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HomeMy WebLinkAbout3972-1; CARLSBAD MUNICIPAL GOLF COURSE; GEOTECHNICAL DOCUMENTS;. :; ••-'• . ,, ,g.. 4- •. '-ii- 3-.i 'z- 'cc9.. •.miV g' - L ;c — -.•-.w —--. ---• . _____ ..—,c L_..... - -- •.- L rig But aj I '• - - - 4 * *4 IN 1 -. - w' • ?çf L 4, . • .4 ApIk.. - ,. - •? - - .... TI U UI' A A £ A . -•--i. •-; •t 77 Ii '— •- .c_ —-'---'- - '• 'i i s • ,-:- - -4_ •;:- .1 -J -- s•--. 4• iv •- ;- . Carlsbad Municipal Golf Course Geotechnical Documents Related to: Contract 1: Mass Grading & Partial Utilities Table of Contents Tab No. Date Title October 31, 2005 Geotechnical As-Graded Completion Letter of Grading of Clubhouse and Maintenance Building Pads by LEIGHTON November 3, 2005 As-Graded Compaction Report of Golf Course Building Pads by TESTING ENGINEERS November 7, 2005 Geotechnical Remedial Grading Maps by LEIGHTON November 14, 2005 Revised Buttress Design in Vicinity of Cross-Sections A-A' and B-B' North of Hole No.2 by LEIGHTON November 29, 2005 Geotechnical Review of the Criblock Retaining Wall Plans and Calculations by LEIGHTON December 14, 2005 Summary of Geotechnical Conditions Related to the Criblock Retaining Wall and North-Facing Slope by LEIGHTON December 28, 2005 Second Geotechnical Review of the Criblock Retaining Wall Plans and Calculations by LEIGHTON September 2005 Engineering Geologic Daily Field Reports by LEIGHTON December 2005 Daily Field Reports during Criblock Retaining Wall Construction Operations by LEIGHTON January 5, 2006 Third Geotechnical Review of the Criblock Retaining Wall Plans and Calculations by LEIGHTON May 5, 2006 Addendum Remedial Grading Recommendations Concerning Criblock Wall Backfill by LEIGHTON . Geotechnical Documents Related to: Contract 1: Mass Grading & Partial Utilities Table of Contents (continued) Tab No. Date Title July 18, 2006 Compaction Testing Report of Golf Course Grading by TESTING ENGINEERS March 19, 2007 Supplemental Compaction Testing Report of Commercial Sites by TESTING ENGINEERS October 26, 2007 Compaction Testing Report of Water Lines by TESTING ENGINEERS October 29, 2007 Compaction Testing Report of Storm Drain Systems by TESTING ENGINEERS February 28, 2008 As-Graded Report of the North Commercial Pad and Construction of the Criblock Retaining Wall by LEIGHTON S 17) April 8, 2008 As-Graded Report of the South Commercial Pad by LEIGHTON 18) April 10, 2008 Engineering Geologic Report by LEIGHTON S 0 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY October 31, 2005 Project No. 841363-009 To: Dudek & Associates, Inc. 605 Third Street Encinitas, California 92024 Attention: Mr. George Litzinger Subject: Geotechnical As-Graded Completion Letter of Rough and Fine Grading, Clubhouse Facility and Maintenance Building Pads, Carlsbad Municipal Golf Course, Carlsbad, California References: Leighton & Associates, 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998 , 2000a, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000 2000b, Remedial Quantity Estimate and Supplemental Recommendations, Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated August 4, 2000 2005, Remedial Grading Map, 4 Sheets, dated September 13, 2005, revised September 28, 2005 P and D Consultants, Inc, 2005, Grading Plans for: Carlsbad Municipal Golf Course, Drawing No. 381-4A, 46 Sheets, dated April 15, 2005 Introduction In accordance with the request of representatives of the City of Carlsbad, Leighton and Associates, Inc. (Leighton) has been on-site performing geotechnical observation and documentation services as the geotechnical consultant of record for the Carlsbad Municipal Golf Course located in Carlsbad, California. This letter briefly summarizes our geotechnical observation and documentation services during the rough and fine grading operations for the clubhouse facility and 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 maintenance building pads at the site. As of this date, the grading operations are essentially S complete for the clubhouse facility and maintenance structural building pads. Observation and testing services of the fill placement and compaction operations for the Carlsbad Municipal Golf Course were performed by Testing Engineers. As the geotechnical consultant of record for the project, our services included geologic mapping of the site, observation and documentation of the remedial grading operations, and review of the observation and testing documentation of the fill placement and compaction operations that were performed by Testing Engineers. The remedial grading operations associated with the grading of the clubhouse facility and maintenance building pads included the removal of compressible material to formational material and the overexcavation of the cut/fill transition condition of the clubhouse facility building pad. Summary of the As-Graded Geotechnical Conditions Grading of the Carlsbad Municipal Golf Course started on September 12, 2005. The grading operations associated with the construction of the clubhouse facility and maintenance building pads included the following: Removals of Potentially Compressible Soils. Prior to the placement of the fill soils on the clubhouse facility and maintenance building pads, potentially compressible topsoil, colluvium, undocumented fill soils, and weathered formational material was removed to competent S formational material. Within the clubhouse facility building pad, topsoil, colluvium, and weathered formational material were encountered and removed to competent formational material. Within the maintenance building pad, undocumented fill soils associated with the prior grading of the area north of the cul-de-sac of Palomar Oaks Way were encountered and removed to competent formational material. Geologic observation of the undocumented fill soils indicated the soils appeared to be well compacted with above optimum moisture contents. In addition, it appeared that the alluvium/colluvium and weathered formational material had been removed prior to the placement of fill. However, since there was no documentation of the fill, the fill soils were completely removed to formational material within the limits of the maintenance building pad. Removals on the order of 5 to 15 feet were performed within the clubhouse facility building pad while removals on the order of 15 to 25 feet were performed within the maintenance building pad. Cut/Fill Transition Condition: The cut portion of the relatively flat upper and lower building pads of the clubhouse facility was overexcavated a minimum of 5 feet below finish pad grade. Overexcavation of the building pad was performed to mitigate the transitional condition and related adverse effects that can result due to this underlying condition. The limit of the overexcavation was made at least 5 feet outside the anticipated building limits (or building footprint). However, it should be noted that the overexcavation of the portion of the proposed building pad beneath the existing slope separating the lower and upper pads of the clubhouse was not performed. After the excavation for the basement wall is made, the remainder of the cut portion of the building pad (i.e. the area below the existing slope) should be overexcavated a 4 -2- Leighton 841363-009 minimum of 5 feet and replaced with compacted fill as recommended on page 5 of this letter. S . Geologic Units: Geologic mapping of the removal areas indicated that the geologic units underlying the clubhouse facility building pad consisted of sandstones and minor siltstones of the Tertiary-aged Santiago Formation while the maintenance building pad consisted of Cretaceous-aged Santiago Peak Volcanics. Groundwater: Groundwater or seepage conditions were not encountered nor anticipated during the grading operations of the clubhouse facility and maintenance building pads. Fill Placement: Observation and testing services of the fill placement and compaction operations for the Carlsbad Municipal Golf Course were performed by Testing Engineers. Based on our understanding, the fill soils within the clubhouse facility and maintenance building pads was placed at near optimum moisture contents and compacted to a minimum 95 percent relative compaction. In addition, we understand that the fill soils placed with the upper 5 feet of the building pads consists of very low to low expansive soils (i.e. soils having an expansion index of less than 50 per Uniform Building Code [UBC] criteria). However, the fill compaction report for the clubhouse facility and maintenance building pads is currently being prepared and should be reviewed by Leighton prior to the construction of the proposed improvements. Conclusions and Recommendations S The conclusions and recommendations presented in the referenced project geotechnical reports are still considered pertinent and applicable to the proposed development and should be followed during the post grading and construction phases of the clubhouse facility and maintenance building. As of the date of this letter, the rough and fine grading of clubhouse facility and maintenance building pads are essentially complete. Based on our geotechnical observations and documentation services, the rough and fine grading operations were performed in general accordance with the project geotechnical recommendations and the City of Carlsbad requirements. In our professional opinion, the geotechnical aspects of the project have been evaluated and properly treated during the grading operations. Recommendations concerning the construction of the project that have previously been issued (Leighton, 1998 and 2000a) are still considered applicable and should be followed during the post- grading and constructions phases of site development. The following is a summary of our conclusions: Geotechnical conditions encountered during the rough and fine grading operations were generally as anticipated. Site preparation and removals were geotechnically observed. Leighton 841363-009 . Unsuitable topsoil, colluvium, undocumented fill soils, and weathered formational materials were removed to competent material within the limits of the clubhouse facility and maintenance building pads. The geologic units encountered after the potentially compressible soils were removed within the limits of the clubhouse facility and maintenance building pads consisted of the Tertiary-aged Santiago Formation and the Cretaceous-aged Santiago Peak Volcanics. The cut/fill transition condition within the upper and lower pads of the clubhouse facility were mitigated by the overexcavation of the upper 5 feet of the cut portion of the pads. The overexcavation of the lower pad beneath the existing slope separating the upper and lower pad was not performed. Fill soils were derived from onsite soils. We understand that the fill soils were placed and compacted to at least 95 percent relative compaction and near-optimum moisture content in accordance with the project geotechnical recommendations and the requirements of the City of Carlsbad. The field density test results and approximate locations will be presented under separate cover by Testing Engineers. Evidence of groundwater or seepage was not observed nor anticipated during the rough or fine grading operations. S . No evidence of active or inactive faulting was encountered during site rough and fine grading within the clubhouse facility and maintenance building pads. Due to the lack of a near-surface ground water table and the dense nature of the onsite soils, it is our professional opinion that the liquefaction and dynamic settlement hazard at the site is considered low. We understand that the expansion potential of the finish grade soils on the clubhouse facility and maintenance building pads ranges from very low to low (per UBC criteria). However, a representative sample of the finish grade soils on each of the pads should be performed to confirm the expansion potential. Addendum Recommendations Corrosion Potential Test ig: Corrosion potential testing (including sulfate content, chloride content, pH and resistivity) should be performed on representative finish grade samples of each of the pads to determine the corrosion potential. The testing, which we understand will be performed by Testing Engineers, should be provided to us for review. -4- 4 Leighton 841363-009 . Presaturation of the Building Pad Sub grade Soils: The slab subgrade soils underlying the clubhouse facility and maintenance building should be presoaked to a minimum moisture content of at least 120 percent of the optimum moisture content prior to placement of the moisture barrier and slab concrete. The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction. Presoaking or moisture conditioning may be achieved in a number of ways. Based on our professional experience, we have found that minimizing the moisture loss on pads that have been completed (by periodic wetting to keep the upper portion of the pad from drying out) and/or berming the building area and flooding for a short period of time (days to a few weeks) are some of the more efficient ways to meet the presoaking recommendations. If flooding is performed, a couple of days to let the upper portion of the pad dry out and form a crust so equipment can be utilized should be anticipated. Additional Overexcavation of the Clubhouse Facility: The portion of the lower pad of the clubhouse facility located beneath the existing slope between the upper and lower building pads should be overexcavated a minimum of 5 feet below the finish grade pad elevation and replaced with fill having a very low to low expansion potential and a minimum relative compaction of at least 95 percent. To facilitate the slab subgrade soil presaturation requirement (Leighton, 1998) and as indicated above, the fill soils should be placed with a minimum moisture content of at least 120 percent of the optimum moisture content. Foundation Plan Review: Prior to the construction of the clubhouse facility and maintenance building, the foundation plans should be reviewed by Leighton to ensure the plans incorporate the project geotechnical recommendations. Fill Compaction Report Review: The fill compaction report for the clubhouse facility and maintenance building pads, which is currently being prepared by Testing Engineers, should be reviewed by Leighton prior to the construction of the proposed improvements of the clubhouse facility and maintenance building. Limitations The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. In addition, our responsibilities as the geotechnical consultant of record did not include any work related to the placement or compaction of any fill soils at the site. The conclusions in this report are based on observations and documentation of the . 0 4 Leighton 841363-009 grading and earthwork procedures used and represents our engineering opinion as to the compliance S of the results with the project specifications. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted LEIGHTON AND ASSOCIATES, INC. 7'tOJ K . 4 Randall K. Wagner, C G 1612 Senior Associate Geologist No. 1612 CERTIFIED * ENGINEERING GEOLOGIST . I Op S Distribution: (4) Addressee Ef.p it Leighton S City of Carlsbad November 3, 2005 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: As-Graded Compaction Reporvoe On - Cgv 9.isft Yorr) Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA Reference: "Conti-act Documents and Supplemental Provisions ", Jbr Carlsbad Municipal Golf course Project. Project No. 39 721 -1 dated June 13, 2005 Dear Mr. Hammann: In accordance with your request, Testing Engineers - US Labs, inc. (TEUSL) has conducted grading observation and compaction testing during preparation of the clubhouse and appurtenant building pads, at the above referenced project site. Services described herein were provided by TE-USL from September 16 to October 24 2005. The golf course development includes clubhouse and maintenance buildings, as well as, "on- course" restroom facilities. A representative of this office observed over-excavation and placement of on-site and import fill soils within the new building pad areas in accordance with the project specifications. Subgrade preparation included over-excavation within the building areas as directed by the Geotechnical Engineer of Record (i.e. Leighton and Associates). The bottom of the over-excavations were scarified, moisture conditioned and recompacted prior to the placement of compacted fill. The approximate site and test locations are presented on Figures 1 and 2, respectively. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables I and 2, respectively. On site and import material was used as fill for the new development. Fill was placed, compacted and tested for compliance with minimum 90% and 95% relative compaction based on ASTM.D-1557, as applicable. G It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 4 percent of the mean density. Based on this information, relative Testing Engineers - U.S. Laboratories 7895 Convoy Court. Suite 18 41146 Elm Street, Suite 820 Research Dnve. Suite 2 2001 East First Sheet San Diego California 92111 Murrieta. California 92562 Palm Springs, California 92262 Santa Ana. California 92705 (858) 715-5800 * Fax: 858) 715-5810 (951) 677-0766 • Fax: (951) 677-5761 (760) 325-8378 * Fax: (760) 325-7480 (714) 568-7300 ' Fax: (714) 064-0252 Offices Nationwide City of Carlsbad November 3, 2005 Municipal Golf Course Contract No.: 108078 compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied, Based on the observations and testing made during building pad grading by TE-USL representatives, it is our opinion that the new pads were constructed in general conformance with the recommendations in the referenced project specifications. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Tan ng Engineers- U.S. cESSI0 1I1Y el W. Olin RCERGE J* Principal Geotechnica VO:tl OF C Distribution: *(4) Addressee * Includes copies for building department submitted H 4 lin=1900ft. NOTE: This figure may contain areas of color. TE-US. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: Site Location Map Project: Carlsbad Municipal Golf Course Drwn: D.M.M. IContract No: I 108078 Date: October 2005 Figure I 6 - ---*'--- -N * I I Limits of Grading 19 Conifort Station SCALE 1" = 160' (TTI '1 .\ N Limits of Grading -- - - -\ 95% Compaction Zone go "Awl 1i 63 28 Clubhouse BuiIditig 17 2 - - - Limits of Grading I LEGEND: 15 6 10 95% M Proposed 0aintenance Compaction Zone Approximate location of density tests Building r --W—J 0 I FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 01 Sari Diego, CA 92111 Tel: (858)715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course WIT., D.M.M. Contract No: 108078 Date: Figure No: October 2005 2 I - L Appendix A S 0 • TABLE RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) • Onsite Grayish (Silty sand) 127.5 9.5 Import Mixed Gray (Silty sand) 123.5 11.0 3. Onsite Red Brown (Clayey sand) 127.0 11.0 • Onsite Yellowish Brown (Silty sand) 114.5 14.5 Onsite Greenish Brown (Silty sand) • 124.5 11.0 Onsite Mixed Browns (Silty sand) 123.0 10.5 S 7. Onsite Dark Greens & Browns 126.0 10.0 (Clayey sand) 8. Onsite Browns (Silty sands) 128.0 9.5 8A. Onsite Mixed Browns (Silty sands) 130.0 9.0 S Table I REPORT OF COMPACTION TEST DATA Wj tract Number: 108078 ect Name: Carlsbad Municipal Golf Course Location: Carlsbad, California Test Proctor Sample Test Date Test Location Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field Maximum Obtained Required 3 2 9/16/05 ELE 221.00 PAD Plate 4 14.9% 11.0% 113.4 123.5 92% 95% Non-Conform 4 2 9/16/05 ELE 222.00 PAD Plate 4 12.3% 11.0% 114.0 123.5 92% 95% Non-Conform 5 2 9/16/05 Retest of#3 11.1% 11.0% 120.4 123.5 98% 95% Conform 6 2 9/16/05 Retest of #4 11.1% 11.0% 120.0 123.5 97% 95% Conform 7 2 9/16/05 ELE 225.50 PAD Plate 4 11.1% 11.0% 118.8 123.5 96% 95% Conform 8 1 9/19/05 Plate 4 PAD ELE 227.50 11.1% 9.5% 119.0 127.5 93% 95% Non-Conform j 1 9/19/05 Retest of #8 1IT1I7 9.5% 121.5 127.5 95% 95% Conform 10 3 9/19/05 PAD ELE 229.50 Plate 4 11.1% 11.0% 117.2 127.0 92% 95% Non-Conform 11 3 9/19/05 PAD ELE 229.50 Plate 4 12.3% 11.0% 118.3 127.0 93% 95% Non-Conform 12 2 9/19/05 Retest of #10 & 11 13.6% 9.5% 117.1 123.5 95% 95% Conform 13 2 9/19/05 PAD ELE 231.00 scraper rolled after test (ok) Plate 4 12.3% 9.5% 116.7 123.5 95% 95% Conform 14 2 9/19/05 PAD ELE 234.00 Plate 4 13.60/6 9.5% 117.8 123.5 95% 95% Conform 15 5 9/20/05 Maint. Pad ELE 234.00 Plate 4 11.1% 11.0% . 122.1 124.5 98% 95% Conform ' 7 9/20/05 Maint. Pad ELF 234.50 Plate 4 11.1% 10.0% 123.8 126.0 98% 95% Conform 5 9/20/05 Maint. Pad ELE 237.00 Plate 4 11.1% 11.0% 121.6 124.5 98% 95% Conform 18 8 9/20/05 Maint. Pad ELE 238.00 Plate 4 11.1% 9.5% 124.2 128.0 97% 95% Conform 19 1 9/21/05 Maint. Pad ELE 239.00 Plate 4 11.1% 9.5% 123.0 127.5 96% 95% Conform 20 7 9/21/05 Comfort Pad ELE 289.00 Plate 4 9.8% 10.0% 123.5 126.0 98% 95% Conform 21 5 9/21/05 Comfort Pad ELE 292.50 Plate 4 9.8% 11.0% 119.9 124.5 96% 95% Conform 58 5 10/4/05 Plate 3 Clubhouse Key Ele. 169.50 13.6% 11.0% 120.6 124.5 97% 95% Conform 63 5 10/5/05 Plate 3 Clubhouse ELE 193.00 11.1% 11.0% 121.5 124.5 98% - 95% Conform 68 5 10/6/05 Plate 3 Clubhouse ELE 219.50 12.3% 11.0% 121.5 124.5 98% 95% Conform 92 8 10/13/05 Plate 3 Clubhouse ELE 218.00 11.1% 10.0% 123.3 128.0 96% 95% Conform 94 8 10/13/05 Plate 1 Clubhouse area ELE 220.00 11.1% 10.0% 123.0 128.0 96% 95% Conform 117 6 10/21/05 Plate 3Clubhouse ELE 196.00 20m 11.1% 10.5% 116.4 123.0 95% - 95% Conform 118 6 10/21/05 Plate 3 Clubhouse ELE 197.00 20m 9.86/. 10.5% 116.3 123.0 95% 95% Conform 119 6 10/21/05 Plate 3 Clubhouse ELF 198.00 20m 9.8% 10.5% 118.5 123.0 96% 95% Conform 122 6 10/22/05 Plate 3 Clubhouse Retest ELF 121.50 12.3% 10.5% 111.7 123.0 91% 95% Non-Conform 123 6 10/22/05 Plate 3 Clubhouse Retest ELE 198.50 12.3% 10.5% 112.9 123.0 92% 95% Non-Conform 125 2 10/22/05 Plate 4 Maint bldg area ELE 237.50 12.3% 11.0% 119.3 123.5 97% 95% Conform 127 6 10/24/05 Plate 3 Retest of 123 ELF 198.50 11.1% 10.5% 119.3 123.0 97% 95% Conform 128 6 10/24/05 Plate 3 Clubhouse ELE 209.00 11.1% 10.5% 121.3 123.0 99% 95% Conform 6 10/24/05 Plate 3 Retest of #122 ELE 121.50 11.1% 10.5% 117.3 123.0 95% 95% Conform Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY November 7, 2005 Project No. 841363-009 To: City of Carlsbad 1645 South Rancho Santa Fe Road, Suite 202 Carlsbad, California 92078 Attention: Mr. George Litzinger Subject: Geotechnical Remedial Grading Maps for the Carlsbad Municipal Golf Course, Carlsbad, California Attached are the revised Remedial Grading Maps for the Carlsbad Municipal Golf Course, located in Carlsbad, California. Plates 1 through 4 are the remedial grading plans while Plate 5 presents Cross Sections A-A' through E-E' and the remedial grading details. The original maps were dated September 13, 2005. However, Plates 3 and 4 were revised on September 28, 2005 while Plates 3 through 5 were revised (again) on November 7, 2005. If you have any questions regarding this letter or the plates, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. W11 Jc( 1612 &U Randall K. Wagner, Principal Geologist Attachments: Plates 1 through 4 - Remedial Grading Maps Plate 5 - Cross Sections A-A' through E-E' and the Remedial Grading Details Distribution: (4) Addressee 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY November 14, 2005 Project No. 841363-009 To: Dudek & Associates, Inc. 605 Third Street Encinitas, California 92024 Attention: Mr. George Litzinger Subject: Revised Buttress Design in Vicinity of Cross Sections A-A' and B-B', North Side of Hole No. 2, Carlsbad Municipal Golf Course, Carlsbad, California In accordance with the request of representatives of the City of Carlsbad, Leighton and Associates, Inc. (Leighton) has been on-site performing geotechnical observation and documentation services as the geotechnical consultant of record for the Carlsbad Municipal Golf Course located in Carlsbad, California. Based on our recent geologic mapping of the existing adverse clayseam . exposed on the slope face of the slope along the north side of Hole No. 2, we have re-evaluated the geologic conditions and revised the recommended buttress for this are. This letter summarizes our revised recommendations concerning the buttress. The location of the revised buttress key has been recently provided to the project team as updated versions of Plates 3 through 5 of our Remedial Grading Maps for the project (Leighton, 2005). The location of the revised keyway is also provided herein as Figure 1. The existing as-graded geologic conditions were mapped in the field and Cross-Sections A-A' and B-B' revised. Slope stability analysis of the revised cross-sections were performed and indicated that a buttress with a minimum width of 30 feet at a depth of 5-feet below the clayseam would provide the required factor-of-safety of at least 1.5 for the slope. As indicated on Figure 1, the keyway ranges from an approximate elevation of 170 to 180 feet mean sea level. The buttress key should be angled at least 2 percent into-the-slope. A subdrain system (consisting of a 4-inch diameter perforated PVC pipe surrounded by 4 cubic feet [per linear foot] of 3/4-inch clean gravel and wrapped in filter fabric [Mirafi 140N or equivalent]) should be placed along the bottom back edge of the key. The subdrain should be outletted with a solid 4-inch PVC pipe into the riprap on the north side of the water feature of Hole No. 2 (i.e. southwest of the revised buttress). The back cut of the buttress on the western end of the buttress should be started approximately 5 feet behind the top of the proposed slope. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 In order to correctly construct the revised buttress, we recommend that the project surveyor stake the buttress key and that the staking be reviewed by the project geotechnical consultant prior to the excavation of the buttress key. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted LEIGHTON AND ASSOCIATES, INC. cllK. Wagner, clTfç FIED Senior Associate Geologist ENGINEEAING GEOLOGIST OF CA%-kf Attachments: Figure 1 - Revised Buttress Keyway Appendix A - References Distribution: (8) Addressee . 4 -2- Leighton Project No. 841363-009 Scale 1"=100' REVISED BUTTRESS KEYWAY Engr /Geol. WDO/RKW Carlsbad Municipal Golf Course Drafted By BJO Carlsbad, California Date November 2005 Leighton and Associates, . Figure No. 1 841363-009 APPENDIX A References Leighton & Associates, 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998. 2000a, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000. -, 2000b, Remedial Quantity Estimate and Supplemental Recommendations, Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated August 4, 2000. -, 2005, Remedial Grading Map, 5 Sheets (Plates 1 through 5), dated September 13, 2005, revised October 7, 2005. P and D Consultants, Inc, 2005, Grading Plans for: Carlsbad Municipal Golf Course, Drawing No. 3814A, 46 Sheets, dated April 15, 2005. 4 A-i Leighton 401, 0 . 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY November 18, 2005 (Revised November 29, 2005) Project No. 841363-009 To: City of Carlsbad 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Attention: Mr. George Litzinger Subject: Geotechnical Review of the Criblock Retaining Wall Plans and Calculations, Carlsbad Municipal Golf Course, Carlsbad, California This letter presents our geotechnical review of the referenced criblock retaining wall plans and calculations (Retaining Walls Company North, 2005a and 2005b) relative to the proposed Carlsbad Municipal Golf Course commercial site on the north side of College Boulevard located in Carlsbad, California. As part of the development of the commercial site on the north side of College Boulevard, a slope (up to a height of approximately 110 feet) and a criblock retaining wall (up to a height of approximately 30 feet) are proposed. The purpose of our geotechnical review was to evaluate if the plans and calculations have been prepared in general accordance with the recommendations of the project geotechnical reports (Appendix A). As part of our review, we obtained and laboratory tested representative soils that we anticipate will be used as fill and performed a slope stability analysis. The laboratory tests included Atterberg limits, sieve analysis or gradation, maximum density, and remolded direct shear tests. A total of 4 remolded direct shears of two different soil types at both 90 and 95 percent relative compaction (based on ASTM Test Method Dl 557) were performed. The laboratory tests results are presented in Appendix B. Utilizing the direct shears results, slope stability analysis of a representative cross section through the taller portion of the retaining wall and slope was performed. Based on our slope stability analysis, the slope and retaining wall has a factor-of-safety of at 1.5. The slope stability analysis is presented as Appendix C. We have not analyzed the structural design of the wall or structural specifications. 3934 Murphy Canyon Road, Suite B205 m San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 Based on our review, we are of the opinion that the plans were prepared in general conformance with the geotechnical report with the following comments and exceptions: The ICBO/ICC Evaluation Report requires that free-draining rock or free-draining nonexpansive soil be used within the criblock wall. The wall designer needs to specify the material gradations and verification testing for this material. Because of the granular nature of the required materials, details for the incorporation of a UV rated filter fabric are needed along with additional detail that may be necessary to accommodate planned landscaping. The distance of the bottom outside edge of the retaining wall to the slope face of the 2:1 (horizontal to vertical) fill slope should be h12 (where h equals the height of the slope). The minimum distance should be at least 10 feet but does not need to exceed 20 feet. The horizontal distance should be measured and documented by the geotechnical consultant. The subdrain behind the retaining wall should be placed at the base of the lowest criblock member along the back of the retaining wall. The subdrain should be outletted at 200-foot intervals along the entire wall with solid 4-inch PVC pipe. The soil comprising both the fill within the retaining wall and the soils behind the wall should consist of low plasticity clayey to silty sand having a minimum internal friction angle of 34 degrees. The fill soils placed within the retaining wall zone should have a moisture content at or above the optimum moisture content and be compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). On going maintenance of the retaining wall face should be anticipated in order to minimize any loss soil from within the retaining wall zone. Also, these types of open-faced walls often need significant reconstruction following severe weather events. Full-time observation and frequent density testing should be performed by the soil technician. Testing to determine Atterberg Limits (ASTM D4318) and percent passing 200 sieve (ASTM Dli 40) should be performed for each material type. Materials should possess Liquid Limit less than 50 and less than 35 percent passing 200 sieve. Representative direct shear testing should be performed of the backfill soil to ensure the backfill soil meets the minimum soil parameters (4=34 and c=200) measured at 0.2 inch shear displacement. Limitations The conclusions and recommendations in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological subsurface conditions can and do occur. Therefore, the findings, conclusions and recommendations presented in this review and previous report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading I -2- 4 Leighton 841363-009 and construction of this project. Only with these observations are we able to confirm that our preliminary findings are representative for the site. If you have any questions regarding our letter, please contact this office. We apeciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. r0v~o,No K 1 12 CERTIFIED .ENGINEERING Randall K. Wagner, CEG 1612 GEOLOGIST Director of Geology OF CA-\ A Sean 51ra i?1 - No. 2507 Director of Engineering '\ UP. imuos . Attachments: Appendix A - References Appendix B - Laboratory Test Results Appendix C - Slope Stability Calculations Distribution: (8) Addressee S —3— 4 Leighton 841363-009 APPENDIX A References Leighton & Associates, 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998. 2000, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000. -, 2005, Geotechnical As-Graded Completion Letter of Rough and Fine Grading, Clubhouse Facility and Maintenance Building Pads, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated October 31, 2005. P & D Consultants, 2005, Special Exhibit Drawing Carlsbad Municipal Golf Course Phase 2, Sheet 18 of 46, Drawing No. 3814A, dated October 6, 2005. Retaining Walls Company North, 2005a, Cribwall Details and Notes, Carlsbad Municipal Golf Course, Carlsbad, CA, Job No. 05-03-07, Sheets S-i and S-2, dated September 30, 2005. 