg H 418 14 0 132.6 8.6 121.7 9.1 92 90 SD 14 05/15/18 Storm Drain S of Bldg C 419 9 0 125.5 10.5 114.5 10.7 91 90 SD 15 05/15/18 Storm Drain S of Bldg C 420 9 0 125.5 10.5 113.6 10.9 91 90 SD 16 05/15/18 Storm Drain S of Bldg C 419 9 0 125.5 10.5 113.1 11.1 90 90 SD 17 05/16/18 Storm Drain Private Drive A Site M 418 9 0 125.5 10.5 114.5 10.7 91 90 SD 18 05/16/18 Storm Drain Private Drive A Site M 420 9 0 125.5 10.5 113.4 10.9 90 90 SD 19 05/16/18 Storm Drain Private Drive A 416 9 0 125.5 10.5 114.6 11.0 91 90 SD 20 05/16/18 Storm Drain Private Drive A 418 9 0 125.5 10.5 114.8 10.9 91 90 SD 21 05/18/18 Storm Drain Area Drain S Lot 2 417 9 0 125.5 10.5 113.6 10.9 91 90 SD 22 05/18/18 Storm Drain Area Drain S Lot 2 419 9 0 125.5 10.5 114.4 11.2 91 90 SD 23 05/18/18 Storm Drain S of Sprouts 418 9 0 125.5 10.5 114.1 10.8 91 90 SD 24 05/18/18 Storm Drain S of Sprouts 418 9 0 125.5 10.5 113.7 11.3 91 90 SD 25 05/18/18 Storm Drain S of Sprouts 418 9 0 125.5 10.5 114.8 11.6 91 90 SD 26 05/22/18 Storm Drain NW of Bldg D 418 18 0 123.7 12.6 111.5 13.1 90 90 SD 27 05/22/18 Storm Drain NW of Bldg D 420 18 0 123.7 12.6 112.8 12.9 91 90 SD 28 05/23/18 Parking Lot S of Sprouts 419 1 0 109.7 17.9 100.0 18.3 91 90 SD 29 05/25/18 SD East of Bldg B 418 9 0 125.5 10.5 113.5 12.7 90 90 Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) SD 30 05/25/18 SD East of Bldg B 420 9 0 125.5 10.5 114.0 13.0 91 90 SD 31 05/25/18 SD W Parking Lot from Sprouts 418 9 0 125.5 10.5 115.6 12.9 92 90 SD 32 05/25/18 SD S of Bldg B 419 9 0 125.5 10.5 112.9 13.4 90 90 SD 33 05/30/18 N of Bldg C 421 2 0 116.4 14.9 104.9 14.8 90 90 SD 34 05/30/18 Between Bldg C and D South 417 2 0 116.4 14.9 104.4 16.1 90 90 SD 35 06/07/18 SW Corner of Bldg D 417 2 0 116.4 14.9 114.0 13.9 98 90 SD 36 06/08/18 SW Corner of Bldg D 418 2 0 116.4 14.9 113.1 12.8 97 90 SD 37 06/12/18 E of Bldg F 417 2 0 116.4 14.9 106.8 16.1 92 90 SD 38 06/14/18 E of Bldg F 417 2 0 116.4 14.9 99.0 18.8 85 90 SD 39 06/14/18 Btwn Bldgs E/F 418 2 0 116.4 14.9 107.1 14.9 92 90 SD 40 06/15/18 SE of Bldg F 419 2 0 116.4 14.9 106.4 15.3 91 90 SD 41 06/15/18 SW of Bldg F 419 2 0 116.4 14.9 107.3 15.2 92 90 SD 42 06/19/18 N of Bldg D 423 2 0 116.4 14.9 105.8 15.2 91 90 SD 43 06/19/18 E of Bldg C Parking 425 2 0 116.4 14.9 105.2 14.9 90 90 SD 44 06/20/18 SW of Bldg F Parking 416 2 0 116.4 14.9 107.0 15.2 92 90 SD 45 06/21/18 NE of Bldg H IP Trash Enclosure 420 2 0 116.4 14.9 106.5 15.1 91 90 SD 46 06/21/18 N of Bldg G Trash Enclosure 419 2 0 116.4 14.9 116.9 12.8 100 90 SD 47 06/29/18 N of Bldg C 423 2 0 116.4 14.9 105.1 16.0 90 90 SD 48 07/02/18 NW of Bldg F 419 2 0 116.4 14.9 106.0 15.1 91 90 SD 49 07/02/18 NE of Bldg C 424 2 0 116.4 14.9 105.3 14.9 90 90 SD 50 07/12/18 W of Bldg D Connection 419 2 0 116.4 14.9 105.1 15.0 90 90 SD 51 07/12/18 W of Bldg E 419 2 0 116.4 14.9 107.3 14.9 92 90 SD 52 07/12/18 E of Bldg C 423 2 0 116.4 14.9 106.0 15.3 91 90 SD 53 07/14/18 SE of Aisle N 423 2 0 116.4 14.9 104.6 14.9 90 90 SD 54 07/14/18 SE of Aisle N 424 2 0 116.4 14.9 104.4 15.1 90 90 SD 55 08/08/18 N of Bldg E 417 2 0 116.4 14.9 105.3 15.7 90 90 SD 56 08/15/18 NW of Bldg A 417 2 0 116.4 14.9 105.1 15.2 90 90 SD 57 08/15/18 SW of Bldg A 417 2 0 116.4 14.9 106.4 15.0 91 90 SD 58 08/21/18 Between Bldg G and H 420 2 0 116.4 14.9 105.7 16.9 91 90 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) SD 59 08/22/18 Between Bldg G and H 419 14 0 132.6 8.6 120.4 9.0 91 90 SD 60 09/04/18 Parking Area N of Bldg G 417 1 0 109.7 17.9 100.1 18.3 91 90 SD 61 09/06/18 Parking Lot