2005b, Cribwall Stability Calculations, Carlsbad Municipal Golf Course, Carlsbad, CA, Job No. 05-03-07, 32 Sheets, dated September 30, 2005. A-i I 841363-009 . APPENDIX B Laboratory Testing Procedures and Test Results Atterberg Limits: The Atterberg Limits were determined in accordance with ASTM Test Method D4318 for engineering classification of the fine-grained materials and presented in the table below: Sample Number Liquid Limit ('o) Plastic Plastic 1 USCS Soil Limit (%) Index (%)j Classification 1 0 0 NP SM 2 45 17 28 SC NP = Non plastic Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the 'applied normal force during testing. After transfer of the sample to the shear box and reloading of the sample, the pore pressures set up in the sample (due to the transfer) were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads utilizing a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of less than 0.001 to 0.5 inches per minute (depending upon the soil type). The test results are presented in the test data. Sample Number Sample Description 1 1A Yellow-brown silty SAND compacted to 90 percent lB Yellow-brown silty SAND compacted to 95 percent 2A Medium olive brown clayey SAND compacted to 90 percent 2B Medium olive brown clayey SAND compacted to 95 percent B-i El 841363-009 APPENDIX B (Continued) Maximum Dry Density Tests: The maximum thy density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: Sample Sample Description Maximum Dry Optimum Moisture Number Density (pcf) Content (%) Yellow-brown silty SAND 120.0 21 12. E 0 Medium olive-brown clayey SAND 111.0 14.0 Classification or Grain Size Tests: Typical materials were subjected to mechanical grain-size analysis by sieving from U.S. Standard brass screens (ASTM Test Methods C136 or D422). The data was evaluated in determining the classification of the materials. The grain-size distribution curves are presented in the test data and the Unified Soil Classification (USCS) is presented in the test data. B-2 I Direct Shear 5000 4000 - -- ---------- 3000 ---------- ----- U, A Peak Cn ult 2000 -- L!9L CO 1000 0 1000 2000 3000 4000 5000 Vertical Stress (psf) Strength Values Friction Angle, 1 (degrees) 34 Cohesion, c (psf) 200 DIRECT SHEAR SUMMARY Project No 841363-009 Carlsbad Golf Course io Project Name Sample IA @ 90% Compaction Leigto.n. I Direct Shear S 5000 4000 3000 U) C') 4-. Cl) 2000 CO FA 1000 04- 0 1000 2000 3000 4000 5000 Vertical Stress (psf) Strength Values Friction Angle, 4) (degrees) 34 Cohesion, c (psf) 200 4 Project No. O'*13u-uunnn DIRECT SHEAR SUMMARY Project Name Carlsbad Golf Course Sample IA @95% Compaction LeignLon Direct Shear 4000 3000 U) U) C) I- Cl, I- 2000 Peak .uIt EoT 1000 0+ 0 1000 2000 3000 4000 5000 Vertical Stress (psf) Strength Values Friction Angle, 1 (degrees) 34 Cohesion, c (psf) 200 Project No. 841363-009 DIRECT SHEAR SUMMARY Project Name Carlsbad Golf Course Sample 2A @ 90% Compaction LU Direct Shear 5000 4000 4- U) - 3000 .Peak 1 .Ult EoTj 1000 1000 2000 3000 4000 5000 Vertical Stress (psf) Strength Values Friction Angle, 4) (degrees) 34 Cohesion, c (psf) 200 Project No. 841363-009 DIRECT SHEAR SUMMARY Project Name Carlsbad Golf Course Sample 2A @ 95% Compaction Leighton 0 For fifle- CU 30 20 a. 10 0 10 20 30 40 so 60 70 80 90 100 Liquid Limit (LL) U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER 3.0 1 1/2 3/4 3/8 #4 #8 #16 #30 #50 #100 #200 100 90 70 LU M 50 UJI LU 20 --—i 10 ------------- 0 --—------- --------------" --- 100.000 10.000 1.000 0.100 0.010 PARTICLE -SIZE (mm) Project No.: 841363-009 CARLSBAD GOLF COURSE Visual Sample Description: SM, YELLOWISH BROWN SILTY SAND ATTERBERG LIMITS, PARTICLE - SIZE CURVE Leighton and Associates, Inc. ASTMD4318,0422 Rev. 08-04 xSieve MD-1.xls GRAVEL SAND FINES COARSE FINE CRSE MEDIUM FINE SILT CLAY Boring No.: Sample No.: Depth (ft.): Soil Type GR:SA:FI LL,PL,PI MD-1 SM 0 : 88: 12 NP GRAVEL SAND FINES COARSE I FINE I CRSE I MEDIUM I FINE SILT /CLAY - S Boring No.: Sample No.: Depth (ft.): Soil Type GR:SA:Fl LL,PLPI MD-2 Sc 0 :66: 34 45 17 28 Sieve MD-2 Appendix C Slope Stability Calculations c-i 10 Carlsbad Golf Course 841363-009 200 & 29 p:\Ieighton\790000-869999\841363.009 carlsbad golf course\eng\slope stability\golf course\section e\841363-009.p12 Run By: Username 450 .._..+_____i --------_-r -------------______ - - # FS a 1.5O5 Soil Desc. Soil Total Type Unit Wt. Saturated Cohesion Friction Pore Pressure Piez. Unit Wt. Intercept Angle Pressure Constant Surface b 1.512 No. (pcf) (pcf) (psf) (deg) Param. (psf) No. c 1.523 11 1.0 1 125.0 125.0 200.0 34.0 0.00 0_a 0 d 1,53211 2.0 2 125.0 125.0 200.0 34.0 0.00 0.0 0 0 1,536 -- ........---.- ...-- .-- ................-.-.---- ................ 1.543 g 1.547 h 1.549 1.557 350 a Ou -. .-- 110 GSTABL7 ...: ......, a__. . ............---..-.-. -----------------.- ........... 210 310 410 510 GSTABL7 v.2 FSmin1.505 Safety Factors Are Calculated By The Modified Bishop Method 610 710 841363-009 At some point between our preliminary studies and the start of the grading operations, the configuration of the commercial pad was revised to include a relatively large retaining wall (up to 30 feet in height) and a descending fill slope on the order of 100 feet in height. After the revision was made, it does not appear that we were aware of the change or that we performed any review of the revisions. North-Facing Fill Slope Prior to the grading of the northern commercial pad and Hole No. 16 to the north, we performed a field geologic mapping study in the area of the large slope and retaining wall in order to determine if adverse geologic conditions were present. Our mapping study did not indicate any adverse conditions. As part of our retaining wall review, we constructed a geologic cross-section of the proposed slope and retaining wall and performed a slope stability analysis of the area. Our slope stability analysis included an evaluation of the retaining wall stability and the overall (or global) stability of the entire slope, retaining wall, and commercial pad above the proposed retaining wall. Based on our analysis, the retaining wall stability analysis indicated an adequate factor-of-safety of 1.5. However the overall stability of the area was less than the required factor-of-safety of 1.5 utilizing the soil strength parameters of the preliminary geotechnical report. In order to increase the factor-of-safety, a number of alternatives were reviewed including redesigning the pad and slope, construction of a buttress, and placing the fill at a 95-percent relative compaction (effectively increasing the soil strength parameters to increase the factor-of-safety of the slope). Based on laboratory testing of representative soils that would be used to construct the slope, the slope was re-analyzed assuming that the fill soil comprising the slope below the retaining wall would be placed at a minimum 95 percent relative compaction. Re-analysis indicated the overall stability of the slope would be a minimum 1.5. As a result, the minimum relative compaction of the fill (from the base of the slope along the north side of the commercial pad north of College Boulevard up to the elevation of the bottom of the proposed retaining wall) was increased from 90 to 95 percent. Criblock Retaining Wall We also understand that the proposed Criblock retaining wall has significantly increased in size from the original size in the bid documents. The main increase appears to be the result of not taking into account the minimum horizontal setback from the descending slope below the retaining wall. Utilizing the recommended horizontal setback from the slope face provided in the project soils report (Leighton, 1998), the bottom of the retaining wall has to be a minimum distance of 5 to 10 feet below the point where the slope face meets the base of the wall. It is our understanding that a minimum embeddment of the retaining wall on the order of 1 to 3 feet may have been assumed when the size of the retaining wall was determined as part of the bid document preparation process resulting in the size difference. ., 4 -2- Leighton 841363-009 If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted LEIGHTON AND ASSOCIATES, INC. iC&? Randall K.K. Wagner, CEG 1612 Senior Associate Geologist Attachment: Appendix A - References Distribution: (2) Addressee City of Carlsbad, Attention Mr. Skip Hammann Dudek and Associates, Attention Mr. George Litzinger . 4 -3- Leighton 841363-009 APPENDIX A References Leighton & Associates, 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Gol f Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998. -, 2000a, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000. -, 2000b, Remedial Grading Plan, Proposed Carlsbad Municipal Golf Course, Carlsbad, California, 3 Sheets, Project No. 4841363-006, dated July 21, 2000. -, 2000c, Remedial Quantity Estimate and Supplemental Recommendations, Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated August 4, 2000. -, 2005a, Remedial Grading Map, 5 Sheets (Plates 1 through 5), dated September 13, 2005, revised October 7, 2005. . , 2005b, Geotechnical Review of the Criblock Retaining Wall Plans and Calculations, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated November 18, 2005, revised November 29, 2005 P and D Consultants, Inc, 2005, Grading Plans for: Carlsbad Municipal Golf Course, Drawing No. 381-4A, 46 Sheets, dated April 15, 2005. A-i 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY December 28, 2005 Project No. 841363-009 To: City of Carlsbad 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Attention: Mr. George Litzinger Subject: Second Geotechnical Review of Criblock Retaining Wall Plans and Calculations, Carlsbad Municipal Golf Course, Carlsbad, California This letter presents our geotechnical review of criblock retaining wall plans and calculations (Retaining Walls Company North, 2005a and 2005b) relative to the proposed Carlsbad Municipal Golf Course commercial site on the north side of College Boulevard located in Carlsbad, California. Subsequent to our previous review, the wall designer modified their analysis and detailing of the cribwall system. Most significantly, the revised details eliminate crib elements in the lower courses of walls more than one crib deep. Based on the revised analysis, we have the following comments: The wall detailing and analysis do not appear to be consistent with the ICBO (ICC) Evaluation Report ER-4927 (ICC, 2004). Section 2.5 of the Evaluation Report identifies that lateral forces due to retained soils are resisted solely by the rear stretchers. The reduction of rear stretchers would be expected to concentrate loading in a manner that does not appear to have been analyzed in the calculations. The wall heights exceed those identified in Table 1 of the Evaluation Report. Accordingly, appropriate structural analysis should be provided to verify that all design assumptions are appropriate for the intended wall heights. The Evaluation Report states that the bottom courses of the front, rear and middle stretchers must be designed for upward loads due to moments imposed by lateral loads. The Evaluation Report states that the Headers must be designed for axial forces developed in connecting the front and rear stretchers. That internal analysis should be provided. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 -2- Leighton 841363-009 Although the base of the wall has been modified by elimination of lower cribbing, the calculations for base sliding friction have not been modified to account for the flattened sliding surface. For the modified walls, the surface between the lower courses of back stretchers appears to be horizontal, not 14 degrees. In accordance with the City of Carlsbad requirements and the project geotechnical recommendations, all structural fills should be compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). Please provide the construction methods that will be utilized to ensure that the required 90 percent compaction is obtained throughout the wall zone (especially adjacent and under the headers and stretchers). We have identified structural calculations that do not appear to have been provided, but we have not reviewed the structural analysis. Per the Evaluation Report, all structural calculation should be submitted to the Building Official for approval. Because of the unique nature of the structural design, we recommend that the Building Official retain the services of an engineer experienced in the design of precast concrete modular systems to provide independent review of the final calculations. Limitations The conclusions and recommendations in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological subsurface conditions can and do occur. Therefore, the findings, conclusions and recommendations presented in this review and previous report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of this project. Only with these observations are we able to confirm that our preliminary findings are representative for the site. If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIA 40 Nvcr-- Randall K. Wagner, CEG 16 Director of Geology Attachments: Appendix A - References Distribution: (8) Addressee No. 2507 Director of Engineering Exp. 12131/07 841363-009 APPENDIX A References ICC, 2004, http://www.icc-es.org/reports/pdf_files/UBC/4927.pdf, dated February 1, 2004. Leighton & Associates, 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998. -, 2000, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000. -, 2005a, Geotechnical As-Graded Completion Letter of Rough and Fine Grading, Clubhouse Facility and Maintenance Building Pads, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated October 31, 2005. 2005b, Geotechnical Review of Criblock Retaining Wall Plans and Calculations, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated November 18, 2005 (revised November 29, 2005). P & D Consultants, 2005, Special Exhibit Drawing Carlsbad Municipal Golf Course Phase 2, Sheet 18 of 46, Drawing No. 3814A, dated October 6, 2005. Retaining Walls Company, 2005a, Cribwall Details and Notes, Carlsbad Municipal Golf Course, Carlsbad, CA, Job No. 05-03-07, Sheets S-i through S-4, dated December 5, 2005. 2005b, Cribwall Stability Calculations, Carlsbad Municipal Golf Course, Carlsbad, CA, Job No. 05-03-07, 35 Sheets, dated December 5, 2005. A-i S ENGINEERING GEOLOGIC DAILY FIELD REPORTS September 2005 to January 2006 CARLSBAD MUNICIPAL GOLF COURSE CARLSBAD, CALIFORNIA -01 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Proect Na e: rC<2 é l)4 Project No.: D 4Thuoc t : I Report No. ocation: Author: CA Day1 M T)F s s Client/Contractor: + Ctr1bck Supt/Foreman: Weather: Field Supervisor: Geologist: RKW Soil Engineer: ObservationlTesting of: Tech Equipment Working: q/jg/oc Hours Today's Yardage: q 'S Yardage to Date: Summary of Operations: OeY'V4bO)1S - oLtr!ij +i e Qrzkobviq of +k Ma~AtvwwA,ee-(cL +A- O frI\/lO(1C/y p/:ced fi/1 OL4OI hd mck, 5ne pY5PlLf 4-he- -a/I u umen/1 fl(A romela-,,1y i&o ryn,v. rciI i-i rewi'vaI, i1cipefevt vl&r,'I has no* yz& bien r.ectd'tecL Jsp kc eri !i- cl/f U0 On c'1- ,bServ& cnd 010c0,vert cJ,p1,/ 'l'pc durinj rwji' rade3 c' /tuii'oaI o( xrSc S idccz,,ne,iMii 7/ Ar JLj mi'ritencuice. bt0c)j'yi1 ptAot L)ac con-'ipl&fed h' Ccp.et tv)tI CO?tQ.- fç blt /t ttCA ccLLM d4JC/ St /9, Ooç RXc L1orr\pcu1ied m ir-i and h &ppr'V- 'Hit rr)/2l cXr\C. o01 LA./ac pr 1)4clTe/y cO ft dp Tho( etert iJp) ,r ?ia 1- 4 Page of Daily Field Field Report Leighton and Associates, inc. 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Daily Field Report ceiv by , A LEIGHTON GROUP COMPANY Prt/ 3910 R 1-05 FII P ('C'DV P)ojectName: UrLkô/ 7( ,ff(tj project No.: a DategH I ~lo 67' Report No. ocation: 1 ; Author: Daa-5111 -*(3 W T F S S Client/Contractor: 0ii-T4 F Supt/Foreman: Weather: Field Supe,lisor: I Geologist: Soil Engineer: Observation/Testing of: Tech I I I Equipment Working: Hours Today's Yardage: Yardage to Date: Summary of Operations: Vg 6 -2/ ,. On c'k taI rio iei ry 11 4~hr 11a t/5iao( MMvtCfn1 (p? Cc4vc, 4ptvioc si1th'ii 7L J/ /.L(- 42 .ALcô ü #i + 'jJ MejQi.v,( icJJ w,t,c'I ov-o 19vi ?i1f h Page of_____ Leighton and Associates, Inc. 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I A LEIGHTON GROUP COMPANY Print ProAect Name: t Q,urc< Proect No.: /3-oe'? Date: _____IS:_________ Report No. ocation: i Qalk 5 ~ cl,~ Author: Day: w Client/Contractor: Supt/Foreman: Weather: Field Supdrvisor: Geologist: Soil Engineer: Observation/Testing of: Tech Equipment Working: 4c> 44,5— Hours Today's Yardage: Yardage to Date: If Summary of Operations: OA ci i 1- oh c '-ve. doc O/ni ói4- i ,t ' L7U0 ()/.)r,, 6 0 171- (A j/'l Cv 'ce, cer v ' ?. 11 s' /t' uvaivi a* ie —# 'ma e 1i 6 5r: .A1pprôi c pi,l pctcA Pv piic'4 l'er c k rt,J17 +A rcR. --kia s c (z)lql 9L 'Ve cd doc-u-'t OfltCfJ C49 zv r M, (bgrvot cccio-erc ,vcdfr Ky&y ioci€( + -44e. (ju4hou.e ICA -PQ plrvi1d xt{ k AJ(ic Leighton and Associates, Inc. Daily Field Report Page of AA Re ived by. A LEIGHTON GROUP COMPANY Print FILE COPY 3910 R 1-05 ocl Proect Name: (yid //'COcL/ Project No.: Report No. tM/ Date: ocation: ar&haoL, CA Author: Day: M T CW)(DF S S Client/Contractor: City r CcIS SuptlForeman: Weather: Field Supervisor: Geologist: RKL3 Soil Engineer: Observation/Testing of: Tech Equipment Working: to/c- &ZQc Hours Today's Yardage: Yardage to Date: Summary of Operations: On ci h " i/-z an ,' rOLLJk rtd/!-jf Ca /1&uiici/ e0/1 (7Lirf. caj~2-i'ltl /b nhcr rm,1va/f -16r 4I'p c1uIwuce_ave. nL {rn"tt( f'I 1ps ID -1--k e... O + r\"VQt cra. AlSo SYc ±i + fh€ cse _______________________________________ Page - of_____ 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Daily Field Report Rec •ved b Pnnt 3910R 1-05 FILE CflPv Project Name: r(chCO. (pI -j (ô5 Project No.: Date: io/iofoc Report No. Location: 9b6&cJ C..A Author: DLI') Day: 8 T W T F S S Client/Contractor: Cty cc Cc1sL Supt/Foreman: frcAck Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: i i?ywy_a-I-_(o(e7 Tech Equipment Working: Hours TS- Today's Yardage: Yardage to Date: Summary of Operations: On. cite- ±ô (065e )-V6 OioL 2prtoU60f,5 c/.aj raajh P " +11 ish0( /'IJ1 17P6 5rcdinj' £/ C1r3' OSeV,eO( Cs01)r5 ecvcdmj Ova) o. f //.e.. 7- oj- .- P ?acc var 1R0a0k -Cx ,1,:"( C1Lje 31'cL. ,i rovt) hofôr c&nci( Igly -j4 < ir\ c t- k oR4h c 4 Jt1 IA Jgcl r- v c i' r1cke v' ciA Page of_____ 4f Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Daily Field Report Re elved : Print FILE COPY 3910 R 1-05 Project Name: Corc&c1 tptx\ io( uv'$. Project No.: E5qI tog —OO Date: Report No. Location: _______________________________ Author: Dore-t i e Nt s Day: MW T F S S Client/Contractor: 0F Cor(sio1. Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: Tech ibulli Equipment Working: S'\Cc15 E U Do Hours Today's Yardage: Yardage to Date: Summary of Operations: t a OcrV nd dou, s PfAdJk1j ivp I 4h€.- CstL SCrpefr~ Va6 /mOVci/ e- Qctc oc 1 ri iii u ,n P 5 '4& #cj // t vcA 'Thea Wa, XCaL J& / 72) 5 ft 174 (e Vf Il /not] 77C4 (AJ9 O, ti,ti s1/c 5- 4 cA 8cx74'p l2cjpA Page of ) Daily Field Report Leighton and Associates, Inc. Recved : Print 7 ( 3910R 1-05 FILE COPY ject Name: -LbacL Min,/ G07P Cows- io(iz-/3loc ation: Proe t No.: ij '/ oo Date: I Report No. k o/. ,CA Author: A) Day: M T F S S Client/Contractor: '/ (-q of(a-/hQo€ Supt/Foreman: ________ Weather: Field Suç(ervisor: Geologist: Soil Engineer: Observation/Testing of: Tech I I I I Equipment Working: Hours DLLiJ I Io Today's Yardage: Yardage to Date: Summary of Operations: On 7L7 ObVV€.. ?io1' aOCc//1rit y07€cl141 (iorLciJf ohS -iy retyh or yrctolInj fI (Ls'hL / 6io/f ('&r5 bS -vecI s dr4v e?o iii (- OJ\4 €X,yc±fn- n rOrYoV11 nr4-n anok ke y + Ao le, z 1 14icô cbce,-v e/bhace orea upr' /?OL 4 Page _of Leighton and Associates, Inc. Daily Field Report 1'nn 3910R 1-05 FILE ccPv Project Name: LrkId Mt (-i)f Couo-5e- Project No.: -&LLBL O7 Date: I I Report No. i ocation: Author: Day: MT W TS S Client/Contractor: !-P C0A0 Supt/Foreman: tt Field Supervisori Geologist: , Soil Engineer: Observation/Testing of: /Potyii Tech I Equipment Working: Hours Today's Yardage: Yardage to Date: Summary of Operations: On tt, to ck r Vt:::. d DC..0 rYPP\± C.ôrdt e-f- kV's.iy 4 r4o4 tny ori5)vc v- CCWiCc,1 M wic pa/ 'o/' Ccx,yFr. A JA 44S Vtctee fcrtep Ch h,31 7o '/c4. P'p tQO CC d 428 d aoprii-ieik/y 16L3 irE ffP I r /P.p ,4(St erYe -/i S 7&e Page of____ Daily Field Report Leighton and Associates, Inc. A LEGHTON GROUP COMPANY Rec ved 310R 1-05 FILE COPY Proect Name: âic e0 c Project No.: I-ôô Date: [o/to(oc I Report No. I ocation: kcAIk Author: OLN Day: MT W T F S S Client/Contractor: a- Of C3ha Supt/Foreman: Weather: Field Supervisor: Geologist: R KCJ Soil Engineer: Observation/Testing of: Tech ILF I I I Equipment Working: /2e / Hours 6.o i. Today's Yardage: Yardage to Date: Summary of Operations: 0;1 S1 7O ObS'erV. r1d 1OCUfl1fIff I nci1,17nc o!riiq ouqk F- +he Car Ibtc M&v'r Q U. P 5 e— "e r VT"ScrperS x te a fe #7 /KLe e,/Firtiy. emovaIS v- we f ky/AJcAy AJpc /'c/ L7 % Page of_____ Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Daily Field Report ceive V 3910 R I-OS FlI F (flPY Project Name: Project No.: Date: Report No. cation: ISbact, CA Author: 00J Day: (!VT W I F s s Contractor: C4'ty rield Car /5 L ad upervisor: Supt/Foreman: Weather: Geologist: Soil Engineer: Observation/Testing of: Tech b_u rjL1'J Equipment Working: Hours 9,0 Today's Yardage: Yardage to Date: Summary of Operations: 1of2-f/o 5 fr orVi, ajttct dnt iicl acvi.-,( i'f1'tS r'o A- oL' 'i-ij oprcut/o n s ' r iSi2aoL /'•{tt -e 1 71W'Y 06-060- coc r5-e *i 1s-r v viejovq. I V. V' 12 1e AdWA -ptc, Th /AicS ugka iôctv,L 1 O(A 5t t et +0 tk dow# 1 j Ju VL!' ro1(y11 rJAnj opthonc 4r (tr/ghad / COcLr5'. O-ev c rinovct/ cit r(o' PCLiJIIj. Ler- ±b +ke- LA)rX ( +b(U-( ar +kda-1e Vci/ey Page of Daily Field Report Leighton and Associates, Inc. Receive by A LEIGHTON GROUP COMPANY Print 3910 R 1-05 P11 P ('flPV I Project Name: Project No.: Date: I Report No. 1 ocation: ar/s hod / Author: Day: T =WT F S S Client/Contractor: L1 OF Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: v / ( / Tech I j4 Equipment Working: Hours y. , 5s Today's Yardage: Yardage to Date: Summary of Operations: e *A /tQj r&vc 2+ 4r &i'i -ke c. C /co UL, v / Thp /1fcJ 1 /e. EJ"oV€'L Page 4w Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY of Aga _____ Re rvedb Print 7:z/ ________________________________________________________________ 3910R 1-05 FILF COPY 11-67~OT Tect Name: rtskct i'c\ cf(-~- Project No.: - aq Dae W6 ,4,qiM74d] / I Report No. ocation. C-cxctsbad, ( GA Author. P L f\) _________ Day. CM W T F S S -0 0cClient/Contractor: CCA V- Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: L Tech A.) Equipment Working: Hours Today's Yardage: Yardage to Date: Summary of Operations: J — Ll 9ii 91'LL fc ôh$crv& and 406UMe4tyotdiiicci/ e/lis dL4cIij r?iaj/'? 5OJ;23 " 7 /d / o(P (o ore. ISYV(c/ tey cicy61f 71 p11 S t'Otf a i t/o/. /?eat' c 1AJ 4e r - 1. co v f ot r\ vY h S p v L __ s' cp p cm LJ e Ct - NC& D E4 ck. YL -& VOL, L 2O t'fr\ /0c+7 ek\r 1OtJ2C I E)- c2/i toe, oc n gçrV O(Ut ou r te (pod ol AprovJ t yioy do r€ bviA± po) +k +•(op. Page — of_____ Daily Field Report Leighton an!ociates, Inc. A LEIGHTON GROUP COMPANY ceived 3910 R 1-05 FILE COPY Project Name: Project No.: Date: - -i-O Report No. I cation: Author: Day: M T T F S S Client/Contract r: Supt/Foreman: Weather: Field Supervisor; Geologist: Soil Engineer: Observation/Testing of: , :1 Co (Y Y7r(/a1 PcI Tech Equipment Working: Hours Today's Yardage: Yardage to Date: Summary of Operations: ry C jCc (ônc/i/71S do-, yrdi( 7Lj1 Ihd /4/11ct( c7 14 tmev 0 In C/ rn vpd Liz c IJ Page _of_____ Leighton and Associates, Inc. Daily Field Report A LEIGHTON GROUP COMPANY Print -V 3910 R 1-05 FILE (CPV me:/ 1/ - /so-t iW4 tk Prp1ecPNo.: -oo9 Date: I Report No ;o1cation: Author: Day: M T F S S Client/Contractor SupqForeman / Weather: Field Supervisor: Geologist: I SA Engineer: Observation/Testing of: Tech II Equipment Working: Hours / Today's Yardage: Yardage to Date: Summary of Operations: / s. k 7 o é7CLJ e' e4,4 71 , '0,'AJ2., loc,d&D 4J4- 1 -rC /4/. J °hXL .ip,ô_ v 4S , o ti2o rig'. ñ oe,-)(_ If //41-' .0 / c tuL q CO //J#41P1 pItt? ' C) 74/ oI 7z /DdI.4-J Ol\f P4,AL cS1 iJ2 A)__/4J4O tO/AJL, yc7' ,j Lhz 1) ~7// 7'7 Cth)/7o)J. 27,i5/f j7 C-v17 /1 / hi__'3 AJ7 pt i4 oflf24thi) 41fo 4- 67 rn oâ> _&T cwdiox/ 1 imtje pVgX 04.) 4i-' 97 ti,m' vi,J i4_ e4dvlo ,0Lo,,4' A-,fr1 /cd / p,j,us .1ti'ta ,w OC, /Lc. Page of Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY F-ved b 7/" -/-o- P ff 3910 R 1-05 Fil F ('.OPY r Project Name: Go( PeNo: 163 - ri 0 i t ( GiLk co,\ft1 Author 24 Jr.ur , (E(pf6f2 .0: 5e LeayK Subject a L r-t-}c vV av \\\ c* So-e&4 eAA ü \ J ñv "i 1'cas-', L\-rc rj 4k \i k k ct o 4k L o( rL \\ cL ert a\ vcejiX. Gc..ã vçi ici 3rk. 1\ SID \-\<_ tuk J. ( S kA PfSIP%j W(kJC c \ ' 5L cA 4k oc o4 -< -o4 skvt sakl'ee-s 1- 01 JCk 4v 6L 4rezjz' - 'Ut 51qe- (py, \ \\ 6 Y"a4s ço 'o A AWW\ —etc Vr-r 4k ' 3 co 4 J yJç o4 \3CN'4 jjg k c - Tk roywrN 6 o vc 4 cf (c&S1 go ç4t k Ay M age_t. of I FIELD MEMORANDUM [1FIII 3960 1089 LEIGHTON AND ASSOCIATES, INC. Whfto- File Copy Yellow - Client Copy Pink - CflentlAgency Copy Gold - Field Copy ANYdMOD dnomS NO1H9I1 0u1 'S8jB!3OSS pu u01461e podej PIGEI I!ea (io ci A ~fi OoBed r ="- ,i , ' ' 7I- 9fl LL)JT ° " /'ti " 4'W Jt1&d 2/ ci#Qf 'Q/ coJ ) i/1 /rpP bLCthC? 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Project No.: J36 0 q Date: tiZ'1/t Report No. ocation: Author: Day: MW T F S S Client/Contractor: Cth9 -P Co.vLgt'c&cL Supt/Foreman: iv&cL Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: Keywa c f_H/_/ Tech Equipment Working: Hours 91 5- Today's Yardage: Yardage to Date: Summary of Operations: n c// -e1 II 0 oE C-LiM.h± cJ4y\tcaJ 'i5 oItri rjh /nj ôpr -thrs p1 ' (TriStx c RA,tni'c.1px1 otF uc - k ytiy az hole. /2..- wa.c 6, o rapt w-er-e- m&c/e— /-?, t mt' vLi.Jh1 Of if ft in cJepH'7. R ervv-/y wire alc, rI\&ckeL -ft 4k frytLI1y n+ ar mft tSZO LA/lcLfkt.T1'e1 k-c_y as -j'-- ' c,i', Page of_____ Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Daily Field Report Recei dby: Print 3910R 1-05 II I 't.h I- Prii Name: - Project li - —— Report No. J Location: Author: Day: J 1 • / !1iiiiii çjJJU 'A'1TIiI4J Geologist: Soil Engineer: Observation/Testing o Equipment WoWng: Today's Yardage: Yardage to Date: 1IIIl1IIl1IvK!)LiJT1.[ [.1.1-I RMATAMoMmmuz to"" Bill pLU VATYiiiLWe ZVI , 1161,11 lo I a "Oh 1, JFAP lr-~,xlfflk w0wr NZWOMMM lii W MA~ IM - - ------ Daily irt Leighton SAssociates ,Field • I S A LEIGHTON GROUP COMPANY 3910R1-05 FILE COPY roject Name: Oir1-4 Mnfrçl Cus Proect No 4 -&b1 Date: I Report No. ;ocation: CavigbaA-1 CA Author. PL J Day. M I W T& S Clien Cntractor: &i tsL SuptiForeman: Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: Tech Equipment Working: Hours o Today's Yardage: Yardage to Date: Summary of Operations: f& 9'f —r, ôrv, ckrd cAbcoTrt C 3otecJi ( 5' rc3 5r411c'9 -Er ikCpL\ ca0 tv-;c c ) L)y5 Pyi cy'1 ?ID Leighton and Associates, Inc. Daily Field Report Page of lea Received by: A LEIGHTON GROUP COMPANY Print 111 C 3910 R 1-05 Project Name: o5,c.oL c(7 D[ Cu.rcc- PrM 13- 009 Date: Report No. _______________ ocation: Cr(Sb&ck 1 CA Author: DLI\J Day: M(W T F S S Client/Contractor: Supt/Foreman: Weather: Field Supisor: Geologist: P K J Soil Engineer: Observation/Testing of: L k'eo. L7 Tech )LJ'J Sr? Equipment Working: ev5 Hours 0i Today's Yardage: Yardage to Date: Summary of Operations: on s't 03er'v-e. oy\o d'frj o rk frj 48- +h r Cc l bk U-&cu' 'c (-P Co uc' (CAVC(.±?O Ii<e ar&. ±0 1r'ade. i -vcs 1. Ob2V \ +ke Tcc icS whe. 4v\cA Q y4cJJ,1vJi Kl a r7 J1ç±or Page of Daily Field Report Leighton and Associates, Inc. d rin: : A LEIGHTON GROUP COMPANY II 3910 R 105 Project Name: ar1sb,4 1iy/ 1(Ke- Project No.: -? Date: If7/b Report No. ocation: Jill 1s'bc,L. (4 Author: Day: M T TFSS Client/Contractor, pI o C4sb4d Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: ( Tech ç Equipment Working: Hours o Today's Yardage: Yardage to Date: Summary of Operations: 9,fe. 7L cs- ciic c,Lecr :ortc,&-h'ons d..&rta fir tg-bcc ?O L k iro'j / Bc -1-e Iict s±çt g 12 g fk± ±OD( Wc 0 V(ü Q\St rTQk gc1 j uJ-ere V\pc1e ±LS hRr cird. ± & ot iiLowj +,l') 6-P rer--c Page of Daily Field Report Leighton and Associates, Inc. Re lived b Print 3910 Ri-OS 111 ('CDV Project Name: L-kt21 Cpc\ Tr-P ce Project No.: /t3~OO? Date s Report No. ocation: (ari k, 4 Author: L7'J'1 Day: W T F S S Client/Contractor: Ccr1C&ct Supt/Foreman: Weather: C1ec\v, Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: p Ov /5 1' Tech Equipment Working: SC Hours Today's Yardage: Yardage to Date: Summary of Operations: Ovt c,f, -t-a cMdmlocureji1 f'/flL)Ot'.S kv1y ryh Y((al -H•__Cc'ttic1& j 'Ltçüc4 &c1 OSLk'V.QcI L'oLr a.iwf ad- -1-4, Ind uci-v-cJ +-r,( c-+ + Scc?p r &hr. /i j1c,i ei&( P ccpc uaS V k-erc Hil rej4c&f1y (Th P1oQ ck tfl Oçeyvc, kytoy + wc* 9c L Hzk 'iT ('1'z7ke$ aY7d ,e,yovct1 Jb'nc ity ici -1n ti e mt -ie Uc/1 iii- I h (Al Page of____ Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY eceive 74 Pri 3910 R 1-05 P11 P ('flPV Project Name: Project.: Date: Report No. Location: t4 1 Author: Day: W T F Client/Contractor: Supt/Foremn: Weather: Field Supervisor: Geologist: Soil Engineer: observationlTesting of: ct, ç , 2cW Equipment Working: J Hours , Today's Yardage: Yardage to Date: Summary of Operations: 0nsk 4 to:3o to oLiyv çfA(v\O5 \,%k\ cT( LC kC -L 2 - A 4 \:2DCR sskov v -oü&-b tvt Lcci ( st& J' oj 4L oov- eLs çe —- 'so\ fL o cuL jL vç \k V0 km4A 5'.4A c- Cok)r. 1j0 CKvt C\L cvwi ' si -t yç *L c-c\ çY\c 11(J{ UtA t \O k \4C.AC4k cL LJ'J \t www 44 S ccJ'). Cmr JCkvYw.( " \ "-' rwA Avilti), & 4 p c~wX Is A 4 wwo & yvoA Page — of Daily Field Report Leighton and Associates, Inc. Received by: A LEIGHTON GROUP COMPANY Print Iii I (tDV 3910R1-05 Proect Name: ir1ad Mnicrpa/ /Cojr.ic Pro ct No.: *//33'c'9 Date: -O.c Report No. 1_ocation: 4' C4 Author: Day: M T W F S S Client/Contractor: 1C r4 Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: Tech IX /Ij Equipment Working: Hours o Today's Yardage: Yardage to Date: Summary of Operations: On 5i'i fc sr-ve O)ao! co't tcki,'a ônc+7ory dttriiiçi kO(AjJ-i qrc&C'(frtcp V,l C4v/5h'ac,? i'4cJ 4àr e G'/ Th key oLSgrvea/ S r1, co rtQ pe c i\ I : Yo I €- Aec,1 11 S/€p kyy1 (? C I P 2r4? 14I S' L4,2 1 eAJOs ô'rvdnit +k r-1 (e' f' NI—tc t , opp ro,2i- fr *kc j +k be L/ b P hkQdSl Ii ir L, 5 ,t fr t 44 .f tz- rw' . Page - of i Received Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY by: Print 3910 R 1-05 Project Name: \ Gc Project No.: Date: co/ Is, $_/J Author: ?L\ Geort LfzrL?A SubJect:j /cikj 2 wE Fa', lum 12j9r PvY4'Is Or c—- 2oD.5 a 10(e-oc ,re4 -11ie AJcev\ bAku i o-k s;c;L J H'k No. Z O 1Y\&Lt O'- 4L-f •1-L 6CC,tf (tn-c c°sjkck k. kL —ti4 t LJc 4 ü c. Co ii j o1 C, 5kcloll oN4'.csk so&i- J4 oi o,\-ow— 44 ch.cw Ov4tor triuticz-fid H.- jc ' VIP 'twJct_ ½:I cV r,—(\orz.aI 1 o- f -L .1-Lk- I-k 1M L a.t +L c bm rD&c1eJ cut. Prior 4 Vvc -C44-.WA[S 4L 1)4k LLs I c h r+it a. 4L\ cA dL 2) fL L, L tI- s Is is(4d OIj L 4) g1AUJ Jr,.1 :1r O14Y16 cr1e4 -I-k (14L ç ots 1-- )ClaU r5 ?e4rY\ok VYcC'vJ i2J. IL 6,r,ESC.4T ' teio4c cL41 e_wJL i. c1i'z c.4 for- TL & çci(.vrC ,L,iLA k. pie4 A— b CA L( tfr't orll-cc 1 rLICL— ç:)-<. Cis L is tk4 4M M iC (EG-1I2_ Page I of I • Field Memorandum Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Received by: Print 3960 R1-05 P11 P C'ADV Project Name: 1s RtArdcL\ crc Project No.: 33-aa9 Date: Report No. ocation: tcL Author: Day: M I W® F S S Client/Contractor: Supt/Foreman: rca' Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: Tech I L IL- t AW5 Equipment Working: Hours 8 1 Today's Yardage: Yardage to Date: Summary of Operations: O\ S' + . -Fb o\S tie ar'.&. cto Lu !Y?. Y\ tkrL 17(1o.L c rA r'orjh rOj & -& o-)c1i crc2p -1f C.w-ci°.. Ni),) xr Vp.1 ot &-f e- c4YVJ )\ AçPoL cLij s-o bi c c 4&4 o- eA +k+ +1E, wc-r. r pr-+ + c)t((1'5 bt +, Dur u+F *h. Rrcl ckU ycick VAA w&S Wis Also crv( fl,rt& ' Ib( r 6 OY ttt @+ ' hva ty'( fr i ai was ø(.€ rvttt Page of 4 Leighton and Associates, Inc. Daily Field Report Received by: A LEIGHTON GROUP COMPANY Print 3910 R 1-05 Iii l ff'ID'' Project Name: cer(cc o\-c Cou..v"c. Project No.: Date: Report No. cation: Author: i Day: M I F S S Client/Contractor, Cj Supt/Foreman: Weather: 1ry- Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: c kLL *. Tech 1Li'J PLJU Equipment Working: Hours . Today's Yardage: Yardage to Date: Summary of Operations: On st±e -t ahc-er've avidt oto curn pit 2-o4, -k j1r\Y5 dorrij rrrciS- Iiq 1r- The Cgr(&cL iP - H Cl cc HtL 7. rioT oj vc> +c rvp. A2sQ 1c'ô(eoL -Pô -V — U bcLr C4~1,, ôr !2 uJ &J& (k}L1p,sc/L,L On dtrn 0 r-u ( - roLin a +o r- +I cYSCLcL Cc Ory -cL i1 y\ 'u-0(1 i ok L -b + u-c3 ee_ rd+ -T- H ìL(1) Page of Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Received by: Print 3910 R 1-05 Project Name: CL Mwtd t Crot Gue Project No.:j3 _0çc1 Date: fo Report No. ocation: CAL CA Author: Day: T W T F @)S Client/Contractor: 4 C'i-LsLj Supt/Foreman: L 13rJ__ Weather: ClQA Field Supervisor: Geologist: Soil Engineer: If 7f, fqfo Observation/Testing of: - n . 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A LEIGHTON GROUP COMPANY I Pr ~ctN : Pro 0.: Date: Leport /Z/'i -T No. J Location: Author: Day: I W T F S S Client/Contractor: Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: ObservationlTesting of: 74>254&fZ // Tech Equipment Working: DL7L 3. Hours ' 2. Today's Yardage: Yardage to Date: Summary of Operations: I Oil g1 n),dj iv p ii i/ /o% pOd7ôf oFdIz -I , ___ 4*C&-n zs (g jô / f 2 ,- K7/. , ,r ,60M a P 1/ / ,u S, 0 z:-- ,c -/ L )c/2M7 AJ71 /9ai iJ j p%-cri. 20i2 eo1-pioi /z j c -I/- -i - zri ' ,c /,u 0/ ei S+ 7TL-/cJJJ o,j?,l 06 L- Pfr cer Qscrjo,,,hp.j i 4 f1t( Sk tL4S -L 40) 1C L rJ 4t e/h- &xW ,ck c kcj t'_'4, /e,a,/ Tfr\. vh PJ.L.r Cr444.-t/ £tAi / re, Z,2e-k Ci/ /hit 4,9 5 ,,L 4FJ 7 OA fr r_e&-/e 7'/Zfrl L15 -1CLkrkj$1k 4, k ,p/ 11 4E /b 3 100 Tr-i t J ,1 /? JooagL...o' Daily Field Report Leighton and Associates, Inc. :ecei d . 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A LEIGHTON GROUP COMPANY RV Ar Pay 3910.R 1-05 FILE COPY Project Name: Project No.: ?&iI3C3OoI Date: I iieU5I Report No. S Location: C• Author: 1). Day: MT F S S Client/Contractor: Supt/Foreman: TkJ 1) Weather: Field Supervisor: I Geologist: Soil Engineer: Observation/Testing of: , ( Tech I oz I I Equipment Working: Hours Today's Yardage: Yardage to Date: Summary of Operations: - 04 A Co 8f 1Jo4 toc'"-1 ,l -I ._jo0 ,'-z - / Page of • Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Daily Field Report ceive by: pt/ 3910-R 1-05 FILE Copy MO cg Project No.: Date: / Report Iso. Frojectame: Author: Day: M I W F S S Client/Contractor TQ&4 j RT WaLk — Supt/Foremn: Jeij,v -7 —, Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: f/c.77)Ofr/. _/'p Tech I Equipment Working: / PPfzD-o DI2.41l 16449 1LY Hours sc '-' Yardage: Today's Yardage: Yardage to Date: Summary of Operations: Coks "7"Z,IJ .i1. / 'Z 0avicR5 ti 1Z77 ,'ii 12L5,V%D(71'11 Cflh5 ,rtC 4-tE4T) R(-Y77 1Jpi Ani2I vt ,icr ttt72/ E74fNi' p 1eo AAW SyS'r(Lc F ti i W 1 t/C £~I R6vL14tS cP#%-f c7' /tJD124. 5Ebc4 (2-5,w,J(. t9i7i4f 207 , Fi','7 -7T3L-Iswa4(r , 7Th iJZco E -r j,4JE j?EDjSrIziIcY776 ,v'i L249 e FLO L( M 45Z'2i AL' 77I/t 4cD /L-1 A4JII-6 / (' F",z LIf-ST 1:0 of i,.'ffr.L, tEI CJ71 d( /10r ,4- 5s, s77,IC /4 h2wo114.L i45 LZL44 P-QotO /2th4ii /2 t, 7Zt4 - ,s 10f-SD —IZ+-60 - Lg ivW A7-//Z 4(h22AzZ424 , A/07 46~,., 5 2T?J61 4J*41 -cir6 #2-40 ,#5 L'/ /' /-7 i4/x p 4jf CiOfrf , 10TZ1 /- is Iv 47 - ,z y 1-6,-0 Z co,, 7 /acj ,iLI -1)2 LL / Page of S : Leighton and Associates, Inc Daily Field Report A LEIGHTON GROUP COMPANY : 3910 R 1-05 FILE CoPY 6v L-r, Project No.: Date: I Report No. Location: ___&11f It- Author: 14 / Day: MTWTSS 0up Ifl7(O 7 t1?tJForet . 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Report Daily Field ceive A LEIGHTON GROUP COMPANY 3910 R 1-05 FILE COPY Project Name: c1L4,i o/ Project No.: Date: Report Location: Author: Day: M 0 W T F S S Client/Contractor: $e'. Supt/Foreman: Ikoi T Weather: Field Supervisor: Geologist: / Soil Engineer: Observation/Testing of: ,' D-...i / Tech D - Equipment Working: _3 3 rc*t os.L (0 - / Hours g I Today's Yardage: Yardage to Date: Summary of Operations: Arv- Cbj 01L4h'A_J '1 p&c e —' 4ei Jo Iack('.'it c. 4 44 hub. ,, i s . c0-I-- obs C /114 . 4 L fr s4 jI40 901 L r.-c..4 L:iL c1b7. C. 14 C --6 1, At -I Cd 5 /f1° 1 5i 1f1?O a.J jI4,J i $d 144 :544 J/5o / f/.,'oe U4.. ppi iL, j, AO ,JVK Jr/ I ei/ ct So 16 /O/O1 #tv 4.- OpcAJ..7 -L }C . r ,P,1 CpIr4h i . Co AV71e'/'4I 1 t/6 e 1 to1.,L#/OO h Li1 Pv-*. tj.- ,4 ,L-i/ c._. s 1 SO I $ /1/70. T1i ok C.- C;i 5c4L,- DaJ oj/,gi ' 514 ôJ50. f,41 k- t'raI J plot. r. 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A LEIGHTON GROUP COMPANY • ci 0-6 Pt)- FILE COPY 3910 R 1-05 AC I Project Name: /4J otE Cucc Project No.: /3(, 7o I Date: J 3 13° I Report No. 'VC d- Lj7 Location: Jo L d D Author: -Js Day: w T F s s Client/Contractor: Cjhj Supt/Foreman: Thj1 Tr 1 c' Weather: ) Field lupervisor: Geologist: Soil Engineer: 8-1 •3-S'I 3I1 Observation/Testing of: Cr Tech I e I Equipment Working: 6 raj. 1)11 s LbJ Hours 5 t Today's Yardage: Yardage to Date: Summary of Operations: 4i1 3 I'cteIg,/ ,1,/ c,thi.-j 10 J I J- 16 .i#ri ;s s/e€!k CJ .s /e pJ, ,oft ô42 pe//Apj;// r;p Crc ; iI9Jip I/ÔA1 C_/ •4J4 7 ~5i4. 14 l,lc I, , "v ; Jr i I 41.1J /71 , ,i,1E1 7 / fCcii. C .ch/i'vw.. 4in 7eA 5,/b e ,e,,-aci Ic ,ticc- 01070 r1/. OO )vt If-ctjop 14-t.L.c2 I 4b foex-AZ CtA CiA Qroa, C644 0480 4,, 54 4fri Pk(J t),%1'lC. 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A LEIGHTON GROUP COMPANY Daily Field R Report nt FILE COPY 3910 R 1-05 Project Name: Project No.: 8!3'— ac9 Date: 3--0c Report No. fi Location: Author: Day: T WI F S S Client/Contractor: C,4. 4 !i- Supt/Foreman: T1-,0j1 T3,, DJ Weather: Field Speriisor: Geologist: Soil Engineer: Observation/Testing of: JP Tech I 1 I Equipment Working: 1- ),-GmA, .40 b I C Hours I I I I I Today's Yardage: Yardage to Date: Summary of Operations: A fr 7". t& r e. eg #4. ,I€ cc .~a 7-4,-/- '56 1 h i Ir'.- / 01 /o Iat ,( C / / , A hi jc c4.4 m Io ' re ro tj i o,'/ /, t.a#( Cc/I backi .IJOJI6a,kc -II - ; b; - kJ ey AJ 6 1/- chk . 10 Wail p i4/1- Jo 1 -- .. ,i.&4J -ti-01, L o..k P;-11 5L 7,'oo 544 0450 • ,4 1'&-i 1 I PLt Cil( c.JI 4 IC)',Oo 4 50.. 4, C0 hJ cf144 i.i14 100 L i'4 .141t , L4 10 19%C C ef ctA Ri,4.10 4 54 ,4 Al Vk All,s4c- +So 4-$4, .icSo w/9tZ c Pni 74 k -t3° - 64 heJt i°Pl 6r0Of All c/ cai4 -) €./f 1C;7/ ,::-;'// $.I, /d/6'd /0 3i 15 O 7ecI r,ad 40 10,0"1 /- /a' f J/ 4b Coiv ,/ /, Page of Daily Field Repo Leighton and Associates, Inc. Ikeceive y: - 3f A LEIGHTON GROUP COMPANY P nt - 3910 R 1-05 FILF (cPY Projeàt Name: C3,/4J Ce/C CoM,v',t Project No.: ,'//,J3- Date: I Report No. YA Location: Author: VEJz.a'cJ Day: MT'TFSS Client/Contractor: / ,' £cLL Gt' Supt/Foreman: Lj Weather: Itf /r- Field Superisor: Geologist: ' ) Soil Engineer: Observation/Testing of: CPi'A44Ja// Tech I Equipment Working: 1'I I..cL4&,s 1" - JGiC lc/S Lac,/ IS fr o1 C.rtjJ IC4qo 1' 1.. Hours I Today's Yardage: Yardage to Date: Summary of Operations: 4/fl Se.i- cr-3 iS 'le-Aeth 41 .4,/. 7L 41 fcco-.C,..Jc 2 , 3(,-o &-;,/ 4 I5f4 C,45 /t,'1 c;i/ 5 p (../s cb /,'c Am LSIh 14 ctll 5-4A ¼Loo I, - m iecit.'-7 h 2iI c7 $44 10 4S TT L c..ø .J eu a Jo iil o tr k ' i..i L . A rr 4 -L p k a. JD 1 k.k1 P14 bk SA A c24 i a -/'c .5 -N, 14 S FM Cff a-/Jif -4as ,srI w#/I 907 Page - of Daily Field R Leighton and Associates, Inc. Report A LEIGHTON GROUP COMPANY Rec 'v 3910 R 1-05 Fil F (CiPV n I , 1 Project Name: o f Project No.: Q 413(O - Date: I 3- 0 0 Report No. 53 Location: A ( Author: Day: MTW FSS Client/Contractor: 4 // T~T- Weather: FdS4er4s upt/Foreman: L1%J T3 '/t4 h or: Geologist: Soil Engineer: Observation/Testing of: / Tech Equipment Working: I j 01 - tro.Lt.Afl Hours I Today's Yardage: Yardage to Date: Summary of Operations: ,qm CcLr . bkcu1 'ZcI!s -t400 4 4- •t 4 i,) k. C's-4- .5 (,-foo 4 0 4L eusi-. Arn Q,v OJ SA O-)S 4o %400. 5i-ii cdo.c' i 1C, 1tei4 J ,f ' i J S// ich'eI f e 1€ / b p 1/ ere, // A A ( IL 1 ii- m J-/4 e /0 •J1 c- J-Ia 1400 5-I4 JO Iooi,7 S&4 o/ô Ic, O/~b, P1)1 4 cr 6A PII b4J'A Je / TilL / /ô / f bI41 J 51f *3 S ô*o 31oo 5ctp fv i 51 1JJc&jSJcck OC i IL F;// /k/ AJ bcu eô.pc/ Page of_____ AS Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY R wed 3910 R 1-05 i rr'v fr- Project Name: 04,4.1 Q—A I F cowws C. Project No.: Date: 3_.29—o(. 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A LEIGHTON GROUP COMPANY Daily Field Report Re FILE COPY 3910 R 1-05 4 Project Name: C.'kcLO ,1c Project No.: //343-oo'i Date: I 3030-0LI Report No. 5( Location: Author: Day: MTWFSS Client/Contractor: &A di. c — Sr •. i Supt/Foreman: .- TJ, )w Weather: C/'c Field Sptrvisor: Geologist: Li Soil Engineer: Observation/Testing of: Tech IoI I 1 I I I Equipment Working: I- I Hours Today's Yardage: Yardage to Date: Summary of Operations: 0 .) -C P.1 O Cti Cr rt4-,i 7430 'fc 4 o -j'Z c'cj ei'# (øo,t.. 1h .j 1p Cci1 1- -- a'i Am Tft—? 2-4-6 LrL °%,OZI o hJ Air) C'S 5L4rJ ie C 4 uc.d ir P 4/e,k Psi 5.a 1+ 3S i I P,, c/€/ 4Ci','hve Jo p, pad c- lo In Ti/cy h 0 7e o ' b 1/ ?i 7'/, 7/0 iii I T'vrzA m ü Page of S Daily Field Report Leighton and Associates, Inc. ceiv 0 410 316 A LEIGHTON GROUP COMPANY Pri t FIl F 3910 R 1-05 AdO3 911d 90-t 8 O6C ANVd03 dflO9 NOLHI1 V ouI SeeioOSSy Pue u046e podeèj pieli ine(3 -was 10 OBud i /° N t J0 /7 7t 2/lO 02 '7fr'77 -;'I 2 7 J/J tt°' 1/Qj if Qfr/ WQ1 oc *Of 'Q'/ J/? /c1Gt /J4'-/S r.•)J -:, C) 7/J09 V1J Q'f V r"7 °- V51'9 16 7 f . 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A LEIGHTON GROUP COMPANY Pri FILE COPY 3910R1-05 11 I Project Name: citJ G01R Project No.: 'I/3(.3- oc9 Date: I Report No. Location: C.c... Author: Day: M T s s Client/Contractor: Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: Tech Equipment Working: ( íô. voCcc Ho Toda ______ Yardage to Date: Summary of Operations: T_44 kca 54-r- 0L's tc,Ii ô ..i iikj c..JJeiyf o . 6 • 4 r" L4 J rt ; Vt 4 J eep pvt e- J h L . Iir_ p.l.e 1p c.c o Ci y%i*e...iJ 1)1 ; C\ : 0 - Page of ILeighton and Associates, Inc. A LEIGHTON GROUP COMPANY Daily Field Report ei Pri t FILE COPY 3910 R 1-05 '91 I Project Name: C0s11 Project No.: 113L3-t&9 Date: I q-7—o( f Report No. Location: lce,,A!I~C,11 C . ___________ _ _ _ _ _ Author: p Day: M T W T S Client/Contractor: / C11 41 Icar. C Supt/Foreman: TA -J T Dblt Weather: Field Speicisor: Geologist: / Soil Engineer: Observation/Testing of: ( Tech I D I Equipment Working: . ,41 'fl CO3 IIJ rc. 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Project No.: ?I3L3co9 Date: I - -o 63 Report No. Location: Author: Day: M T '/ T F S Client/Contractor (r Supt/Foreman: OP.]j I I ) T Weather: Field S6pervisor: Geologist: vi Soil Engineer: Observation/Testing of: Tech I IDEI I I I I Equipment Working: J-ro..dc- All S - L0 — SQr4f Hours Today's Yardage: Yardage to Date: Summary of Operations: cJ- mA..-a I Crerv...-.. L- PR.J øJ 540a-4- IN C C C,1re---- (.-foo 40 7L1 L J' C6 —4 e -S1 47M ec,$, 340 1- 544 040 V r (Ar- g IC / 5 c C &- i—r t 4 5 4 I if Fa J. s b ri or Ci/ Lack ç,í)( p/4Cc) CJ,cchr is Co 1I C1l r0— 'OO 7Lj t I_-gvI p/247 ),r 5A.0 166,L /6fD4e4 te/4 ..J Co 1oo'17 ear-/4L '5ô7 -7r-c,4 L 6c. ck Cft ,j 0. tA,cL,'If i;k r1 oJ1J ,j J/F1 14 rccortc -J r iôi1 LJ bach Ci( L. L\ /s-1LJs r/ Ji-c / 35 J. / bc Page of_____ • Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY _________ _ _ _ Pri 3910 R 1-05 FILE COPY Project /1eJ Gii otcr Project No.: Date: I '/'óOL1 I Report No. L' Locatio , ;e Author: o óL4Is Day: W T F S S lient/Cor Supt/Foreman: TAo TT,Do' Weather: ?0t! Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: C4-' Tech I IDt I I I I I I Equipment Working: 5cr of, c.v - L • I-.. 3 Hours 8 Today's Yardage: Yardage to Date: Summary of Operations: A'z IaL C /esc.s ,1 ij SJee1 'rar— $ILA Jo I i 6 1c tcst ,rni Cr"- 4L1r.. LA F,../ c// m// €J chc'i aLr/ ra// ( Cf/ kf,i/. ,q,n 7c4 J0 cii/ ,/I1 4, V AJA si Af ; . / ; Ic 5LLJ h 44,044i -L-' -/ k ,4i'2 /1 á4-. /:oo pp po._J h' P14 cc7/ kk FY11 11/T, pn /t4J 4/'// r t I I PrC.-.... 4- Lb41 Page of S Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Pri FILE COPY 3910 R 1-05 P roject Name: Pr ect No.: '3-° Date: I q-1 Report No. 5 Location: LI s L Author: Day: MW T F S S Client/Contractor: &v,1&r I r Supt/Foreman: TL0i-.jTJ, J) a-/ Weather: CIOJ Field upervisor: Geologist: Soil Engineer: ObservationIrestingof: Tech o Equipment Working: — --o4_r -r .. . k (_. uo._c.kc '5 I t,øJ 1 Hours Today's Yardage: Yardage to Date: Summary of Operations: Cell c°— 54A flo IA Am (f dr , 1/ bck11;i/ - , in .Sc r- cAg It Jo c b e 1 " - / i.. +Oj o /7 J t C- fiCJ, QL ca pa- c. 4-7 y C IO- AM O7 k4c ; bLc r'- 415 4 H PP'l £r 11l r; j I -n ,ti1 if tr*'44 110 75 ecs1. So...pr—r 4 e'Jc ('.2/00 L0 J- 1:58 Pfr :b P. Ir _5 L, //"- /1 A- :-ii. Pfr1 C /( 445 _7L 97 LJI- Fo, 54 I0415 -J- 7450, 70,Y1 ihr/J p/aet c- s4.. 2 /ø 5 Ja S 4 S Th /er L .t III EJ /O ' CIOti -J ,CG Opc I' Crc5Y yoti ,pLet No itJ- a C ro k, f,ec i_0çq , Côft1 ,& lCLP~4 ' P124 roec_.. ; $4k/I -th..-LL/ rt- 4G- I07G 1L6 '4P of Leighton and Associates, Inc. Daily Field Report o4jiL A LEIGHTON GROUP COMPANY Prin 3910 R 1-05 FILE COPY Project Name: iLi Gc Project No.: S'113L3- O ct Date: I Report No. Location: I Author: D . Day: M T€T F S S Client/Contractor: 6-11 tIL / 5 tA Supt/Foreman: TT Weather: Field Supervisor: Geologist: J Rk Soil Engineer: Observation/Testing of: Tech I E I I I Equipment Working: — L ,.- 5r -' 7—%0J dL c,-'-- (6 -i Hours I Cl Today's Yardage: Yardage to Date: Summary of Operations: AM Jo p4e roc k pe-11 rC COU. W\-c - Ci O.?' C2 ° "0 c .i- .c ô. Ser is p1 SJce* iv1 1c- i-oI/. 1/fl pi/ 7c € OéscrsJ / placc rock L 4 r A- r c • EL-I; —. 5 4 4- 44 54 5 Am 420 0e'4-11- -J a hack "I s I0175 of ,N41&c,k, c$hd 16#75 O& d— h,1&0 eI/0 7h ,'214 4L.-7 Lt&5 ,4- -I(- ct or a.pe ICçt Jo hak t','i/ bcL.,zr_ / &AJ/ $1L0 ,1( I. P/yl JJ j J crj,o- c , /5 r CAF 16 4 C re r C e - a- c P12 Tr s I' h .- I trsi-/h 9' O Z p e - - Page of_____ Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Print 3910 R 1-05 FILE COPY Project Name: Cc r1o.i GIN- Project No.: 133" Date: 4'I3- I Report No. Location: Author: i Day: M T WF S S Client/Contractor: E.r -LG — Supt/Foreman: L6PJTYDJ Weather: Field Supervior: Geologist: Soil Engineer: Observation/Testing of: c •'c Tech I D Equipment Working: L cL'•' ..4v1. I - - Hours I g I I I I Today's Yardage: Yardage to Date: Summary of Operations: A EJ o C, e o i -o l-o 0-10. S - .J ,d r0 iId h/ ~,tk & t/ ô-Si-t tOO/ /Oc /,7~ 514 /ÔIEOO io -/Os 12 An- J 5 / 11J 1 , / i d J1i -7 e Iz e,a ..-% t ._- t /0 c k. %( ; p/.t_7 j r10 S+A iS 1'b S44 O1/b ThIS A/IV .5 710 0 7/ 4', c / i} c. J ici-.Je '- , ,'- p /—,n 04 ; _,tJI7 01h frr- /!ao ? &fltL Gr'p S1'.. cJ/ h4cAH StLJ I 51.ci b/E S+4- /cxSo /L A a c1Ci1/ /cj hc s tc/ 9'Z Page _of_____ Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY ceive b Prin FILE COPY 3910R1-05 I Project Name: Project No.: Date: I /I'4-O(a Report No. Location: B( C— Ca Author: D. JJ' Day: M T w T Client/Contractor: Supt/Foreman: VL&sj TT , Weather: Field S4ervisor: Geologist: Sc\i1 Soil Engineer: Observation/Testing of: t4_11 0,11 . it Tech I Equipment Working: - A L 4 1 — it — Hours Today's Yardage: Yardage to Date: Summary of Operations: - LI/ -i bkCIl C - / / ' , , / /&J8 716 lLZl . tQ47t. do'5 zIr r I 14/,lh It /2/'1' i p I1Ii..17 C,- j5 r 4 k t s- ei,d ,pcj 4 j/ LcA-#e;1/ &vC &7 t -?LrQ uJ 11 A t/b h0k CC i/4 Ld ,p 30 s.-J4C> t' ;,g el r C. 12 1,e/rI2;i(v2.y r1LoJt c11- d- 5+4 ,k (IiJ CJ/5er o 44. q,o /0 45 0 .LcI&y, T1 tt 6 -1L7/ 14 p/d.ci-, p/asa7ItJ. c-;l, n //io L)O...I( r/ 10 SCCA./ 7:j 111/ % 42 7L4L O io S14 iô io ha n-/ tj,4 9y ilAr/'J Page — of_____ Daily Field Report ILI ighton and Associates, Inc. [ A LEIGHTON GROUP COMPANY 3910 R 1-05 FILE copy Project Name: 1a lop'i a, C1 C6.s '1 Project No.: it3L3— o-oI Date: I I Report No. t9 ocation: Author: Day: I W T F S S Client/Contractor: Ci,'yj Supt/Foreman: pj Weather: C to Field Jpervisor: JGeologist: Soil Engineer: Observation/Testing of: Tech DE I I I Equipment Working: - 11 - 4 TTt P..444 Crc Hours Today's Yardage: Yardage to Date: Summary of Operations: PI? CEJ I k1E tCI U)i1L SLI SI £40 7L ,' i/A /So Ja 51 4p Tcsi T 544A Ch4e, 4j S4ca L dI-O7 . J I /L I 1/ ç 544 /of-yo , fI, Sc1O. .4m 7 .'' C 0 OJD ft 2 c e dC k #2 'Cit jV9 / J i iLe 5J ôo hAT.r:?' 9/)7 7J 7J cs-to i- A- -..L'r70 1•' A AIèA 7,e4 ,- j- p c;:-,0 e tA ---- / S/c o 1 S t a 0 7-e A c rue O 7o ,- C14 /.'15 J 10 Page of Daily Field Leighton and Associates, Inc. Report A LEIGHTON GROUP COMPANY Received Pau Ml P r'ry 3910R 1-05 AdO3 911d 1-1 (~ Pd podell pjet-j AI!eG - ;ø13c7 7 Tjq~a !93 ANY4VO5 dflo)JD NO.1119131 V ou 'saleloossv pue uoq6o '+t b'f o 40'. f. 10 e6e ..2 Iu14J3 gt o2','/, '1/YfY //7 /fZflW7FJ7 I1'/ op/ t 0 f df5 .. p '72 - 7t 7' OIL J7 -a -,'-1.4 rr 4 f.Pf 7 ~ -oY7 xy r'° • 77 D17 (-iy ? g °r / 3r " tv 7t lf1V 'p'' ' 0+0 tty-5 j 5f9i 9 Lv,I -//eJ 7ot5 1/I?5 4(y "ZtQ/ v' I'7' '( 24Ø7 chi OV s cI vç 9P7 //•7' ,r2?r ,' P714 77 4zV ,'1 I/V .)/V,7 Cl Y °y 7 /7 'Y - -2 9 'L /i477fJ? t I, a - Project Name: 2cp,Iyc.J Cu/f t Project No.: 1JC3 Date: I J 71 Report No. Location: CILc1j Author: Day: M TiT F S S Client/Contractor: Cily .5 -.'..°'- / Supt/Foreman: T&eiP -r o Weather: Field Supervisor: Geologist: kZ 'i-) Soil Engineer: Observation/Testing of: L Tech I Equipment Working: C,ro.. 41h w CL 0- I k I-. 13- Hours Today's Yardage: Yardage to Date: Summary of Operations: 14$2 E-1h r -I Lk C;i( 'i/o t-t C'( Ay; 4L, jJL /;/r c Pr 0 y.. 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Day: M I W T S S Client/Contractor: S Supt/Foreman: o i IT, Weather: /t. 1 Field upervisor: nGelogist: R Soil Engineer: Observation/Testing of: C rte t\ oc k Tech I L4i,'5( Equipment Working: — 1- — Orf, Hours Today's Yardage: Yardage to Date: Summary of Operations: 6 0sk FUi.-q shJ m€i/ c- 5 L3445 '-fog /eg c L r/C . J - k I Aic&. ce. le L :6 1q c2 5/C /.t 14 pi / c i ft I )PAI 5 If I I/ 3,' C 0 /fr2, Cr1 // e g. J/ /e 1U/...7 10 hy ha I WfIt 4,ra /t 1/4k, a rj #j 1C;// A" C,4 locIy, 7 L / i h k 0".1 f/f Ar A.) Ol) j g b (. Leighton and Associates, Inc. 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Daily Field Report Receive b rPrint A LEGNTON GROUP COMPANY V 3910 R 1-05 FILF (.nPv L I ~ Project Name: Lt /J jç Project No.: Date: J Report No. Location: Author: Day: MW I F S Client/Contractor: Supt/Foreman: i-r. Weather: / Field SpeMsor: Geologist: RJ Soil Engineer: Observation/Testing of: c LA b o..k ç Tech I I Equipment Working: q err C 8 - I — L4)4Ct 7tcJ'.. Hours Today's Yardage: Yardage to Date: Summary of Operations: A Ag c ii A1'n Trs I ltsIe,V t(frl. q #SO Ia 450 dId , J.,t/ts' Ia 4dry. 7el eA ' 11/,r G t. I CAyJf' dd I I 4-et mJ Iak€' j,4e, /, Vro h, 'Jo7 #' J p J. I C 5 Ic A p I £ e 14 oo I, Ileo 7c 4 i'ccocit', / O 4 rt c s-14 (4 1 c, ô --.,c qJ #tj ,7} c,i "JAL /j c(/ brA GecJ.i- A1 5ilIlle/e,€z/&i If, lfr< ) piat.c/7 pare— ecc p..s.L £d11 0 i -/ 841ckAgc. J-/4,I,I h feyto ,uJ i4 64-Ia' C. 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A L.EGHTON GROUP COMPANY Daily Field Report Re euved 6b151 0~ Print 3910 R 1-05 FILE COPY I P roject Name: c'sc c- Project No.: -//31.3 -OO9 Date: I 5-31 040 I Re port No. /O Location: I Author: p Day: M T@ T F S S Client/Contractor: &,,IL Supt/Foreman: Weather: Field up rvisor: Geologist: Soil Engineer: ObservationlTesting of: crA W4JI Tech I Equipment Working: Hours I Today's Yardage: Yardage to Date: Summary of Operations: 4iv o)cv LuCk lorck J04JJ I50t Ci tcçr a 161177 I hi /9 LiJcz It (.i)1tcLC4or 5 pc c.O woI .4 01 DA zc r I 1€ I i Io A 'd uI'i A2'4, Ic)ciciy 1 PM -( zci CJJL rrøl ,4r-4 4 ft . Page of Daily Field Repo Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Rece i0 10 '11 Print 3910 R 1-05 FILE COPY I Project Name: e7I5bJ0IP co'o,. Project No.: L-1I33-0O'? Date: 6io Report No. Location: fa Author: V ,J Day: M T W F S S Client/Contractor: dL1 Supt/Foreman: ttoii -ry-. 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A LEIGHTON GROUP COMPANY Recei d by: I / Pri t FILE COPY 3910 R 1-05 Project Name: cAJ'0J' £o4(,,- Project No.: 94'/3L,3 -c)o9 Date: 1 Report No. ,cJ'1 Location: fS4ad, Author: Day: M T W T S Client/Contractor: Ci4 édh r/r 5c Supt/Foreman: T 1 Io&.) Weather: Field SJpereisor: Geologist: Soil Engineer: Observation/Testing of: ,. Tech 106 Equipment Working: lrt,Ac.AId i I - D-( Oez' Hours Today's Yardage: ___________________ _ Yardage to Date: Summary of Operations: 4.00 .4121) c 4 o.. - c RLj PM Jrtrp /rc'.-.. 4A S, C.) S44 5et&.pc, ' ID e- J CJ i.c/ #tJc ,4r1d, 1) - I,- -h - / s .-. ,- ._-C(42 Jd J If -i. Cr/I C&//5 4m C,c1" aJ /'; ic s / ke. &gL I 4 14LJ dC//,4,y4 ha6 i w,Jh ô7 , IICa.. iah ,41, L e-/4o• ç , j /L I A e o&c*,c;, J3Jt € 7' A el 4,41 h ,4zs oecigJ '6/I o.I /VCC oI1 Ii ,iJ( jaJr 1 z h- P(ONCVI..C..J t#J iQu c1 - Page of U Leighton and Associates, Inc. Daily Field-Report Re ived y: A LEIGHTON GROUP COMPANY : 3910 R 1-05 FILE COPY Project Name: c04LJ C ( C. . Project No.: 9413 C, 3 — Date: I I Report No. 105 Location: Author: Day: 4V T W I F S S Client/Contractor: C,'hr Supt/Foreman: ThcT 8V c1bteJi Weather: Field Stfpervisor: ' 1 Geologist: /?kL) Soil Engineer: Observation/Testing of: / Tech I I Equipment Working: ij_ L.uo.ak e.5 kyva"Today's — Hours I Yardage: Yardage to Date: Summary of Operations: Crc i AJC J4 #1- f/QCCt7 h/; A A /1 s1..k 5/ el ,11g/c ,-(,/ '/( 60`4 /4.11 1C heck f//, ,A ItijCtcr* i4-+ /1p3O -Ic, Afl 01 ,.ijcI/ Cell Lac if, 4.,h-..AILS e11 .ALL 07 oe- L7ciWt#j PM 45 74 14J dCL, /30 p 4 /3Z, Pñ Z Ic 4ac 1// Ce//,w,~~ S/"-~ Page of_____ Leighton and Associates, Inc. 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A LEIGHTON GROUP COMPANY Receiv Print 3910 R 1-05 FILE COPY Project Na e: Na Project No.: sqi33-oo1 Date: Report No. /07 Location: Author: Day: M TT F S S ClientlContractor: Supt/Foreman: Weather: Field Suervisor: Geologist: RktAJ Soil Engineer: Observation/Testing of: Tech Equipment Working: J - • CL ' Hours Today's Yardage: [Yardage to Date: Summary of Operations: £1 •i L 4.j p9 '-J t// -.' Ib A49,- /A AJeI eavc./ t7' ,pct.Ji As'? fc'vc A!4 it L r t.1-c& 1 OC r v..4 - i I st/ pat) c CAriS4, t~ h iirJ eJ m -IcJ .JviL pcf 1h A)0.-,I14 ,L i6evol PJ ,c1J/ i,, ,1iJi2 i'm C0 5ôA1L £4 t i pe.4,c't\c 4 Jio4L W c4 c.i,cO pcz I ,',ii Ic, / h t€4w - 0 7 Al-r- -c-s /1 #iii- I b . we.- L' s i 1 Jc . s-a'e .'. TA .i P. p 4 14 hc'co'1t 6aJ f// 0d)51Ic a7ct.i.#; a a 71 M4/ 4 . I.4.Pa , -/-0 ric -/h Page of Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Receive : (p /,, rint 3910 R 1-05 FILE COPY I Project Name: Project No.: Date: Report No. Location: I Author: v Day: M T W F S S Client/Contractor: I Supt/Foreman: Weather: Field 94erisor: Geologist: Rrw Soil Engineer: Observation/Testing of: Tech I I Equipment Working: — (..23 5cicA pc4' — i3lo_J ( 6 o H I (.O,1.- Tc Z.. 7 Hours IS' Today's Yardage: Yardage to Date: Summary of Operations: A011 C'/rtô1r 4;J p644/ iL - c 4L r-1 J 0 ---4 f-ca4 tIJ4 *( p cu1 4c J1L tn) poi, T/ ,ei/ iowr .ø.3 c-\- Am 5en€pi- ;c -i4/i. ,L( f6 4h &J 4 tsJ i1h,e,/ h/ 4 / . p1 T L()C5/ aJ ('// rill I 4i€d ft1.#A.'ai7 1 1L 1 ;ii lo 7, Page of_____ S Leighton and Associates, Inc. ( Daily Field Report Rec d A LEIGHTON GROUP COMPANY 3910 R 1-05 FILE COPY I Project Name: Carli44I,Jc Project No.: ___ Date: 4.- &-O(c I Report No. /9 Location: Author: Day: MTTFSS Client/Contractor: I e'v Supt/Foreman: f. Oc'v' Weather 8O Field Supervise Geologist: Soil Engineer: Observation/Testing of: Tech Equipment Working: 14JSO r. 2.. C T Hours IS i I Today's Yardage: Yardage to Date: Summary of Operations: Th g2tavlf ha-lc ,41Y1 ctle 1, rr 7i tô2-cr Los 4.0 t tf) 7r2JJL7g ie i 4.11 iz 1411 444r~ r;j/ b - p c ' ecvc4 Cyv-.. SL4 010 'Lc 4Lr 10zO com nan,J i fri I e'-' l€1L t.t I iJc r1 '-v- hcafyi% Y k a- .AIPJ j49 PC i4 11-' /'/4. 5 (J O4'1 ,j J eeeloll A46 6--11 / o 51/0p 7%it/ C-7,012 C I/4J / )-jJ 4 s% d , /i2 dI1I / c,ac/ ,s'J/ /a erni.. e -/ #'t / I ,00e Page of_____ Daily Field Repo Leighton and Associates, Inc. ReAke Print b . 1 o A LEIGHTON GROUP COMPANY 3910 R 1-05 FILE COPY - ProjectIIii1-1 _____ -Report • No. Location- WTTPiru - ClientlContractor: Supt/Foreman: Weather: 7MA—Supervisor: Geologist: Soil Engineer: Observation/Testing of: Equipment Working: Today's Yardage: Yardage to Date: Summary of Operations: 21111 75, AIN AI 1 , , W.;z, Page of Leighton A LEIGHTON GROUP COMPANY Daily 3910 R 1-05 FILE COPY Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY January 5, 2006 Project No. 841363-009 To: City of Carlsbad 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Attention: Mr. George Litzinger Subject: Third Geotechnical Review of Criblock Retaining Wall Plans and Calculations, Carlsbad Municipal Golf Course, Carlsbad, California In response to our Second Geotechnical Review (Leighton, 2005 c), we were provided with a letter and calculations from the cribwall designer (Retaining Walls Company North, 2005c). Based on review of that letter, it does not appear that the designer has addressed the following 0 comment from the second review: "Although the base of the wall has been modified by elimination of lower cribbing, the calculations for base sliding friction have not been modified to account for the flattened sliding surface. For the modified walls, the surface between the lower courses of back stretchers appears to be horizontal, not 14 degrees" (Second Geotechnical Review Letter, Page 2, First Bullet). In response to our comment; "In accordance with the City of Carlsbad requirements and the project geotechnical recommendations, all structural fills should be compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). Please provide the construction methods that will be utilized to ensure that the required 90 percent compaction is obtained throughout the wall zone (especially adjacent and under the headers and stretchers)" (Second Geotechnical Review Letter, Page 2, Second Bullet); The designer has stated that compaction lower than 90% relative compaction is acceptable within cribwall. Considering the fine-grained nature of the onsite materials, we have concerns regarding the integrity of the cribwall that will result with this approach (i.e. fill soils within the wall being less than a 90 percent relative compaction), particularly with taller walls. It is our professional I 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 [I n 841363-009 opinion that stricter adherence to the ICBO/ICC Evaluation Report requirements (ICC, 2004) to provide free drain rock or free-draining nonexpansive soil would more properly mitigate this construction constraint. Addendum Cribwall Backfill Recommendations As a supplemental reference specification for the cribwall backfill soils, we have included cribwall backfill specifications from the State of California Standard Specifications (Caltrans, 2002). Table 1 Wall Height Backfill Material Type Under lOfeet C,D,orE 10to26feet DorE Over 26 feet E Table 2 Backfill Material Type Grading Sand Equivalent Sieve Size % Passing C 3-inch 100 None D 3-inch 100 30 Min. No.4 35-100 E 3-inch 100 None No.4 25-75 No. 50 5-20 No. 200 0-5 The backfill zone consists of the cells formed by the crib members of the wall and the space between the crib wall and backcut of the excavation made for the wall. The backfill should also be of such character that it will not sift or flow through openings in the wall. Details for the incorporation of a UV rated filter fabric may be appropriate along with additional details that may be necessary to accommodate planned landscaping. -2- 4 Leighton 841363-009 0 Limitations The conclusions and recommendations in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological subsurface conditions can and do occur. Therefore, the findings, conclusions and recommendations presented in this review and previous report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of this project. Only with these observations are we able to confirm that our preliminary findings are representative for the site. We have not reviewed the structural design calculations. If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. 0 K Vt 16 0 Attachments: Appendix A - References Distribution: (8) Addressee -3- Leighton 841363-009 APPENDIX A References Caltrans, 2002, State of California Standard Specifications for Construction of Local Streets and Roads, July 2002. ICC, 2004, http://www.icc-es.org/reports/pdf_files/UBC/4927.pdf, dated February 1, 2004. Leighton & Associates, 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998. -, 2000, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000. -, 2005a, Geotechnical As-Graded Completion Letter of Rough and Fine Grading, Clubhouse Facility and Maintenance Building Pads, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated October 31, 2005. 2005b, Geotechnical Review of Criblock Retaining Wall Plans and Calculations, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated November 18, 2005 (revised November 29, 2005). 2005c, Second Geotechnical Review of Criblock Retaining Wall Plans and Calculations, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363- 009, dated December 28, 2005 P & D Consultants, 2005, Special Exhibit Drawing Carlsbad Municipal Golf Course Phase 2, Sheet 18 of 46, Drawing No. 381-4A, dated October 6, 2005. Retaining Walls Company, 2005a, Cribwall Details and Notes, Carlsbad Municipal Golf Course, Carlsbad, CA, Job No. 05-03-07, Sheets S-1 through S-4, dated December 5, 2005. 2005b, Cribwall Stability Calculations, Carlsbad Municipal Golf Course, Carlsbad, CA, Job No. 05-03-07, 35 Sheets, dated December 5, 2005. -, 2005c, Carlsbad Municipal Golf Course, Cribwall Geotechnical Review by Leighton & Associates, Inc., dated December 28, 2005. A-i Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY PROJECT MEMORANDUM To City of Carlsbad Date: May 5, 2006 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Project No. 841363-009 Attention: Mr. George Litzinger Subject: Addendum Remedial Grading Recommendations Concerning the Backfill Behind the Western Portion of the Criblock Retaining Wall, Carlsbad Municipal Golf Course, Carlsbad, California This memorandum presents our addendum remedial grading recommendations concerning the backfill behind the western portion of the Criblock retaining wall at the Carlsbad Municipal Golf Course, located in Carlsbad, California. The area behind the western portion of the retaining wall (that has not been constructed as of yet) has been used as a haul road/access road to the area below the retaining wall, and more recently, to the base of the retaining wall. Due to the presence of undocumented fill and haul road tailings, we recommend that the soil be removed to competent formational material prior to the construction and/or excavation of the last portion of the retaining wall at the west end of the wall. In addition to the haul road spoils, we also recommend that the soil on the ramp from the completed portion of the retaining wall down to the footing excavation for the western portion of the wall be removed to competent formational material. The ramp has been used to push soil down to the back of the retaining wall so the soil could be used as fill in the wall cells. However, it appears that there may be 2 to 4 feet (or more) of soil that has been left on the ramp as tailings and/or that was not properly compacted, and therefore, should be removed to competent fill. The extent of the removals should be determined by the geotechnical consultant (i.e. Leighton and Associates). The placement, moisture conditioning, and compaction of the fill soils should also be documented by Leighton. If you have any questions regarding this memorandum, please do not hesitate to contact this office. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. cuk---- Randall K. Wagner, CIfi 1612 Senior Associate Geologist Distribution: (6) Addressee 3934 Murphy Canyon Road, Suite B205 a San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 C1 U City of Carlsbad July 18, 2006 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Harnrna.nn Subject: Compaction Testing Report Project: Carlsbad- Municipal Golf Course Palomar Airport Road/ Palomar Oaks Way Carlsbad. CA Reference: -C Ion/rae! Documents and Supplemental Provisions ", fr CarLcbacl Municipal Co/f Course Pro/cc!. Project No. 39721-1 dciied June 13. 2005 Dear Mr. Hammann: Jr-, accordance with your request. Testing Engineers San Diego (TESD) has conducted grading observation and compaction testing at the above referenced project site. Services described herein were provided by TESD from October 25. 2005 to January 23 2006. It should be noted that this report refers to the rough grading operations conducted on the golf course and pavement areas, not building pad sections. ' representative of this office observed rough grading and placement of on-site and import fill soils within the golf course. Areas of earthwork included the Commercial Sites west of College Avenue and at the east side of the site, fairways, a lake on the 1811 hole, greens, and tee areas. All fill areas were tested in accordance with the project specifications unless otherwise directed by the Geotechnica I Engineer of Record (i.e. Leighton and Associates). 'T'he approximate site location and features are presented on Figures 1 and 2, respectively. Summaries of laboratory and field conipaction test results are provided in Appendix A, Tables and 2. respectively. On site and import material was used as fill for the new development. Fill was placed, compacted and tested for compliance with minimum 85%, 90%, and 95% relative compaction based on ASTM D- 1557, as applicable. It should he noted that the Precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing arid Materials. For example, results indicate the accuracy of the ASTM D- 1557 test 10 he plus or minus 4 percent of the mean density. Based on this information, relative m copaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Testing Engineers San Diego, Inc. A Bureau Veritas company Main: (858) 715-5800 7895 Convoy Court Suite 18 Fa (858,)715-5810 San Diego, CA 92111 wv.ns.bureauveritas.coin * Sincerely, Testing Engineers- U.S. labs Nick Tracy, EJT Staff Engineer /\ OLj7 No.C-60076 Iic( No. GE-2578 Exp. 6/30/06 RCE,RGE Van W. Olin. G.E. 25 . . / Principal Geotechmcal ëe City of Carlsbad Contract No.: 108078 Municipal Golf Course Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. S NT/VU Distribution: *(4) Addressee * Includes copies for building department submitted E City of Carlsbad Contract No.: 108078 Municipal Golf Course Figures ~ 0 [] 11 lin= 1900 ft. NOTE: This figure may contain areas of color TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure 0." Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: Site Location Map Project: Carlsbad Municipal Golf Course Drwn: D.M.M. Contract No: 108078 Date: July 2006 Figure No: i ANUB l jIL 2 LI .•. -. .1 .w ,- ...'t'.-• . . - . . -- br qa : '' City of Carlsbad Contract No.: 108078 Municipal Golf Course S Appendix A 0 Sample # I] City of Carlsbad Contract No.: 108078 Municipal Golf Course S TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Description Density (PCF) Content (%) On-site: Grayish Silty Sand 127.5 import: Mixed Gray Silty Sand 123.5 On-site: Red Brown Clayey Sand 124.0 On-site: Yellowish Brown Silty Sand 114.5 On-site: Greenish Brown Silty Sand 124.5 On-site: Mixed Brown Silty Sand 123.0 On-site: Dark Green & Brown 126.0 Clayey Sand On-site: Brown Silty Sand 128.5 On-site: Tan Clayey Sand 119.0 On-site: Brown Clayey Sand. 121.5 On-site: Brown Sandy Clay 124.5 On-site: Yellow Silty Sand 117.0 fl 9.5 11.0 12.0 14.5 11.0 10.5 10.0 9.5 13.0 10.5 10.5 13.0 Table 2 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test # Test Date I Test Location I I Elev. I I ft) I Moisture =Dry Density (pcf) I I Relative Compaction I I Conform I I I Non-Conform I Field Optimum Field Maximum Obtained Required L t-'iate 4, Siope keyway Location at 258.0 11.1% 11.0'/ 121.8 124.5 9% 90% Conform Hole #5 23 9/22/2005 Plate 4, Slope keyway Location at 276.0 11.1% 11.0% 119.6 124.5 96% 90% Conform Hole #5 24 9/22/2005 Plate 4, Slope keyway at Hole #5 258.0 11.1% 10.5% 120.7 123.0 98% 90% Conform 25 9/22/2005 Plate 4, Slope keyway at Hole #5 265.0 11.1% 11.0% 117.7 124.5 95% 90% Conform 26 9/23/2005 Plate 4, Hole #5 270.0 11.1% 11.0% 120.3 124.5 97% 90% Conform 27 9/2312005 Plate 4, Hole #5 268.0 12.3% 10.5% 120.0 123.0 98% 90% Conform 28 9/23/2005 Plate 4, Hole #5 268.0 12.3% 9.5% 124.0 128.0 97% 90% Conform 29 9/26/2005 Plate 4, Hole #5 272.0 13.6% 14.5% 113.4 114.5 99% 85% Conform 30 9/26/2005 Plate 4, Hole #5 279.0 14.9% 14.5% 111.8 ' 114.5 98% 85% Conform 31 9/26/2005 Plate 4, Hole #5 281.0 14.9% 14.5% 110.4 114.5 96% 85% Conform 32 9/26/2005 Plate 4, Hole #5 278.0 14.9% 14.5% 109.5 114.5 96% 90% Conform 33 9/27/2005 Plate 3, Between 9 & 18 Keyway 187.0 14.9% 14.5% 110.0 114.5 96% 90% Conform 34 9/27/2005 Plate 3, Between 9 & 18 Keyway 180.0 14.9% 14.5% 108.4 114.5 95% 90% Conform 35 9/27/2005 Plate 3, Between 9 & 18 Keyway 198.0 14.9% 14.5% 109.0 114.5 95% 90% Conform 36 9/27/2005 Plate 3, Between Holes 9 & 18 195.0 13.6% 14.5% 112.0 114.5 98% 90% Conform 37 9/27/2005 Plate 2 Keyway 279.0 13.6% 14.5% 113.9 114.5 99% 95% Conform 38 9/28/2005 Plate 2 Keyway 252.0 13.6% 14.5% 110.3 114.5 96% 95% Conform 39 9/28/2005 Plate 2 Keyway 25.