NE of Bldg G in place 419 2 0 116.4 14.9 106.7 15.3 92 90 SD 62 09/06/18 Parking Lot NE of Bldg G in place 419 8 0 124.5 11.8 118.2 12.9 95 90 SD 63 09/11/18 Between Bldg G and H 419 2 0 116.4 14.9 107.2 14.9 92 90 SD 64 09/11/18 Between Bldg G and H 419 2 0 116.4 14.9 104.6 15.3 90 90 SD 65 09/11/18 Between Bldg G and H 419 2 0 116.4 14.9 105.7 15.5 91 90 SD 66 09/11/18 Between Bldg G and H 419 2 0 116.4 14.9 105.9 15.2 91 90 SD 67 09/12/18 Front of Bldg G 419 2 0 116.4 14.9 104.8 15.6 90 90 SD 68 09/12/18 Front of Bldg G 419 2 0 116.4 14.9 105.0 15.7 90 90 SD 69 09/12/18 Front of Bldg G 419 2 0 116.4 14.9 105.8 15.0 91 90 SD 70 09/13/18 Planter West of Drive Aisle I 416 8 0 124.5 11.8 114.3 12.5 92 90 SD 71 09/13/18 Planter West of Drive Aisle I 418 8 0 124.5 11.8 113.4 13.1 91 90 SD 72 09/13/18 Planter West of Drive Aisle I 419 8 0 124.5 11.8 114.6 12.9 92 90 SD 73 09/13/18 E of Bldg H 420 2 0 116.4 14.9 106.1 15.2 91 90 SD 74 09/14/18 E of Bldg H 2 0 116.4 14.9 105.9 14.9 91 90 SD 75 09/18/18 SE of Bldg H 420 14 0 132.6 8.6 120.0 9.9 90 90 SD 76 09/20/18 Pvt. Drive Aisle N NE of Bldg B 418 1 0 109.7 17.9 101.0 18.0 92 90 SD 77 09/20/18 Pvt. Drive Aisle N NE of Bldg B 419 1 0 109.7 17.9 104.4 17.9 95 90 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. SG 1 W of Bldg F/E Parking 418 9 0 125.5 10.5 114.5 11.3 91 90 SG 2 W of Bldg F/E Parking 417 9 0 125.5 10.5 113.7 10.6 91 90 SG 3 W of Bldg F/E Parking 417 9 0 125.5 10.5 113.1 11.1 90 90 SG 4 W of Bldg F/E Parking 417 9 0 125.5 10.5 116.9 11.0 93 90 SG 5 W of Bldg F/E Parking 417 9 0 125.5 10.5 117.1 10.8 93 90 SG 6 W of Bldg F/E Parking 417 9 0 125.5 10.5 114.7 11.2 91 90 SG 7 Loading Dock Sports Bldg 0 9 0 125.5 10.5 119.3 10.6 95 95 SG 8 Loading Dock Sports Bldg 0 9 0 125.5 10.5 120.1 11.1 96 95 SG 9 08/03/18 W of Bldg E 0 2 0 116.4 14.9 107.9 13.0 93 95 SG 9 A 08/07/18 W of Bldg E 0 2 0 116.4 14.9 110.4 15.3 95 95 SG 10 08/07/18 W of Bldg E 0 3 0 120.1 12.8 115.1 13.9 96 95 SG 11 08/07/18 W of Bldg F 0 3 0 120.1 12.8 114.4 14.1 95 95 SG 12 08/07/18 SW of Bldg F 0 3 0 120.1 12.8 116.0 13.8 97 95 SG 13 08/07/18 Private Drive Aisle I Parking Bay 0 3 0 120.1 12.8 114.6 13.5 95 95 SG 14 08/07/18 Private Drive Aisle I Parking Bay 0 3 0 120.1 12.8 114.2 13.7 95 95 SG 15 08/07/18 Parking Area N of Bldg E 0 3 0 120.1 12.8 113.9 14.0 95 95 SG 16 08/07/18 Parking Area N of Bldg E 0 2 0 116.4 14.9 110.8 15.3 95 95 SG 17 08/08/18 Private Drive Aisle J 0 3 0 120.1 12.8 114.8 13.2 96 95 SG 18 08/08/18 Private Drive Aisle J 0 3 0 120.1 12.8 116.0 13.6 97 95 SG 19 08/08/18 Private Drive Aisle J Parking Bay 0 2 0 116.4 14.9 110.7 15.2 95 95 SG 20 08/09/18 Private Drive Aisle M E of Bldg C 0 2 0 116.4 14.9 110.7 15.4 95 95 SG 21 08/09/18 Parking Bays E of Bldg C 0 3 0 120.1 12.8 114.4 13.6 95 95 SG 22 08/09/18 Parking Bays E of Bldg C 0 3 0 120.1 12.8 115.0 13.2 96 95 SG 23 08/13/18 Private Drive Aisle K E of Bldg F 0 8 0 124.5 11.8 118.2 12.4 95 95 SG 24 08/13/18 Private Drive Aisle K E of Bldg E 0 8 0 124.5 11.8 117.0 10.0 94 95 SG 24 A 08/13/18 Private Drive Aisle K E of Bldg E 0 8 0 124.5 11.8 118.6 13.8 95 95 SG 25 08/14/18 Private Drive B N of Bldg C 0 3 0 120.1 12.8 115.0 13.6 96 95 SG 26 08/14/18 Private Drive B N of Bldg D 0 3 0 120.1 12.8 114.6 13.7 95 95 SG 27 08/14/18 Private Drive Aisle K S of Bldg A 0 8 0 124.5 11.8 118.4 12.4 95 95 Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) SG 28 08/15/18 Private Drive B N of Bldg E 0 3 0 120.1 12.8 115.0 13.5 96 95 SG 29 08/15/18 Private Drive B NW of Bldg E 0 3 0 120.1 12.8 115.5 13.7 96 95 SG 30 R 08/28/18 Pvt. Drive Aisle O W of Bldg A 0 9 0 125.5 10.5 119.6 10.6 95 95 SG 31 R 08/28/18 Pvt. Drive Aisle O W of Bldg A 0 9 0 125.5 10.5 120.0 10.9 96 95 SG 32 08/30/18 S of Bldg C Parking Bay 0 9 0 125.5 10.5 122.2 10.7 97 95 SG 33 08/30/18 S of Bldg A Pvt. Dr A 0 3 0 120.1 12.8 114.1 13.4 95 95 SG 34 08/31/18 Parking Area Between Pvt. Dr Aisle L-M 0 8 0 124.5 11.8 118.8 13.2 95 95 SG 35 08/31/18 Parking Area Between Pvt. Dr Aisle L-M 0 8 0 124.5 11.8 119.1 13.8 96 95 SG 36 09/04/18 Parking Bay NW of Bldg G 0 8 0 124.5 11.8 120.7 13.7 97 95 SG 37 09/05/18 Pvt. Drive Aisle M NW of Bldg G 0 8 0 124.5 11.8 119.2 12.9 96 95 SG 38 09/05/18 Parking Area N of Bldg G 0 9 0 125.5 10.5 119.7 10.8 95 95 SG 39 09/05/18 Pvt. Drive Aisle M N of Bldg H 0 8 0 124.5 11.8 119.0 13.9 96 95 SG 40 09/05/18 Pvt. Drive Aisle M SE of Bldg C 0 8 0 124.5 11.8 118.7 13.8 95 95 SG 41 09/10/18 Parking Area N of Bldg E 0 3 0 120.1 12.8 114.1 12.9 95 95 SG 42 09/10/18 Parking Area N of Bldg E 0 3 0 120.1 12.8 114.3 13.2 95 95 SG 43 09/10/18 Parking Area N of Bldg E 0 3 0 120.1 12.8 115.0 12.8 96 95 SG 44 09/12/18 Parking Lot in Between Parking Stalls and Drive B & A 0 3 0 120.1 12.8 114.2 13.0 95 95 SG 45 09/12/18 Parking Lot in Between Parking Stalls and Drive B & A 0 3 0 120.1 12.8 115.1 12.8 96 95 SG 46 09/12/18 Parking Lot in Between Parking Stalls and Drive B & A 0 3 0 120.1 12.8 114.9 13.5 96 95 SG 47 09/12/18 Parking Lot in Between Parking Stalls and Drive B & A 0 3 0 120.1 12.8 115.4 13.3 96 95 SG 48 09/12/18 Parking Lot in Between Parking Stalls and Drive B & A 0 3 0 120.1 12.8 115.1 12.9 96 95 SG 49 09/12/18 Parking Lot in Between Parking Stalls and Drive B & A 0 3 0 120.1 12.8 114.2 12.8 95 95 SG 50 09/13/18 Private Drive Aisle N 0 3 0 120.1 12.8 114.1 13.1 95 95 SG 51 09/13/18 Private Drive Aisle N 0 3 0 120.1 12.8 113.9 13.3 95 95 SG 52 09/13/18 Private Drive Aisle N 0 3 0 120.1 12.8 115.0 13.0 96 95 SG 53 09/13/18 Private Drive Aisle N 0 3 0 120.1 12.8 115.4 13.0 96 95 SG 54 09/13/18 Private Drive Aisle N 0 3 0 120.1 12.8 115.3 12.8 96 95 SG 55 09/14/18 Pvt. Drive Aisle N Behind Bldgs 0 3 0 120.1 12.8 116.6 9.5 97 95 SG 55 A 09/17/18 Pvt. Drive Aisle N Behind Bldgs 0 3 0 120.1 12.8 114.2 12.5 95 95 0 GEOCO - - - TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) SG 56 09/14/18 Pvt. Drive Aisle N Behind Bldgs 0 3 0 120.1 12.8 114.2 8.9 95 95 SG 56 A 09/17/18 Pvt. Drive Aisle N Behind Bldgs 0 3 0 120.1 12.8 114.0 12.8 95 95 SG 57 09/14/18 Pvt. Drive Aisle N Behind Bldgs 0 3 0 120.1 12.8 116.5 10.1 97 95 SG 57 A 09/17/18 Pvt. Drive Aisle N Behind Bldgs 0 3 0 120.1 12.8 114.2 13.0 95 95 SG 58 09/14/18 Pvt. Drive Aisle N Behind Bldgs 0 3 0 120.1 12.8 115.4 9.7 96 95 SG 58 A 09/17/18 Pvt. Drive Aisle N Behind Bldgs 0 3 0 120.1 12.8 115.2 12.8 96 95 SG 59 09/18/18 Pvt. Drive B E Entrance 0 3 0 120.1 12.8 115.0 13.0 96 95 SG 60 09/20/18 Pvt. Drive Aisle O W of Bldg A 0 9 0 125.5 10.5 120.1 11.1 96 95 SG 61 09/20/18 Pvt. Drive Aisle O W of Bldg A 0 9 0 125.5 10.5 119.8 11.8 95 95 SG 62 10/09/18 Pvt. Drive Aisle M Trash Enclosure 0 24 0 125.0 10.5 119.0 12.3 95 95 SG 63 10/09/18 Pvt. Drive Aisle L Trash Enclosure 0 3 0 120.1 12.8 114.2 14.0 95 95 SG 64 10/10/18 Pvt. Drive Aisle M Trash Enclosure 0 24 0 125.0 10.5 120.1 12.6 96 95 SG 65 10/10/18 Pvt. Drive Aisle J Trash Enclosure 0 3 0 120.1 12.8 115.5 14.4 96 95 SG 66 11/06/18 Pvt. Drive Aisle N NE of Bldg B 0 9 0 125.5 10.5 120.1 10.8 96 95 SG 67 11/06/18 Pvt. Drive Aisle N NW of Bldg B 0 9 0 125.5 10.5 119.8 11.0 