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 40 9/28/2005 Plate 2 258.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 41 9/28/2005 Plate 2 261.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 42 9/28/2005 Plate 260.0 13.6% 11.0% 118.9 124.5 96% 95% Conform 43 9/29/2005 Between Holes 9 & 18 Plate 3 198.0 11.1% 10.0% 119.4 126.0 95% 90% Conform 44 9/29/2005 Between Holes 9 & 18 Plate 3 199.0 11.1% 10.0% 119.4 126.0 95% 90% Conform 45 9/29/2005 Between Holes 9 & 18 Plate 3 201.0 12.3% 10.5% 113.8 123.0 93% 90% Conform 46 9/29/2005 Between Holes 9 & 18 Plate 3 184.5 12.3% 14.5% 111.3 114.5 97% 90% Conform 47 9/29/2005 Between Holes 9 & 18 Plate 3 188.0 12.3% 14.5% 111.0 114.5 97% 90% Conform 48 9/30/2005 Plate 4 Keyway @ Hole #4 257.5 12.3% 10.5% 114.6 123.0 93% 90% Conform 49 9/30/2005 Plate 4 Keyway @ Hole #4 203.0 11.1% 10.5% 116.5 123.0 95% 90% Conform 50 9/30/2005 Plate 4 @ Hole #4 235.0 12.3% 10.0% 119.9 126.0 95% 90% Conform 51 9/30/2005 Plate 4 @ Hole #4 238.5 12.3% 10.0% 118.9 123.0 97% 90% Conform 52 1D&L2 005 Plate 4 @ Hole #4 240.0 12.3% 14.5% 113.6 •• 99% 90% Conform Table 2 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test # Test Date I Test Location I Elev. ( it) I I Moisture Dry Density (pcf) I Relative Compaction I Conform I Non-Conform I Field Optimum Field I Maximum I Obtained I Required 53 10/3/2005 Plate g Hole #4 242.5 12.3% 10.0% ho.! 123.0 91% OU'Yo Conform 54 10/3/2005 Plate 4 © Hole #5 276.0 13.6% 10.0% 120.1 123.0 98% 90% Conform 55 10/3/2005 Plate 4 @ Hole #5 278.0 12.3% 10.0% 120.4 123.0 98% 90% Conform 56 10/3/2005 Plate 4( Top of hole 6 Next to 290.5 12.3% 10.0% 119.3 123.0 97% 90% Conform Comfort Station 57 10/4/2005 Plate 3 Club House Keyway 186.5 12.3% 59 10/4/2005 Plate 3 Club House Drive Area 190.0 13.6% 60 10/4/2005 Plate 1 Hole #11 45.5 11.1% 61 10/4/2005 Plate 1 Hole #11 47.5 11.1% 62 10/5/2005 Plate 1 Hole #11 51.0 11.1% 64 10/5/2005 Plate 3 Holes 9 & 18 188.0 11.1% 65 10/5/2005 Plate 3 Holes 9 & 18 190.0 11.1% 66 10/5/2005 Plate 3 Between Holes 9 & 18 192.0 11.1% 67 10/6/2005 Plate 3 Club House Location 214.0 12.3% 69 10/6/2005 Plate 1 Club House Location 214.0 11.1% 70 10/6/2005 Plate 1 Club House Location 216.0 11.1% 71 10/7/2005 Plate 1 Hole II 52.5 11.1% 72 10/7/2005 Plate 1 Hole II 56.0 11.1% 73 10/7/2005 Plate 2 268.0 11.1% 74 10/7/2005 Plate 2 282.0 12.3% 75 10/7/2005 Plate 2 280.0 12.3% 76 10/10/2005 Plate 3 Key Fill Hole 8 99.5 11.1% 77 10/10/2005 Plate 3 Key Fill Hole 8 102.0 11.1% 78 10/10/2005 Plate 3 Hole 8 105.0 11.1% 79 10/10/2005 Plate 3 Hole 8 109.0 11.1% 80 10/11/2005 Plate 3 Hole 8 114.0 12.3% 81 10/11/2005 Plate 3 Hole 8 118.0 12.3% 82 10/11/2005 Plate 3 Bottom Right hand side of 96.0 11.1% sheet 83 10/11/2005 Plate 3 Bottom Right hand side of 98.0 11.1% sheet 84 10/11/2005 Plate 3 Bottom Right hand side of 97.5 11.1% sheet 85 10/12/2005 Plate 3 Bottom Right Hand Side 102.5 9.8% 86 10/12/2005 Plate 3 Bottom Right Hand Side 101.0 9.8% 87 10/12/2005 Plate 3 Club House 215.5 9.8% 88 622005 Retest #87 215.5 8.6% 9.5% 127.2 128.0 99% 95% Conform 11.0% 119.0 124.5 96% 95% Conform 10.5% 119.8 123.0 97% 90% Conform 10.5% 120.4 123.0 98% 90% Conform, 10.5% 119.4 123.0 97% 90% Conform 9.5% 122.4 128.0 96% 90% Conform 11.0% 121.8 124.5 98% 90% Conform 11.0% 121.4 124.5 98% 90% Conform 10.0% 122.0 126.0 97% 95% Conform. 10.0% 123.1 126.0 98% 95% Conform 10,0% 122.3 126.0 97% 95% Conform 9.0% 124.0 130.0 95% 90% Conform 9.0% 124.7 130.0 96% 90% Conform 9.5% 124.5 128.0 97% 95% Conform 11.0% 120.9 127.0 95% 95% Conform 11.0% 120.0 124.5 96% 95% Conform 11.0% 121.7 124.5 98% 90% Conform 10.0% 122.5 126.0 97% 90% Conform 9.0% 122.3 130.0 94% 90% Conform 9.5% 124.8 128.0 98% 90% Conform 11.0% 122.1 124.5 98% 90% Conform 11.0% 121.6 124.5 98% 90% Conform 11.0% 120.6 124.5 97% 90% Conform 9.0% 122.3 130.0 94% 90% Conform 10.5% 120.9 123.0 98% 90% Conform 9.0% 122.4 130.0 94% 90% Conform 9.0% 122.5 130.0 94% 90% Conform 9.0% 119.2 128.0 93% 95% Non conform 9.0% 121.6 128.0 95% 95% Conform Table 2 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test # Test Test Location Elev. T Moisture Dry Density (pcf) Relative Compaction Conform r Field Optimum Field Maximum Obtained Required Date (ft) Non-Conform 89 10/12/2005 Plate 3 ELE Bottom Right of Plate 104.0 11.1% 9.0% 118.2 126.0 94% 90% Conform 90 10/13/2005 Plate 3 ELE Bottom Right of Plate '100.0 9.8% 9.0% 117.2 128.0 92%. 90% Conform 91 10/13/2005 Plate 3 ELE 103.00 Bottom Right 103.0 9.8% 9.0% . 115.8 126.0 92% 90% Conform of Plate 93 10/13/2005 Plate 1 Club House Area 219.0 11.1% 9.5% 123.1 126.0 98% 90% Conform 95 10/13/2005 Plate 1 Club House Area 230.0 12.3% 10.0% 120.2 126.0 95% 95% Conform 96 10/14/2005 Plate 1 Club House Area 229.0 12.3% 11.0% 119.7 . 124.5 96% 95% Conform 97 10/14/2005 Plate 4 Hole 4 255.0 9.8% 10.0% 121.6 126.0 97% 90% Conform 98 10/14/2005 Plate 4 Hole 4 276.0 9.8% 9.5% 123.0 128.0 96% 90% Conform 99 10/14/2005 Plate 4 Below Comfort Station 250.0 11.1% 10.0% 122.3 126.0 97% 90% Conform Hole 6 100 10/14/2005 Plate 4 Below Comfort Station 264.0 12.3% 10.5% 116.4 123.0 95% 85% Conform Hole 6 101 10/14/2005 Plate 4 Below Comfort Station 280.0 11.1% 10.5% 117.7 123.0 96% 85% Conform Hole . 102 10/17/2005 Plate 4 Hole #5 280.0 11.1% 10.5% 116.7 123.0 95% 85% Conform 103 10/18/2005 Plate 4 Hole #6 264.0 9.8% 10.0% 120.0 126.0 95% 85% Conform 104 10/18/2005 Plate 4 Hole #6 . 246.0 9.8% 10.5% 117.4 123.0 95% 85% Conform 105 10/19/2005 Plate 4 Hole #6 248.0 9.8% 10.5% 116.3 123.0 95% 85% Conform 106 10/19/2005 Plate 4 Hole 4 256.0 11.1% 10.5% 119.1 123.0 97% 85% Conform 107 10/19/2005 Plate 4 Hole 4 253.0 11.1% 10.5% 113.4 123.0 92% 85% Conform 108 10/19/2005 Plate 2 Bottom Right on Plate 283.0 9.8% 10.5% 118.0 123.0 96% 95% Conform 109 10/19/2005 Bottom Right of Plate 2 282.0 9.8% 10.5% 119.2 123.0 97% 95% Conform 110 10/19/2005 Plate 4 Hole 5 282.0 9.8% 10.5% 118.2 123.0 96% 85% Conform 111 10/20/2005 Plate 4 Hole 6 256.0 11.1% 10.5% 116.8 123.0 95% 85% Conform 112 10/20/2005 Plate Hole 251.0 9.8% 10.5% 116.5 123.0 95% 90% Conform 113 10/20/2005 Plate 4 Hole 6 247.0 11.1% 10.0% 117.4 126.0 93% 90% Conform 114 10/20/2005 Plate 4 Hole 6 250.0 11.1% 10.0% 118.8 126.0 94% 90% Conform 115 10/20/2005 Plate Hole 248.0 12.3% 10.0% 116.3 126.0 92% 90% Conform 116 10/20/2005 Plate 4 Hole 6 . 244.0 12.3% 10.5% 115.5 123.0 94% 90% Conform 120 10/21/2005 Plate 4 Below Hole 2 Key Fill 115.0 11.1% 10.5% 120.1 123.0 98% 95% Conform 121 10/21/2005 Plate 4 Below Hole 2 Key Fill 125.0 11.1% 10.5% 119.9 123.0 97% 95% Conform 124 10/22/2005 Plate 3 Club House Drive 225.5 12.3% 10.5% 117.5 123.0 96% 95% Conform 126 10/22/2005 Plate 4 Maint Bldg Area 237.5 12.3% 11.0% 117.6 123.5 95% 95% Conform 130 10/24/2005 Club House Zone 223.5 11.1% 10.5% 117.8 96% 95% Conform 623.0 0 Table 2 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test #1 Test Date I I Test Location I Elev. I I (ft) I Moisture I I Dry Density (pcf) I Relative Compaction Conform I Non-Conform I Field I Optimum I Field I Maximum I Obtained I Required 10/2512005 Plate 4 Hole 2 Area 124.0 11.1% 10.0% 111.1 1 b.0 9/0 3U1/0 uoniorm 10/25/2005 Plate 4 Hole 2Area . 126.0 11.1% 11.0% 116.7 124.5 94% 90% Conform 10/25/2005 Plate 3 Hole 8 Area 110.0 12.3% 11.0% 116.4 . 124.5 93% 85% Conform 10/25/2005 Plate 3 Hole 8 Area 124.0 12.3% 11.0% 115.9 124.5 93% 85% Conform 10/26/2005 Plate 3 Hole 8 Area 116.0. 11.1% 11.0% 116.4 124.5 93% 90% Conform 10/26/2005 Plate 3 Hole 8 Area 128.0 11.1% 11.0% 116.3 124.5 93% 85% Conform 10/26/2005 Plate 1 N/Wof Club House 200.0 11.1% 11.0% 117.7 124.5 95% 90% Conform 10/26/2005 Plate 1 N/\Nof Club House 235.5 11.1% 10.0% 118.1 126.0 94% 90% Conform 10/27/2005 Plate 1 N/Wof Club House 210.0 11.1% 10.0% 116.6 126.0 93% 90% Conform 10/27/2005 Plate 1. Hole 10& 11 113.0 12.3% 11.0% 115.9 127.0 91% 85% Conform 1p/27/2005 Plate 1 Hole 10 & 11 91.0 12.3% 11.0% 117.3 127.0 92% 85% Conform 10/27/2005 Plate 1 Hole 10 & 11 138.0 12.3% 11.0% 117.4 127.0 92% 85% Conform 10/28/2005 Plate 1 N/Wof Club House 225.0 11.1% 11.0% 118.5 127.0 93% 90% Conform 10/28/2005 Plate 1 N/Wof Club House 240.0 11.1% 11.0% 118.5 127.0 93% 90% Conform 10/28/2005 Plate 1 Above Hole II ' 53.0 11.1% 10.0% 117.2 126.0 93% 90% Conform 10/28/2005 Plate 1 Above Hole II 56.0 12.3% 11.0% 116.2 124.5 93% 90% Conform 10/29/2005 Plate 1 Above Hole II 61.0 11.1% 10.5% 115.3 123.0 94% 90% Conform 10/29/2005 Plate 4 Below Hole 2 130.0 12.3% 11.0% 117.3 124.5 94% 90% Conform 10/29/2005 Plate 4 Below Hole 2 129.0 12.3% 11.0% 118.4 124.5 95% 90% Conform 10/29/2005 Plate 4 Below Hole 2 . 135.0 11.1% 10.0% 118.4 , 126.0 94% 90% Conform 10/29/2005 Plate 4 Below Hole 2 132.0 11.1% 10.0% 117.2 126.0 93% 90% Conform 10/31/2005 Plate I Mass Grading 244.0 12.3% 11.0% 116.9 124.5 94% 90% Conform 10/31/2005 Plate 1 Mass Grading 243.0 11.1% 11.0% 117.4 124.5 94% 90% Conform 10/31/2005 Plate 1 Mass Grading 245.0 11.1% 11.0% 118.9 124.5 96% 90% Conform 10/31/2005 Plate 1 Mass Grading 243.0 11.1% 10.0% 120.0 126.0 95% 90% Conform 11/1/2005 Plate 4 Hole 2 153.0 11.1% 11.0% 118.2 124.5 95% 85% Conform 11/1/2005 Plate 4 Hole 2 160.0 12.3% 11.0% 118.0 124.5 95% 85% Conform 11/1/2005 Plate 4 Hole 2 126.0 11.1% 11.0% 118.9 124.5 96% 85% Conform 11/1/2005 Plate 1 Mass Grading 226.5 11.1% 11.0% 118.7 124.5 95% 90% Conform 11/2/2005, Plate 1 Mass Grading 245.5 12.3% 11.0% 118.1 124.5 95% 90% Conform 11/2/2005 Plate 1 Mass Grading 246.5 12.3% 11.0% 118.9 . 124.5 96% 90% Conform 11/2/2005 Plate 1 Mass Grading 250.0 11.1% 11.0% 120.0 124.5 96% 90% Conform 11/2/2005 Plate 1 Mass Grading . 125.0 11.1% 11.0% 120.3 124.5 97% 85% Conform 11/2/2005 Plate 1 Mass Grading 145.0 11.1% 10.0% 118.7 126.0 94% 85% Conform 11/3/2005 Plate 1 Mass Grading Hole II 80.0 12.3% . 11.0% 117.1 124.5 94% 85% Conform 11/3/2005 Plate 2 Commercial Pad 284.5 11.1% 10.5% 117.4 123.0 95% 95% Conform 1005 Plate 2 Commercial Pad 285.0 12.3% 10.5% 117.1 10.0 95% 956/6 Conform j1 E EE E E E E E goEE CCC CCC CCC CCC C 8CC 88 C° C 8 8 8 00 00000000000000000 00 0, 0 0 0 0 0 0goo z z z z Z Z Z Z 01 WI Lo QU)QCQU)U)U)QU)U)OOOU)U)U)U)U)U)U)U)U)U)U)U)OU)t) LO 0 O)O) m COCO COCO CO CO O)O)O) 0 C, a).0 > a) C WN- (O LO (N (N U)OCO O)0) U M c, C:) EC)C-) (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N (N(2 (N (N(2 . 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Q 0 ( a. 0. ..J .i w .J w ._) .j Q CL 2 U) U) U) it) U) it) U) U) it) U) U) U) U) U) U) U) U) it) U) U) U) U) U) U) U) U) it) U) U) U) U) U) U) 0 0 (0 C 0 0 C 0 C C 0 C C 0 0 0 0 0 0 C C C 0. a) C 0 0 C 0 C 0 0 0 C C C C 0 0 C C C 0 (N (N (N (N (N (N N (N ('4 CN C14 ZZc -, 5 C) (0 (0 N- N- N- N- N- N- N. N- N- N- CO (0 (0 (0 (0 CO CO U) (0 0) 0) 0) 0) 0) U) U) U) U) it) U) N- - N- Cl) 2- 0 a) (NC'ICNCN(N(NcsJC'4 I- Table 2 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test #1 Test Date I I Test Location I Elev. I I (ft) I Moisture I Dry Density (pcf) I Relative Compaction I Conform I 1 I Obtained I Required I Non-Conform I Field I Optimum I I Field I Maximum 274 11/22/20U5 Retest of #272 136.0 15.2% 13.5% 108./ 119.0 91% 95% NOfl comform 275 11/22/2005 Retest of#274 136.0 16.8% 13.5% 107.6 119.0 90% 95% Non-conform 276 11/22/2005 Contractor Reworked Retest 136.0 12.9% 11.0% 117.3 124.5 94% 95% Non-conform Waived 277 11/22/2005 Plate 1 Green 12 West Side of 48.0 13.6% 11.0% 110.5 127.0 87% 85% Conform Green 278 11/22/2005 Plate 1 Fairway to Green 15 67.0 9.6% 11.0% 108.0 127.0 85% 85% Conform 279 11/23/2005 Plate 1 Fairway to Green 15 67.0 6.3% 11.0% 104.9 127.0 83% 85% Non comform 280 11/23/2005 Plate 1 Fairway to Green 15 68.0 10.6% 9.5% 106.0 127.5 83% 85% Non-conform 281 11/23/2005 Plate 2 Central Fill Slope South 154.0 11.1% 14.5% 106.6 114.5 93% 95% Non-conform Side 282 11/23/2005 Plate 2 Central Fill Slope North 154.0 16.3% 14.5% 100.9 114.5 88% 95% Non-conform Side 283 11/23/2005 Retest of#282 154.0 13.6% 14.5% 106.7 114.5 93% 95% Non-conform 284 11/23/2005 Plate 2 NE Corner Area of Fill 247.0 17.0% 14.5% 100.5 114.5 88% 95% Non comform Scope West of College 285 11/23/2005 Retest of #284 247.0 16.3% 13.5% 105.0 119.0 88% 95% Non-conform 286 11/23/2005 Plate 2 Lower Commercial Pad 153.0 13.2% 11.0% 118.3 127.0 93% 95% Non-conform 287 11/23/2005 Plate 2 Lower Commercial Pad 152.0 13.8% 11.0% 115.7 127.0 91% 95% Non-conform 288 11/23/2005 Plate 2 Commercial Pad 247.0 13.9% 11.0% 115.2 127.0 91% 95% Non-conform 289 11/23/2005 Plate 2 Commercial Pad 152.0 13.3% 11.0% 120.9 127.0 95% 95% Conform 290 11/2312005 Retest of 286, 287, &288 152.0 12.3% 11.0% 120.3 127.0 95% 95% Non comform 291 11/28/2005 Plate 2 Commercial Pad West 155.0 14.5% 11.0% 121.3 127.0 96% 95% Conform 292 11/28/2005 Plate 2 Commercial Pad West 157.0 13.2% 11.0% 119.2 127.0 94% 95% Non-conform 292A 11/28/2005 Retest #292 137.0 12.4% 11.0% 121.9 127,0 96% 95% Conform 293 11/28/2005 Plate 2 Commercial Pad West 158.0 13.6% 11.0% 117.6 127.0 93% 95% Non-conform 293A 11/2812005 Retest #293 158.0 12.8% 11.0% 122.3 127.0 96% 95% Conform 294 11/28/2005 Plate Commercial Pad West 160.0 11.0% 11.0% 121.7 127.0 96% 95% Conform 295 11/28/2005 Plate 2 Commercial Pad West 160.0 11.5% 11.0% 123.1 127.0 97% 95% Conform 296 11/28/2005 Plate 15th Fairway 81.0 11.1% 11.0% 112.9 127.0 89% 85% Conform 297 11/28/2005 Plate 15th Fairway 82.0 11.9% 11.0% 108.8 127.0 86% 85% Conform 298 11/28/2005 Plate 15th Fairway 84.0 12.8% 11.0% 108.1 127.0 85% 85% Conform 299 11/29/2005 Plate 2 Commercial Pad West 152.0 10.7% 9.5% 121.9 127.5 . 96% 95% Conform 300 11/30/2005 Plate 2 Commercial Pad West 154.0 11.5% 9.5% 121.8 127.5 96% 95% Conform 301 11/28/2005 Retest of#285 247.0 10.1% 14.5% 109.3 114.5 95% 95% Conform I ( NJ N) - N) N) N) N) NJ CD N) N) NJ - - - 5:::8 00006006 CO 03 J 0) (71 . 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B. 8 0)0) 0) OlD) DID) PL CD DID) 0)0)0) OlD) 0)0)0)0)0) 0)0)0) —-------------- 1)1)1) 1)1)1)1)1)1)1)1) DID) 0) OlD) 0) OlD) 0)0)0) OlD) 0) mmmm 0) = a a a a a a. a a a a. a a. a a. D CD CD CD CD CDCDCDCDCD 0 b CD CD 00 CDbCD 0 60006666660 CD CD CD 0000(0(0(0(0 CM CM 0 0 0 0 CD 0 CD 0 CD 0 CD CD 0 CD CD -NJ -- CDCD - - --- CD -J0J(O0)(Cl-J - NJ0)0)N)0)0NJQN)-N)(0C JO0 — s)NJ0N)C CDNJ)03O)(DCD . N) N) NJ NJ N) NJ N) - - NJ NJ NJ NJ NJ N) NJ NJ N) NJ NJ N) NJ N) N) NJ NJ N) NJ N) N) NJ - 010101(31010101 01 0000000CD0000(71CCl(71CJ10000000 1.0 CO (0 03 03 (0 CD (0 (0 CD (0 (0 CO CD CD (0 (0 (0 (0 CO CD CO CO CD CD CO CO CO CD CD CO CO N) CM NJ -9~1 0 NJ - NJ . (71 NJ CO 'l -1 0) 0) CM -3 0) 0) - (0 -J . 3 00 CD CO .l -J 0) (0 0) 0) (0 (0 (0 (0 co (0 (0 (0 (0 CD CO CD CD CD CD co CD CO CD CO (o (D CD CD 0) Co.0) (0 01 (71 (71 (71 CM CM (Ci CM 0 (Ci (71 CCI (71 CM 01 (Cl 01 01 CM CCI CM CM 0 CCI 0 01 01 CCI 01 CM 01 01 al o z z z z z C)c)ogc-)c)c)c) C) go)0000C-)goC-)000googooC-)000 000 0000 0 000000 00000 00 000000 D DODD D D ODD D D D DODD D D DOD DODD D D D D :03 3 3333333 333233'33333 it 33'323233 3 3 3 3 3 m 0 0 -I, 0 0 -CA) ç)(D to 0 z -I 'ii Cl) -I Table 2 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad. California Test Test Location Test # Date I Elev. I (ft) Moisture I Dry Density (pcf) I Relative Compaction Conform I Non-Conform kField I Optimum I Field I Maximum I Obtained I Required 330 1113012005 -'late 2 East Area Main Slope Fill 253.0 14.9% 1:3.5'yo 10.0 11f.0 ]7o JU'Yo uOflTorm 331 11/30/2005 Plate 2 East Area Main Slope Fill 255.0 15.4% 13.5% 104.5 119.0 88% 90% Non-conform 331A 11/30/2005 Plate 2 East Area Main Slope Fill 255.0 13.2% 13.5% 110.5 119.0 93% 90% Conform 332 11/30/2005 Plate 112th Fairway 48.0 11.1% 9.5% 125.8 127.5 99% 85% Conform 333 11/30/2005 Plate 112th Fairway 50.0 10.3% 10.0% 115.9 126.0 92% 85% Conform 334 11/30/2005 Plate 112th Fairway 52.0 11.5% 9.5% 114.3 128.0 89% 85% Conform 335 11/30/2005 Plate 112th Fairway 54.0 12.4% 9.5% 112.3 128.0 88% 85% Conform 336 12/1/2005 Plate 1 Fairway 12 Keyway 45.0 10.0% 11.0% 110.8 124.5 89% 90% Non-conform 337 12/1/2005 Plate 2 Fairway 15 76.0 9.8% 11.0% 105.3 124.5 85% 85%. Non-conform 338 12/1/2005 Plate 1 Fairway 12 Keyway 44.0 11.4% 9.5% 113.3 128.0 89% 90% Non comform 339 12/1/2005 Plate 1 Fairway 12 Keyway 47.0 12.1% 11.0% 106.2 124.5 85% 90% Non-conform 336A 12/1/2005 Retest of#336 45.0 10.7% 11.0% 114.5 124.5 92% 90% Conform 338A 12/1/2005 Retest of#338 44.0 11.0% 9.5% 119.0 128.0 93% 90% Conform 339A 12/1/2005 Retest of#339 47.0 11.9% 11.0% 118.3 124.5 95% 90% Conform 340 12/1/2005 Plate 1 Fairway 12 Keyway 47.0 13.0% 11.0% 100.3 124.5 81% 90% Non-conform 341 12/1/2005 Plate 1 Fairway 12 Keyway 47.0 7.4% 11.0% 108.2 124.5 87% 90% Non comform 342 12/1/2005 Plate 1 Fairway 12 Keyway 47.0 10.5% 11.0% 107.0 124.5 86% 90% Non-conform 340A 12/2/2005 Retest of#340 47.0 12.0% 11.0% 112.5 124.5 90% 90% Conform 341A 12/2/2005 Retest of#341 47.0 11.8% 11.0% 113.3 124.5 91% 90% Conform 342A 12/2/2005 Retest of#342 47.0 11.9% 11.0% 112.1 124.5 90% 90% Conform 343 12/1/2005 Plate 2 Commercial Pad East 257.0 12.0% 11.0% 114.6 124.5 92% 90% Conform Area 344 12/1/2005 Plate 2 Commercial Pad East 258.0 13.3% 11.0% 114.4 127.0 90% 90% Conform Area 345 12/1/2005 Plate 2 Commercial Pad East 259.0 11.4% 11.0% 114.8 124.5 92% 90% Conform Area 346 12/1/2005 Plate 2 Commercial Pad East 258.0 11.7% 11.0% 113.4 124.5 91% 90% Conform Area 347 12/1/2005 Plate 2 Commercial Pad East 259.0 13.8% 11.0% 114.2 124.5 92% 900/p Conform Area 348 12/1/2005 Plate 2 Commercial Pad East 260.0 13.0% 11.0% 111.3 127.0 88% 90% Non comform Area 348A 12/1/2005 Retest of#348 260.0 11.8% 11.0% 114.5 127.0 90% 90% Conform 349 12/1/2005 Plate 2 Commercial Pad West 177.0 9.9% 11.0% 119.5 124.5 96% 95% Conform 350 12/ 005 Plate 2 Commercial Pad West 180.0 10.3% 11.0% 121.6 0.0 96% 95% Conform Table 2 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad. California Test # Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform I Non-Conform I Field I Optimum I Field I Maximum I Obtained I Required isi 121112005 Plate 2 Uommercial Pad West 182.0 11.1% 11.0% 122.5 121.0 96% 95% Contorm 352 12/1/2005 Plate 2 Commercial Pad West 184.0 12.4% 11.0% 122.6 127.0 97% 95% Conform 353 12/2/2005 Plate 1 Fairway 12 Keyway 48.0 12.0% 11.0% 115.9 124.5 93% 90% Conform 354 12/2/2005 Plate 2 Fairway 15 78.0 13.6% 11.0% 106.7 124.5 86% 85% Conform 355 12/2/2005 Plate 2 Fairway 15 77.0 9.1% 11.0%. 108.8 124.5 87% 85% Conform 356 12/2/2005 Plate 1 Fairway 12 Keyway 48.0 12.8% 11.0% 113.3 124.5 91% 90% Conform 357 12/2/2005 Plate 1 Fairway 12 Keyway 47.0 13.5% 11.0% 113.1 124.5 91% 90% Conform 358 12/2/2005 Plate 2 Commercial Pad East 250.0 12.5% 11.0% 115.5 124.5 93% 90% Conform Area 359 12/2/2005 Plate 2 Commercial Pad East 252.0 13.0% 11.0% 116.1 124.5 93% 90% Conform Area 360 11. 2/2/2005 Plate 2 Commercial Pad East 254.0 11.6% 11.0% 115.3 124.5 93% 90% Conform Area 361 12/2/2005 Plate 2 Commercial Pad East 256.0 11.3% 11.0% 121.4 127.0 96% 90% Conform Area 362 12/2/2005 Plate 2 Commercial Pad East 258.0 12.2% 11.0% 119.3 127.0 94% 90% Conform Area 363 12/2/2005 Plate 2 Commercial Pad East 260.0 13.0% 11.0% 114.6 124.5 92% 90% Conform Area 364 12/2/2005 Plate 2 Commercial Pad East 262.0 10.9% 11.0% 115.3 124.5 93% 90% Conform Area 365 12/5/2005 Plate 2 Hole 16 Commercial Pad 196.0 17.3% 14.5% 103.5 114.5 90% 95% Non-conform 366 12/5/2005 Plate 2 Hole 16 Commercial Pad 197.0 17.1% 14.5% 104.5 114.5 91% 95% Non-conform 365A 12/5/2005 Retest of #365 196.0 17.0% 14.5% 109.9 114.5 96% 95% Conform 366A 12/5/2005 Retest of #366 197.0 17.2% 14.5% 111.1 114.5 97% 95% Conform 367 12/5/2005 Plate 2 Hole 16 Commercial Pad 198.0 14.8% 14.5% 104.8 114.5 92% 95% Non-conform 368 12/5/2005 Plate 2 Hole 16 Commercial Pad 198.0 17.6% 14.5% 103.1 114.5 90% 95% Non-conform 367A 12/6/2005 Retest of#367 198.0 14.9% 14.5% 109.9 114.5 96% 95% Conform 368A 12/6/2005 Retest of #368 198.0 15.8% 14.5% 108.8 114.5 95% 95% Conform 369 12/5/2005 Plate 2 East Area Commercial 263.0 13.9% 10.0% 114.0 124.5 92% 90% Conform Pad 370 12/5/2005 Plate 2 East Area Commercial 258.0 16.0% 14.5% 104.8 114.5 92% 90% Conform Pad .. ,.- 0 • Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test # Test Date Test Location - Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field Maximum Obtained Required 3/1 121W2005 Plate 3 East ot Fairway @ Bridge 110.0 9.3'Yo lU.U/o 10.2 124.5 88% 07o Non-conform Keyway 371A 12/6/2005 Retest of#371 110.0 9.7% 10.0% 113.3 124.5 91% 90% Conform 372 12/6/2005 Plate 3 East of Fairway @ Bridge 110.0 10.1% 10.0% 110.5 124.5 89% 90% Non-conform Keyway 373 12/6/2005 Plate 2 Hole 16 Commercial Pad 198.0 16.4% 13.5% 105.8 119.0 89% 95% Non comform 372A 12/6/2005 Retest of#372 110.0 10.3% 10.0% 114.5 124.5 92% 90% Conform 374 12/6/2005 Plate 2 Hole 16 Commercial Pad 198.0 14.7% 13.5% 107.8 119.0 91% 95% Non-conform 373A 12/6/2005 Retest of #373 198.0 15.1% 13.5% 115.4 119.0 97% 95% Conform 374A 12/6/2005 Retest of #374 198.0 14.0% 13.5% 114.2 119.0 96% 95% Conform 375 12/6/2005 Plate 2 Hole 16 Commercial Pad 202.0 14.5% 13.5% 115.4 119.0 97% 95% Conform 376 12/6/2005 Plate 2 Hole 16 Commercial Pad 202.0 15.1% 13.5% 115.4 119.0 97% 95% Conform 377 12/6/2005 Plate 2 Hole 16 Commercial Pad 204.0 15.3% 13.5% 107.1 119.0 90% 95% Non-conform 378 12/7/2005 Plate 3 East of Fairway 8 Keyway 114.0 9.3% 10.0% 113.3 124.5 91% 90% Conform 379 12/7/2005 Plate 3 East of Fairway 8 Keyway 111.0 10.3% 10.0% 104.1 124.5 84% 90% Non-conform 379A 12/7/2005 Retest of #379 111.0 11.0% 10.0% 113.1 124.5 91% 90% Conform 380 12/7/2005 Plate 2 Hole 16 Commercial Pad 200.0 13.0% 13.5% 110.7 119.0 93% 95% Non-conform 380A 12/7/2005 Retest of #380 200.0 12.8% 13.5% 113.1 119.0 95% 95% Conform 381 12/7/2005 Plate 2 Hole 16 Commercial Pad 200.0 10.7% 13.5% 117.1 119.0 98% 95% Conform 382 12/7/2005 Plate 2 Hole 16 Commercial Pad 204.0 9.7% 13.5% 114.2 119.0 96% 95% Conform 383 12/7/2005 Plate 2 Hole 16 Commercial Pad 204.0 10.2% 13.5% 115.4 119.0 97% 95% Conform 384 12/7/2005 Plate 2 Hole 16 Commercial Pad 206.0 7.2% 13.5% 114.7 119.0 96% 95% Conform 385 12/7/2005 Plate 2 Hole 16 Commercial Pad 206.0 7.9% 13.5% 113.1 119.0 95% 95% Conform 386 12/7/2005 Plate 3 East of Fairway 8.Keyway 112.0 10.2% 10.0% 112.1 124.5 90% 90% Conform Table 2 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test # Test Test Location Elev. Date (ft) Moisture Dry Density (pcf) Relative Compaction Conform I Obtained I Required I Non-Conform I Field I Optimum Field I Maximum r- sate 3 rza5i ot rairway 0 Keyway iH5.0 9.8% i0.0% 113.3 124.b 91 90% Conform 388 12/7/2005 Plate 2 Hole 16 Commercial Pad 207.0 11.5% 13.5% 113.1 119.0 95% 95% Conform 389 12/7/2005 Plate 2 Hole 16 Commercial Pad 208.0 8.9% 13.5% 116.2 119.0 98% 95% Conform 390 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 11.2% 13.5% 113.1 119.0 95% 95% Conform 391 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 13.9% 14.5% 108.8 114.5 95% 95% Conform 392 .12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 14.1% 13.5% 114.2 119.0 96% 95% Conform 393 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 12.9% 14.5% 108.8 114.5 95% 95% Conform 394 12/8/2005 Plate 2 Hole 16 Commercial Pad 213:0 18.7% 13.5% 105.9 119.0 89% 95% Non conform 2 395 12/8/2005 Plate 2 Hole 16 Commercial Pad 213.0 19.1% 13.5% 98.7 119.0 83% 95% Non-conform 2 396 12/9/2005 Plate 2 Hole 16 Commercial Pad 212.0 18.0% 13.5% 96.0 119.0 81% 95% Non-conform 2 404 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 14.6% 13.5% 103.0 119.0 87% 95% Non-conform South Side 404A 12/912005 Retest of#404 216.0 13.6% 13.5% 113.5 119.0 95% 95% Conform 405 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 16.8% 14.5% 101.5 114.5 89% 95% Non-conform South Side 405A 12/9/2005 Retest of #405 216.0 15.4% 14.5% 109.9 114.5 96% 95% Conform 406 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 12.9% 14.5°J 102.7 114.5 90% 95% Non-conform North Side 406A 12/9/2005 Retest of#406 216.0 15.7% 14.5% 108.8 114.5 95% 95% Conform 407 12/9/2005 Plate 2 Hole 16 Commercial Pad 217.0 12.3% 13.5% 114.2 119.0 96% 95% Conform North Side 408 12/9/2005 Plate 2 Hole 16 Commercial Pad 219.0' 11.3% 13.5% 106.3 119.0 89% 95% Non-conform South Side 409 12/9/2005 Plate 2 Hole 16 Commercial Pad 219.0 11.7% 13.5% 108.3 119.0 91% 95% Non-conform North Side 410 12/10/2005 Plate 2 Hole 16 Commercial Pad 219.0 14.6% 13.5% 103.9 119.0 87% 95% Non-conform North Side 411 12/10/2005 Plate 2 Hole 16 Commercial Pad 219.0 11.0% 13.5% 105.9 119.0 89% 95% Non-conform South Side 0 Table 2 0 0 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test # Test Date Test Location Elev. (ft) I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Non-Conform I Field Optimum Field I Maximum ( Obtained I Required 408A 12/10/2005 Retest of #408 409A 12/10/2005 Retest of #409 410A 12/10/2005 Retest of #410 411A 12/10/2005 Retest of#411 412 12/10/2005 Plate 2 Hole 16 Commercial Pad Center & West Edge 412A 12/10/2005 Retest of #412 413 12/10/2005 Plate 2 Hole 16 Commercial Pad South Side 413A 12/10/2005 Retest of #413 412B 12/10/2005 Retest of #412A 412C 12/12/2005 Retest of #412B 414 12/10/2005 Plate 2 Commercial Pad Center 413B 12/12/2005 Retest of #413A 415 12/13/2005 Plate 2 Commercial Pad 414A 12/12/2005 Retest of #414 416 12/13/2005 Plate 2 Commercial Pad 417 12/13/2005 Plate 2 Commercial Pad 418 12/13/2005 Plate 2 Commercial Pad 419 12/12/2005 Fairway 15 Plate 2 420 12/12/2005 Fairway 15 Plate 2 421 12/12/2005 Fairway 15 Plate 2 422 12/12/2005 Fairway 15 Plate 2 423 12/12/2005 Fairway 15 Plate 2 424 12/12/2005 Retest of #423 425 12/13/2005 Fairway 15 Plate 2 426 12/13/2005 Fairway 15 Plate 2 427 12/13/2005 Retest of #426 428 12/13/2005 Fairway 15 Plate 2 429 12/13/2005 Fairway 15 Plate 2 430 12/13/2005 Fairway 15 Plate 2 431 12113/2005 Commercial Pad 90% Area Plate - 2 432 12/13/2005 Commercial Pad 90% Area Plate 4 433 12/14/2005 Plate 2 Commercial Pad 434 12/14/2005 Plate 2 Commercial Pad 219.0 13.9% 13.5% 113.1 119.0 951Y0 95% uonrorm 219.0 14.1% 13.5% 113.1 119.0 95% 95% Conform 219.0 12.9% 13.5% 114.2 119.0 96% 95% Conform 219.0 11.3% 13.5% 113.1 119.0 95% 95% Conform 221.0 12.6% 135% 105.1 119.0 88% 90% Non-conform 221.0 17.3% 13.5% 101.9 119.0 86% 90% Non-conform 221.0 18.1% 13.5% 102.4 119.0 86% 90% Non-conform 221.0 15.6% 13.5% 104.1 119.0 87% 90% Non-conform 221.0 12.1% 13.5% 105.8 119.0 89% 90% Non-conform 221.0 11.1% 13.5% 108.3 119.0 91% 90% Conform 221.0 15.1% 13.5% 102.9 119.0 86% 90% Non-conform 221.0 14.1% 13.5% 107.1 119.0 90% 90% Conform 226.0 14.0% 13.5% 109.5 119.0 92% 90% Conform 221.0 14.8% 13.5% 108.3 119.0 91% 90% Conform 226.0 14.3% 13.5% 110.7 119.0 93% 90% Conform 226.0 14.0% 13.5% 109.5 119.0 92% 90% Conform 226.0 14.4% 13.5% 109.5 119.0 92% 90% Conform 95.0 12.7% 11.0% 106.7 124.5 86% 85% Conform 97.0 12.4% 11.0% 106.2 124.5 85% 85% Conform 99.0 12.3% 11.0% 108.7 124.5 87% 85% Conform 101.0 13.7% 135% 101.9 119.0 86% 85% Conform 102.0 15.2% 13.5% 98.8 119.0 83% 85% Non-conform 102.0 15.0% 13.5% 102.3 119.0 86% 85% Conform 103.0 14.9% 11.0% 106.2 124.5 85% 85% Conform 105.0 18.4% 11.0% 103.8 124.5 83% 85% Non-conform 105.0 15.8% 11.0% 107.3 124.5 86% 85% Conform 58.0 14.7% 11.0% 112.3 124.5 90% 90% Conform 60.0 15.0% 11.0% 112.3 124.5 90% 90% Conform 93.0 13.2% 11.0% 106.3 124.5 85% 85% Conform 237.0 14.2% 13.5% 109.8 119.0 92% 90% Conform 240.0 13.8% 13.5% 109.1 119.0 92% 90% Conform 235.0 14.6% 13.5% 108.6 119.0 91% 90% Conform 240.0 15.1% 13.5% 110.8 119.0 93% 90% Conform Ll 0 Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test # Test Date I Test Location I Elev. (ft) I Moisture I Dry Density (pcf) I I Relative Compaction i Conform I I Obtained I Required I Non-Conform I Field j Optimum f Field I Maximum 435 12/14/2005 Plate 2 Commercial Pad 244.0 13.4% 13.5% 109.5 119.0 92% 90% Conform 436 12/14/2005 Plate 2 Commercial Pad 257.0 15.1% 13.5% 110.8 119.0 93% 90% Conform 437 12/14/2005 Plate 2 Commercial Pad 253.0 14.7% 13.5% 107.5 119.0 90% 90% Conform 438 12/14/2005 Plate 2 Commercial Pad 258.0 15.2% 13.5% 109.6 119.0 92% 90% Conform 439 12/15/2005 Commercial Pad Plate 2 260.0 13.4% 11.0% 106.3 123.5 86% 90% Non-conform 440 12/15/2005 Commercial Pad Plate 2 258.0 12.7% 11.0% 109.1 123.5 88% 90% Non-conform 441 12/15/2005 Commercial Pad Plate 2 261.0 12.0% 11.0% 107.2 123.5 87% 90% Non-conform 442 12/15/2005 Retest of#439 260.0 12.7% 11.0% 111.9 123.5 91% 90% Conform 443 12/15/2005 Retest of#440 258.0 12.4% 11.0% 113.7 123.5 92% 90% Conform 444 12/15/2005 Retest of#441 261.0 11.8% 11.0% 111.6 123.5 90% 90% Conform 445 12/15/2005 Commercial Pad Plate 2 262.0 12.6% 13.5% 109.0 119.0 92% 90% Conform 446 12/15/2005 Commercial Pad Plate 2 264.0 14.2% 13.5% 109.8 119.0 92% 90% Conform 447 12/15/2005 Commercial Pad Plate 2 263.0 14.6% 13.5% 109.8 119.0 92% 90% Conform 448 12/15/2005 Commercial PadPlate 2 109.0 12.4% 11.0% 106.2 124.5 • 85% 85% Conform 449 12/15/2005 Commercial Pad Plate 2 111.0 13.2% 11.0% 108.3 124.5 87% 85% Conform 450 12/16/2005 #1 Hole Green • 130.0 14.2% 14.5% 98.2 114.5 86% 85% Conform 451 12/16/2005 #1 Hole Green 134.0 14.8% 14.5% 97.7 114.5 85% 85% Conform 452 12/16/2005 #1 Hole Green S. Slope 127.0 15.2% 14.5% 97.8 114.5 85% 85% Conform 453 12/16/2005 #1 Hole Green S. Slope 130.0 14.7% 14.5% 100.0 114.5 87% 85% Conform 454 12/17/2005 Fairway 1 Plate 3 145.0 14.2% 14.5% 98.8 114.5 86% 85% Conform 455 12/17/2005 Fairway 1 Plate 3 150.0 13.7% 14.5% 97.7 114.5 85% 85% Conform 456 12/17/2005 Fairway 1 Plate 3 148.0 13.9% 14.5% 97.8 114.5 85% 85% Conform 457 12/17/2005 Fairway 1 Plate 3 137.0 14.2% 14.5% 98.7 114.5 86% 85% Conform 458 12/17/2005 Fairway I Plate 3 131.0 15.1% 14,5% 100.0 . 114.5 87% 85% Conform 459 12/19/2005 Buttress Hole 18 Lake Area 160.0 18.3% 13.0% 103.1 113.0 91% 95% Non-conform 3 460 12/19/2005 Buttress Hole 18 Lake Area 157.0 17.9% • 13.0% 101.9 113.0 90% 95% Non comform 3 461 12/19/2005 Buttress Hole 18 Lake Area 160.0 18.5% 13.0% 102.0 113.0 90% 95% Non-conform 3 462 12/19/2005 Fairway 17 Plate 2 122.0 13.3% .13.0% 99.6 117.0 85% 85% Conform 463 12/19/2005 Fairway 17 Plate 2 125.0 14.7% 13.0% 99.8 117.0 85% 85% Conform 464 12/19/2005 Fairway 17 Plate 2 130.0 15.1% 13.0% 100.3 117.0 86% 85% Conform 465 12/20/2005 Plate 3 Hole 18 Lake-Buttress 150.0 8.3% 13.0% 109.2 113.0 97% 95% Conform 465A 12/20/2005 Retest of #465 150.0 15.4% 13.0% 108.5 113.0 96% 95% Conform 466 12/20/2005 Plate 3 Hole 18 Lake-Buttress 151.0 20.4% 13.0% 96.5 113.0 85% 95% Non-conform 466A 12/20/2005 Retest of#466 151.0 15.4% 13.0% 102.8 113.0 91% 95% Non-conform 466B 12/20/2005 Retest of #466A 151.0 19.7% 13.0% 108.5 113.0 96% 95% Conform 467 12/20/2005 Plate 3 Hole 18 Lake-Buttress 151.0 16.0% 13.0% 107.4' 113.0 95% 95% Conform 0 Table 2 is REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California I Test #1 Test Date I Test Location Elev. (ft) Moisture I Dry Density (pcf) I Relative Compaction I Conform I Non-Conform I Field I Optimum I Field I Maximum I Obtained I Required 468 12/20/2005 Plate 3 Hole 18 Lake-Buttress 148.0 14.1% 13.0% 107.4 113.0 95% 95% Conform Area 469 12/20/2005 Plate 3 Hole 18 Lake-Buttress 149.0 16.2% 13.0% 107.4 113.0 95% 95% Conform Area 470 12/21/2005 Plate 3 Hole 18 Lake-Buttress 150.0 13.8% 13.0% 106.8 113.0 95% 90% Conform Area 471 12/21/2005 Plate 3 Hole 18 Lake-Buttress 150.0 14.2% 13.0% 108.0 113.0 96% 95% Conform Area 472 12/22/2005 Plate 3 Hole 18 Lake-Buttress 151.0 18.7% 13.0% 101.7 113.0 90% 95% Non-conform Area 473 12/22/2005 Retest of#472 151.0 15.7% 13.0% 107.9 113.0 95% 95% Conform 474 12/22/2005 Plate 3 Hole 18 Lake-Buttress 151.0 15.9% 13.0% 111.1 113.0 98% 95% Conform Area 475 12/23/2005 Plate 3 Hole 18 Lake-Buttress 152.0 11.9% 13.5% 111.0 119.0 93% 95% Non-conform Area (West) 475A 12/23/2005 Retest of#475 152.0 11.2% 13.5% 114.3 119.0 96% 95% Conform 476 12/23/2005 Plate 3 Hole 18 Lake-Buttress 152.0 16.5% 13.0% 103.6 113.0 92% 95% Non-conform Area 476A 12/23/2005 Retest of #476 153.0 16.6% 13.0% 105.6 113.0 93% 95% Non comform 477 12/23/2005 Plate 3 Hole 18 Lake-Buttress 152.0 12:9% 13.5% 114.2 119.0 96% 95% Conform Area 478 12/23/2005 Plate 3 Hole 18 Lake-Buttress 152.0 12.8% 13.5% 115.4 119.0 97% 95% Conform Area 476B 12/23/2005 Retest of #476A 153.0 16.4% - 13.0% 107.0 113.0 95% 95% Non-conform 479 12/23/2005 Plate 3 Hole 18 Lake-Buttress 155.0 12.9% 13.0% 110.9 119.0 93% 95% Non-conform Area 479A 12/23/2005 Plate 3 Hole 18 Lake-Buttress 154.0 13.7% 13.0% 115.0 119.0 97% 95% Conform Area 480 12/23/2005 Plate 3 Hole 18 Lake-Buttress 155.0 14.3% 13.0% 107.6 119.0 90% 90% Conform Area 481 12/23/2005 Plate 3 Hole 18 Lake-Buttress 155.0 13.9% 13.0% 115.4 119.0 97% 95% Conform Area 482 12/27/2005 Plate 3 Hole 18 Lake-Buttress 155.0 14.7% 13.5% 107.6 119.0 90% 95% Non-conform Area (West) 482A 12/27/2005 Retest of#482 155.0 15.5% 13.5% 113.1 119.0 95% 95% Conform 483 12/27/2005 Plate 3 Hole 18 Lake-Buttress 155.0 14.4% 13.5% 112.2 119.0 94% 95% Non comform Area (East) 483A 12/27/2005 Retest of #483 155.0 14.9% 13.5% 113.5 119.0 95% 95% Conform 0 Table 2 0 0 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California LTest # Test Date Test Location I Elev. I I (ft) I Moisture I Dry Density (pcf) I Relative Compaction Conform I Non-Conform I Field I Optimum Field I Maximum I Obtained I Required 484 12I2f/2005 Plate 3 Hole 18 Lake-Buttress 155.0 14.6% 13.5% 109.5 119.0 92% 95"/o Non-conform Area 484A 12/27/2005 Retest of#484 155.0 15.0% 13.5% 113.5 119.0 95% 95% Conform 485 12/28/2005 Plate 3 Hole 18 Lake-Buttress 156.0 15.7% 13.0% 107.7 113.0 95% 95% Conform Area 486 12/28/2005 Plate 3 Hole 18 Lake-Buttress 156.0 15.3% 13.0% 108.5 113.0 96% 95% Conform Area 487 12/28/2005 Plate 3 Hole 18 Lake-Buttress 157.0 14.6% 13.0% 109.0 117.0 93% 90% Conform Area 488 12/28/2005 Plate 3 Hole 18 Lake-Buttress 158.0 14.9% 13.0% 108.0 117.0 92% 90% Conform Area 489 12/20/2005 Hole #18 Lake Area 147.0 14.0% 13.0% 102.6 113.0 91% 90% Conform 490 12/20/2005 Hole 17 Green 134.0 16.0% 14.5% 98.4 114.5 86% 85% Conform 491 12/20/2005 Hole #18 Lake Area 149.0 14.2% 13.0% 103.9 113.0 92% 90% Conform 492 12/20/2005 Hole #18 Lake Area 148.0 13.6% 13.0% 107.5 113.0 95% 95% Conform 493 12/20/2005 Hole 17 Green 137.0 13.7% 14.5% 97.9 114.5 86% 85% Conform 494 12/20/2005 Hole 17 Green 141.0 16.2% 14.5% 98.8 114.5 86% 85% Conform 495 12/21/2005 Hole 18 Lake Area Keyway 152.0 14.1% 13.0% 106.8 117.0 91% 95% Non-conform 496 12/21/2005 Retest of#495 152.0 15.0% 13.0% 111.9 117.0 96% 95% Conform 497 12/21/2005 Hole 18 Lake Area Keyway 155.0 13.4% 13.0% 106.8 117.0 91% 90% Conform 498 12/21/2005 Green on #17 135.0 12.4% 11.0% 105.3 123.5 85% 85% Conform 499 12/21/2005 Green on #17 140.0 12.7% 11.0% 109.7 123.5 89% 85% Conform 500 12/22/2005 Greens on Hole 17 Plate 2 249.0 16.2% 13.0% 96.4 113.0 85% 85% Conform 501 12/22/2005 Greens on Hole 17 Plate 2 251.0 17.4% 13.0% 97.4 113.0 86% 85% Conform 502 12/22/2005 Greens on Hole 17 Plate 2 257.0 19.9% 13.0% 96.4 113.0 85% 85% Conform 503 12/22/2005 Greens on Hole 17 Plate 2 260.0 16.4% 13.0% 97.7 113.0 86% 85% Conform 504 12/23/2005 Hole 17 Green Plate 2 258.0 14.2% 13.0% 100.9 117.0 86% 85% Conform 505 12/23/2005 Hole 17 Green Plate 2 260.0 14.8% 13.0% 100.7 117.0 86% 85% Conform 506 12/23/2005 Hole 17 Fairway Plate 2 259.0 13.9% 13.0% 99.8 117.0 85% 85% Conform 507 12/23/2005 Hole 17 Fairway Plate 2 262.0 13.6% 13.0% 99.6 117.0 85% 85% Conform 508 12/23/2005 Hole 17 Fairway Plate 2 261.0 14.1% 13.0% 99.9 117.0 85% 85% Conform 509 12/27/2005 Lake Area Hole 1890% Zone 254.0 14.6% 13.5% 110.2 119.0 93% 90% Conform 510 12/27/2005 Lake Area Hole 1890% Zone 250.0 13.8% 13.5% 111.0 119.0 93% 90% Conform 511 12/27/2005 Lake Area Hole 1890% Zone 261.0 13.7% 13.5% 109.4 119.0 92% 90% Conform 512 12/27/2005 Lake Area Hole 1895% Zone 253.0 14.0% 13.5% 113.9 119.0 96% 95% Conform 513 12/29/2005 Hole 18 Near Lake 95% Zone 160.0 14.2% 13.0% 111.4 117.0 95% 95% Conform 514 12/29/2005 Hole 18 Near Lake 90% Zone 160.0 13.6% 13.0% 107.4 117.0 92% 90% Conform 0 Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test # Test I Test Location Date I Elev. (ft) I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Non-Conform I I Field I Optimum I Field I Maximum I Obtained I Required 515 12/29/2005 Hole 18 Near Lake 901% Zone 163.0 14.3% 13.0"/o 105.9 117.0 1fo 907o uoniorm 516 12/29/2005 Hole 18 Near Lake 95% Zone 163.0 13.9% 13.0% 112.1 117.0 96% 95% Conform 517 12/29/2005 Hole 18 Near Lake 90% Zone 163.0 13.5% 13.0% 108.6 117.0 93% 90% Conform 518 12/30/2005 Tee 2 Buttress 170.0 14.3% 13.0% 102.0 113.0 90% 90% Conform 519 12/30/2005 Tee 2 Buttress 172.0 13.2% 13.0% 105.7 117.0 90% 90% Conform 520 12/30/2005 Plate 3 Hole 18 Lake-Buttress 165.0 12.9% 13.0% 112.3 117.0 96% 95% Conform Area 521 12/30/2005 Plate 3 Hole 18 Lake-Buttress 165.0 11.4% 13.0% 111.9 117.0 96% 95% Conform Area 522 12/30/2005 Plate 3 Hole 18 Lake-Buttress 166.0 16.0% 13.0% 111.2 117.0 95% 95% Conform Area 523 12/30/2005 Plate 3 Hole 18 Lake-Buttress 166.0 16.1% 13.0% 112.3 117.0 96% 95% Conform Area 524 12/30/2005 Plate 3 Hole 18 Lake-Buttress 166.0 15.9% 13.0% 107.6 117.0 92% 90% Conform Area 525 1/5/2006 Plate 2 Fairway 5 Repair Slope 276.0 12.2% 13.0% 111.0 119.0 95% Non-conform 526 1/5/2006 Retest of#525 276.0 12.0% 13.0% 113.6 119.0 95% 95% Conform 527 1/5/2006 Plate 2 Fairway 5 Repair Slope 277.0 13.2% 13.0% 114.6 119.0 96% 95% Conform 528 1/5/2006 Plate 2 Fairway 5 Repair Slope 279.0 13.4% 13.0% 109.5 119.0 92% 95% Non comform 529 1/5/2006 Retest of#528 279.0 12.6% 13.0% 113.5 119.0 95% 95% Conform 530 1/5/2006 Plate 2 Fairway 5 Repair Slope 280.0 12.8% 13.0% 115.7 119.0 97% 95% Conform 531 1/5/2006 Plate 2 Fairway 5 Repair Slope 282.0 13.3% 13.0% 114.6 119.0 96% 95°Io Conform 532 1/6/2006 Plate 2 Fairway 5 Repair Slope 284.0 12.6% 13.0% 114.7 119.0 96% 95% Conform 533 1/6/2006 Plate 2 Fairway 5 Repair Slope 284.0 12.1% 13.0% 113.2 119.0 95% 95% Conform 534 1/6/2006 Plate 2 Fairway Repair Slope 285.0 13.0% 13.0% 114.6 119.0 96% 95% Conform 535 1/6/2006 Plate 2 Fairway 5 Repair Slope 285.0 12.6% 13.0% 114.5 119,0 96% 95% Conform 536 1/9/2006 Lake Area Hole 1890% Zone 165.0 13.6% 13.5% 109.5 119.0 92% 90% Conform 537 1/9/2006 Lake Area Hole 1895% Zone 167.0 14.0% 13.5% 114.5 119.0 96% 95% Conform 538 1/9/2006 Lake Area Hole 1890% Zone 168.0 12.6% 135% 110.2 119.0 93% 90% Conform 539 1/9/2006 Lake Area Hole 18 95% Zone 170.0 13.2% 13.5% 114.0 119.0 96% 95% Conform 540 1/10/2006 Lake Area Hole 18 90% Zone 170.0 12.2% 10.5% 113.9 123.0 93% 90% . Conform 541 1/10/2006 Lake Area Hole 18 90% Zone 172.0 11:2% 10.5% 112.1 123.0 91% 90% Conform 542 1/10/2006 Lake Area Hole 1895% Zone 174.0 12.5% 10.5% 117.3 123.0 95% 95% Conform 543 1/10/2006 Buttress Area Plate 3 174.0 12.0% 10.5% 115.0 123.0 93% 90% Conform 544 1/10/2006 Lake Area Hole 1895% Zone 175.0 12.9% 10.5% 115.8 123.0 94% 95% Non-conform 545 1/10/2006 Retest of#544 175.0 12.6% 10.5% 117.2 123.0 95% 95% Conform 546 1/11/2006 Lake Area Hole 1895% Zone 175.0 20.1% 13.0% 99.2 113.0 88% 95% Non-conform 0 Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test #1 Test Date I I Test Location I EDev. I Moisture I I I () I Field I Optimum Dry Density (pcf) I Relative Compaction I Conform 1 I Non-Conform I Field I Maximum I Obtained I Required 541 ill 1I200b LaKe Area Hole 18 90% Zone 178.0 18.6% 13.0% 100.9 113.0 89% 90'/o Non-contorm 548 1/11!2006 Lake Area Hole 1890% Zone 182.0 21.4% 13.0% 98.1 113.0 87% 90% Non comform East 549 1/11/2006 Lake Area Hole 18 95% Zone 177.0 19.6% 13.0% 102.4 113.0 91% 95% Non-conform 3 550 1/11/2006 Lake Area Hole 1895% Zone 176.0 22.4% 13.0% 101.9 113.0 90% 95% Non-conform 3 551 1/12/2006 Buttress Area Plate 3 178.0 18.4% 13.0% 104.3 113.0 92% 90% Conform 552 1/12/2006 Buttress Area Plate 3 180.0 19.4% 13.0% 102.0 113.0 90% 90% Conform 553 1/12/2006 Lake Area Hole 18 178.0 20.3% 13.0% 104.6 113.0 93% 90% Conform 554 1/12/2006 Lake Area Hole 18 180.0 19.0% 13.0% 103.4 113.0 92% 90% Conform 555 1/13/2006 Retest of#546 175.0 20.3% 13.0% 102.3 113.0 91% 90% Conform 556 1/13/2006 Retest of #547 178.0 18.6% 13.0% 103.4 113.0 92% 90% Conform 557 1/13/2006 Retest of #548 182.0 19.4% 13.0% 104.4 113.0 92% 90% Conform 558 1/13/2006 No Retest of #550 Required #DIV/ol #DIV/0! 559 1/13/2006 No Retest of #549 Required #DIV/0! #DIV/0! 560 1/13/2006 Lake Area Hole 18 E. Side 182.0 14.7% 13.5% 109.7 119.0 92% 90% Conform 561 1/13/2006 Lake Area Hole 18 E. Side 190.0 13.4% 13.5% 111.4 119.0 94% 90% Conform 562 1/13/2006 Lake Area 406 18Southside 176.0 14.0% 13.5% 110.4 119.0 93% 90% Conform 563 1/13/2006 Lake Area 406 18Southside 176.0 14,4% 13.5% 111.0 119.0 93% 90% Conform 564 1/14/2006 Hole 18 Lake Area 180.0 12.6% 13.5% 111.4 119.0 94% 90% Conform 565 1/14/2006 Hole 18 Lake Area 181.0 12.0% 13.5% 113.3 119.0 95% 90% Conform 566 1/14/2006 Hole 18 Lake Area 183.0 12.4% 13.5% 110.0 119.0 92% 90% Conform 567 1/16/2006 Fairway 15 183.0 13.2% 11.0% 108.7 124.5 87% 85% Conform 568 1/16/2006 Fairway 15 183.0 13.8% 11.0% 110.4 124.5 89% 85% Conform 569 1/16/2006 Hole 18 Lake Area 185.0 14.7% 13.0% 104.8 117.0 90% 90% Non comform 570 1/16/2006 Retest of#569 186.0 18.3% 13.0% 106.0 117.0 91% 90% Conform 571 1/16/2006 Hole 8 Lake Area Eastside ' 191.0 14.2% 13.0% 108.0 117.0 92% 90% Conform 572 1/16/2006 Hole 8 Lake Area Eastside 190.0 13.8% 13.0% 105.5 117.0 90% 90% Conform 573 1/16/2006 Plate 3 Buttress 190.0 18.4% 13.0% 102.3 113.0 91% 90% Conform 574 1/17/2006 Green #2 Buttress 136.0 14.2% 13.5% 104.2 119.0 88% 90% Non comform 575 1/17/2006 Retest of#574 141.0 15.3% 13.5% 108.5 119.0 91% 90% Conform 576 1/17/2006 Green #2 Buttress 143.0 15.0% 13.5% 108.1 119.0 91% 90% Conform 577 1/17/2006 Driving Range Slope West of 127.0 18.3% 13.0% 98.6 113.0 87% 85% Conform Bridge on College 578 1/17/2006 Driving Range Slope West of 129.0 17,9% 13.0% 101.2 113.0 90% 85% Conform Bridge on College 579 1/17/2006 Driving Range Slope West of 131.0 15.8% 13.0% 102.8 117.0 88% 85% Conform Bridge on College 0 Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test # Test Date Test Location I Elev. Moisture I (ft) I Field I Optimum I Dry Density (pcf) I Relative Compaction Conform I Non-Conform I Field I Maximum I Obtained I Required 580 1/17/2006 Driving Range Slope West of 135.0 14.3% 13.0% 103.9 117.0 391/0 35"/o Conform Bridge on College 581 1/18/2006 Green #2 Buttress 144.0 19.2% 13.0% 104.3 113.0 92% 90% Conform 582 1/18/2006 Green #2 Buttress 146.0 18.9% 13.0% 102.7 113.0 91% 90% Conform 583 1/18/2006 Green #2 Buttress 148.0 20.1% 13.0% 102.1 113.0 90% 90% Conform 594 1/18/2006 Driving Range Slope West of 138.0 18.5% 13.0% 97.2 113.0 86% 85% Conform Bridge on College 595 1/18/2006 Driving Range Slope West of 143.0 18.6% 13.0% 98.5 113.0 87% . 85% Conform Bridge on College 596 1/18/2006 Driving Range Slope West of 146.0 20.6% 13.0% 100.9 113.0 89% 85% Conform Bridge on College 597 1/19/2006 Green #2 Buttress 148.0 20.6% 13.0% 98.9 113.0 88% 90% Non-conform 598 1/19/2006 Green #2 Buttress 150.0 19.4%, 13.0% 99.8 113.0 88% 90% Non-conform 599 1/19/2006 Green #2 Buttress 151.0 18.7% 13.0% 96.3 113.0 85% 90% Non-conform 600 1/19/2006 Driving Range Slope West of 149.0 12.6% 10.5% 104.9 123.0 85% 85% Conform Bridge on College 601 1/19/2005 Driving Range Slope West of 153.0 13.3% 10.5% 107.1 123.0 87% 85% Conform Bridge on College 602 1/19/2006 Driving Range Slope West of 156.0 14.0% 10.5% 106.9 123.0 87% 85%. Conform Bridge on College 603 1/19/2006 Tee #2 Buttress 156.0 19.0% 13.0% 104.0 113.0 92% 90% Conform 604 1/20/2006 Mass Grading Retest @597 151.0 12.3% 11.0% 112.4 127.0 89% 90% Non-conform 605 1!20/2006 Mass Grading Retest@ 598 151.0 13.6% 11.0% 111.8 127.0 88% 90% Non comform 606 1/20/2006 Mass Grading Retest @599 151.0 14.9% 11.0% 110.7 127.0 87% 90% Non-conform 607 1/20/2006 Retest for #597, 598, 599 151.0 13.6% 11.0% 115.7 127.0 . 91% 90% Conform 608 1/20/2006 Mass Grading Buttress Fill At 153.0 13.6% 11.0% 116.2 127.0 91% . 90% Conform • Green #2 . • . 609 1/20/2006 Mass Grading Buttress Fiji At 155.0 13.6% 11.0% 114.3 127.0 90% 90% Conform Green #2 • 610 1/21/2006 Mass Grading Buttress Fill At 157.0 12.3% 10.0% 114.1 126.0 91% . 90% Conform Green #2 611 1/21/2006 Mass Grading Landscape .159.0 12.3%. 11.0% 116.5 127.0 92% 90% Conform Buttress Fill At Green # 2 • 612 1/21/2006 Mass Grading Landscape 160.0 12.3% 11.0% 116.0 127.0 91% 90% Conform • Buttress Fill At Green # 2 • . • 613 1/21/2006 Retest @614 159.0 12.3% 11.0% 112.2 127.0 88% 90% Non-conform 614 1/21/2006 Retest of#613 159.0 12.3% 11.0% 116.3 127.0 92% 90% Conform 615 1/21/2006 Buttress Fill @Toe 7 161.0 11.1% 11.0% 1147 127.0 90% 90% Conform 0 . Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: July 18, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test #f Test Date I Test Location Elev. I Moisture I (ft) 1 Field I Optimum I Dry Density (pcf) I Relative Compaction I Conform 1 Obtained j Required I Non-Conform I Field ( Maximum 127.0 691/0 901/0 Non-conlorm 127.0 91% 90% Conform 126.0 91% 90% Conform 126.0 91% 90% Conform 126.0 90% 90% Conform 119.0 89% 90% Non-conform 119.0 92% 90% Conform 616 112112006 Retest @617 163.0 12.3% 11.0% 112.9 617 1/21/2006 Retest of616 163.0 13.6% 11.0% 115.5 618 1/23/2006 Tee #7 Buttress 163.0 11.6% 10.0%, 114.9 619 1/23/2006 Tee #7 Buttress 164.0 10.6% 10.0% 114.5 620 1/23/2006 Tee #7 Buttress 166.0 11.2% 10.0% 113.9 621 1/23/2006 Tee #2 Buttress 187.0 12.7% 13.5% 106.0 622 1/23/2006 Retest of #621 187.0 12.6% 13.5% 109.2 1 Areas reworked and non-conforming density tests are waived. 2 Density tests approved by Randy Wagner of Leighton and Associates. 3 Relative compaction requirement reduced from 95% to 90% by Leighton and Associates. 0 0 13 fl 13 S City of Carlsbad March 19, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: Supplemental Compaction Testing Report Project: Commercial Sites Carlsbad - Municipal Golf Course Palomar Airport Road/ Palomar Oaks Way Carlsbad, CA Reference: 1. "Contract Documents and Supplemental Provisions", for Carlsbad Municipal Golf Course Project. Project No. 39721-1 dated June 13, 2005. 2. "Compaction Testing Report, Carlsbad Municipal Golf Course," prepared by Testing Engineers - San Diego, dated July 18, 2006. Dear Mr. Hammann: In accordance with your request, Testing Engineers - San Diego, Inc. (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from November 28, 2005 to January 6, 2006. It should be noted that this report refers to testing performed on two commercial pad areas located on the west end of the site, north and south of College Boulevard. The purpose of this report is to supplement the Compaction Testing Report (see Reference Number 2) that included rough grading for these commercial pads as well as other areas of the golf course. A representative of this office observed rough grading and placement of on-site and import fill soils within the commercial pads. All fill areas were tested in accordance with the project specifications unless otherwise directed by the Geotechnical Engineer of Record (i.e. Leighton and Associates). The approximate site location and features are presented on Figures 1 and 2, respectively. Locations of field density testing are presented on Figure 3. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables 1 and 2, respectively. On site and import material was used as fill for the new development. Fill was placed, compacted and tested for compliance with minimum 90%, and 95% relative compaction based on ASTM D-1557, as applicable. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- Testing Engineers San Diego, Inc. A Bureau Veritas Company Main: (858) 715-5800 7895 Convoy Court, Suite 18 Fax: (858715-5810 San Diego, CA 92111 www.us.bureauveritas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct sujervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing Engineers - San Diego, Inc. A Bureau Veritas Company Nick Tracy, Eff Staff Engineer NTIVO:mm Lg Van W. Olin, G.E. 25 Principal Geotechnical .. NoC.6o76 No. GE-2578 RCE RGE A Attachments: Figure 1: Site Location Map Figure 2: Overall Exhibit Drawing Figure 3: Plot Plan Appendix A: Table 1 and Table 2 Distribution: *(4) Addressee * Includes copies for building department submitted S:\engineer\Geotechnical Files\Projects\Current Projects\108078_Carlsbad_Municipal_Golfcourse\108078 As graded compaction report-final.doc 2 S C Figures 0 w t7.jI I I ' ¶AVIWA SITE LOCATION - I :; \ , - 'i —k— RfØfT ---j - - ---H -J--- - - - L - ----,--- - -••<- I •-.:- i -: - C 4/f A • i- / ,k I - 4k'- - - i• '' I.I-'-_,-•__ .1 - - -• -.---' ' -• L . 4. --- J\ : \ '- k . . t - 4 1 i = 1900 ft. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. (0) Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: Site Location Map Project: Carlsbad Municipal Golf Course Drwn: IContract No: NJT 108078 Date: March, 2007 1Figure No: Appendix A 0 S ~ 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM.D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) On-site: Grayish Silty Sand 127.5 9.5 Import: Mixed Gray Silty Sand 123.5 11.0 On-site: Red Brown Clayey Sand 124.0 12.0 On-site: Yellowish Brown Silty Sand 114.5 14.5 On-site: Greenish Brown Silty Sand 124.5 11.0 On-site: Mixed Brown Silty Sand 123.0 10.5 On-site: Dark Green & Brown 126.0 10.0 Clayey Sand On-site: Brown Silty Sand 128.5 9.5 On-site: Tan Clayey Sand 119.0 13.5 On-site: Brown Clayey Sand 121.5 10.5 On-site: Brown Sandy Clay 124.5 10.5 On-site: Yellow Silty Sand 117.0 13.0 . Table 2 W REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad. Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California ITe5t#I TDate est I Elev. J Test Location I (ft) I Moisture I Dry Density (pcf) I Relative Compaction i Conform I Non-Conform I I Field Optimum Field I Maximum I Obtained I Required 35 9/25I200 Plate ZKeyway 252.0 13.b'Yo 14.7o -11U.3 114.3 7o 370 t.onTorm 39 9/28/2005 Plate 2 Keyway 256.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 40 9/28/2005 Plate 258.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 41 9/28/2005 Plate 261.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 42 9/28/2005 Plate 2 260.0 13.6% 11.0% 118.9 124.5 96% 95% Conform 73 10/7/2005 Plate 268.0 11.1% 9.5% 124.5 128.0 97% 95% Conform 74 10/7/2005 Plate 2 282.0 12.3% 11.0% 120.9 127.0 95% 95% Conform 75 10/7/2005 Plate 280.0 12.3% 11.0% 120.0 124.5 96% 95% Conform 108 10/19/2005 Plate 2 Bottom Right on Plate 283.0 9.8% 10.5% .118.0 123.0 96% 95% Conform 109 10/19/2005 Bottom Right of Plate 2 282.0 9.8% 10.5% 119.2 123.0 97% 95% Conform 166 11/3/2005 Plate 2 Commercial Pad 284.5 11.1% 10.5% 117.4 123.0 95% 95% Conform 167 11/3/2005 Plate 2 Commercial Pad 285.0 12.3% 10.5% 117.1 123.0 95% 95% Conform 168 11/3/2005 Plate 2 Commercial Pad 287.0 11.1% 10.5% 119.3 123.0 97% 95% Conform 187 11/10/2005 Plate 2 Hole 16 132.5 11.1% 10.5% 115.7 123.0 94% 95% Non-conform 1 188 11/10/2005 Plate 2 Hole 16 134.0 12.3% 14.5% 112.6 114.5 98% 95% Conform 189 11/10/2005 Plate 2 Hole 16 135.0 12.3% 14.5% 112.8 114.5 99% 95% Conform 190 11/10/2005 Plate 2 Hole 16 138.0 12.3% 10.5% 114.6 123.0 93% 95% Non-conform 1 191 11/10/2005 Plate 2 Hole 16 128.0 12.3% 10.5% 114.7 123.0 93% 95% Non-conform I 192 11/10/2005 Plate 2 Hole 16 126.0 12.3% 14.5% 117.3 123.0 95% 95% Conform 193 11/10/2005 Plate 2 Hole 16 138.0 12.3% 14.5% 115.8 123.0 94% 95% Non comform 1 281 11/23/2005 Plate 2 Central Fill Slope South 154.0 11.1% 14.5% 106.6 114.5 93% 95% Non-conform Side 282 11/23/2005 Plate 2 Central Fill Slope North 154.0 16.3% 14.5% 100.9 114.5 88% 95% Non-conform Side 283 11/23/2005 Retest of #282 154.0 13.6% 14.5% 106.7 114.5 93% 95% Non-conform 284 11/23/2005 Plate 2 NE Corner Area of Fill 247.0 17.0% 14.5% 100.5 114.5 88% 95% Non comform Scope West of College 285 11/23/2005 Retest of #284 247.0 16.3% 13.5% 105.0 119.0 88% 95% Non-conform 286 11/23/2005 Plate 2 Lower Commercial Pad 153.0 13.2% 11.0% 118.3 127.0 93% 95% Non-conform 287 11/23/2005 Plate 2 Lower Commercial Pad 152.0 13.8% 11.0% 115.7 127.0 91% 95% Non-conform 288 11/23/2005 Plate 2 Commercial Pad 247.0 13.9% 11.0% 115.2 127.0 91% 95% Non-conform 289 11/23/2005 Plate 2 Commercial Pad 152.0 13.3% 11.0% 120.9 127.0 95% 95% Conform 290 11/23/2005 Retest of 286, 287, & 288 152.0 12.3% 11.0% 120.3 127.0 95% 95% Non comform 291 11/28/2005 Plate 2 Commercial Pad West 155.0 14.5% 11.0% 121.3 127.0 96% 95% Conform 292 11/28/2005 Plate 2 Commercial Pad West 157.0 13.2% 11.0% 119.2 127.0 94% 95% Non-conform 292A 11/28/2005 Retest #292 137.0 12.4% 11.0% 121.9 127.0 96% 95% Conform 293 11/28/2005 Plate 2 Commercial Pad West 158.0 13.6% 11.0% 117.6 127.0 93% 95% Non-conform . Table 2 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California I Test t Date Test I Elev. I Test Location (ft) I Moisture I Dry Density (pcf) I Relative Compaction i Conform I Non-Conform I Field Optimum Field Maximum Obtained Required 293A 11I28/2005 Retest #293 1 B.O 12.70 294 11/28/2005 Plate 2 Commercial Pad West 160.0 11.0% 295 11/28/2005 Plate 2 Commercial Pad West 160.0 11.5% 299 11/29/2005 Plate 2 Commercial Pad West 152.0 10.7% 300 11/30/2005 Plate 2 Commercial Pad West 154.0 11.5% 301 11/28/2005 Retest of #285 247.0 10.1% 302 11/28/2005 Plate 2 NE Corner Area of Mail Fill 253.0 12.9% Slope. West Adj. to College Ave. 307 11/29/2005 Plate 2 Commercial Pad West 156.0 10.3% 308 11/29/2005 Plate 2 Commercial Pad West 158.0 9.5% 309 11129/2005 Plate 2 Commercial Pad West 160.0 10.3% 309A 11/29/2005 Retest of #309 160.0 9.9% 310 11129/2005 Plate 2 Commercial Pad West 162.0 9.1% 311 11/29/2005 Plate 2 Commercial Pad West 164.0 8.9% 311A 11/29/2005 Plate 2 Commercial Pad West 164.0 10.7% 312 11/29/2005 Plate 2 Commercial Pad West 165.0 11.1% 313 11/29/2005 Plate 2 Commercial Pad West 167.0 11.5% 314 11/29/2005 Plate 2 Commercial Pad West 168.0 9.9% 315 11/29/2005 Plate 2 Commercial Pad West 170.0 12.4% 316 11/29/2005 Plate 2 Commercial Pad West 171.0 12.9% 316A 11/29/2005 Retest of #316 171.0 12.4% 317 11/29/2005 Plate 2 Commercial Pad West 173.0 11.5% 318 11/29/2005 Plate 2 Commercial Pad West 174.0 11.1% 319 11/29/2005 Plate 2 Commercial Pad West 176.0 10.7% 330 11/30/2005 Plate 2 East Area Main Slope Fill 253.0 14.9% 331 11130/2005 Plate 2 East Area Main Slope Fill 255.0 15.4% 331A 11/30/2005 Plate 2 East Area Main Slope Fill 255.0 13.2% 346 12/1/2005 Plate 2 Commercial Pad East 258.0 11.7% Area 347 12/1/2005 Plate 2 Commercial Pad East 259.0 13.8% Area 348 12/1/2005 Plate 2 Commercial Pad East 260.0 13.0% Area 348A 12/1/2005 Retest of #348 260.0 11.8% 11 .U90 122.3 12! .0 b7o V 0 1/0 uonorm 11.0% 121.7 127.0 96% 95% Conform 11.0% 123.1 127.0 97% 95% Conform 9.5% 121.9 127.5 96% 95% Conform 9.5% 121.8 127.5 96% 95% Conform 14.5% 109.3 114.5 95% 95% Conform 13.5% 110.5 119.0 93% 90% Conform 9.5% 124.7 127.5 98% 95% Conform 9.5% 123.2 127.5 97% 95% Conform 9.5% 119.8 127.5 94% 95% Non-conform 9.5% 124.0 127.5 97% 95% Conform 9.5% 124.4 127.5 98% 95% Conform 9.5% 115.6 127.5 91% 95% Non-conform 9.5% 122.1 127.5 96% 95% Conform 10.0% 121.2 126.0 96% 95% Conform 10.0% 122.1 126.0 97% 95% Conform 10.0% 120.1 126.0 95% 95% Conform 11.0% 122.3 127.0 96% 95% Conform 11.0% 119.2 127.0 . 94% 95% Non-conform 11.0% 121.8 127.0 96% 95% Conform 11.0% 123.2 127.0 97% 95% Conform 11.0% 123.2 127.0 97% 95% Conform 11.0% 122.7 127.0 97% 95% Conform 13.5% 108.0 119.0 91% 90% Conform 13.5% 104.5 119.0 88% 90% Non-conform 13.5% 110.5 119.0 93% 90% Conform 11.0% 113.4 124.5 91% 90% Conform 11.0% 114.2 124.5 92% 90% Conform 11.0% 111.3 127.0 88% 90% Non comform 11.0% 114.5 127.0 90% 90% Conform . Table 2 0 REPORT OF COMPACTION TEST DATA• Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California ITe5t# Test I Date I Elev. Test Location (fli moisture 1 Dry Density (pcf) I Relative Compaction Conform i Non.ConfomI I I Field I Optimum I Field I Maximum I Obtained I Required 349 121112005 Plate 2 Commercial Pad West 1((.0 9.9% hUb ii9.5 i24.5 96% 7o Conform 350 12/1/2005 Plate 2 Commercial Pad West 180.0 10.3% 11.0% 121.6 127.0 96% 95% Conform 351 12/1/2005 Plate 2 Commercial Pad West 182.0 11.1% 11.0% 122.5 127.0 96% 95% Conform 352 12/112005 Plate 2 Commercial Pad West 184.0 12.4% 11.0% 122.6 127.0 97% 95% Conform 358 12/2/2005 Plate 2 Commercial Pad East 250.0 12.5% 11.0% 115.5 124.5 93% 90% Conform Area 359 12/2/2005 Plate 2 Commercial Pad East 252.0 13.0% 11.0% 116.1 124.5 93% 90% Conform Area 360 12/2/2005 Plate 2 Commercial Pad East 254.0 11.6% 11.0% 115.3 124.5 93% 90% Conform Area 361 121212005 Plate 2 Commercial Pad East 256.0 11.3% 11.0% 121.4 127.0 96% 90% Conform Area 362 12/2/2005 Plate 2 Commercial Pad East 258.0 12.2% 11.0% 119.3 127.0 94% 90% Conform Area 363 1212/2005 Plate 2 Commercial Pad East 260.0 13.0% 11.0% 114.6 124.5 92% 90% Conform Area 364 12/2/2005 Plate 2 Commercial Pad East 262.0 10.9% 11.0% 115.3 124.5 93% 90% Conform Area 365 12/5/2005 Plate 2 Hole 16 Commercial Pad 196.0 17.3% 14.5% 103.5 114.5 90% 95% Non-conform 366 12/5/2005 Plate 2 Hole 16 Commercial Pad 197.0 17.1% 14.5% 104.5 114.5 91% 95% Non-conform 365A 12/5/2005 Retest of #365 196.0 17.0% 14.5% 109.9 114.5 96% 95% Conform 366A 12/5/2005 Retest of #366 197.0 17.2% 14.5% 111.1 114.5 97% 95% Conform 367 12/5/2005 Plate 2 Hole 16 Commercial Pad 198.0 14.8% 14.5% 104.8 114.5 92% 95% Non-conform 368, 12/5/2005 Plate 2 Hole 16 Commercial Pad 198.0 17.6% 14.5% 103.1 114.5 90% 95% Non-conform 367A 12/6/2005 Retest of#367 198.0 14.9% 14.5% 109.9 114.5 96% 95% Conform 368A 12/6/2005 Retest of #368 198.0 15.8% 14.5% 108.8 114.5 95% 95% Conform 369 12/5/2005 Plate 2 East Area Commercial 263.0 13.9% 10.0% 114.0 124.5 92% 90% Conform Pad 370 12/5/2005 Plate 2 East Area Commercial 258.0 16.0% 14.5% 104.8 114.5 92% 90% Conform Pad 373 12/6/2005 Plate 2 Hole 16 Commercial Pad 198.0 16.4% 13.5% 105.8 119.0 89% 95% Non comform 374 12/6/2005 Plate 2 Hole 16 Commercial Pad 198.0 14.7% 13.5% 107.8 119.0 91% 95% Non-conform 373A 12/6/2005 Retest of#373 198.0 15.1% 13.5% 115.4 119.0 97% 95% Conform . Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test Test # Test Location Date - Elev. (ft) Moisture Dry Density (pcf) Relative Compaction] Conform I Non-Conform Field Optimum I Field I Maximum I Obtained I Required 374A 12/6/2005 Retest of #374 19.0 14.0fo 13.5To 1142 119.0 9b90 uonrorm 375 12/6/2005 Plate 2 Hole 16 Commercial Pad 202.0 14.5% 13.5% 115.4 119.0 97% 95% Conform 376 12/6/2005 Plate 2 Hole l6 Commercial Pad 202.0 15.1% 13.5% 115.4 119.0 97% 95% Conform 377 12/6/2005 Plate 2 Hole 16 Commercial Pad 204.0 15.3% 13.5% 107.1 119.0 90% 95% Non-conform 380 12/7/2005 Plate 2 Hole 16 Commercial Pad 200.0 13.0% 13.5% 110.7 119.0 93% 95% Non-conform 380A 12/7/2005 Retest of #380 200.0 12.8% 13.5% 113.1 119.0 95% 95% Conform 381 1217/2005 Plate 2 Hole 16CommercialPad 200.0 10.7% 13.5% 117.1 119.0 98% 95% Conform 382 12/7/2005 Plate 2 Hole 16 Commercial Pad 204.0 9.7% 13.5% 114.2 119.0 96% 95% Conform 383 12/7/2005 Plate 2 Hole 16 Commercial Pad 204.0 10.2% 13.5% 115.4 119.0 97% 95% Conform 384 12/7/2005 Plate 2 Hole 16 Commercial Pad 206.0 7.2% 13.5% 114.7 119.0 96% - 95% Conform 385 12/7/2005 Plate 2 Hole 16 Commercial Pad 206.0 7.9% 13.5% 113.1 119.0 95% 95% Conform 388 12/7/2005 Plate 2 Hole 16 Commercial Pad 207.0 11.5% 13.5% 113.1 119.0 95% 95% Conform 389 12/7/2005 Plate 2 Hole 16 Commercial Pad 208.0 8.9% 13.5% 116.2 119.0 98% 95% Conform 390 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 11.2% 13.5% 113.1 119.0 95% 95% Conform 391 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 13.9% 14.5% 108.8 114.5 95% 95% Conform 392 12/8/2005 Plate Hole 16Commercial Pad 211.0 14.1% 13.5% 114.2 119.0 96% . 95% Conform 393 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 12.9% 14.5% 108.8 114.5 95% 95% Conform 394 12/8/2005 Plate 2 Hole 16 Commercial Pad 213.0 18.7% 13.5% 105.9 119.0 89% 95% Non conform 395 12/8/2005 Plate 2 Hole 16 Commercial Pad 213.0 19.1%, 13.5% 98.7 119.0 83% 95% Non-conform 396 12/9/2005 Plate 2 Hole 16 Commercial Pad 212.0 18.0% 13.5% 96.0 119.0 81% 95% Non-conform 2 404 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 14.6% 13.5% 103.0 119.0 87% 95% Non-conform 2 South Side 404A 12/9/2005 Retest of #404 216.0 13.6% 13.5% 113.5 1i9.b 95%, 95% Conform 2. 405 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 16.8% 14.5% 101.5 114.5 89%. 95% Non-conform South Side 405A. 12/9/2005 Retest of#405 216.0 15.4% 14.5% 109.9 114.5 96% 95% Conform 406 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 12.9% 14.5% 102.7 114.5 90% 95% Non-conform North Side 406A 12/9/2005 Retest of#406 216.0 15.7% 14.5% 108.8 114.5 95% 95% Conform 407 12/9/2005 Plate 2 Hole 16 Commercial Pad 217.0 12.3% 13.5% 114.2 119.0 96% 95% Conform North Side . . 408 12/9/2005 Plate 2 Hole 16 Commercial Pad 219.0 11.3% 13.5% 106.3 119.0 89% 95% Non-conform South Side . . 409 12/9/2005 Plate 2Hole'16 Commercial Pad 219.0 11.7% 13.5% 108.3 119.0 91% 95% Non-conform North Side . Table 2 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test Test # Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform I Non-Conform I Field I Optimum I Field I Maximum I Obtained I Required 410 1211012005 Plate 2 Hole lb Commercial i-'ao 21.0 14.67o li.7o i 03.9 1l.0 87-/o 70 NOfl-cofltolm North Side 411 12/10/2005 Plate 2 Hole 16 Commercial Pad 219.0 11.0% 13.5% 105.9 119.0 89% 95% Non-conform South Side 408A 12/10/2005 Retest of#408 219.0 13.9% 13.5% 113.1 119.0 95% 95% Conform 409A 12/10/2005 Retest of#409 219.0 14.1% 13.5% 113.1 119.0 95% 95% Conform 410A 12/10/2005 Retest of#410 219.0 12.9% 13.5% 114.2 119.0 96% 95% Conform 411A 12/10/2005 Retest of#411 219.0 11.3% 13.5% 113.1 119.0 95% 95% Conform 412 12/10/2005 Plate 2 Hole 16 Commercial Pad 221.0 12.6% 13.5% 105.1 119.0 88% 90% Non-conform Center & West Edge 412A 12/10/2005 Retest of#412 221.0 17.3% 13.5% 101.9 119.0 86% 90% Non-conform 413 12110/2005 Plate Hole 16 Commercial Pad 221.0 18.1% 13.5% 102.4 119.0 86% 90% Non-conform South Side 413A 12/10/2005 Retest of#413 221.0 15.6% 13.5% 104.1 119.0 87% 90% Non-conform 412B 12/10/2005 Retest of #412A 221.0 12.1% 13.5% 105.8 119.0 89% 90% Non-conform 412C 12112/2005 Retest of#412B 221.0 11.1% 13.5% 108.3 119.0 91% 90% Conform 414 12/10/2005 Plate 2 Commercial Pad Center 221.0 15.1% 13.5% 102.9 119.0 86% 90% Non-conform 413B 12/12/2005 Retest of #413A 221.0 14.1% 13.5% 107.1 119.0 90% 90% Conform 415 12/13/2005 Plate 2 Commercial Pad 226.0 14.0% 13.5% 109.5 119.0 92% 90% Conform 414A 12/12/2005 Retest of#414 221.0 14.8% 13.5% 108.3 119.0 91% 90% Conform 416 12/13/2005 Plate 2 Commercial Pad 226.0 14.3% 13.5% 110.7 119.0 93% 90% Conform 417 12/13/2005 Plate 2 Commercial Pad 226.0 14.0% 13.5% 109.5 119.0 92% 90% Conform 418 12/13/2005 Plate 2 Commercial Pad 226:0 14.4% 13.5% 109.5 119.0 92% 90% Conform 431 12/13/2005 Commercial Pad 90% Area Plate 237.0 14.2% 13.5% 109.8 119.0 92% 90% Conform 2 432 12/13/2005 Commercial Pad 90% Area Plate 240.0 13.8% 13.5% 109.1 119.0 92% 90% Conform 4 433 12/14/2005 Plate 2 Commercial Pad 235.0 14.6% 13.5% 108.6 119.0 91% 90% Conform 434 12/14/2005 Plate 2 Commercial Pad 240.0 15.1% 13.5% 110.8 119.0 93% 90% Conform 435 12/14/2005 Plate 2 Commercial Pad 244.0 13.4% 13.5% 109.8 119.0 92% 90% Conform 436 12/14/2005 Plate 2 Commercial Pad 257.0 15.1% 13.5% 1108 119.0 93% 90% Conform 437 12/14/2005 Plate 2 Commercial Pad 253.0 14.7% 13.5% 107.5 119.0 90% 90% Conform 438 12/14/2005 Plate 2 Commercial Pad 258.0 15.2% 13.5% 109.6 119.0 92% 90% Conform 439 12/1512005 Commercial Pad Plate 2 260.0 13.4% 11.0% 106.3 123.5 86% 90% Non-conform 440 12/15/2005 Commercial Pad Plate 2 258.0 12.7% 11.0% 109.1 123.5 88% 90% Non-conform 441 12/15/2005 Commercial Pad Plate 2 261.0 12.0% 11.00/0 107.2 123.5 87% 90% Non-conform 442 12/15/2005 Retest of#439 260.0 12.7% 11.0% 111.9 123.5 91% 90% Conform . Table 2 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test #1 I I Test I I Elev. I Moisture I Test Location I (ft) Field Optimum Date I Dry Density (pcf) I Relative Compaction I Conform I Non-Conform Field [Maximum Obtained Required 443 12/15/2005 Retest of#440 258.0 12.4% 11.0% 113.7 123.5 92% 90% Conform 444 12/15/2005 Retest of#441 261.0 11.8% 11.0% 111.6 123.5 90% 90% Conform 445 12/15/2005 Commercial Pad Plate 2 262.0 12.6% 13.5% 109.0 119.0 92% 90% Conform 446 12/15/2005 Commercial Pad Plate 2 264.0 14.2% 13.5% 109.8 119.0 92% 90% Conform 447 12/15/2005 Commercial Pad Plate 2 263.0 14.6% 13.5% 109.8 119.0 92% 90% Conform 525 1/5/2006 Plate 2 Fairway 5 Repair Slope 276.0 12.2% 13.0% 111.0 119.0 93% 95% Non-conform 526 1/5/2006 Retest of #525 276.0 12.0% 13.0% 113.6 119.0 95% 95% Conform 527 1/5/2006 Plate 2 Fairway 5 Repair Slope 277.0 13.2% 13.0% 114.6 119.0 96% 95% Conform 528 1/5/2006 Plate 2 Fairway 5 Repair Slope 279.0 134% 13.0% 109.5 119.0 92% 95% Non comform 529 1/5/2006 Retest of#528 279.0 12.6% 13.0% 113.5 119.0 95% 95% Conform 530 1/5/2006 Plate 2 Fairway 5 Repair Slope 280.0 12.8% 13.0% 115.7 119.0 97% 95% Conform 531 1/5/2006 Plate 2 Fairway 5 Repair Slope 282.0 13.3% 13.0% 114.6 119.0 96% 95% Conform 532 1/6/2006 Plate 2 Fairway 5 Repair Slope 284.0 12.6% 13.0% 114.7 119.0• 96% 95% Conform 533 1/6/2006 Plate 2 Fairway 5 Repair Slope 284.0 12.1% 13.0% 113.2 119.0 95% 95% Conform 534 1/6/2006 Plate 2 Fairway 5 Repair Slope 285.0 13.0% 13.0% 114.6 119.0 96% 95% Conform 535 1/6/2006 Plate 2 Fairway 5 Repair Slope 1285.0 12.6% 13.0% 114.5 119.0 96% 95% Conform 1 Areas reworked and non-conforming density tests are waived. 2 Density tests approved by Randy Wagner of Leighton and Associates. 3 Relative compaction requirement reduced from 95% to 90% by Leighton and Associates . 14 0! 0 City of Carlsbad October 26, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 AttentiOn: Mr. Skip Hammann Subject: Compaction Testing Report (Water Lines) Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA References: 1. "Contract Documents and Supplemental Provisions", for Carlsbad Municipal Golf Course Project. Project No. 39721-], dated June 13, 2005. "As-Graded Compaction Report, Carlsbad Municipal Golf Course," prepared by Testing Engineers - U.S. Labs, inc., Project No'. 