95 95 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. SM 1 05/16/18 N of Sprouts W of Loading Dock -2 9 0 125.5 10.5 113.5 11.2 90 90 SM 2 07/14/18 S of Bldg E 0 9 0 125.5 10.5 113.2 10.7 90 90 SM 3 09/07/18 N of Bldg H -1 2 0 116.4 14.9 104.7 15.1 90 90 SM 4 09/07/18 N of Bldg H -1 2 0 116.4 14.9 105.1 15.3 90 90 Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. SW 1 09/19/18 Pvt. Drive Aisle K W of Bldg G 0 3 0 120.1 12.8 107.0 10.1 89 90 SW 1 A 12/26/17 Pvt. Drive Aisle K W of Bldg G 0 3 0 120.1 12.8 112.0 14.0 93 90 SW 2 09/21/18 Bldg A South 0 9 0 125.5 10.5 120.0 12.8 96 90 SW 3 09/24/18 Bldg A SE 0 9 0 125.5 10.5 119.1 11.9 95 90 SW 4 09/24/18 Bldg A SW 0 9 0 125.5 10.5 118.6 12.0 95 90 SW 5 09/25/18 Parking Area S of Bldg A 0 11 0 125.0 10.3 115.4 13.5 92 90 SW 6 09/25/18 Parking Area S of Bldg A 0 11 0 125.0 10.3 112.7 14.0 90 90 SW 7 09/26/18 Pvt. Drive Aisle K W of Bldg G 0 3 0 120.1 12.8 113.4 13.9 94 90 SW 8 09/26/18 Pvt. Drive Aisle K W of Bldg G 0 3 0 120.1 12.8 112.4 14.5 94 90 SW 9 09/26/18 NW of Bldg G 0 3 0 120.1 12.8 110.5 14.9 92 90 SW 10 09/28/18 Pvt. Drive B NW of Bldg E 0 3 0 120.1 12.8 109.7 14.8 91 90 SW 11 10/03/18 Bldg E E Side 0 9 0 125.5 10.5 118.0 12.4 94 90 SW 12 10/03/18 Bldg E E Side 0 3 0 120.1 12.8 113.3 14.5 94 90 SW 13 10/05/18 Bldg E S Side 0 3 0 120.1 12.8 110.1 15.1 92 90 SW 14 10/09/18 Bldg E W Side 0 9 0 125.5 10.5 115.2 12.2 92 90 SW 15 10/09/18 Bldg E W Side 0 3 0 120.1 12.8 110.8 15.0 92 90 SW 16 10/09/18 Bldg E N Side 0 2 0 116.4 14.9 105.5 15.4 91 90 SW 17 10/09/18 Pvt. Drive Aisle M Trash Enclosure 0 24 0 125.0 10.5 116.3 13.2 93 90 SW 18 10/09/18 Pvt. Drive Aisle L Trash Enclosure 0 3 0 120.1 12.8 111.4 13.8 93 90 SW 19 10/10/18 Pvt. Drive Aisle M Trash Enclosure 0 24 0 125.0 10.5 114.1 12.3 91 90 SW 20 10/10/18 Pvt. Dr Aisle J Trash Enclosure 0 24 0 125.0 10.5 115.2 11.1 92 90 SW 21 10/11/18 Pvt. Drive Aisle O 0 9 0 125.5 10.5 112.7 12.2 90 90 SW 22 10/15/18 Bldg D W Side 0 8 0 124.5 11.8 113.3 14.2 91 90 SW 23 10/15/18 Bldg D W Side 0 1 0 109.7 17.9 100.1 19.8 91 90 SW 24 10/15/18 NE of Bldg H 0 3 0 120.1 12.8 109.2 14.4 91 90 SW 25 10/16/18 Between Bldgs C-D 0 24 0 125.0 10.5 113.7 12.8 91 90 SW 26 10/17/18 Bldg C S 0 8 0 124.5 11.8 113.1 14.2 91 90 SW 27 10/17/18 Bldg C S 0 2 0 116.4 14.9 106.6 16.5 92 90 SW 28 10/18/18 Bldg C SE 0 9 0 125.5 10.5 113.0 13.8 90 90 Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) SW 29 10/19/18 Bldg C E 0 2 0 116.4 14.9 105.4 16.7 91 90 SW 30 10/19/18 Bldg C E 0 2 0 116.4 14.9 107.0 15.7 92 90 SW 31 10/19/18 Bldg C N 0 8 0 124.5 11.8 111.9 14.4 90 90 SW 32 10/25/18 Bldg G N 0 2 0 116.4 14.9 107.1 16.1 92 90 SW 33 10/25/18 Bldg G N 0 2 0 116.4 14.9 108.0 15.9 93 90 SW 34 10/25/18 Bldg D S 0 3 0 120.1 12.8 111.7 13.9 93 90 SW 35 10/26/18 Pvt. Drive Aisle M SE Corner Pvt. Dr. B 0 2 0 116.4 14.9 105.2 15.5 90 90 SW 36 10/26/18 NW of Bldg C 0 3 0 120.1 12.8 109.8 14.4 91 90 SW 37 10/30/18 NW of Bldg D 0 1 0 109.7 17.9 100.1 21.0 91 90 SW 38 11/01/18 Bldg G W 0 14 0 132.6 8.6 121.5 10.2 92 90 SW 39 11/01/18 Bldg G S 0 14 0 132.6 8.6 120.2 10.6 91 90 SW 40 11/01/18 Bldg G S 0 14 0 132.6 8.6 123.3 10.1 93 90 SW 41 11/08/18 Between Bldgs G-H 0 9 0 125.5 10.5 116.0 11.3 92 90 SW 42 11/09/18 Between Bldgs G-H 0 9 0 125.5 10.5 115.1 12.5 92 90 SW 43 11/13/18 S Side of Bldg H 0 14 0 132.6 8.6 120.4 10.5 91 90 SW 44 11/13/18 S Side of Bldg H 0 14 0 132.6 8.6 122.3 10.9 92 90 SW 45 11/14/18 S Side of Bldg H 0 14 0 132.6 8.6 120.9 9.6 91 90 SW 46 11/14/18 E Side of Bldg H 0 14 0 132.6 8.6 123.7 9.7 93 90 SW 47 11/14/18 N Side of Bldg H 0 14 0 132.6 8.6 120.2 9.9 91 90 SW 48 11/14/18 N Side of Bldg H 0 2 0 116.4 14.9 105.7 15.7 91 90 SW 49 11/15/18 NW Corner of Bldg H 0 14 0 132.6 8.6 119.8 9.6 90 90 SW 50 11/15/18 W Side Bldg H 0 14 0 132.6 8.6 121.4 10.1 92 90 SW 51 11/15/18 W Side Bldg H 0 14 0 132.6 8.6 122.3 9.8 92 90 SW 52 11/19/18 SW Bldg F Corner 0 2 0 116.4 14.9 105.7 15.2 91 90 SW 53 11/19/18 W Bldg F 0 2 0 116.4 14.9 108.0 15.6 93 90 SW 54 11/19/18 NW Bldg F Walkway 0 2 0 116.4 14.9 105.1 15.4 90 90 SW 55 11/19/18 NW Bldg F 0 2 0 116.4 14.9 106.4 15.8 91 90 SW 56 11/19/18 S Bldg F 0 14 0 132.6 8.6 120.1 11.2 91 90 SW 57 11/19/18 E Bldg F 0 14 0 132.6 8.6 120.1 10.7 91 90 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) SW 58 11/19/18 NE Bldg F 0 14 0 132.6 8.6 120.8 11.1 91 90 0 GEOCO I I TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. WB 1 02/17/18 Interior N Side Wall Bldg A Footing 419 9 0 125.5 10.5 115.2 11.3 92 90 WB 2 02/17/18 Interior N Side Wall Bldg A Footing 418 9 0 125.5 10.5 113.3 11.5 90 90 WB 3 02/17/18 Interior N Side Wall Bldg A Footing 421 9 0 125.5 10.5 114.4 10.8 91 90 WB 4 02/17/18 Interior N Side Wall Bldg A Footing 421 9 0 125.5 10.5 113.4 11.1 90 90 WB 5 02/17/18 Interior N Side Wall Bldg A Footing 418 9 0 125.5 10.5 114.5 10.7 91 90 WB 6 02/17/18 Interior W Side Wall Bldg A Footing 418 9 0 125.5 10.5 113.0 11.1 90 90 WB 7 02/17/18 Interior N Side Wall Bldg A Footing 420 9 0 125.5 10.5 113.3 10.9 90 90 WB 8 02/17/18 Interior N Side Wall Bldg A Footing 420 9 0 125.5 10.5 113.8 10.7 91 90 WB 9 02/17/18 Interior W Side Wall Bldg A Footing 418 9 0 125.5 10.5 115.2 10.9 92 90 WB 10 02/17/18 Interior W Side Wall Bldg A Footing 421 9 0 125.5 10.5 114.3 10.5 91 90 WB 11 02/17/18 Interior S Side Wall Bldg A Footing 421 9 0 125.5 10.5 115.5 10.9 92 90 WB 12 02/21/18 W Bldg C 421 9 0 125.5 10.5 110.9 7.7 88 90 WB 12 A 02/21/18 W Bldg C 421 9 0 125.5 10.5 113.1 10.6 90 90 WB 13 02/21/18 W Bldg C 421 9 0 125.5 10.5 114.0 10.9 91 90 WB 14 02/21/18 W Bldg C 422 9 0 125.5 10.5 113.0 11.2 90 90 WB 15 02/21/18 W Bldg C 422 9 0 125.5 10.5 113.3 11.7 90 90 WB 16 02/22/18 W Bldg C 424 9 0 125.5 10.5 114.9 10.7 92 90 WB 17 02/22/18 W Bldg C 424 9 0 125.5 10.5 114.2 10.9 91 90 WB 18 02/22/18 W Bldg C 425 9 0 125.5 10.5 114.7 10.6 91 90 WB 19 03/07/18 S Bldg C 421 9 0 125.5 10.5 114.4 10.5 91 90 WB 20 03/08/18 S Bldg C 420 9 0 125.5 10.5 113.0 13.0 90 90 WB 21 03/08/18 S Bldg C 421 9 0 125.5 10.5 114.1 10.7 91 90 WB 22 03/09/18 S Bldg C 422 9 0 125.5 10.5 113.1 11.2 90 90 WB 23 03/09/18 S Bldg C 423 9 0 125.5 10.5 114.4 10.6 91 90 WB 24 03/09/18 S Bldg C 423 19 0 126.0 10.3 114.8 11.0 91 90 WB 25 03/13/18 S Bldg C 424 19 0 126.0 10.3 117.0 11.2 93 90 WB 26 03/26/18 Bldg A NE Wall 421 9 0 125.5 10.5 113.1 10.8 90 90 WB 27 03/26/18 Bldg A NE Wall 420 9 0 125.5 10.5 113.4 10.4 90 90 WB 28 03/26/18 Bldg A NE Wall 421 9 0 125.5 10.5 114.7 10.7 91 90 Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 29 03/26/18 Bldg A SE Wall 421 9 0 125.5 10.5 110.8 10.3 88 90 WB 29 A 03/26/18 Bldg A SE Wall 420 9 0 125.5 10.5 116.9 10.5 93 90 WB 30 03/26/18 Bldg A SE Wall 420 9 0 125.5 10.5 115.2 10.9 92 90 WB 31 04/10/18 Bldg F Footing 415 3 0 120.1 12.8 108.8 12.9 91 90 WB 32 04/12/18 W Side Sprouts Bldg IP 421 7 0 127.4 10.5 120.7 10.8 95 90 WB 33 04/12/18 W Side Sprouts Bldg IP 421 7 0 127.4 10.5 119.1 11.0 93 90 WB 34 04/16/18 Exterior N Side Sprouts Bldg A 421 7 0 127.4 10.5 118.3 12.1 93 90 WB 35 04/16/18 Exterior E Side Sprouts Bldg 421 7 0 