108078, dated November 3, 2005. "As-Graded Compaction Report-Bridge, "prepared by Testing Engineers - San Diego, dated May 2, 2006 "Compaction Testing Report (Rough Grading), Carlsbad Municipal Golf Course, "prepared by Testing Engineers — San Diego, dated July 18, 2006 "Supplemental Compaction Testing Report (Commercial Sites), Carlsbad Municipal Golf • Course, "prepared by Testing Engineers - San Diego, dated March 19, 2007. Compaction Testing Report (Utilities)," prepared by Testing Engineers - San Diego, dated June 5, 2007. Compaction Testing Report (Retaining Wall)," prepared by Testing Engineers - San Diego, dated June 6, 2007. Compaction Testing Report (Flatwork), "prepared by Testing Engineers - San Diego, dated June 7, 2007. Compaction Testing Report (Off-site), " prepared by Testing Engineers - San Diego, dated June 8, 2007. Compaction Testing Report (Sidewalk Subgrade)," prepared by Testing Engineers - San Diego, dated June 26, 2007. Compaction Testing Report (Cart Paths), "prepared by Testing Engineers - San Diego, dated October 11, 2007. Compaction Testing Report (Bridge)," prepared by Testing Engineers San Diego, dated October 22, 2007. Compaction Testing Report (Wet Well and Irrigation Vault Pad)," prepared by Testing Engineers - San Diego, dated October 24, 2007. Compaction Testing Report (Maintenance Building Parking Lot)," prepared by Testing Engineers San Diego, dated October 25, 2007. Dear Mr. Hammann: In accordance with your request, Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from October 28, 2005 to February 21, 2006. It should be noted that this report refers to testing performed during backfill operations for the 16" steel pipe and 8" pvc recycled water mains located near the maintenance building at the east end of the site. Results of compaction testing during other grading operations have previously been submitted as referenced above. Testing Engineers San Diego A Bureau Veritas Company Main: (858) 715.5800 7895 Convoy Court, Suite 18 Fax: (858) 715.5810 San Diego, CA 92111 www.us.bureauveritas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course A representative of this office performed density tests-on the backfill soils within the limits of the trench excavations in accordance with the project specifications. The approximate site location is presented on Figure 1. Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables 1 and 2, respectively. On site material was used as fill for the utility trench backfill. Fill was placed, compacted and tested for compliance with minimum 90% relative compaction based on ASTM D-1557. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 2 percent of the mean density. Based on this infOrmation, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing Engineers - San Diego, Inc. Nick Tracy, EJT Staff Engineer. FEU /g No. C-60016 \e. I No. GE-2578 \ 1 Exp.6/30/08 J \ RCERGE / Van W. Olin, G.E. Principal Geotechnical 1 ng 1111 NT/VO Attachments: Figure 1: Site Location Map Figure 2: Plot Plan Appendix A: Table I and Table 2 Distribution: (1) Addressee (2) Dudek & Associates, Inc. (George Litzinger) (1) Leighton (Randy Wagner) S 11 City of Carlsbad Municipal Golf Course Contract No.: 108078 S Figures ~ 0 W] ?kRA%Y 141 AV 14 L;J ... (. 1 _i -' -S ;; ! PAL( ? yIR;?TSITE LOCATIO C ,. • ••, I çc . ')Js. L-J - 4:. t : j .. . I 1.. rkll1, •. 1 •' f .T. \1 . t•r _ *P: _Z _• 7 rT A _ - - \ I. . •. — ... .5' ,... ;. - -. - .'\ I •., ' • .--.------.-.----- .*_ 1 I 4_p . . - p -- - .(. C, . —_ .. . — - —'. -..---• it.: Mt'.'S -807 ;'. ;_ J-.S i-w . - 1• - • .1 WULI I •. , ,.__•_ . ;- 1. - r :. . ,• : .. - . . :.. - . . - T... £ .. -. r •- -' . - .-.,.p '. •, p. ly vf; t :i - -- — — - IJ A -- rkAS 'S • L 1 tO -• . - ::. • I . .4 p -• 4 II.. ... S . • . I S ls • .> c#' . S.,. 4;_ ••.•. --- -- FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Site Location Map Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: October, 2007 1 4 1 i = 1900 ft. NOTE: This figure may contain areas of color. TESD cannot be responsi- ble for any subsequent misinterpretation of the information resulting from black and white reproductions of this figure. FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: October, 2007 Figure No: 2 / 1I;/ //>1//\Xi lk / 41 'V/'A7 Ao/ E/d/®/////t 4. , - I I 011 25 Ix, 43 ,22 J 31 BEqJN 0-75 \ 7~ 130 BRO~W DITCH \ '•S_ I' ~AP 11288 TS 42 AND LOTCOF MAP 823. S. FL 240 5 29 19\ 252 22 ) \ G 18 k 11 /1 _-P ICT BOUNDARY 7 17 21 8EGN 0-75 20 15 i4 1 BROW 7cH . 7 13 / 6 12 4 SFE S€PERME04 ANS I / MPAD A~NTENANCE _\ I ) \ MAP 11288/ 01 ( OF MAP L N Reference: Grading Plans for Carlsbad Municipal Golf Course Phase Z"prepared by P&D Consultants, dated April 5, 2005. 4 Not to Scale LEGEND: Approximate Compaction Test Locations ~ 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course Appendix ~ 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 2 9 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Water Lines) I Test I Sample # I Test Date ( I I Test Location I Elev. I (ft) Moisture I I Dry Density (pcf) I Relative Compaction I I I Conform I I f Non-Conform Field Optimum Field Maximum Obtained Required 1 5 10/28/2005 8' Recycled Water Line Backfill Near Maintenance Building 2* 8 10/28/2005 8" Recycled Water Line Backfill Near Maintenance Building 3 8 10/28/2005 8" Recycled Water Line Backfill Near Maintenance Building 4 8 10/29/2005 8" Recycled Water Line Backfill Near Maintenance Building 5 8 10/29/2005 8" Recycled Water Line Backfill Near Maintenance Building 6 8 10/31/2005 8" Recycled Water Line Backfill Near Maintenance Building 7 5 10/31/2005 8" Recycled Water Line Backfill Near Maintenance Building 8 5 11/1/2005 16" Domestic Water Line Backfill Near Maintenance Building 9* 5 11/1/2005 16" Domestic Water Line Backfill Near Maintenance Building 10 8 - 11/1/2005 16" Domestic Water Line Backfill Near Maintenance Building 11* 8 11/1/2005 16" Domestic Water Line Backfill Near Maintenance Building 12 5 11/2/2005 16" Domestic Water Line Backfill Near Maintenance Building 13* 8 11/2/2005 16" Domestic Water Line Backfill Near Maintenance Building 14 5 11/2/2005 16" Domestic Water Line Backfill Near Maintenance Building 15 8 11/5/2005 8" Recycled Water Line Backfill Near Maintenance Building 16 8 11/5/2005 8" Recycled Water Line Backfill Near Maintenance Building -2' H. 6% 11.0'Yo 1.i5 17o U70 LonTorm -1.5' 11.0% 9.5% 114.5 128.0 89% 90% Nonconform -3.5' 9,5% 9.5% 116.2 128.0 91% 90% Conform -2' 10.8% 9.5% 117.0 128.0 91% 90% Conform -1' 10.5% 9.5% 116.0 128.0 91% 90% Conform 9.6% 9.5% 119.2 128.0 93% 90% Conform SG 10.8% 11.0% 117.6 124.5 94% 90% Conform 10.8% 11.0% 113.3 124.5 91% 90% Conform -1' 10.6% 11.0% 111.2 124.5 89% 90% Nonconform -1.5' 10.0% 9.5% 116.1 128.0 91% 90% Conform -1.5' 9.2% 9.5% 114.1 128.0 89% 90% Nonconform SG 10.5% 11.0% 113.9 124.5 91% 90% Conform -1' 9.1% 9.5% 114.4 128.0 89% 90% Nonconform 9.9% 11.0% 113.4 124.5 91% 90% Conform 9.7% 9.5% 117.8 128.0 92% 90% Conform -2.5' 9.2% 9.5% 119.1 128.0 93% 90% Conform TABLE 2 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Water Lines) Test ~ Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform EEptlmum Field Maximum Obtainedl Required 17 5 11/512005 6" Recycled Water Line bacKtiTI Near -S 11.i% ]1.OYo 114.0 144.3 947o %PU-/O t.onurrn Maintenance Building 18 5 11/5/2005 8" Recycled Water Line Backfill Near -3' 11.4% 11.0% 115.2 124.5 93% 90% Conform Maintenance Building 19* 5 11/5/2005 8" Recycled Water Line Backfill Near -1' 10.7% 11.0% 110.6 124.5 89% 90% Nonconform Maintenance Building 20 8 11/8/2005 16° Domestic Water Line Backfill Near -2' 9.0% 9.5% 116.8 128.0 91% 90% Conform Maintenance Building 21* 5 11/8/2005 16" Domestic Water Line Backfill Near -2' 11.2% 11.0% 110.9 124.5 89% 90% Nonconform Maintenance Building 22 5 11/8/2005 16" Domestic Water Line Backfill Near -1' 10.8% 11.0% 113.9 124.5 91% 90% Conform Maintenance Building 23 8 11/10/2005 8" Recycled Water Line Backfill Near -1' 10.0% 9.5% 118.3 128.0 92% 90% Conform Maintenance Building 24 8 11/10/2005 8" Recycled Water Line Backfill Near SG 10.1% 9.5% 117.7 128.0 92% 90% Conform Maintenance Building 25 8 11/10/2005 8" Recycled Water Line Backfill Near -2' 8.8% 9.5% 117.7 128.0 92% 90% Conform Maintenance Building 26 8 11/10/2005 8" Recycled Water Line Backfill Near -3' 9.0% 9.5% 116.7 128.0 91% 90% Conform Maintenance Building 27 8 11/10/2005 8" Recycled Water Line Backfill Near -3' 9.2% 9.5% 116.8 128.0 91% 90% Conform Maintenance Building 28 8 11/10/2005 8" Recycled Water Line Backfill Near -2' 9.5% 9.5% 115.4 128.0 90% 90% Conform Maintenance Building 29 5 .11/10/2005 16" Domestic Water Line Backfill Near SG 10.5% 11.0% 113.7 124.5 91% 90% Conform Maintenance Building 30 3 11/10/2005 16", Domestic Water Line Backfill Near -2' 10.5% 11.0% 117.4 127.0 92% 90% Conform Maintenance Building 31 3 11/10/2005 16" Domestic Water Line Backfill Near -1' 10.9% 11.0% 118.1 127.0 93% 90% Conform Maintenance Building 32 8 11/14/2005 8" Recycled Water Line Backfill Near -3' 9.2% 9.5% 115.6 128.0 90% 90% Conform Maintenance Building 0 TABLE 2 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Water Lines) I Test #I I Sample #1 I Test Date I Test Location I I I Elev. I Moisture I Dry Density (pcf) I I Relative Compaction I ____________________ I Conform I Non-Conform Field Optimum Field Maximum Obtained Required ö7o U70 rjoncorirorrn 91% 90% Conform 93% 90% Conform 93% 90% Conform 94% 90% Conform - 95% 90% Conform 93% 90% Conform 91% 90% Conform 91% 90% Conform 91% 90% Conform 94% 90% Conform 94% 90% Conform 91% 90% Conform 92% 90% Conform - 93% 90% Conform 94% 90% Conform 33" 5 11/14/2005 5 Recycled water Line backtlll Near -1.5 .3'% V.57o 114.4 1b.0 Maintenance Building 34 8 11/14/2005 8" Recycled Water Line Backfill Near -1.5' 9.0% 9.5% 116.6 128.0 Maintenance Building 35 5 11/14/2005 8" Recycled Water Line Backfill Near -.5' 11.2% 11.0% 116.1 124.5 Maintenance Building 36 5 11/14/2005 8" Recycled Water Line Backfill Near -4' 10.5% 11.0% 116.2 124.5 Maintenance Building 37 5 11/14/2005 8" Recycled Water Line Backfill Near 4 10.6% 11.0% 116.9 124.5 Maintenance Building 38 5 11/14/2005 8" Recycled Water Line Backfill Near -3' 10.2% 11.0% 118.0 124.5 Maintenance Building 39 3 11/14/2005 16" Domestic Water Line Backfill Near -1.5' 11.1% 11.0% 118.3 127.0 Maintenance Building - 40 5 11/14/2005 16" Domestic Water Line Backfill Near. -2' 10.2% 11.0% 113.9 124.5 Maintenance Building 41 5 11/14/2005 16" Domestic Water Line Backfill Near -2' 10.6% 11.0% 113.4 124.5 Maintenance Building 42 5 11/14/2005 16" Domestic Water Line Backfill Near -1' 10.8% 11.0% 112.9 124.5 Maintenance Building 43 5 1/25/2006 8" Recycled Water Line Backfill Near -2' 11.0% 11.0% 117.0 124.5 Maintenance Building - - 44 5 1/25/2006 8' Recycled Water Line Backfill Near -1.5' 11.2% 11.0% 116.5 124.5 Maintenance Building 45 3 1/25/2006 16" Domestic Water Line Backfill Near -1' 10.5% 11.0% 115.3 127.0 Maintenance Building 46 3 1/25/2006 16" Domestic Water Line Backfill Near SG 10.5% 11.0% 116.3 127.0 Maintenance Building 47 5 1/27/2006 8" Recycled Water Line Backfill Near -1' 11.1% 11.0% 116.2 124.5 Maintenance Building 48 8 1/27/2006 8" Recycled Water Line Backfill Near SG 9.5% 9.5% 120.7 128.0 Maintenance Building TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Water Lines) I Test I Sample I Test Date I Test Location I I Elev. I Moisture I I Dry Density (pcf) I Relative Compaction I Conform I Non-Conform -Field Optimum Field Maximum Obtained Required 49 B 1/27/2006 8" Recycled Water Line Backfill Near -1.95% 9.'Y0 119.1 llö.0 94'Yo 9070 uonorm Maintenance Building 50 3 2/21/2006 16" Domestic Water Line Backfill Near -1' 11.0% 11.0% 117.5 127.0 93% 90% Conform Maintenance Building 51 3 2/21/2006 16' Domestic Water Line Backfill Near -1' 11.2% 11.0% 115.6 127.0 91% 90% Conform Maintenance Building - *Marginally non-conforming tests subject to further compactive effort 15 S S IEi n 0 City of Carlsbad October 29, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hanimann Subject: Compaction Testing Report (Storm Drain) Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA References: 1. "Contract Documents and Supplemental Provisions ", for Carlsbad Municipal Golf Course Project. Project No. 39721-1, dated June 13, 2005. "As-Graded Compaction Report, Carlsbad Municipal Golf Course," prepared by Testing Engineers - U.S. Labs, Inc., Project No. 108078, dated November 3, 2005. "As-Graded Compaction Report-Bridge, "prepared by Testing Engineers - San Diego, dated May 2, 2006 "Compaction Testing Report (Rough Grading), Carlsbad Municipal Golf Course, "prepared by Testing Engineers - San Diego, dated July 18, 2006 "Supplemental Compaction Testing Report (Commercial Sites), Carlsbad Municipal Golf Course, "prepared by Testing Engineers - San Diego, dated March 19, 2007. Compaction Testing Report (Utilities), " prepared by Testing Engineers - San Diego; dated June 5, 2007. Compaction Testing Report (Retaining Wall), " prepared by Testing Engineers - San Diego, dated June 6, 2007. Compaction Testing Report (Flatwork), " prepared by Testing Engineers - San Diego, dated June 7, 2007. Compaction Testing Report (Off-site)," prepared by Testing Engineers .- San Diego, dated June 8, 2007. Compaction Testing Report (Sidewalk Subgrade)," prepared by Testing Engineers - San Diego, dated June 26, 2007. Compaction Testing Report (Cart Paths), "prepared by Testing Engineers - San Diego, dated October 11, 2007. Compaction Testing Report (Bridge)," prepared by Testing Engineers - San Diego, dated October 22, 2007. Compaction Testing Report (Wet Well and Irrigation Vault Pad)," prepared by Testing Engineers - San Diego, dated October 24, 2007. Compaction Testing Report (Maintenance Building Parking Lot)," prepared by Testing Engineers - San Diego, dated October 25, 2007. Compaction Testing Report (Water Lines)," prepared by Testing Engineers - San Diego, dated October 26, 2007. Dear Mr. Hammann: In accordance with your request, Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from October 26, 2005 to March 9, 2006. It should be noted that this report refers to testing performed during backfill operations for storm drain trenches located throughout 40 the site. Results of compaction testing during other grading operations have previously been submitted as referenced above. Testing Engineers San Diego A Bureau Veritas Company Main: (858) 715.5800 7895 Convoy Court, Suite 18 Fax: (858) 715.5810 San Diego, CA 92111 www.us.bureauveritas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course A representative of this office performed density tests on the backfill soils within the limits of the trench excavations in accordance with the project specifications. The approximate site location is presented on Figure 1. Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables 1 and 2, respectively. On site and import material was used as fill for the utility trench backfill. Fill was placed, compacted and tested for compliance with minimum 90% relative compaction based on ASTM D-1557. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristiës. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing Engineers - San Diego, Inc. Nick Tracy, EIT Staff Engineer fOUk' ((( f)) Van W. Olin, G.E. 257 IOXF Principal Geotechnical E gin NT/VO Attachments: Figure]: Site Location Map Figure 2: Plot Plan Appendix A: Table I and Table 2 Distribution: (I) Addressee (2) Dudek & Associates, Inc. (George Litzinger) (1) Leighton (Randy Wagner) 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course - -- Figures 0 c! SAL LI SITE LOCATION 4,P1/:0 I r ':luv ..-. .. 4 - - — " \ - 'd •t v04 -, r •. $ (. ;:1 •' L MJt'.S :4~, e- J c: •.'-'_.. ''c :'- •..., .'•,,•4: 'F ME tv I. I,Ct,It •n. r / C I - '. • V r:._ I - ,. ._ '•-• u - I r • 22 ..- 2.. UL • ç.çt\P • . . 1.. - • 1' 0 . . .. f . ' - V -t:- • I FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Site Location Map Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: October, 2007 1 4 1 i = 1900 ft. NOTE: This figure may contain areas of color. TESD cannot be responsi- ble for any subsequent misinterpretation of the information resulting from black and white reproductions of this figure. .. 4. -... ,'. 39 -... - . ' 15O 15 . -*- -4 14 4. 1" = 600' A. 61913 W-9-MR, Reference: Overall Exhibit Drawing, Dudek & Associates, undated. LEGEND: 18 Hole Number j Approximate Compaction Test Locations FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 (0 _ San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 [Title Plot Plan Project: Carlsbad Municipal Golf Course Drawn: NJT Contract No: 108078 Date: Figure No: October, 2007 2 City of Carlsbad Contract No.: 108078 Municipal Golf Course S Appendix A S 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course E] TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) On-site: Grayish Silty Sand 127.5 Import: Mixed Gray Silty Sand 123.5 On-site: Red Brown Clayey Sand 127.0 On-site: Greenish Brown Silty Sand 124.5 On-site: Mixed Brown Silty Sand 123.0 On-site: Dark Green & Brown 126.0 Clayey Sand S 9. On-site: Tan Clayey Sand 119.0 10. On-site: Brown Clayey Sand 121.5 9.5 11.0 11.0 11.0 10.5 10.0 13.0 TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I Test 1 I Elev. I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Sample # Test Location IH ITest Date Field Optimum Mamum Obtained FRequired Non-Conform I o iu,o,iuuo Storm Drain i-mole No.6 230 8.6% 11.U7o iOi.2 14.b 17o 907o Noncontorm 2 5 10/26/2005 Storm Drain Hole No.6 230.5 8.6% 11.0% 115.5 124.5 93% 90% Conform 3 5 10/26/2005 Storm Drain Hole No.6 233 9.8% 11.0% 116.9 124.5 94% 90% Conform 4 5 10/26/2005 Retest of#1 230 9.8% 11.0% 114.0 124.5 92% 90% Conform 5 5 10/27/2005 Storm Drain Hole No.6 233 111% 11.0% 112.4 124.5 90% 90% Conform 6 5 10/27/2005 Storm Drain Hole No.6 235.5 11.1% 11.0% 112.5 124.5 90% 90% Conform 7 .5 10/27/2005 Storm Drain Hole No.6 (Retest not 238 11.1% 11.0% 111.5 124.5 90% 90% Nonconform required) 8 1 10/28/2005 Storm Drain Hole No.6 236.5 9.8% 9.5% 116.4 127.5 91% 90% Conform 9 1 10/28/2005 Storm Drain Hole No.6 (not retested) 241 9.8% 9.5% 113.8 127.5 89% 90% Nonconform 10 5 10/28/2005 Storm Drain Hole No.6 240 11.1% 11.0% 114.2 124.5 92% 90% Conform 11 1 10/29/2005 Storm Drain Hole No.6 241 9.8% 9.5% 114.9 127.5 90% 90% Conform 12 1 10/29/2005 Storm Drain Hole No.6 242 9.8% 9.5% 113.9 127.5 89% 90% Nonconform 13 1 10/29/2005 Retest of#12 242 11.1% 9.5% 112.1 127.5 88% 90% Nonconform 14 1 10/29/2005 Retest of #13 242 9.8% 9.5% 115.8 127.5 91% 90% Conform 15 6 11/4/2005 Storm Drain Club House area -8 11.1% 10.0% 117.1 123.0 95% 90% Conform 16 6 11/4/2005 Storm Drain Club House area -8 12.3% 10.0% 117.2 123.0 95% 90% Conform 17 8 11/5/2005 Storm Drain Club House area -4 11.1% 9.5% 119.4 128.5 93% 90% Conform 18 8 11/5/2005 Storm Drain Club House area -5 11.1% 9.5% 119.1 128.5 93% 90% Conform 19 5 11/5/2005 Storm Drain Club House area -1 12.3% 11.0% 116.9 1245 94% 90% Conform 20 8 11/7/2005 Storm Drain Club House area -5 11.1% 9.5% 120.0 128.5 93% 90% Conform 21 8 11/7/2005 Storm Drain Club House area -3 11.1% 9.5% 120.7 128.5 94% 90% Conform 22 6 11/7/2005 Storm Drain Club House area -2 11.1% 10.0% 116.6 123.0 95% 90% Conform 23 6 11/9/2005 Storm Drain Club House area -7 11.1% 10.0% 118.2 123.0 96% 90% Conform 24 6 11/9/2005 Storm Drain Club House area Slope Area -6.5 11.1% 10.0% 119.0 123.0 97% 90% Conform 25 6 11/9/2005 Storm Drain Club House area Slope Area -5 11.1% 10.0% 116.9 123.0 95% 90% Conform 26 6 11/9/2005 Storm Drain Club House area -3 11.1% 10.0% 115.6 123.0 94% 90% Conform 27 6 11/9/2005 Storm Drain Club House area Slope Area -2 11.1% 10.0% 116.0 123.0 94% 90% Conform TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I I Test I I I Elev. I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Test Sample I I I I I #1 I Test Location Date Field Optimum Field Maximum Obtained Required Non-Conform 28 b 11/9/2005 Storm Drain Club House area Slope Area -2 11.1% 10.0% 115.1 123.0 94% 90% Conform 29 5 11/23/2005 Storm Drain Hole No.6 245 11.1% 11.0% 112.1 124.5 90% 90% Conform 30 5 11/23/2005 Storm Drain Hole No.6 . 244 10.7% 11.0% 112.2 124.5 90% 90% Conform 31 5 11/23/2005 Storm Drain Hole No.6 243 10.5% 11.0% 113.2 124.5 91% 90% Conform 32 5 11/23/2005 Storm Drain Hole No.6 244 10.0% 11.0% 112.5 124.5 90% 90% Conform 33 5 11/23/2005 Storm Drain Hole No.6 245 10.7% 11.0% 113.0 124.5 91% 90% Conform 34 5 11/23/2005 Storm Drain Hole No.6 244 11.6% 11.0% 112.5 124.5 90% 90% Conform 35 5 11/23/2005 Storm Drain Hole No.6 233 10.5% 11.0% 115.8 124.5 93% 90% Conform 36 5 11/23/2005 Storm Drain Hole No.5 244 11.0% 11.0% 112.6 124.5 90% 90% Conform 37 5 11/23/2005 Storm Drain Hole No.5 241 11.1% 11.0% 116.0 124.5 93% 90% Conform 38 5 11/23/2005 Storm Drain Hole No.5 241 7.8% 11.0% 107.2 124.5 86% 90% Nonconform 39 5 11/23/2005 Storm Drain Hole No.5 241 10.7% 11.0% 114.1 124.5 92% 90% Conform 40 5 11/23/2005 Storm Drain Hole No.5 245 10.5% 11.0% 112.9 124.5 91% 90% Conform 41 5 11/23/2005 Storm Drain Hole No.5 244 10.3% 11.0% 112.6 124.5 90% 90% Conform 42 5 11/23/2005 Retest of#38 241 9.9% 11.0% 113.8 124.5 91% 90% Conform 43 5 11/23/2005 Storm Drain Hole No.6 245.5 8.3% 11.0% 112.6 124.5 90% 90% Conform 44 5 11/28/2005 Storm Drain Hole No.6 252 11.2% 11.0% 106.1 124.5 85% 90% Nonconform 45 4 11/28/2005 Storm Drain Hole No.6 246 13.0% 14.5% 105.2 114.5 92% 90% Conform 46 9 11/29/2005 Storm Drain Hole No.6 246.5 14.5% 13.5% 108.9 119.0 92% 90% Conform 47 5 11/29/2005 Retest of#44 246 11.9% 11.0% 115.9 124.5 93% 90% Conform 48 5 11/29/2005 Storm Drain Hole No.6 216.5 13.2% 11.0% 118.8 124.5 95% 95% Conform 49 1 11/30/2005 Storm Drain Hole No.6 -1 11.5% 9.5% 112.4 127.5 88% 90% Nonconform 50 1 11/30/2005 Retest of #49 -1 10.7% 9.5% 120.5 127.5 95% 90% Conform 51 1 12/1/2005 Storm Drain Hole No.6 -1 9.9% 9.5% 117.3 127.5 92% 90% Conform 52 1 12/1/2005 Storm Drain Hole No.6 -1 10.3% 9.5% 117.6 127.5 92% 90% Conform 53 1 12/1/2005 Storm Drain Hole No.6 -2 11.1% 9.5% 118.5 127.5 93% 90% Conform 54 1 12/1/2005 Storm Drain Hole No.6 -1 13.2% 11.0% 112.4 124.5 90% 90% Conform 55 1 12/1/2005 Storm Drain Hole No.6 -1 11.9% 11.0% 112.9 124.5 91% 90% Conform 56 5 12/1/2005 Storm Drain Hole No.5 -1 14.1% 11.0% 110.4 124.5 89% 90% Nonconform 57 5 12/1/2005 Retest of#56 -1 13.2% 11.0% 117.4 124.5 94% 90% Conform TABLE 2 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I I Test I I I Moisture I .Dry Density (pcf) I Relative Compaction I Conform I Test Sample Sa _____ Elev. Test Location ##Date (ft) Field Optimum Field aximum Fm Obtained Required Non-Conform 5 12/1/2005 storm Drain Hole No.5 -1 12.4% 11.0% 115.5 124.5 93% 90% Conform 5 12/1/2005 Storm Drain Hole No.5 -1 12.8% 11.0% 116.1 124.5 93% 90% Conform 5 12/1/2005 Storm Drain Hole No.5 -1 14.1% 11.0% 112.9 124.5 91% 90% Conform 5 12/1/2005 Storm Drain Hole No.5 -1 13.6% 11.0% 114.9 124.5 92% 90% Conform 5 12/2/2005 Storm Drain Hole No.5 144.5 13.0% 11.0% 110.6 124.5 89% 90% Nonconform 5 12/2/2005 Retest of#62 144.5 12.6% 11.0% 115.9 124.5 93% 90% Conform 5 12/2/2005 Storm Drain Hole No.5 146.5 11.8% 11.0% 115.5 124.5 93% 90% Conform 5 12/2/2005 Storm Drain Hole No.5 148.5 12.9% 11.0% 113.0 124.5 91% 90% Conform 5 12/7/2005 Storm Drain Hole No.5 271.5 12.3% 12.3% 120.6 124.5 97% 90% Conform 5 12/7/2005 Storm Drain Hole No.5 277 12.3% 12.3% 122.6 124.5 98% 90% Conform 5 12/7/2005 Storm Drain Hole No.5 278 11.1% 11.1% 118.1 124.5 95% 90% Conform 6 12/7/2005 Storm Drain Hole No.7 -1.5 12.3% 12.3% 117.3 123.0 95% 90% Conform 5 12/7/2005 Storm Drain Hole No.7 -1 12.3% 12.3% 113.3 124.5 91% 90% Conform 5 12/8/2005 Storm Drain Hole No.2 -1 13.6% 13.6% 114.0 124.5 92% 90% Conform 5 12/9/2005 Storm Drain Hole No.2 -3 12.3% 12.3% 116.2 124.5 93% 90% Conform 5 12/9/2005 Storm Drain Hole No.3 -2.5 13.6% 11.0% 113.2 124.5 91% 90% Conform 6 12/9/2005 Storm Drain Hole No.3 -1 12.3% 10.5% 111.0 123.0 90% 90% Conform 6 12/9/2005 Storm Drain Hole No.9 -2 12.3% 10.5% 105.5 123.0 86% 90% Nonconform 6 12/9/2005 Storm Drain Hole No.9 -3 12.3% 10.5% 106.1 123.0 86% 90% Nonconform 6 12/9/2005 Storm Drain Hole No.9 -4 12.3% 10.5% 107.6 123.0 87% 90% Nonconform 6 12/9/2005 Storm Drain Hole No.9 -5 13.6% 10.5% 107.8 123.0 88% 90% Nonconform 6 12/9/2005 Retest of #75,76,77, &78 -6 13.6% 10.5% 111.0 123.0 90% 90% Conform 6 12/10/2005 Storm Drain Hole No.8 -2 12.3% 10.5% 111.3 123.0 90% 90% Conform 5 12/10/2005 Storm Drain Hole No.8 -2 12.3% 11.0% 113.0 124.5 91% 90% Conform 5 12/10/2005 Storm Drain Hole No.8 -1 12.3% 11.0% 113.0 124.5 91% 90% . Conform 6 12/10/2005 Storm Drain Hole No.8 -2 12.3% 10.5% 111.3 123.0 90% 90% Conform 5 12/10/2005 Storm Drain Hole No.1 -1 11.1% 11.0% 114.0 124.5 92% 90% Conform 5 12/10/2005 Storm Drain Hole No.4 -2 11.1% 11.0% 114.8 124.5 92% 90% Conform 6 12/10/2005 Storm Drain Hole No.4 -1 11.1% 10.5% 112.8 123.0 92% 90% Conform . TABLE 2 • REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) Test Elev. Moisture Dry Density (pcf) Relative Compaction Conform Test Sample Test Location Date (ft) Field Optimum Field Maximum Obtained Required Non-Conform 87 5 12ii 2i2OO5 storm Drain ioie No. -2.5 12.3% 11.0"/ 113.6 124.5 91% 90% conform 88 5 12/12/2005 Storm Drain Hole No.9 -2 11.1% 11.0% 115.0 124.5 92% 90% Conform 89 7 12/12/2005 Storm Drain Hole No.9 -1.5 11.1% 10.0% 115.7 126.0 92% 90% Conform 90 5 12/12/2005 Storm Drain Hole No.18 -2 12.3% 11.0% 113.8 124.5 91% 90% Conform 91 7 12/12/2005 Storm Drain Hole No.18 -2 12.3% 10.0% 115.1 126.0 91% 90% Conform 92 7 12/12/2005 Storm Drain Hole No. 11 -3 11.1% 10.0% 115.6 126.0 92% 90% Conform 93 7 12/12/2005 Storm Drain Hole No. 11 -2 11.1% 10.0% 116.8 126.0 93% 90% Conform 94 5 12/13/2005 Storm Drain Near Hole No. 11 -3.5 12.3% 11.0% 114.0 124.5 92% 90% Conform 95 7 12/13/2005 Storm Drain Near Hole No. 11 -1 11.1% 10.0% 115.8 126.0 92% 90% Conform 96 5 12/13/2005 Storm Drain Hole No.10 -2 11.1% 11.0% 113.8 124.5 91% 90% Conform 97 5 12/13/2005 Storm Drain Near Hole No.10 -3 11.1% 11.0% 114.0 124.5 92% 90% Conform 98 5 12/13/2005 Storm Drain Near Hole No.10 -1 11.1% 11.0% 113.4 124.5 91% 90% Conform 99 5 12/13/2005 Storm Drain Hole No.18 -2 11.1% 11.0% 113.3 124.5 91% 90% Conform 100 7 12/13/2005 Storm Drain Hole No.18 -1.5 12.3% 10.0% 115.3 126.0 92% 90% Conform 101 5 12/13/2005 Storm Drain Near Hole No.8 -2 12.3% 11.0% 112.9 124.5 91% 90% Conform 102 7 12/13/2005 Storm Drain Near Hole No.8 -3 11.1% 10.0% 115.0 126.0 91% 90% Conform 103 7 12/13/2005 Storm Drain Near Hole No.8 -2 11.1% 10.0% 117.0 126.0 93% 90% Conform 104 7 12/14/2005 Storm Drain Hole No.11 -6 11.1% 10.0% 117.6 126.0 93% 90% Conform 105 7 12/14/2005 Storm Drain Hole No. 11 -6 11.1% 10.0% 114.3 126.0 91% 90% Conform 106 7 12/14/2005 Storm Drain Hole No.11 -5 11.1% 10.0% 115.3 126.0 92% 90% Conform 107 7 12/14/2005 Storm Drain Hole No. 11 -5 11.1% 10.0% 116.9 126.0 93% 90% Conform 108 7 12/14/2005 Storm Drain Hole No.10 -3 11.1% 10.0% 116.1 126.0 92% 90% Conform 109 7 12/14/2005 Storm Drain Hole No.10 -1 11.1% 10.0% 116.6 126.0 93% 90% Conform 110 7 12/14/2005 Storm Drain Hole No.10 -1 12.3% 10.0% 114.1 126.0 91% 90% Conform 111 7 12/14/2005 Storm Drain Hole No.11 -3 12.3% 10.0% 115.1 126.0 91% 90% Conform 112 7 12/14/2005 Storm Drain Hole No. 11 -3 11.1% 10.0% 114.7 126.0 91% 90% Conform 113 7 12/14/2005 Storm Drain Hole No. 11 -1 11.1% 10.0% 115.5 126.0 92% 90% Conform 114 7 12/15/2005 Storm Drain Hole No.10 -4 11.1% 10.0% 114.5 126.0 91% 90% Conform 115 7 12/15/2005 Storm Drain Hole No.10 -3 11.1% 10.0% 115.3 126.0 92% 90% Conform TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) Test # I Sample # Test I I Test Location _______ Elev. I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Date Field Optimum Tm aximum Obtained Required Non-Conform 110 .' izn 5i2005 storm Drain Hole No.11 -1 11.1 % 10.0% 117.9 126.0 94"/o 90'Yo Conform 117 5 12/16/2005 Storm Drain Hole No.11 -2 11.1% 11.0% 113.3 124.5 91% 90% Conform 118 5 12/16/2005 Storm Drain Hole No.10 -1.5 12.3% 11.0% 112.2 124.5 90% 90% Conform 119 5 12/16/2005 Storm Drain Hole No.10 -1 12.3% 11.0% 114.2 124.5 92% 90% Conform 120 5 12/16/2005 Storm Drain Hole No.11 -2 11.1% 11.0% 115.7 124.5 93% 90% Conform 121 5 12/17/2005 Storm Drain Hole No.13 -1 11.1% 11.0% 115.2 124.5 93% 90% Conform 122 5 12/17/2005 Storm Drain Hole No.13 -1.5 11.2% 11.0% 118.6 124.5 95% 90% Conform 123 5 12/17/2005 Storm Drain Hole No.13 -1.5 11.1% 11.0% 118.8 124.5 95% 90% Conform 124 5 12/19/2005 Storm Drain Hole No.13 -.5 11.0% 11.0% 118.8 124.5 95% 90% Conform 125 5 12/19/2005 Storm Drain Hole No.13 -1.5 10.9% 11.0% 121.7 124.5 98% 90% Conform 126 5 12/19/2005 Storm Drain Hole No.13 -1 10.7% 11.0% 119.1 .124.5 96% 90% Conform 127 5 12/19/2005 Storm Drain Hole No.13 -3 10.6% 11.0% 120.9 124.5 97% 90% Conform 128 5 12/19/2005 Storm Drain Hole No.13 SG 10.5% 11.0% 119.9 124.5 96% 90% Conform 129 3 12/19/2005 Storm Drain Hole No.13 -2.5 11.1% 11.0% 118.6 127.0 93% 90% Conform 130 3 12/19/2005 Storm Drain Hole No.13 -2 12.3% 11.0% 118.1 127.0 93% 90% Conform 131 3 12/19/2005 Storm Drain Hole No.13 -.5 11.5% 11.0% 117.2 127.0 92% 90% Conform 132 3 12/21/2005 Storm Drain Hole No.13 -1 11.7% 11.0% 116.6 127.0 92% 90% Conform 133 3 12/21/2005 Storm Drain Hole No.13 -1 10.9% 11.0% 113.8 127.0 90% 90% Conform 134 3 12/21/2005 Storm Drain Hole No.13 SG 11.2% 11.0% 115.6 127.0 91% 90% Conform 135 3 12/21/2005 Storm Drain Hole No.13, Material -1 11.0% 11.0% 111.3 127.0 88% 90% Nonconform Reworked, Not Retested 136 3 12/21/2005 Storm Drain Hole No. 12 -4 10.3% 11.0% 117.8 127.0 93% 90% Conform 137 3 12/21/2005 Storm Drain Hole No. 12 -3 10.9% 11.0% 116.8 127.0 92% 90% Conform 138 3 12/21/2005 Storm Drain Hole No. 12 -2 11.5% 11.0% 116.0 127.0 91% 90% Conform 139 3 12/21/2005 Storm Drain Hole No. 12 -1 11.6% 11.0% 115.6 127.0 91% 90% Conform 140 3 12/21/2005 Storm Drain Hole No. 12 -1 12.0% 11.0% 116.0 127.0 91% 90% Conform 141 3 12/21/2005 Storm Drain Hole No. 12 -1.5 12.2% 11.0% 114.1 127.0 90% 90% Conform 142 3 12/27/2005 Storm Drain Hole No. 12 -4 11.2% 11.0% 115.4 127.0 91% 90% Conform 143 7 12/27/2005 Storm Drain Hole No. 12 -2.5 10.3% 10.0% 117.7 126.0 93% 90% Conform . TABLE 2 • REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I Test I I Elev. I Moisture I Dry Density (pci) I Relative Compaction I Conform I Test Sample I ____Test Location Date F~ timum Field Maximum Obtained Required Non-Conform i4 ,' iz/zttzuuo zjzorm urain hole NO. 1 -1 11.170 10.0% ho.! 1b.0 94'Yo 901/0 eontorm 145 7 12/27/2005 Storm Drain Hole No. 12 -2.5 11.0% 10.0% 116.3 126.0 92% 90% Conform 146 7 12/27/2005 Storm Drain Hole No. 12 SG 10.6% 10.0% 116.7 126.0 93% 90% Conform 147 7 12/27/2005 Storm Drain Hole No. 12 -1 9.9% 10.0% 116.2 126.0 92% 90% Conform 148 7 12/28/2005 Storm Drain Hole No. 12 -1.5 10.0% 10.0% 117.0 126.0 93% 90% Conform 149 7 12/28/2005 Storm Drain Hole No. 12 -4 10.2% 10.0% 116.8 126.0 93% 90% Conform 150 3 12/29/2005 Storm Drain Hole No. 12 -3 11.1% 11.0% 116.0 127.0 91% 90% Conform 151 3 12/29/2005 Storm Drain Hole No. 12 -2 10.6% 11.0% 116.4 127.0 92% 90% Conform 152 3 12/29/2005 Storm Drain Hole No. 12 SG 10.7% 11.0% 117.6 127.0 93% 90% Conform 153 3 12/29/2005 Storm Drain Hole No. 12 -1 10.8% 11.0% 119.0 127.0 94% 90% Conform 154 3 12/29/2005 Storm Drain Hole No. 12 -3 11.3% 11.0% 116.5 127.0 92% 90% Conform 155 3 12/29/2005 Storm Drain Hole No. 12 -1 11.4% 11.0% 117.1 127.0 92% 90% Conform 156 3 12/30/2005 Storm Drain Hole No. 12 -2 11.1% 11.0% 114.6 127.0 90% 90% Conform 157 3 1/6/2006 Storm Drain Hole No. 16 -3 10.6% 11.0% 114.8 127.0 90% 90% Conform 158 3 1/6/2006 Storm Drain Hole No. 16 -1 10.7% 11.0% 117.2 127.0 92% 90% Conform 159 3 1/6/2006 Storm Drain Hole No. 16 SG 10.8% 11.0% 118.4 127.0 93% 90% Conform 160 3 1/6/2006 Storm Drain Hole No. 16 -.5 11.3% 11.0% 119.8 127.0 94% 90% Conform 161 3 117/2006 Storm Drain Hole No. 16 -4 11.4% 11.0% 116.0 127.0 91% 90% Conform 162 3 1/7/2006 Storm Drain Hole No. 16 -3 11.1% 11.0% 119.1 127.0 94% 90% Conform 163 3 1/7/2006 Storm Drain Hole No. 16 -3 11.5% 11.0% 119.3 127.0 94% 90% Conform 164 7 1/9/2006 Storm Drain Hole No. 16 -3 9.5% 10.0% 112.9 126.0 90% 90% Conform 165 7 1/9/2006 Storm Drain Hole No. 16 -1.5 8.8% 10.0% 113.4 126.0 90% 90% Conform 166 7 1/9/2006 Storm Drain Hole No. 16 -.5 9.2% 10.0% 114.7 126.0 91% 90% Conform 167 7 1/12/2006 Storm Drain Hole No. 16 -4 9.5% 10.0% 113.0 126.0 90% 90% Conform 168 7 1/12/2006 Storm Drain Hole No. 16 -4 9.8% 10.0% 113.1 126.0 90% 90% Conform 169 7 1/12/2006 Storm Drain Hole No. 16 -3 10.0% 10.0% 115.0 126.0 91% 90% Conform 170 7 1/12/2006 Storm Drain Hole No. 16 -1 10.5% 10.0% 115.5 126.0 92% 90% Conform 171 7 1/13/2006 Storm Drain Hole No. 16 -1 9.5% 10.0% 117.3 126.0 93% 90% Conform 172 7 1/13/2006 Storm Drain Hole No. 16 -1 10.2% 10.0% 118.2 126.0 94% 90% Conform . TABLE 2 • REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I I Test I I I Elev. I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Test Sample I I I I I I Test Location Date (ft) Field Optimum Field Maximum Obtained Required Non-Conform W3 ' 1/13I006 Storm Drain Hole No. 16 -3 9.2% 10.0% 119.7 126.0 95% 90% Conform 174 7 1/13/2006 Storm Drain Hole No. 16 -2 9.5% 10.0% 119.8 126.0 95% 90% Conform 175 7 1/13/2006 Storm Drain Hole No. 16 -.5 9.8% 10.0% 118.2 126.0 94% 90% Conform 176 7 1/13/2006 Storm Drain Hole No. 16 SG 10.0% 10.0% 120.7 126.0 96% 90% Conform 177 7 1/13/2006 Storm Drain Hole No. 16 -.5 10.5% 10.0% 117.2 126.0 93% 90% Conform 178 3 1/14/2006 Storm Drain Hole No. 15 -3 11.5% 11.0% 116.4 127.0 92% 90% Conform 179 3 1/14/2006 Storm Drain Hole No. 15 -1 12.3% 11.0% 118.3 127.0 93% 90% Conform 180 3 1/17/2006 Storm Drain Hole No. 15 SG 12.1% 11.0% 115.3 127.0 91% 90% Conform 181 3 1/17/2006 Storm Drain Hole No. 15 -3 11.4% 11.0% 117.4 127.0 92% 90% Conform 182 3 1/17/2006 Storm Drain Hole No. 15 -2 11.8% 11.0% 117.1 127.0 92% 90% Conform 183 3 1/17/2006 Storm Drain Hole No. 15 -1 11.0% 11.0% 116.4 127.0 92% 90% Conform 184 3 1/19/2006 Storm Drain Hole No. 15 -3 10.9% 11.0% 116.8 127.0 92% 90% Conform 185 3 1/19/2006 Storm Drain Hole No. 15 -3 10.2% 11.0% 115.6 127.0 91% 90% Conform 186 3 1/19/2006 Storm Drain Hole No. 15 -3 11.1% 11.0% 116.5 127.0 92% 90% Conform 187 3 1/19/2006 Storm Drain Hole No. 15 -1 11.5% 11.0% 117.1 127.0 92% 90% Conform 188 3 1/19/2006 Storm Drain Hole No. 15 -.5 10.9% 11.0% 116.8 127.0 92% 90% Conform 189 3 1/19/2006 Storm Drain Hole No. 15 -1 10.4% 11.0% 115.5 127.0 91% 90% Conform 190 5 1/19/2006 Storm Drain Hole No. 17 -2.5 11.2% 11.0% 118.4 124.5 95% 90% Conform 191 5 1/19/2006 Storm Drain Hole No. 17 -1 11.1% 11.0% 117.1 124.5 94% 90% Conform 192 3 1/20/2006 Storm Drain Hole No. 17 -3.5 12.1% 11.0% 115.8 127.0 91% 90% Conform 193 3 1/20/2006 Storm Drain Hole No. 17 -3.5 11.4% 11.0% 115.9 127.0 91% 90% Conform 194 7 1/20/2006 Storm Drain Hole No. 17 -3.5 11.8% 10.0% 112.4 126.0 89% 90% Nonconform 195 7 1/20/2006 Storm Drain Hole No. 17 -3.5 11.0% 10.0% 111.9 126.0 89% 90% Nonconform 196 7 1/20/2006 Storm Drain Hole No. 17 -1 10.9% 10.0% 113.0 126.0 90% 90% Nonconform 197 7 1/20/2006 Retest No. 194 -3.5 10.2% 10.0% 116.9 126.0 93% 90% Conform 198 7 1/20/2006 Retest No. 195 -3.5 11.1% 10.0% 117.4 126.0 93% 90% Conform 199 7 1/20/2006 Retest No. 196 . -1 11.5% 10.0% 114.6 126.0 91% 90% Conform 200 7 1/21/2006 Storm Drain Hole No. 17 -3 9.5% 10.0% 116.0 126.0 92% 90% Conform 201 7 1/21/2006 Storm Drain Hole No. 17 -2 9.8% 10.0% 114.7 126.0 91% 90% Conform . TABLE 2 • REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I Test Sample Test I Test Location I Elev. I Moisture I Dry Density (pcf) I Relative Compaction I Conform Date (ft) Field Optimum Field [M aximum Obtained Required Non-Conform 202 7 1121/2006 Storm Drain Hole No. 17 -2.5 10.5% 10.0% 116.5 126.0 92% 90% Conform 203 7 1/23/2006 Storm Drain Hole No. 17 -1 9.1% 10.0% 116.2 126.0 92% 90% Conform 204 7 1/23/2006 Storm Drain Hole No. 17 -2 8.6% 10.0% 117.3 126.0 93% 90% Conform 205 7 1/23/2006 Storm Drain Hole No. 17 -1 9.4% 10.0% 114.7 126.0 91% 90% Conform 206 7 1/23/2006 Storm Drain Hole No. 17 -1 10.6% 10.0% 114.3 126.0 91% 90% Conform 207 7 1/23/2006 Storm Drain Hole No. 17 -3 10.9% 10.0% 115.4 126.0 92% 90% Conform 208 7 1/23/2006 Storm Drain Hole No. 17 -2 11.0% 10.0% 114.7 126.0 91% 90% Conform 209 7 1/23/2006 Storm Drain Hole No. 17, Recompacted, -1.5 11.2% 10.0% 112.8 126.0 90% 90% Nonconform Not Retested 210 7 1/28/2006 Storm Drain Hole No. 17 SG 10.5% 10.0% 115.0 126.0 91% 90% Conform 211 7 1/28/2006 Storm Drain Hole No. 17 -2 10.7% 10.0% 115.8 126.0 92% 90% Conform 212 7 1/28/2006 Storm Drain Hole No. 17 -1 10.4% 10.0% 115.6 126.0 92% 90% Conform 213 7 1/30/2006 Storm Drain Hole No. 17 -2 10.3% 10.0% 116.8 126.0 93% 90% Conform 214 7 1/30/2006 Storm Drain Hole No. 17 -2 10.9% 10.0% 113.9 126.0 90% 90% Conform 215 7 1/30/2006 Commercial Site South of College -2 11.0% 10.0% 117.3 126.0 93% 90% Conform 216 7 1/30/2006 Commercial Site South of College -3 10.4% 10.0% 118.2 126.0 94% 90% Conform 217 7 1/30/2006 Commercial Site South of College -1 10.3% 10.0% 116.9 126.0 93% 90% Conform 218 7 1/31/2006 Storm Drain Hole No. 1 -2 10.0% 10.0% 120.4 126.0 96% 90% Conform 219 7 1/31/2006 Storm Drain Hole No. 1 -1 9.8% 10.0% 115.6 126.0 92% 90% Conform 220 7 2/2/2006 Storm Drain Hole No.9 -2 10.3% 10.0% 115.8 126.0 92% 90% Conform 221 7 2/2/2006 Storm Drain Hole No.9 -2 10.9% 10.0% 111.0 126.0 88% 90% Nonconform 222 7 2/2/2006 Storm Drain Hole No.9 -3 11.5% 10.0% 114.8 126.0 91% 90% Conform 223 7 2/3/2006 Retest No. 222 -1 11.2% 10.0% 114.7 126.0 91% 90% Conform 224 7 2/3/2006 Near Clubhouse Area -2 12.0% 10.0% 113.5 126.0 90% 90% Conform 225 7 2/3/2006 Near Clubhouse Area -1 11.1% 10.0% 112.8 126.0 90% 90% Conform 226 7 2/6/2006 Storm Drain Hole No. 1 -2 10.7% 10.0% 114.2 126.0 91% 90% Conform 227 7 2/7/2006 Storm Drain Hole No. 1 -2 11.1% 10.0% 116.0 126.0 92% 90% Conform 228 7 2/7/2006 Storm Drain Hole No. 18 -3 11.1% 10.0% 115.3 126.0 92% 90% Conform 229 7 2/7/2006 Storm Drain Hole No. 18 -1 11.0% 10.0% 118.4 126.0 94% 90% Conform TABLE 2 1 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I Sample # I Test I I Test Location I I Elev. I Test I Moisture I Dry Density (pcf) I Relative Compaction I Conform I I# Date (ft) Field Optimum Field Maximum Obtained Required Non-Conform u I 2IW2UUb storm Drain mole No. 16 S(i 11.0% 10.0% 116.9 126.0 93% 901/0 Uontorm 231 7 2/9/2006 Storm Drain North of Clubhouse -2 10.9% 10.0% 116.1 126.0 92% 90% Conform 232 7 2/9/2006 Storm Drain Hole No. 16 -2 10.9% 10.0% 118.2 126.0 94% 90% Conform 233 7 2/9/2006 Storm Drain Hole No. 16 -1 10.9% 10.0% 118.5 126.0 94% 90% Conform 234 7 2/9/2006 Storm Drain Hole No. 16 SG 10.2% 10.0% 117.2 126.0 93% 90% Conform 235 3 2/11/2006 Storm Drain Hole No. 17 -1.5 10.8% 11.0% 117.2 127.0 92% 90% Conform 236 3 2/11/2006 Storm Drain Hole No. 17 -3 10.5% 11.0% 116.5 127.0 92% 90% Conform 237 3 2/11/2006 Storm Drain Hole No. 17 -2 11.3% 11.0% 121.3 127.0 96% 90% Conform 238 3 2/13/2006 Storm Drain Hole No. 17 -1 11.4% 11.0% 117.2 127.0 92% 90% Conform 239 3 2/13/2006 Storm Drain Hole No. 17 -3 11.0% 11.0% 119.2 127.0 94% 90% Conform 240 3 2/13/2006 Storm Drain Hole No. 17 -2 10.5% 11.0% 118.6 127.0 93% 90% Conform 241 3 2/13/2006 Storm Drain Hole No.7 -3 11.2% 11.0% 119.5 127.0 94% 90% Conform 242 3 2/13/2006 Storm Drain Hole No.7 -1 11.6% 11.0% 117.0 127.0 92% 90% Conform 243 3 2/14/2006 Storm Drain Hole No.7 -2 11.1% 11.0% 116.4 127.0 92% 90% Conform 244 3 2/14/2006 Storm Drain Hole No.3 -2 10.2% 11.0% 116.0 127.0 91% 90% Conform 245 3 2/14/2006 Storm Drain Hole No.3 -1 10.9% 11.0% 115.3 127.0 91% 90% Conform 246 3 2/14/2006 Storm Drain Hole No.3 -1.5 11.5% 11.0% 114.5 127.0 90% 90% Conform 247 3 2/14/2006 Storm Drain Hole No.5 SG 11.2% 11.0% 114.9 127.0 90% 90% Conform 248 3 2/22/2006 Storm Drain Hole No.5 -2 11.2% 11.0% 117.1 127.0 92% . 