127.4 10.5 119.4 10.2 94 90 WB 36 04/16/18 S Side Sprouts Bldg 421 7 0 127.4 10.5 116.1 13.3 91 90 WB 37 04/17/18 Exterior N Side Bldg A 418 3 0 120.1 12.8 111.4 14.6 93 90 WB 38 04/17/18 Exterior N Side Bldg A 419 3 0 120.1 12.8 110.5 15.0 92 90 WB 39 04/18/18 Exterior N Sprouts Bldg 420 3 0 120.1 12.8 114.2 13.0 95 90 WB 40 04/18/18 Exterior N Sprouts Bldg 421 3 0 120.1 12.8 112.6 13.2 94 90 WB 41 04/19/18 Exterior N Sprouts Bldg 422 3 0 120.1 12.8 115.8 12.9 96 90 WB 42 04/19/18 Exterior N Sprouts Bldg 422 3 0 120.1 12.8 114.0 13.3 95 90 WB 43 05/09/18 Sprouts Bldg Loading Dock 417 14 0 132.6 8.6 117.4 8.9 89 90 WB 44 05/29/18 E of Bldg F 418 5 0 121.6 12.5 110.8 14.7 91 90 WB 45 05/29/18 E of Bldg F 416 5 0 121.6 12.5 109.2 14.8 90 90 WB 46 05/30/18 E of Bldg F 419 5 0 121.6 12.5 111.8 13.4 92 90 WB 47 05/30/18 NW of Bldg G 418 2 0 116.4 14.9 105.0 15.3 90 90 WB 48 05/31/18 NW of Bldg G 418 2 0 116.4 14.9 104.7 14.7 90 90 WB 49 05/31/18 NW of Bldg G 419 2 0 116.4 14.9 104.3 15.6 90 90 WB 50 06/01/18 Stairs NW of Bldg G 418 14 0 132.6 8.6 121.9 9.3 92 90 WB 51 06/21/18 NE Wall Bldg A 419 17 0 128.0 9.9 117.2 10.4 92 90 WB 52 09/19/18 Bldg A Loading Dock 418 9 0 125.5 10.5 114.6 11.1 91 90 WB 53 09/20/18 Bldg A Loading Dock 417 9 0 125.5 10.5 113.9 11.9 91 90 WB 54 09/20/18 Bldg A Loading Dock 417 9 0 125.5 10.5 113.0 12.7 90 90 WB 55 10/22/18 N of Bldg D 422 2 0 116.4 14.9 105.5 15.3 91 90 WB 56 10/22/18 NE of Bldg D 422 2 0 116.4 14.9 105.0 15.7 90 90 0 GEOCO TABLE I-C SUMMARY OF FIELD DENSITY TEST RESULTS Project Name:Project No.: Pre. No. Re. Field Dry Density (pcf) Field Moisture Content (%) Relative Compaction (%) Required Relative Compaction (%) Uptown Bressi Ranch G2108-32-05 Test No.Date (MM/DD /YY) Location Elev. or Depth (feet) Curve No. >¾" Rock (%) Max. Dry Density (pcf) Opt. Moist Content (%) WB 57 10/22/18 NW of Bldg D 423 2 0 116.4 14.9 105.1 16.0 90 90 WB 58 10/23/18 NW of Bldg D 424 2 0 116.4 14.9 106.3 15.5 91 90 WB 59 10/26/18 N of Bldg D 422 2 0 116.4 14.9 104.8 15.7 90 90 WB 60 11/08/18 Between Bldg G-H 421 9 0 125.5 10.5 115.5 11.8 92 90 0 GEOCO TABLE 1 EXPLANATION OF CODED TERMS AC Asphalt Concrete IT Irrigation Trench SG Subgrade AD Area Drain JT Joint Trench SL Sewer Lateral B Base M Moisture Test SM Sewer Main CG Curb/Gutter MG Minor Grading SR Slope Repair DW Driveway MSE Mechanically Stabilized Earth Wall ST Slope Test ET Electrical Trench PT Plumbing Trench SW Sidewalk ETB Exploratory Trench RG Regrade SZ Slope Zone FB Footing Backfill RW Reclaimed Water UT Utility Trench FG Finish Grade RWM Reclaimed Water Main WB Wall Backfill FS Fire Service SBT Subdrain Trench WL Water Lateral GT Gas Trench SD Storm Drain WM Water Main A, B, C, … R >¾" ROCK - ROCK CORRECTION The laboratory maximum dry density and optimum moisture content can be adjusted for in-place soil that possesses rock larger than ¾ inch. The curve no. is adjusted for the percentage of ¾ inch rock in accordance with ASTM D 4718 or Woodward Clyde guidelines. TEST NO. PREFIX TEST NO. RE. Retest of previous density test failure following additional moisture conditioning or recompaction Fill in area of density test was removed during construction operations CURVE NO. Corresponds to the curve numbers presented in the summary of the laboratory maximum dry density and optimum moisture content test results. The field representative selected the curve no. based on the laboratory test results and field observations ELEVATION OR DEPTH Corresponds to the elevation or the depth, in feet, of the in-place density/moisture content test. The value has been rounded to the nearest whole foot ~GE~OC_ON _______ ~ Project No. G2108-32-02 January 15, 2019 TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Proctor Curve No. Source and Description Maximum Dry Density (pcf) Optimum Moisture Content (%) 1 Reddish brown, Silty fine SAND 109.7 17.9 2 Brown, Silty, fine to medium SAND 116.4 14.9 3 Brown, Silty fine SAND with trace gravel 120.1 12.8 4 Greenish-brown Silty CLAY 118.9 14.2 5 Import: Yellowish-brown, Silty, fine to coarse SAND 121.6 12.5 6 Light brown, Silty, fine to coarse SAND 119.5 13.6 7 Import: Reddish-brown, fine Sand with little clay 127.4 10.5 8 Olive Brown Silty CLAY with sand 124.5 11.8 9 Import: Yellowish-brown Silty, fine to coarse SAND 125.5 10.5 10 Light brown, Silty fine SAND 113.9 14.6 11 Import: Dark brown, Silty, fine to medium SAND with trace clay 125.0 10.3 12 Import: Reddish-brown, Silty, fine to medium SAND 127.4 9.8 13 Light brown, Silty, fine to coarse SAND 126.7 10.5 14 Import: Brown, Silty, fine to coarse SAND 132.6 8.6 15 Import: Yellowish-brown, Clayey Silt 117.8 14.7 16 Aggregate Base: Grayish-brown, fine to coarse SAND with gravel and little silt 117.7 13.3 17 Import: Brown, Silty, fine to coarse SAND 128.0 9.9 18 Import: Brown, Clayey, fine to coarse SAND 123.7 12.6 19 Import: Grayish brown, Silty, fine to coarse SAND 126.0 10.3 20 Aggregate Base: Grayish-brown, fine to coarse SAND with gravel and silt 136.2 7.5 21 Aggregate Base: Grayish-brown, fine to coarse SAND with gravel and little silt 118.6 13.7 22 Aggregate Base: Grayish-brown, fine to coarse SAND with gravel and silt 140.2 6.5 23 Aggregate Base: Dark grayish-brown, fine to coarse SAND with gravel and trace silt 124.4 12.2 24 Aggregate Base: Grayish-brown, fine to coarse SAND with gravel and little silt 125.0 10.4 25 Aggregate Base: Grayish-brown, fine to coarse SAND with gravel and trace silt 118.3 11.9 26 Aggregate Base: Grayish-brown, fine to coarse SAND with gravel and silt 116.6 13.1 27 Aggregate Base: Grayish-brown fine to coarse SAND with gravel and little silt 119.9 11.9 Project No. G2108-32-02 January 15, 2019 TABLE III SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080 Sample No.* Dry Density (pcf) Moisture Content (%) Peak [Ultimate] Cohesion (psf) Peak [Ultimate] Angle of Shear Resistance (degrees) 5 109.5 12.6 675 [615] 24 [23] 6 107.4 13.7 390 [450] 27 [24] *Samples remolded to approximately 90 percent relative compaction Project No. G2108-32-02 January 15, 2019 TABLE IV SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829P Sample No. Moisture Content Dry Density (pcf) Expansion Index Before Test (%) After Test (%) 5 11.1 18.8 106.7 26 6 11.2 23.7 104.6 64 7 9.1 14.4 112.4 0 8 10.6 21.2 108.6 58 9 (Pad A) 9.1 16.5 111.9 2 10 9.8 19.3 108.2 3 11 9.9 19.1 109.9 30 12 9.5 15.2 111.4 0 13 9.6 19.6 110.9 16 14 7.6 12.7 118.1 0 15 12.3 27.2 100.5 64 17 8.9 15.7 113.4 16 18 10.7 21.7 107.4 49 19 9.7 16.0 109.7 6 EI-16 (Pad C) 12.5 27.8 101.3 91 EI-19 (Pad C) 12.5 27.4 100.5 80 EI-20 (Pad C) 11.3 24.2 104.4 72 EI-21 (Pad H) 12.1 26.6 102.0 79 EI-22 (Pad H) 12.1 27.0 102.1 77 EI-23 (Pad E) 10.3 19.3 109.2 31 EI-24 (Pad E) 10.6 19.9 108.9 30 EI-25 (Pad F) 11.5 20.8 106.3 45 EI-26 (Pad F) 10.5 18.7 109.2 19 EI-29 (Pad A) 8.5 14.6 114.2 2 EI-30 (Pad B) 9.2 15.1 110.6 0 EI- 31 (Pad D) 12.8 26.4 99.9 64 EI-32 (Pad G) 12.4 25.9 102.4 74 Project No. G2108-32-02 January 15, 2019 TABLE V SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. Water-Soluble Sulfate (%) Sulfate Exposure 7 0.023 Not Applicable (S0) 8 (Pad D) 0.381 Severe (S2) 9 (Pad A) 0.029 Not Applicable (S0) 11 0.099 Not Applicable (S0) 14 0.004 Not Applicable (S0) 15 0.601 Severe (S2) 17 0.054 Not Applicable (S0) 18 0.010 Not Applicable (S0) 19 0.127 Moderate (S1) EI-16 (Pad C) 0.803 Severe (S2) EI-19 (Pad C) 0.074 Not Applicable (S0) EI-20 (Pad C) 0.234 Severe (S2) EI-21 (Pad H) 0.110 Moderate (S1) EI-22 (Pad H) 0.132 Moderate (S1) EI-23 (Pad E) 0.067 Not Applicable (S0) EI-24 (Pad E) 0.123 Moderate (S1) EI-25 (Pad F) 0.079 Not Applicable (S0) EI-26 (Pad F) 0.064 Not Applicable (S0) EI-29 (Pad A) 0.034 Not Applicable (S0) EI-30 (Pad B) 0.023 Not Applicable (S0) EI-31 (Pad D) 0.525 Severe (S2) EI-32 (Pad G) 0.042 Not Applicable (S0) Project No. G2108-32-02 January 15, 2019 TABLE VI SUMMARY OF FINISH GRADE EXPANSION INDEX AND SULFATE EXPOSURE TEST RESULTS, AND RECOMMENDED FOUNDATION CATEGORY Building Pad Sample at Finish Grade Expansion Index CBC Expansion Classification Recommended Foundation Category Sulfate Exposure “A” EI-29 2 Very Low I Not Applicable “B” EI-30 0 Very Low I Not Applicable “C” EI-16 91 High III Severe “D” EI-31 64 Medium II Severe “E” EI-24 31 Low I Moderate “F” EI-25 45 Low I Not Applicable “G” EI-32 74 Medium II Moderate “H” EI-21 79 Medium II Moderate Project No. G2108-32-02 January 15, 2019 TABLE VII SUMMARY OF LABORATORY TEST RESULTS FOR ASPHALT CONCRETE THEORETICAL MAXIMUM DENSITY, HVEEM DENSITY, AND STABILITY ASTM D 2041, D 2726, AND D 1560 Sample No. Test Green Book Specifications Aggregate Size (inch) Theoretical Maximum Density (pcf) Hveem Maximum Density (pcf) Stability Stability AC-1 ¾ 152.3 144.0 45 ≥35 AC-2 ¾ 159.3 150.4 43 ≥35 AC-3 ½ 151.2 147.6 44 ≥35 AC-4 ½ 152.4 146.7 38 ≥35 AC-5 ½ 151.6 146.2 43 ≥35 AC-6 ¾ 152.3 149.0 41 ≥35 AC-7 ¾ 152.6 148.1 41 ≥35 AC-8 ¾ 153.3 147.9 36 ≥35 AC-9 ½ 152.8 147.7 38 ≥35 AC-10 ½ 152.5 147.4 44 ≥35 AC-11 ½ 153.0 145.0 53 ≥35 AC-12 ½ 153.3 145.6 39 ≥35 AC-13 ½ 152.2 146.4 43 ≥35 AC-14 ½ 157.1 148.6 49 ≥35 AC-15 ¾ 158.5 149.4 50 ≥35 Project No. G2108-32-02 January 15, 2019 TABLE VIII SUMMARY OF LABORATORY ASPHALT CONCRETE GRADATION AND ASPHALT CONTENT TEST RESULTS ASTM C 136 AND D 6307 Sieve Analysis (sieve size) ¾-Inch Aggregate (% passing) Specifications (Class B3) (% passing) AC-1 AC-2 AC-6 AC-7 AC-8 AC-15 1-inch 100 100 100 100 100 100 100 ¾-inch 97 96 98 96 99 100 90 – 100 ⅜-inch 79 75 75 69 63 80 60 – 84 No. 4 59 56 57 52 41 60 40 – 60 No. 8 41 42 42 39 31 49 24 – 50 No. 30 23 23 22 21 18 24 11 – 29 No. 200 4 6 5 5 5 7 1 – 9 Oil Content (%)* 5.3 5.2 5.5 5.1 5.2 5.2 4.6 – 6.0 *Greenbook refers to as “Asphalt %” Project No. G2108-32-02 January 15, 2019 TABLE IX SUMMARY OF LABORATORY ASPHALT CONCRETE GRADATION AND ASPHALT CONTENT TEST RESULTS ASTM C 136 AND D 6307 Sieve Analysis (sieve size) ½-Inch Aggregate (% passing) Specifications (Class C3) (% passing) AC-3 AC-4 AC-5 AC-9 ¾-inch 100 100 100 100 100 ½-inch 97 96 98 95 89 – 100 ⅜-inch 87 85 88 76 74 – 100 No. 4 63 60 63 50 50 – 78 No. 8 47 45 44 36 32 – 60 No. 30 25 23 23 20 14 – 38 No. 200 7 5 6 5 2 – 10 Oil Content (%)* 5.6 5.4 5.6 5.4 4.6 – 7.0 Sieve Analysis (sieve size) ½-Inch Aggregate (% passing) Specifications (Class C3) (% passing) AC-10 AC-11 AC-12 AC-13 AC-14 ¾-inch 100 100 100 100 100 100 ½-inch 96 95 97 97 96 89 – 100 ⅜-inch 82 82 83 85 88 74 – 100 No. 4 57 54 55 59 67 50 – 78 No. 8 43 41 41 44 49 32 – 60 No. 30 24 21 22 22 25 14 – 38 No. 200 6 5 6 5 6 2 – 10 Oil Content (%)* 5.3 4.9 5.0 5.4 5.7 4.6 – 7.0 *Greenbook refers to as “Asphalt %”