90% Conform 249 3 2/22/2006 Storm Drain Hole No.3 -1 11.2% 11.0% 116.8 127.0 92% 90% Conform 250 3 2/22/2006 Storm Drain Hole No.2 -2 11.3% 11.0% 118.2 127.0 93% 90% Conform 251 3 2/22/2006 Storm Drain Hole No.2 -2 11.3% 11.0% 119.4 127.0 94% 90% Conform 252 3 2/22/2006 Storm Drain Hole No.2 -1 11.4% 11.0% 118.5 127.0 93% 90% Conform 253 3 2/22/2006 Storm Drain Hole No.2 -1.5 11.4% 11.0% 116.7 127.0 92% 90% Conform 254 3 2/22/2006 Storm Drain Hole No.2 -.5 11.5% 11.0% 117.7 127.0 93% 90% Conform 255 3 2/22/2006 Storm Drain Hole No.2 -3 10.5% 11.0% 117.0 127.0 92% 90% Conform 256 3 2/22/2006 Storm Drain Hole No.2 -2 10.8% 11.0% 115.9 127.0 91% 90% Conform 257 3 2/23/2006 Storm Drain Hole No.2 -2.5 11.5% 11.0% 115.6 127.0 91% 90% Conform 258 3 2/23/2006 Storm Drain Hole No.2 -1.5 10.9% 11.0% 114.1 127.0 90% 90% Conform TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I Test I I I Elev. I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Test Sample I I I I _____________ I I # I Test Location Date Field Optimum Field Maximum Obtained Required Non-Conform 259 .i 2i23i2OO6 Storm Drain Hole NO. 2 -.5 11.4% 11.0% 115.4 127.0 91% 90% Conform 260 3 2/23/2006 Storm Drain Hole No.2 SG 11.6% 11.0% 115.8 127.0 91% 90% Conform 261 3 2/23/2006 Storm Drain Hole No.2 -1 11.8% 11.0% 115.5 127.0 91% 90% Conform 262 3 2/23/2006 Storm Drain Hole No.2 -2.5 10.4% 11.0% 115.0 127.0 91% 90% Conform 263 3 2/23/2006 Storm Drain Hole No.2 -1 10.2% 11.0% 116.4 127.0 92% 90% Conform 264 3 2/24/2006 Storm Drain Hole No.2 -2 11.0% 11.0% 117.6 127.0 93% 90% Conform 265 3 2/24/2006 Storm Drain Hole No.2 -2 11.3% 11.0% 116.0 127.0 91% 90% Conform 266 3 2/24/2006 Storm Drain Hole No.3 -2 11.5% 11.0% 115.9 127.0 91% 90% Conform 267 3 2/24/2006 Storm Drain Hole No.3 -2.5 12.0% 11.0% 115.0 127.0 91% 90% Conform 268 3 2/24/2006 Storm Drain Hole No.3 -1 12.1% 11.0% 114.8 127.0 90% 90% Conform 269 3 2/24/2006 Storm Drain Hole No.3 -1 12.3% 11.0% 117.1 127.0 92% 90% Conform 270 3 2/24/2006 Storm Drain Hole No.3 -2 11.5% 11.0% 114.8 127.0 90% 90% Conform 271 3 2/24/2006 Storm Drain Hole No. 3, Area Reworked, -2 11.9% 11.0% 113.6 127.0 89% 90% Nonconform not Retested 272 3 2/25/2006 Storm Drain Hole No.7 -2 11.1% 11.0% 119.3 127.0 94% 90% Conform 273 3 2/25/2006 Storm Drain Hole No. 7 -1 10.4% 11.0% 117.6 127.0 93% 90% Conform 274 3 2/25/2006 Storm Drain Hole No.7 -1.5 10.5% 11.0% 117.4 127.0 926% 90% Conform 275 3 2/25/2006 Storm Drain Hole No.7 -1 10.9% 11.0% 116.3 127.0 92% 90% Conform 276 7 2/27/2006 Storm Drain Hole No. 7 -2.5 11.1% 10.0% 118.8 126.0 94% 90% Conform 277 7 2/27/2006 Storm Drain Hole No.7 -2 10.4% 10.0% 119.1 126.0 95% 90% Conform 278 7 3/1/2006 Storm Drain Hole No.7 -2 10.6% 10.0% 117.8 126.0 93% 90% Conform 279 7 3/1/2006 Storm Drain Hole No. 7 -1 10.9% 10.0% 117.5 126.0 93% 90% Conform 280 7 3/1/2006 Storm Drain Hole No.7 SG 11.3% 10.0% 119.7 126.0 95% 90% Conform 281 7 3/1/2006 Storm Drain Hole No.7 -3 10.1% 10.0% 121.3 126.0 96% 90% Conform 282 7 3/1/2006 Storm Drain Hole No.7 -3 11.0% 10.0% 118.5 126.0 94% 90% Conform 283 7 3/2/2006 Storm Drain Hole No.7 -2 10.5% 10.0% 117.5 126.0 93% 90% Conform 284 7 3/2/2006 Storm Drain Hole No.7 -1 10.3% 10.0% 116.9 126.0 93% 90% Conform 285 7 3/2/2006 Storm Drain Hole No. 18 SG 10.2% 10.0% 119.1 126.0 95% 90% Conform 286 7 3/2/2006 Storm Drain Hole No. 18 -3 10.0% 10.0% 117.3 126.0 93% 90% Conform iiiuub storm Drain hole No. 15 -3 9.5% 10.0% 3/2/2006 Storm Drain Hole No. 18 -2 9.7% 10.0% 3/2/2006 Storm Drain Hole No. 18 -1 9.5% 10.0% 3/3/2006 Storm Drain Hole No. 14 -3 10.2% 10.0% 3/3/2006 Storm Drain Hole No. 14 -2 9.6% 10.0% 3/3/2006 Storm Drain Hole No. 14 -1.5 9.5% 10.0% 3/3/2006 Storm Drain Hole No. 14 -1 9.4% 10.0% 3/6/2006 Storm Drain on Commercial Site South of -1.5 9.3% 10.0% College 3/6/2006 Storm Drain on Commercial Site South of SG 9.3% 10.0% College 3/6/2006 Storm Drain on Commercial Site South of -2 9.2% 10.0% College 3/8/2006 Storm Drain Hole No. 18 -1 10.3% 10.0% 3/8/2006 Stormbrain Hole No. 18 -1.5 10.0% 10.0% 3/8/2006 Storm Drain Hole No. 18 SG 10.9% 10.0% 3/8/2006 Storm Drain Hole No. 18 -2 11.0% 10.0% 3/9/2006 Storm Drain Hole No. 8 .1.5 11.2% 10.0% 3/9/2006 Storm Drain Hole No.8 1.5 10.5% 10.0% 3/9/2006 Storm Drain Hole No. 8 -1 10.2% 10.0% 3/9/2006 Storm Drain Near Golf Cart Crossing -3 10.9% 10.0% 3/9/2006 Storm Drain Near Golf Cart Crossing -2 11.1% 10.0% 3/9/2006 Storm Drain Near Golf Cart Crossing -1 11.5% 10.0% 3/14/2006 Storm Drain Hole No. 1 -3 10.6% 10.0% 3/14/2006 Storm Drain Hole No. 1 -2 10.8% 10.0% 3/14/2006 Storm Drain Hole No. 1 -1.5 10.0% 10.0% 3/14/2006 Storm Drain Hole No. 1 SG 10.4% 10.0% 3/14/2006 Storm Drain Hole No. 1 2 10.1% 10.0% 3/14/2006 Storm Drain Hole No. 1 2 10.0% 10.0% 117.4 126.0 93% 90% Conform 117.2 126.0 93% 90% Conform 118.5 126.0 94% 90% Conform 117.8 126.0 93% 90% Conform 115.5 126.0 92% 90% Conform 115.0 126.0 91% 90% Conform 118.3 126.0 94% 90% Conform 117.3 126.0 93% 90% Conform 119.5 126.0 95% 90% Conform 118.7 126.0 94% 90% Conform 118.1 126.0 94% 90% Conform 118.4 126.0 94% 90% Conform 114.8 126.0 91% 90% Conform 116.6 126.0 93% 90% Conform 117.3 126.0 93% 90% Conform 118.2 126.0 94% 90% Conform 117.1 126.0 93% 90% Conform 119.6 126.0 95% 90% Conform 117.1 126.0 93% 90% Conform 117.3 126.0 93% 90% Conform 116.5 126.0 92% 90% Conform 119.0 126.0 94% 90% Conform 120.3 126.0 95% 90% Conform 121.1 126.0 96% 90% Conform 117.0 126.0 93% 90% Conform 115.8 126.0 92% 90% Conform o( ( 288 7 289 7 290 7 291 7 292 7 293 7 294 7 295 7 296 7 297 298 299 300 301 302 303 304 305 306 307 308 309 310 311 312 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 n TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I I Test I I I Elev. I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Test Sample I I I I I Test Location Date Field Optimum J Field Maximum Obtained Required Non-Conform TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Storm Drain) I Test I I Elev. I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Test Sample Test Location I Date Field Optimum Field Maximum Obtained FRequired Non-Conform iii ,' j/14IUUb storm Drain hole No. 1 1 9.% 10.0% 121.3 12.0 96% 90% Conform 314 7 3/14/2006 Storm Drain Hole No. 1 1 9.7% 10.0% 116.3 126.0 92% 90% Conform L 16 AS-GRADED REPORT OF ROUGH GRADING FOR THE NORTH COMMERCIAL PAD AND CONSTRUCTION OF THE CRIBLOCK RETAINING WALL, CARLSBAD MUNICIPAL GOLF COURSE, CARLSBAD, CALIFORNIA Prepared for: I CITY OF CARLSBAD I do Dudek Engineering and Environmental 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Project No. 841363-009 February 28, 2008 I_I Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY S Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY February 28, 2008 Project No. 841363-001 To: City of Carlsbad do Dudek Engineering and Environmental 1645 South Rancho Santa Fe Road, Suite 202 San Marcos California 92078 Attention: Mr. George Litzinger Subject: As-Graded Report of Rough Grading for the North Commercial Pad and Construction of the Criblock Retaining Wall, Carlsbad Municipal Golf Course, Carlsbad, California In accordance with the request and authorization of representatives of the City of Carlsbad, we have performed geologic observation and documentation services during the rough grading of the north commercial pad and geotechnical observation and testing services during the construction activities for the Criblock retaining wall at the Carlsbad Municipal Golf Course project in located in Carlsbad, California. The accompanying report summarizes our geologic and geotechnical observations, field and laboratory test results, and the geotechnical conditions encountered during the grading and/or construction operations for the north commercial pad and the associated Criblock retaining wall. In addition, the accompanying report presents our geotechnical conclusions and preliminary recommendations concerning the future commercial development on the north commercial pad. The grading and construction operations for the north commercial pad and the associated Criblock retaining wall were performed in general accordance with the project geotechnical reports (Appendix A), geotechnical recommendations made during grading, and the City of Carlsbad requirements. As of the date of this report, the rough grading and construction operations for the north commercial pad are essentially complete. It should be noted that a site specific geotechnical investigation should be performed for any proposed future development on the pad. S 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Associate Engineer 4OHAL Q Q. No. 1612 CEFrnRED * €NQ1NEERING \.\XR)j IIi GEQJ.OGI$T , -Aff Randall K. Wagner, rEG 1612 I Principal Geologist Distribution: (4) Addressee Leighton 841363-009 . TABLE OF CONTENTS Section Page 1.0 INTRODUCTION ............................................................................................................. 1 1.1 PROJECT DESCRIPTION...............................................................................................1 2.0 SUMMARY OF GRADING AND CONSTRUCTION OPERATIONS..........................................4 2.1 SITE PREPARATION AND REMOVALS ................................................................................. 4 2.2 FILL SLOPE KEY........................................................................................................5 2.3 SUBDRAINS ........................................................................... ..................................5 2.4 FILL PLACEMENT AND COMPACTION ............................................. . ................................... 5 2.5 FIELD DENSITY TESTING.............................................................................................6 2.6 LABORATORY TESTING ...............................................................................................6 3.0 ENGINEERING GEOLOGIC SUMMARY ..............................................................................7 3.1 AS-GRADED GEOLOGIC CONDITIONS ................................................................................7 3.2 GEOLOGIC UNITS......................................................................................................7 3.2.1 Previously-Placed Artificial Fill (Unmapped).........................................................7 3.2.2 Topsoil (Unmapped)........................................................................................7 3.2.3 CoHuvium (Unmapped) ....................................................................................8 3.2.4 Santiago Formation (Map Symbol-Tsa) ................................................................8 S 3.3 GEOLOGIC STRUCTURE............................................................................................... .8 3.4 FAULTING ...............................................................................................................8 3.5 SEISMICITY ............................................................................................................. 9 3.6 GROUND WATER.......................................................................................................9 3.7 EXPANSION AND SULFATE CONTENT TESTING OF REPRESENTATIVE FINISH GRADE SOILS.............10 4.0 CONCLUSIONS............................................................................................................11 5.0 RECOMMENDATIONS ................................................................................................... ..13 5.1 ADDITIONAL GEOTECHNICAL INVESTIGATION..................................................................13 5.2 EXCAVATIONS ........................................................................................................ 13 5.3 FILL PLACEMENT AND COMPACTION..............................................................................13 5.4 SUBDRAJN OUTLET MAINTENANCE ...............................................................................14 5.5 SLOPE MAINTENANCE GUIDELINES ...............................................................................14 5.6 CONSTRUCTION OBSERVATION AND TESTING .................................................................. 15 6.0 LIMITATIONS .............................................................................................................16 S -I- Leighton 841363-009 C TABLE OF CONTENTS (Continued) FIGURE FIGURE 1 - SITE LOCATION MAP - PAGE 2 PLATES PLATE 1 - AS-GRADED GEOTECHNICAL MAP - IN POCKET PLATES 2 AND 3 - CRIBLOCK WALL DENSITY TEST LOCATION MAP - IN POCKET APPENDICES APPENDIX A - REFERENCES APPENDIX B - SUMMARY OF FIELD DENSITY TESTS APPENDIX C - LABORATORY TESTING PROCEDURES AND TEST RESULTS APPENDIX D - COMMERCIAL PAD COMPACTION TESTING REPORT BY TESTING ENGINEERS APPENDIX E - GENERAL EARTHWORK AND GRADING SPECIFICATIONS S 4 Leighton 841363-009 S 1.0 INTRODUCTION In accordance with the request and authorization of representatives of the City of Carlsbad, we have performed geologic observation and documentation services during the rough grading of the north commercial pad and geotechnical observation and testing services during the construction activities for the Criblock retaining wall at the Carlsbad Municipal Golf Course located in Carlsbad, California (Figure 1). This as-graded report summarizes our geologic and geotechnical observations, geologic mapping, field and laboratory test results, and the geotechnical conditions encountered during the course of our services for the project. Based on the contract for the development of the Carlsbad Municipal Golf Course, Leighton performed the duties of the geologic/geotechnical consultant of record while Testing Engineers performed the all of the geotechnical services associated with the fill placement and compaction operations. The only exception was that Leighton performed all of the geotechnical services related to the construction of the Criblock retaining wall which included observation and testing of the retaining wall backfill. As of this date, the grading activities for the north commercial pad are essentially complete. However, the site is only sheet-graded and will still need to be fine graded in order to construct the future proposed commercial building pad(s), driveways/parking areas, and other anticipate site improvements. In addition, it should be noted that a site specific geotechnical investigation should also be performed for any proposed future development (i.e., the design and construction of buildings and other site improvements) of the site as indicated in Section 5.0. The grading plans and Criblock retaining wall construction plans for the project, prepared by P&D Consultants and Retaining Walls Company North, respectively, were utilized as the base maps to present the as-graded geologic/geotechnical conditions and approximate locations of the field density tests associated with the construction of the retaining wall. The As-Graded Geotechnical Map (Plate 1) and the Criblock Wall Density Test Location Map (Plates 2 and 3) are presented in the pocket at the rear of the text. 1.1 Project Description The Carlsbad Municipal Golf Course is bounded by Palomar Airport Road on the south, Hidden Valley Road and the Grand Pacific Carlsbad Resort on the west, Faraday Avenue on the north, and the Palomar Airport and Business Park on the east in Carlsbad, California. College Boulevard bisects the golf course in an approximately southwest to northeast direction. The subject site (i.e. the north commercial pad) is located on the eastern side of the golf course and north of College Boulevard as indicated on Figure 1. S 4 -1- Leighton 841363-009 Based on the project grading plans, the proposed grade of commercial pad ranges from approximately 257 feet mean sea level (msl) at the southwest corner of the pad to 266 feet msl in the eastern portion of the pad. The original topography ranged from approximately 190 feet msl along the northwest side of the pad to approximately 310 feet msl in the southwestern portion of the pad. In order to increase the size of the pad, a relatively large fill slope (up to approximately 140 feet in height) and a Criblock retaining wall were constructed along the north side of the pad. The slope was constructed at a 2:1 (horizontal to vertical) slope inclination with 3 benches. The upper part of the slope was replaced with a Criblock retaining wall that was approximately 1,325 feet in length and ranged from approximately 20 to 40 feet in height. However, due to the recommended minimum embedment depth of 5 to 10 feet, the exposed height of the retaining wall ranged from approximately 15 to 30 feet. [1 -3- Leighton 841363-009 2.0 SUMMARY OF GRADING AND CONSTRUCTION OPERATIONS The grading operations for the north commercial pad were performed by SEMA Construction between November 2005 and June 2006. The grading operations, prior to construction of the Criblock retaining wall, were geologically observed and documented by Leighton while the fill placement and compaction operations were observed and tested by Testing Engineers (TE, 2007). Documentation related to Testing Engineers' observations and testing is presented in Appendix D of this report. In summary, during the rough grading operations, Testing Engineers' field technicians were on site full-time during the grading operations while a Leighton field and/or project geologist were on site on a periodic basis. During the Criblock retaining wall construction operations, a Leighton field technician-was on site full time during the retaining wall backfill and compaction operations. Grading of the site included: 1) the removal of potentially compressible desiccated previously placed artificial fill soils, topsoil, colluvium, and weathered formational material; 2) the excavation of a fill slope key; 3) preparation of areas to receive fill; 4) the placement of canyon and retaining wall subdrains; 5) excavation of formational material; 6) the placement of retaining wall backfill, and 7) the placement of compacted fill soils. Up to approximately 50 feet of cut was excavated and a maximum of approximately 80 vertical feet of fill was placed within the grading limits of the site. The as-graded geotechnical conditions are presented on the As-Graded Geotechnical Map (Plate 1). 9 2.1 Site Preparation and Removals Prior to grading, the area was stripped of surface vegetation and debris and disposed of off site. Removals of unsuitable and potentially compressible soils (including desiccated previously placed artificial fill soils [associated with the construction of College Boulevard], topsoil, colluvium, and weathered formational material) were made to competent material. The removals of potentially compressible material were performed in accordance with the recommendations of the project geotechnical report (Appendix A) and geotechnical recommendations made during the course of grading. Specifically, removals of the potentially compressible material included approximately 2 to 20 feet of desiccated fill soils, topsoil, colluvium, and weathered formational material. After the removals were made, the removal bottoms and/or areas flatter than 5:1 (horizontal to vertical) were scarified a minimum of 12 inches. The steeper natural hillsides were benched into competent material as fill was placed. Representative bottom elevations in the removal areas are shown on the As-Graded Geotechnical Map (Plate 1). Due to the need to utilize low expansive granular soils as the backfill soils within the Criblock retaining wall cells, the western portion of the north commercial pad was used as a borrow site. We understand that some fill soils have been placed in the borrow area; S -4- 4 Leighton 841363-009 however, the area was left low (i.e. the existing grades are lower than the proposed pad grade elevations shown on the grading plans). 2.2 Fill Slope Key Prior to the placement of the fill slope along the north side of the commercial pad, a fill slope key was constructed. The fill slope key was excavated at least 2 feet into competent formational soil along the toe-of-slope and constructed a minimum of 15 feet wide with the key bottom angled at least 2 percent into-the-slope. 2.3 Subdrains Canyon and retaining wall subdrains were placed under the observation of a representative of Leighton during grading and the Criblock retaining wall construction operations. After the potentially compressible material in the tributary canyons were removed to competent formational material or when compacted fill was placed over competent material to obtain flow to a suitable outlet location, a subdrain was installed along the canyon bottom. The canyon subdrains consisted of a 6-inch diameter perforated pipe surrounded by a minimum of 9-cubic feet (per linear foot) of crushed 3/4-inch gravel wrapped in Mirafi 140N filter fabric. . A retaining wall subdrain system consisting of two subdrains was installed behind the Criblock retaining wall. The first subdrain was installed directly behind the lowest-most Criblock member at the back of the retaining wall while the second subdrain was placed along the bottom of the wall backcut which was at least 10 to 15 feet behind the back of the Criblock wall. The retaining wall subdrains consisted of a 4-inch diameter perforated pipe surrounded by a minimum of 3-cubic feet (per linear foot) of crushed 3/4-inch gravel wrapped in Mirafi 140N filter fabric. The location of the subdrains placed during the grading and retaining wall construction operations were surveyed by the project civil engineer. The approximate subdrain locations presented on the As-Graded Geotechnical Map (Plate 1). 2.4 Fill Placement and Compaction As discussed above, Testing Engineers observed and tested the compacted fill placed during the rough grading operations (TE, 2007). These areas included the large north-facing fill slope, the area beneath the Criblock retaining wall, and the fills associated with the commercial pad. A summary of these observations and testing services are presented in the Commercial Pad Compaction Testing Report presented in Appendix D. Subsequent to the rough grading operations, Leighton performed observation and testing services associated with the Criblock retaining wall subgrade foundation, backfilling of the . 4 -5- Leighton 841363-009 Criblock retaining wall cells, and placement of the compacted fill behind the Criblock retaining wall structure. In general, the fill was generally spread in 4- to 8-inch loose lifts; moisture conditioned as needed to attain near-optimum moisture content, and compacted with either heavy-duty construction equipment and/or hand operated compaction equipment. Field density test results performed during the grading operations indicated the fill soils were compacted to at least 90 or 95 percent of the maximum dry density in accordance with ASTM Test Method D1557, as required. As recommended in the project geotechnical documents (Appendix A), the fill soils comprising the large north-facing fill slope including the area beneath the Criblock retaining wall were compacted to a minimum 95 percent relative compaction (in accordance with ASTM Test Method D1557) while the fill soils on the pad and the retaining backfill soils were compacted to a minimum 90 percent relative compaction. Areas of fill in which field density tests indicated compactions less than the recommended relative compaction or where the soils exhibited nonuniformity or had field moisture contents less than approximately 2 to 3 percent below the laboratory optimum moisture content, were reworked. The reworked areas were recompacted, and re-tested until the recommended minimum 90 or 95 percent relative compaction and near-optimum moisture content was achieved. 2.5 Field Density Testina Field density testing was performed using the Nuclear-Gauge Method (ASTM Test Methods D2922 and D3017). The approximate test locations are shown on the As-Graded Geotechnical Map (Plate 1) and Criblock Wall Density Test Location Map (Plates 2 and 3). The results of the field density tests are summarized in Appendix B. The field density testing was performed in general accordance with the applicable ASTM Standards, the current standard of care in the industry, and the precision of the testing method itself. Variations in relative compaction should be expected from the results documented herein. 2.6 Laboratory Testing Laboratory maximum dry density tests of representative on-site soils were performed in general accordance with ASTM Test Method D1557. Laboratory tests were also performed to evaluate the fill soil gradation and plastic index properties. The laboratory test results are presented in Appendix C. -6- Leighton 841363-009 0 3.0 ENGINEERING GEOLOGIC SUMMARY 3.1 As-Graded Geologic Conditions The geologic and/or geotechnical conditions encountered during the rough grading and Criblock retaining wall construction operations were essentially as anticipated. A comprehensive summary of the geologic conditions (including geologic units, geologic structure, and faulting) is presented below. The as-graded geologic conditions are presented on the As-Graded Geotechnical Map (Plate 1). 3.2 Geologic Units The geologic units encountered during the rough grading of the north commercial pad consisted of previously placed artificial fill soils, topsoil, colluvium, and the Santiago Formation. Due to the potentially compressible nature of the desiccated fill soils, topsoil, colluvium, and weathered formational material, these soils were removed to competent material during the rough grading operations. The approximate limits of the as-graded geologic units encountered during the grading operations are presented on the As-Graded Geotechnical Map (Plate 1) and discussed (youngest to oldest) below. 3.2.1 Previously-Placed Artificial Fill (Unmapped) Previously-placed artificial fill associated with the construction of College Boulevard was encountered in the south eastern portion of the site. The upper 1 to 2 feet of the fill was found to be desiccated and was removed prior to the placement of additional fill. 3.2.2 Topsoil (Unmapped) A relatively thin veneer of topsoil was removed from the majority of the site. The topsoil, as encountered, consisted predominately of a brown, damp to moist, loose, sandy clay and minor clayey to silty sand. The topsoil was generally massive, porous, and contained scattered roots and organics. Topsoil removal thicknesses were on the order 1 to 4 feet thick. During the grading operations, the topsoil was observed to have been removed within the limits of grading. -7- Leighton 841363-009 0 3.2.3 Colluvium (Unmapped) Colluvium was encountered during the rough grading in the two tributary canyons and on the lower portion of the hillside near the bottom of the large north-facing fill slope. As encountered, the colluvium consisted of dark brown, moist, loose to stiff, clayey sand, sandy clay, and silty sand. Where encountered, the 'colluvium was removed to competent material. Up to approximately 20 feet of colluvium was removed during the rough grading operations. 3.2.4 Santiago Formation (Map Symbol-Isa) The Tertiary-aged Santiago Formation, as encountered during the rough grading operations, consisted primarily of a massively bedded sandstone with minor interbedded siltstones. The sandstone generally consisted of orange-brown (iron oxide staining) to light brown, damp to moist, dense to very dense, silty very fine to medium grained sandstone. The siltstone interbeds were generally olive-brown, damp to moist, stiff to hard, and occasionally fractured and moderately sheared. 3.3 Geologic Structure . The general structure of the formational material appears to be near horizontal. Based on our geologic mapping during the rough grading operations relative to the north commercial pad, bedding within the Santiago Formation generally exhibited somewhat variable bedding with strikes ranging from northwest to north and dips typically 2 to 7 degrees (or less) to the southwest and west. Jointing on-site was observed to be very variable, but predominantly trended subparallel to the existing slopes. Jointing dips were found to be generally moderately to steeply dipping. Jointing was mainly encountered in the upper portion of the bedrock becoming less pronounced with depth. 3.4 Faulting Inactive normal faults that offset the Santiago Formation were identified during the project geotechnical investigations (Appendix A). No evidence of any faulting was encountered during the rough grading of the north commercial pad; however, inactive faulting was encountered during the grading of the golf course in areas outside the limits of the commercial pads. .' -8- 4 Leighton 841363-009 3.5 Seismicity 41 Our discussion of the seismicity of the site is prefaced with a discussion of California legislation and state policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Alquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in 2007. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, the site is not located within any Fault-Rupture Hazard Zone as created by the Alquist-Priolo Act (Bryant and Hart, 2007). San Diego, like the rest of southern California, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose Canyon Fault Zone. The nearest known active fault is the Rose Canyon Fault Zone, which is located approximately 5.7 miles (9.2 kilometers) west of the site, and has a Site Classification of C based on the 2007 California Building Code (CBC). Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low. Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement. Liquefaction is typified by a loss of shear strength in the affected soil layer, thereby causing the soil to act as a viscous liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. The fill and formational materials underlying the site are not considered liquefiable due to their fine-grained nature, dense physical characteristics, and unsaturated condition. 3.6 Ground Water Ground water was not encountered during the rough grading or retaining wall construction operations. Since subdrains were installed in the tributary canyon bottoms and behind the retaining wall, ground water conditions should not be a constraint to future development. Leighton 841363-009 However, unanticipated seepage conditions may occur and steps to mitigate the seepage should be made on a case-by-case basis. 3.7 Expansion and Sulfate Content Testing of Representative Finish Grade Soils Expansion potential and soluble sulfate content tests were not performed on representative finish grade soils of the sheet-graded pad. However, we anticipate that the representative finish grade soils have a very low to possibly medium expansion potential and have a negligible to moderate soluble sulfate content per the Uniform Building Code criteria. Additional laboratory testing is recommended to determine the actual expansion potential and soluble sulfate content of the site. S . -10- $ Leighton 841363-009 4.0 CONCLUSIONS The rough grading and Criblock retaining wall backfill operations for the north commercial pad were performed in general accordance with the project geotechnical reports (Appendix A), geotechnical recommendations made during grading, and the City of Carlsbad requirements. The following is a summary of our conclusions concerning the grading and construction operations. . Geotechnical conditions encountered during grading were generally as anticipated. . Site preparation and removals were geotechnically observed. The geologic units encountered during the rough grading of the site consisted of artificial fill, topsoil, colluvium, and the Santiago Formation. Desiccated previously placed artificial fill soils and unsuitable topsoil, colluvium, and weathered formational material were removed to competent material within the limits of grading. Subdrains were placed in the tributary canyons and behind the Criblock retaining wall. The fill slope on the north side of the north commercial pad was constructed with a fill slope key. The key was constructed a minimum of 15 feet wide, excavated at least 2 feet into competent material along the toe-of-slope and the bottom inclined 2 percent into the slope. Fill soils were derived from on-site soils. Fills soils comprising the large north-facing fill slope including the area beneath the Criblock retaining wall were compacted to a minimum 95 percent relative compaction (in accordance with ASTM Test Method D1557) while the fill soils on the pad and the retaining backfill soils were compacted to a minimum 90 percent relative compaction. Field density testing indicated that the fill soils were placed and compacted to at least a 90 or 95 percent relative compaction (based on ASTM Test Method D1557) and near- optimum moisture contents in accordance with the recommendations of Leighton and Associates and the requirements of the City of Carlsbad. The results of the field density tests performed by Leighton are summarized in Appendix B while the density tests performed by Testing Engineers is included in Appendix D. The cut/fill transition condition present on the commercial pad was not mitigated during the grading operations. Cut/fill transition conditions present within the limits of any proposed buildings should be mitigated by the overexcavation of the cut portion of the building pad or by special foundation design. Additional subsurface evaluation will be 4 -11- Leighton 841363-009 necessary to identify the location of the cut/fill transition and to develop design recommendations for future site improvements or development. No evidence of faulting was encountered during the rough grading operations for the north commercial pad. However, minor inactive faults were encountered during the Carlsbad Golf Course grading outside the limits of the commercial pads. Ground water was not encountered during the rough grading or retaining wall construction operations. Due to the dense nature of the onsite soils, it is our professional opinion that the liquefaction hazard at the site is considered low. The expansion potential of representative finish grade soils of the sheet-graded pad was not tested during site grading. However, very low to possibly medium expansive soils should be anticipated. Further geotechnical investigation should be performed for the future site development, and the representative finish grade soils should be tested to determine the actual expansion potential of the soils. The potential for soluble sulfate attack of the finish grade soils was not tested during site grading. However, negligible to moderate soluble sulfate contents are anticipated. As discussed above, further geotechnical investigation should be performed for the future site development, and the representative finish grade soils should be tested to determine the actual potential for soluble sulfate attack of the soils. It is our opinion that the slopes of the north commercial pad possess a static factor of safety of at least 1.5 to resist deep-seated failure (under normal irrigation/precipitation patterns), provided the recommendations in the project geotechnical reports are incorporated into the post-grading, construction, and post-construction phases of site development. Because the Criblock retaining wall was not designed to support additional loads (i.e. loads other than the assumed level backfill zone behind the retaining wall), a structural setback is recommended and will limit the buildable area of the commercial pad. The setback limit was determined by projecting a 1:1 (or 45-degree angle) from the bottom back portion of the Criblock cell up to the proposed finish grade surface on the pad. The setback limits are presented on the As-Graded Geotechnical Map (Plate 1). . -12 04 - Leighton 841363-009 5.0 RECOMMENDATIONS S 5.1 Additional Geotechnical Investigation We anticipate that future development of the site will consist of site preparation, remedial grading for the mitigation of cut/fill transitions, fine grading, utility trench excavation and backfill, retaining wall backfill, and driveway and parking area pavement section preparation and compaction. Based on the current as-graded condition of the site, we recommend that a site specific geotechnical investigation be performed for any proposed future development. It should be noted that a structural setback limit is recommended for future development of the north commercial pad. The structural setback limit, ranging from approximately 10 to 60 feet from top of slope (i.e. top of Criblock retaining wall) was determined by projecting a 1:1 (or 45-degree angle) from the bottom back portion of the Criblock retaining wall cells up to the proposed finish grade surface on the pad. Factors that determined this setback was the type of retaining wall, the location of Criblock wall foundation, the slope height, and the type of soil used as backfill. It should be noted that the setback zone may be revised by the geotechnical consultant on a case-by-case basis if the geotechnical conditions are different than anticipated. For planning purposes any improvement or additional load (such as additional fill, placement of buildings, vehicle loading, etc.) on the retaining wall will need to be evaluated and either kept out of the setback zone or founded below the 1:1 projection 5 line. 5.2 Excavations Excavations of the on-site materials may generally be accomplished with conventional heavy-duty earthwork equipment. It is not anticipated that blasting will be required or that significant quantities of oversized rock (i.e. rock with maximum dimensions greater than 8 inches) will be generated during future grading. However, localized cemented zones within the cut areas may be encountered on the site that may require heavy ripping and/or removal. If oversized rock is encountered, it should be placed in accordance with the recommendations presented in Appendix E, hauled offsite, or placed in non-structural or landscape areas. 5.3 Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free or organic material, debris, and rock fragments larger than 8 inches in maximum dimension. We do not recommend that high or very high expansive soils be utilized as fill for the building pads or as retaining wall backfill. . -13- it Leighton 841363-009 All fill soils should be brought to 2-percent over the optimum moisture content and compacted in uniform lifts to at least a 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with Appendix E, the current City of Carlsbad grading ordinances, sound construction practices, and the geotechnical recommendations presented herein. 5.4 Subdrain Outlet Maintenance The approximate location of the subdrains and subdrain outlets constructed during the rough grading operations are identified on the As-Graded Geotechnical Map (Plate 1). All subdrain outlets should be periodically cleared of soil cover or other potential blockage that may have occurred since initial subdrain construction. In open space areas, it is recommended that the Property Owner or Management Company further maintain these outlets, as well as retaining wall drainage outlets to prevent further blockage. 5.5 Slope Maintenance Guidelines S It is the responsibility of the owner to maintain the slopes, including adequate planting, proper irrigation and maintenance, and repair of faulty irrigation systems. To reduce the potential for erosion and slumping of graded slopes, all slopes should be planted with ground cover, shrubs, and plants that develop dense, deep root structures and require minimal irrigation. Slope planting should be carried out as soon as practical upon completion of grading. Surface-water runoff and standing water at the top-of-slopes should be avoided. Oversteepening of slopes should be avoided during construction activities and landscaping. Maintenance of proper lot drainage, undertaking of property improvements in accordance with sound engineering practices, and proper maintenance of vegetation, including regular slope irrigation, should be performed. Slope irrigation sprinklers should be adjusted to provide maximum uniform coverage with minimal of water usage and overlap. Overwatering and consequent runoff and ground saturation should be avoided. If automatic sprinklers systems are installed, their use must be adjusted to account for rainfall conditions. Trenches excavated on a slope face for any purpose should be properly backfilled and compacted in order to obtain a minimum of 90 percent relative compaction, in accordance with ASTM Test Method D1557. Observation/testing and acceptance by the geotechnicaI consultant during trench backfill is recommended. A rodent-control program should be S -14- Leighton 841363-009 established and maintained. Prior to planting, recently graded slopes should be temporarily protected against erosion resulting from rainfall, by the implementing slope protection measures such as polymer covering, jute mesh, etc. 5.6 Construction Observation and Testing Construction observation and testing should be performed by the geotechnical consultant during future grading operations or excavations and foundation or retaining wall construction. Additionally, footing excavations should be observed and moisture determination tests of subgrade soils should be performed by the geotechnical consultant prior to the pouring of concrete. Fine grade and foundation plans should also be reviewed by the geotechnical consultant prior to site development. . -15- 4 Leighton 841363-009 S 6.0 LIMITATIONS The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. S 4 -16- Leighton S 1'0 ri 841363-009 APPENDIX A References Bryant, W.A., and Hart E.W., 2007, Special Publication 42, Fault Rupture Hazard Zones in California, Aiquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps, Interim Revision 2007. California Building Standards Commission (CBSC), 2007 California Building Code, Based on 2006 International Building Code. California Geological Survey (CGS) formally California Division of Mines and Geology (CDMG), 1996a, Geologic Maps of the Northwestern Part of San Diego County, California, CDMG Open-File Report 96-02, Plate 1, Geologic Map of the Oceanside, San Luis Rey, and San Marcos 7.5' Quadrangles, San Diego County, California, Scale 1:24,000. -, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, to be used with the 1997 Uniform Building Code, International Conference of Building Officials, dated February 1998. Dudek, 2005, Grading Plans for Special Exhibit Drawing, Carlsbad Municipal Golf Course Phase is 2, Carlsbad, California, Drawing No. 381-4A, Sheet 18 of 46, dated October 6, 2005. Leighton and Associates, Inc., 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-006, dated February 16, 1998. 2005a, Geotechnical Review of Criblock Retaining Wall Plan and Calculations, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated November 18, 2005, revised November 29, 2005. 2005b, Summary of Geotechnical Conditions Related to Criblock Retaining Wall of the Commercial Pad and North Facing Fill Slope North of College Boulevard, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated December 14, 2005. 2005c, Second Geotechnical Review of Criblock Retaining Wall Plan and Calculations, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363- 009, dated December 28, 2005. S A-i 841363-009 0 APPENDIX A (Continued) 2006a, Third Geotechnical Review of Criblock Retaining Wall Plan and Calculations, Carlsbad, Municipal Golf Course, California, Project No. 841363-009, dated January 5, 2006. -, 2006b, Addendum Remedial Grading Recommendations Concerning the Backfill Behind the Western Portion of the Criblock Retaining Wall Project Memorandum, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated May 5, 2006. Undated, Unpublished In-House Geotechnical Data. P & D Consultants, 2005, Grading Plans for Carlsbad Municipal Golf Course Phase 2, Carlsbad, California, Drawing No. 381 -4A, 99 Sheets, dated April 15, 2005. Retaining Walls Company North, 2005, Cribwall Plans, Carlsbad Municipal Golf Course, Carlsbad, California, Job No. 05-03-07, dated December 5, 2005. Tan, S.S., and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California: California Division of Mines and Geology, DMG Open-File Report 96- 02, 2 Plates. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, Landslide Hazard Identification Map No. 35, Division of Mines and Geology, Open-File Report No. 95-04. Testing Engineers San Diego, Inc. (TE), 2007, Supplemental Compaction Testing Report, Carlsbad Municipal Golf Course, Carlsbad, California, Contract No. 108078, dated March 19, 2007. A-2 S S S n 841363-009 APPENDIX B Explanation of Summary of Field Density Tests Test No. Test of Test No. Test of Prefix Test of Abbreviations Prefix Test of Abbreviations (none) GRADING Natural Ground NG (SG) SUBGRADE Original Ground OG (AB) AGGREGATE BASE Existing Fill • EF (CB) CEMENT TREATED BASE Compacted Fill CF (PB) PROCESSED BASE Slope Face SF (AC) ASPHALT CONCRETE Finish Grade FG Curb C (S) SEWER (SD) STORM DRAIN Gutter G (AD) AREA DRAIN Curb and Gutter CG (W) DOMESTIC WATER Cross Gutter XG (RC) RECLAIMED WATER Street ST (SB) SUBDRAIN Sidewalk SW (G) GAS Driveway D (E) ELECTRICAL Driveway Approach DA (T) TELEPHONE Parking Lot PL (J) JOINT UTILITY Electric Box Pad EB (I) IRRIGATION Bedding Material B Shading Sand S Main M Lateral L Crossing X Manhole MR Hydrant Lateral HL Catch Basin CB Riser R Inlet I (RW) RETAINING WALL (P) PRESATIJRATION (CW) CRIB WALL (LW) LOFFELL WALL Moisture Content M (SF) STRUCT FOOTING Footing Bottom F Backfill B Wall Cell C (IT) INTERIOR TRENCH Plumbing Backfill P Electrical Backfill E N represents nuclear gauge tests that were performed in general accordance with most recent version of ASTM Test Methods D2922 and D3017. S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method D1556. 15A represents first retest of Test No. 15 I5B represents second retest of Test No. 15 "0" in Test Elevation Column represents test was taken at the ground surface (e.g. finish grade or subgrade) "-i" in Test Elevation Column represents test was taken one foot below the ground surface B-i SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 1 1/12/06 CF Crib Wall #1 Station 11+75 220.0 3 109.7 114.5 13.2 12.5 96 2 1/12/06 CF Crib Wall #1 Station 11+30 222.0 3 111.6 114.5 14.1 12.5 97 3 1/12/06 CF Crib Wall #1 Station 10+70 222.5 3 112.0 114.5 13.8 12.5 98 4 1/13/06 CF Crib Wall #1 Station 9+80 218.5 3 110.3 114.5 12.8 12.5 96 5 1/13/06 CF Crib Wall #1 Station 7+45 242.0 3 108.6 114.5 12.8 12.5 95 6 2/24/06 CF N. Commercial Pad 262.0 4 95.6 116.0 18.1 13.0 82 Retest on 6A 6A 2/25/06 CF N. Commercial Pad 262.0 4 96.4 116.0 18.4 13.0 83 Retest on 6B 6B 2/25/06 CF N. Commercial Pad 262.0 4 105.9 116.0 18.4 13.0 91 Retest of 6 7 2/25/06 CF N. Commercial Pad 258.0 4 94.3 116.0 18.3 13.0 81 Retest on 7A 7A 2/25/06 CF N. Commercial Pad 258.0 4 104.3 116.0 18.3 13.0 90 Retest of 7 8 2/25/06 CF N. Commercial Pad 259.0 4 98.2 116.0 12.6 13.0 85 Retest on 8A 8A 2/25/06 CF N. Commercial Pad 259.0 4 105.1 116.0 12.6 13.0 91 Retest of 8 9 3/6/06 CF Crib Wall #1 Station 1+75 245.0 3 109.3 114.5 14.6 12.5 95 10 3/6/06 CF Crib Wall #1 Station 2+50 244.0 5 115.7 119.0 12.7 13.0 97 11 3/6/06 CF Crib Wall #1 Station 3+28 242.0 3 109.8 114.5 12.9 12.5 96 12 3/6/06 CF Crib Wall #1 Station 4+00 242.0 5 113.3 119.0 9.9 13.0 95 13 3/6/06 CF Crib Wall #1 Station 5+00 241.0 5 113.6 119.0 15.2 13.0 95 14 3/6/06 CF Crib Wall #1 Station 5+75 244.0 3 109.6 114.5 13.6 12.5 96 15 310/06 CF Crib Wall #1 Station 4+00 240.0 3 101.8 114.5 11.9 12.5 89 Retest on ISA ISA 3/10/06 CF Crib Wall #1 Station 4+00 240.0 3 108.6 114.5 13.6 12.5 95 Retest of 15 16 3/10/06 CF Crib Wall #1 Station 4+50 239.0 3 108.4 114.5 12.0 12.5 95 17 3/16/06 CF Crib Wall #1 Station 2+50 243.0 3 111.5 114.5 13.3 12.5 97 18 3/16/06 CF Crib Wall #1 Station 1+80 244.0 3 109.9 114.5 15.3 12.5 96 19 3/17/06 CF Crib Wall #1 Station 1+48 245.0 3 110.0 114.5 13.5 12.5 96 20 3/17/06 CF Crib Wall #1 Station 0+95 244.0 2 106.5 111.0 14.4 14.0 96 21 6/2/06 CF N. Commercial Pad West Side 248.0 1 113.3 120.0 11.6 12.0 94 22 6/5/06 CF N. Commercial Pad West Side 250.0 1 108.3 120.0 12.9 12.0 90 23 6/6/06 CF N. Commercial Pad West Side 252.0 1 106.2 120.0 9.1 12.0 88 Retest on 23A 23A 6/7/06 CF N. Commercial Pad West Side 252.0 1 108.0 120.0 13.6 12.0 90 Retest of 23 24 6/6/06 CF N. Commercial Pad West Side 250.0 5 114.2 119.0 12.4 13.0 96 25 6/6/06 CF N. Commercial Pad West Side 255.0 1 108.4 120.0 15.4 12.0 90 26 6/6/06 CF N. Commercial Pad West Side 251.0 5 114.8 119.0 12.0 13.0 96 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Vf Client: 0 Pagel of 2 1 •')') 1 . . . SUMMARY OF FIELD DENSITY TESTS [Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) I No. Date Of Lot# Elev(ft) Type Field Max Field Opt. Compaction Remarks 27 6/7/06 CF N. Commercial Pad West Side 254.0 5 114.7 119.0 18.6 13.0 96 28 6/7/06 CF N. Commercial Pad West Side 249.0 5 110.2 119.0 15.1 13.0 93 29 6/7/06 CF N. Commercial Pad West Side 251,0 5 112.3 119.0 14.4 13.0 94 30 6/7/06 CF N. Commercial Pad West Side 254.0 5 113.1 119.0 13.9 13.0 95 31 6/7/06 CF N. Commercial Pad West Side 254.0 5 107.2 119.0 14.9 13.0 90 32 6/7/06 CF N. Commercial Pad West Side 255.0 5 111.7 119.0 15.7 13.0 94 33 6/8/06 CF N. Commercial Pad West Side 252.0 5 111.7 119.0 13.8 13.0 94 34 6/8/06 CF N. Commercial Pad West Side 253.0 3 103.2 114.5 17.2 12.5 90 Project Number: 841363-009 Project Name: Carlsbad.Golf Course Project Location: 0 Client: 0 Page 2of2 3/9/2007 1:22:17PT\ SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks CW 1 1/20/06 C Crib Wall #1 Cell #5 Station 9+70 218.0 3 103.1 114.5 16.3 12.5 90 CW 2 1/20/06 C Crib Wall #1 Cell #5 Station 10+10 219.0 1 112.6 120,0 13.6 12.0 94 CW 3 1/20/06 C Crib Wall #1 Cell #4 Station 9+65 219.0 3 102.8 114.5 18.7 12.5 90 CW 4 1/20/06 C Crib Wall #1 Cell #4 Station 10+00 220.0 1 112.1 120.0 14.4 12.0 93 CW 5 1/20/06 C Crib Wall #1 Cell #3 Station 9+79 219.0 3 102.9 114.5 21.1 12.5 90 CW 6 1/20/06 C Crib Wall #1 Cell #3 Station 10+17 220.0 1 111.4 120.0 12.2 12.0 93 CW 7 1/20/06 C Crib Wall #1 Cell #2 Station 9+75 220.0 3 103.1 114.5 18.9 12.5 90 CW 8 1/20/06 C Crib Wall #1 Cell #2 Station 9+92 221.0 1 112.0 120.0 15.1 12.0 93 CW 9 1/20/06 C Crib Wall #1 Cell #1 Station 9+72 222.0 3 103.9 114.5 18.6 12.5 91 CW 10 1/20/06 C Crib Wall #1 Cell #1 Station 10+10 223.0 1 109.0 120.0 15.3 12.0 91 CW 11 1/23/06 C Crib Wall #1 Cell #5 Station 11+08 217,0 1 107.6 120.0 15.1 12.0 90 CW 12 1/23/06 C Crib Wall #1 Cell #4 Station 11+23 218.0 1 107.6 120.0 16.7 12.0 90 CW 13 1/23/06 C Crib Wall #1 Cell #5 Station 11+40 217.0 1 108.4 : 120.0 16.9 12.0 90 CW 14 1/23/06 C Crib Wall #1 Cell #4 Station 11+60 218.0 1 109.4 120.0 14.3 12.0 91 CW 15 1/23/06 C Crib Wall #1 Cell #3 Station 11+30 219.0 4 107.9 116.0 16.0 13.0 93 CW 16 1/23/06 C Crib Wall #1 Cell #2 Station 11+20 221.0 4 106.4 116.0 17.7 13.0 92 CW 17 1/23/06 C Crib Wall #1 Cell #3 Station 11+50 , 221.0 4 107.1 116.0 16.9 13.0 92 CW 18 1/23/06 C Crib Wall #1 Cell #2 Station 11+65 222.0 1 108.5 120.0 14.6 12.0 90 CW 19 1/23/06 C Crib Wall #1 Cell #1 Station 11+15 222.0 4 107.5 116.0 16.4 13.0 93 CW 20 1/23/06 C Crib Wall #1 Cell #1 Station 11+50 221.0 1 108.4 120.0 13.9 12.0 90 CW 21 1/24/06 C Crib Wall #1 Cell #5 Station 9+60 218.0 4 108.0 116.0 15.8 13.0 93 CW 22 1/24/06 C Crib Wall #1 Cell #4 Station 9+85 219.0 3 102.6 114.5 14.8 12.5 90 CW 23 1/24/06 C Crib Wall #1 Cell #3 Station 9+75 220.0 3 103.4 114.5 14.4 12.5 90 CW 24 1/24/06 C Crib Wall #1 Cell #2 Station 9+65 221.0 3 102.7 114.5 14.0 12.5 90 CW 25 1/24/06 C Crib Wall #1 Cell #1 Station 9+90 222.0 3 103.3 114.5 15.7 12.5 90 CW 26 1/24/06 C Crib Wall #1 Cell #4 Station 10+38 220.0 3 104.0 114.5 13.5 12.5 91 CW 27 1/24/06 C Crib Wall #1 Cell #3 Station 10+62 221.0 3 104.4 114.5 15.9 12.5 91 CW 28 1/24/06 C Crib Wall #1 Cell #5 Station 10+85 219.0 3 105.4 114.5 14.7 12.5 92 CW 29 1/24/06 C Crib Wall #1 Cell #2 Station 10+50 222.0 3 104.1 114.5 13.6 12.5 91 CW 30 1/24/06 C Crib Wall #1 Cell #1 Station 11+00 223.0 3 104.2 114.5 12.9 12.5 91 CW 31 1/24/06 C Crib Wall #1 Cell #3 Station 11+10 221.0 4 105.1 116.0 13.9 13,0 91 CW 32 1/24/06 C Crib Wall #1 Cell #4 Station 11+43 220.0 4 105.3 116.0 13.6 13.0 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 . Page 1 of 39 3/9/2007 1 •i'PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 33 1/24/06 C Crib Wall #1 Cell #5 Station 11+62 219.0 4 105.4 116.0 13.9 13.0 91 CW 34 1/24/06 C Crib Wall #1 Cell #2 Station 11+55 222.0 4 104.9 116.0 12.7 13.0 90 CW 35 1/25/06 C Crib Wall #1 Cell #4 Station 9+60 222.0 3 104.2 114.5 16.8 12.5 91 CW 36. 1/25/06 C Crib Wall #1 Cell #5 Station 9+95 221.0 3 102.8 114.5 17.0 12.5 90 CW 37 1/25/06 C Crib Wall #1 Cell #3 Station 10+32 223.0 3 103.8 114.5 16.4 12.5 91 CW 38 1/25/06 C Crib Wall #1 Cell #2 Station 10+55 224.0 3 107.0 114.5 15.6 12.5 93 CW 39 1/25/06 C Crib Wall #1 Cell #3 Station 10+85 223.0 3 103.1 114.5 15.3 12.5 90 CW 40 1/25/06 C Crib Wall #1 Cell #1 Station 10+18 223.0 3 103.0 114.5 16.2 12.5 90 CW 41 1/25/06 C Crib Wall #1 Cell #5 Station 11+20 221.0 3 104.0 114.5 17.3 12.5 91 CW 42 1/25/06 C Crib Wall #1 Cell #4 Station 11+35 222.0 3 106.5 114.5 17.7 12.5 93 CW 43 1/25/06 C Crib Wall #1 Cell #3 Station 11+00 223.0 3 104.4 114.5 15.6 12.5 91 CW 44 1/25/06 C Crib Wall #1 Cell #2 Station 10+90 224.0 3 102.5 114.5 17.7 12.5 90 CW 45 1/25/06 C Crib Wall #1 Cell #1 Station 10+60 225.0 3 103.5 114.5 17.2 12.5 90 CW 46 1/25/06 C Crib Wall #1 Cell #4 Station 11+55 222.0 3 104.5 114.5 15.9 12.5 91 CW 47 1/25/06 C Crib Wall #1 Cell #1 Station 11+60 225.0 3 103.2 114.5 16.4 12.5 90 CW 48 1/25/06 C Crib Wall #1 Cell #5 Station 9+78 222.0 3 103.9 114.5 16.4 12.5 91 CW 49 1/25/06 C Crib Wall #1 Cell #5 Station 10+67 222.0 3 103.5 114.5 17.4 12.5 90 CW 50 1/25/06 C Crib Wall #1 Cell #5 Station 11+45 222.0 3 104.1 114.5 17.0 12.5 91 CW 51 1/26/06 C Crib Wall #1 Cell #4 Station 11+25 223.0 3 103.7 114.5 17.2 12.5 91 CW 52 1/26/06 C Crib Wall #1 Cell #3 Station 11+00 224.0 3 104.2 114.5 18.0 12.5 91 CW 53 1/26/06 C Crib Wall #1 Cell #4 Station 10+75 223.0 3 105.4 114.5 17.5 12.5 92 CW 54 1/26/06 C Crib Wall #1 Cell #4 Station 9+75 223.0 3 103.1 114.5 17.2 12.5 90 CW 55 1/26/06 C Crib Wall #1 Cell #3 Station 10+50 224.0 3 105.1 114.5 16.9 12.5 92 CW 56 1/26/06 C Crib Wall #1 Cell #2 Station 11+55 225.0 3 104.0 114.5 16.3 12.5 91 CW 57 1/26/06 C Crib Wall #1 Cell #1 Station 11+12 226.0 3 102.6 114.5 16.7 12.5 90 CW 58 1/26/06 C Crib Wall #1 Cell #2 Station 10+80 225.0 3 103.2 114.5 18.0 12.5 90 CW 59 1/26/06 C Crib Wall #1 Cell #3 Station 9+55 224.0 3 102.8 114.5 17.4 12.5 90 CW 60 1/26/06 C Crib Wall #1 Cell #2 Station 9+85 225.0 3 103.5 114.5 16.4 12.5 90 CW 61 1/26/06 C Crib Wall#1 Cell#1 Station 10+40 226.0 3 102.8 114.5 17.5 12.5 90 CW 62 1/26/06 C Crib Wall #1 Cell #1 Station 9+90 226.0 3 103.0 114.5 15.7 12.5 90 CW 63 1/26/06 C Crib Wall #1 Cell #5 Station 10+22 223.0 3 102.9 114.5 17.6 12.5 90 CW 64 1/26/06 C Crib Wall #1 Cell #4 Station 10+05 224.0 3 102.6 114.5 18.0 12.5 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 2 of 39 3/9/2007 1 fl')P]A SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 65 1/26/06 C Crib Wall #1 Cell #3 Station 9+70 225.0 3 103.4 114.5 16.4 12.5 90 CW 66 1/27/06 C Crib Wall #1 Cell #5 Station 10+55 223.0 4 104.1 116.0 13.3 13.0 90 CW 67 1/27/06 C Crib Wall #1 Cell #4 Station 10+27 224.0 4 106.4 116.0 16.0 13.0 92 CW 68 1/27/06 C Crib Wall #1 Cell #3 Station 10+10 225.0 4 106.8 116.0 15.4 13.0 92 CW 69 1/27/06 C Crib Wall #1 Cell #5 Station 11+00 223.0 4 105.4 116.0 13.5 13.0 91 CW 70 1/27/06 C Crib Wall #1 Cell #2 Station 10+00 226.0 3 103.1 114.5 16.1 12.5 90 CW 71 1/27/06 C Crib Wall #1 Cell #1 Station 10+22 227.0 3 103.5 114.5 15.0 12.5 90 CW 72 1/27/06 C Crib Wall #1 Cell #2 Station 10+46 226.0 3 102.8 114.5 18.2 12.5 90 CW 73 1/27/06 C Crib Wall #1 Cell #1 Station 10+95 227.0 4 107.3 116.0 15.4 13.0 93 CW 74 1/27/06 C Crib Wall #1 Cell #5 Station 11+35 223.0 4 106.2 116.0 14.5 13.0 92 CW 75 1/27/06 C Crib Wall #1 Cell #4 Station 11±50 224.0 4 107.0 116.0 13.4 13.0 92 CW 76 1/27/06 C Crib Wall #1 Cell #3 Station 11+30 225.0 4 106.4 116.0 14.0 13.0 92 CW 77 1/27/06 C Crib Wall #1 Cell #2 Station 11+20 226.0 4 105.6 116.0 14.6 13.0 91 CW 78 1/27/06 C Crib Wall #1 Cell #1 Station 10+35 227.0 4 104.3 116.0 14.3 13.0 90 CW 79 1/30/06 C Crib Wall #1 Cell #1 Station 9+35 219.0 3 103.5 114.5 13.4 12.5 90 CW 80 1/30/06 C Crib Wall #1 Cell #2 Station 9+45 221.0 3 102.6 114.5 17.0 12.5 90 CW 81 1/30/06 C Crib Wall #1 Cell #5 Station 9+83 224.0 3 103.8 114.5 15.7 12.5 91 CW 82 1/30/06 C Crib Wall #1 Cell #5 Station 10+43 224.0 3 103.1 114.5 14.6 12.5 90 CW 83 1/30/06 C Crib Wall #1 Cell #5 Station 11+08 224.0 3 103.5 114.5 14.0 12.5 90 CW 84 1/30/06 C Crib Wall #1 Cell #4 Station 9+80 225.0 3 104.1 114.5 15.6 12.5 91 CW 85 1/30/06 C Crib Wall #1 Cell #4 Station 10+60 225.0 3 103.0 114.5 16.4 12.5 90 CW 86 1/30/06 C Crib Wall #1 Cell #4 Station 11+42 225.0 3 103.0 114.5 14.8 12.5 90 CW 87 1/30/06 C Crib Wall #1 Cell #3 Station 9+65 226.0 4 105.6 116.0 15.2 13.0 91 CW 88 1/30/06 C Crib Wall #1 Cell #3 Station 10+72 226.0 3 103.5 114.5 13.5 12.5 90 CW 89 1/30/06 C Crib Wall #1 Cell #3 Station 11+17 226.0 3 102.8 114.5 15.3 12.5 90 CW 90 1/30/06 C Crib Wall #1 Cell #3 Station 9+95 227.0 4 105.5 116.0 15.8 13.0 91 CW 91 1/30/06 C Crib Wall #1 Cell #2 Station 10+80 227.0 1 107.6 120.0 13.9 12.0 90 CW 92 1/30/06 C Crib Wall #1 Cell #2 Station 11+50 227.0 1 107.8 120.0 13.2 12.0 90 CW 93 1/30/06 C Crib Wall #1 Cell #1 Station 9+80 228.0 3 103.2 114.5 15.0 12.5 90 CW 94 1/30/06 C Crib Wall #1 Cell #1 Station 10+40 228.0 3 102.9 114.5 14.1 12.5 90 CW 95 1/30/06 C Crib Wall #1 Cell #1 Station 11+25 228.0 3 105.3 114.5 13.2 12.5 92 CW 96 1/30/06 C Crib Wall #1 Cell #5 Station 9+55 220.0 3 104.3 114.5 17.4 12.5 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 3 of 39 3/9/2007 1 (Y)PA . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 97 1/30/06 C Crib Wall #1 Cell #3 Station 9+40 222.0 3 105.0 114.5 16.6 12.5 92 CW 98 1/30/06 C Crib Wall #I Cell #I Station 9+27 224.0 3 103.6 114.5 18.2 12.5 90 CW 99 1/31/06 C Crib Wall #1 Cell #4 Station 9+45 222.0 3 104.7 114.5 17.2 12.5 91 CW 100 1/31/06 C Crib Wall #1 Cell #2 Station 9+25 224.0 3 103.8 114.5 18.1 12.5 91 CW 101 1/31/06 C Crib Wall #1 Cell #5 Station 11+26 225.0 3 103.9 114.5 14.1 12.5 91 CW 102 1/31/06 C Crib Wall #1 Cell #5 Station 10+70 225.0 3 102.7 114.5 14.7 12.5 90 CW 103 1/31/06 C Crib Wall #1 Cell #5 Station 10+00 225.0 3 102.9 114.5 17.2 12.5 90 CW 104 1/31/06 C Crib Wall #1 Cell #4 Station 11+45 226.0 3 103.2 114.5 17.2 12.5 90 CW 105 1/31/06 C Crib Wall#1 Cell #4 Station 10+85 226.0 4 106.3 116.0 13.6 13.0 92 CW 106 1/31/06 C Crib Wall #1 Cell #4 Station 9+75 226.0 3 97.4 114.5 15.5 12.5 85 Retest on 106A CW 106A 1/31/06 C Crib Wall #1 Cell #4 Station 9+75 226.0 3 105.5 114.5 14.6 12.5 92 Retest of 106 CW 107 1/31/06 C Crib Wall #1 Cell #3 Station 11+10 227.0 4 106.0 116.0 15.4 13.0 91 CW 108 1/31/06 C Crib Wall #1 Cell #3 Station 10+50 227.0 3 102.6 114.5 16.5 12.5 90 CW 109 1/31/06 C Crib Wall #1 Cell #3 Station 9+60 227.0 3 108.6 114.5 15.1 12.5 95 CW 110 1/31/06 C Crib Wall #1 Cell #2 Station 11+20 228.0 3 103.6 114.5 17.8 12.5 90 CW 111 1/31/06 C Crib Wall #1 Cell #2 Station 10+80 228.0 3 102.9 114.5 18.6 12.5 90 CW 112 1/31/06 C Crib Wall #1 Cell #2 Station 10+05 228.0 3 103.2 114,5 17.1 12.5 90 CW 113 1/31/06 C Crib Wall #1 Cell #1 Station 11+50 229.0 3 103.8 114,5 16.3 12.5 91 CW 114 1/31/06 C Crib Wall #1 Cell #1 Station 10+55 229.0 3 104.1 114.5 16.1 12.5 91 CW 115 1/31/06 C Crib Wall #1 Cell #1 Station 9+90 229.0 3 103.7 114.5 15.0 12.5 91 CW 116 1/31/06 C Crib Wall #1 Cell #5 Station 9+50 221.0 3 104.1 114.5 17.4 12.5 91 CW 117 1/31/06 C Crib Wall #1 Cell #3 Station 9+35 223.0 3 102.9 114.5 16.7 12.5 90 CW 118 1/31/06 C Crib Wall #1 Cell #1 Station 9+42 225.0 3 103.9 114.5 17.7 12.5 91 CW 119 2/1/06 C Crib Wall #1 Cell #5 Station 9+57 222.0 4 103.9 116.0 16.3 13.0 90 CW 120 2/1/06 C Crib Wall #1 Cell #4 Station 9+50 223.0 3 103.6 114.5 17.0 12.5 90 CW 121 2/1/06 C Crib Wall #1 Cell #3 Station 9+38 224.0 4 104.0 116.0 15.3 13.0 90 CW 122 2/1/06 C Crib Wall #1 Cell #2 Station 9+65 225.0 4 104.9 116.0 15.1 13.0 90 CW 123 2/1/06 C Crib WalI# I Cell #1 Station 9+45 226.0 4 104.8 116.0 15.0 13.0 90 CW 124 2/2/06 C Crib Wall #1 Cell #4 Station 11+25 228.0 1 108.2 120.0 11.5 12.0 90 CW 125 2/2/06 C Crib Wall #1 Cell #4 Station 10±75 228.0 1 112.4 120.0 13.9 12.0 94 CW 126 2/2/06 C Crib Wall #1 Cell #4 Station 10+15 228.0 1 108.6 120.0 13.4 12.0 90 CW 127 2/2/06 C Crib Wall #1 Cell #3 Station 11+00 229.0 1 108.3 120.0 13.4 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 4of39 3/9/2007 1c(Y)P14 . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 128 2/2/06 C Crib Wall #1 Cell #3 Station 10+60 229.0 1 108.1 120.0 14.0 12.0 90 CW 129 2/3/06 C Crib Wall #1 Cell #3 Station 10+18 229.0 1 109.1 120.0 13.3 12.0 91 CW 130 2/3/06 C Crib Wall #1 Cell #5 Station 9+87 227.0 1 107.7 120.0 14.8 12.0 90 CW 131 2/3/06 C Crib Wall #1 Cell #2 Station 9+85 230.0 1 108.6 120.0 14.9 12.0 90 CW 132 2/3/06 C Crib Wall #1 Cell #2 Station 10+45 230.0 1 108.6 120.0 12.1 12.0 90 CW 133 2/3/06 C Crib Wa1l#1 Cell #2 Station 11+10 230.0 1 109.3 120.0 11.3 12.0 91 CW 134 2/3/06 C Crib Wall #1 Cell #1 Station 10+10 231.0 4 104.6 116.0 15.7 13.0 90 CW 135 2/6/06 C Crib Wall #1 Cell #1 Station 11+35 231.0 4 104.6 116.0 13.7 13.0 90 CW 136 2/6/06 C Crib Wall #1 Cell #1 Station 9+50 229.0 3 104.7 114.5 15.2 12.5 91 CW 137 2/6/06 C Crib Wall #I Cell #5 Station 9+40 227.0 3 103.9 114.5 18.0 12.5 91 CW 138 2/6/06 C Crib Wall #1 Cell #4 Station 9+20 228.0 3 103.2 114.5 15.0 12.5 90 CW 139 2/7/06 C Crib Wall #1 Cell #4 Station 11+40 229.0 4 105.1 116.0 16.1 13.0 91 CW 140 2/7/06 C Crib Wall #1 Cell #4 Station 10+95 229.0 3 98.2 114.5 17.0 12.5 86 Retest on 140A CW 140A 2/7/06 C Crib Wall #1 Cell #4 Station 10+95 229.0 3 104.8 114.5 13.3 12.5 92 Retest of 140 CW 141 2/7/06 C Crib Wall #1 Cell #4 Station 10+00 229.0 1 109.4 120.0 13.0 12.0 91 CW 142 2/7/06 C Crib Wall #1 Cell #3 Station 11+15 230.0 3 98.3 114.5 14.7 12.5 86 Retest on 142A CW 142A 2/7/06 C Crib Wall #1 Cell #3 Station 11+15 230.0 1 107.4 120.0 11.6 12.0 90 Retest of 142 CW 143 2/7/06 C Crib Wall #1 Cell #3 Station 10+70 230.0 1 109.8 120.0 12.3 12.0 92 CW 144 2/7/06 C Crib Wall #1 Cell #3 Station 10+22 230.0 4 106.6 116.0 12.5 13.0 92 CW 145 2/7/06 C Crib Wall #1 Cell #2 Station 11+29 231.0 3 98.3 114.5 14.6 12.5 86 Retest on 145A CW 145A 2/7/06 C Crib Wall #1 Cell #2 Station 11+29 231.0 3 103.8 114.5 13.2 12.5 91 Retest of 145 CW 146 2/7/06 C Crib Wall #1 Cell #2 Station 10+70 231.0 3 104.8 114.5 12.4 12.5 92 CW 147 2/7/06 C Crib Wall #1 Cell #2 Station 9+90 231.0 3 104.6 114.5 14.3 12.5 91 CW 148 2/7/06 C Crib Wall #1 Cell #1 Station 11+30 232.0 3 99.0 114.5 14.0 12.5 86 Retest on 148A CW 148A 2/7/06 C Crib Wall #1 Cell #1 Station 11+30 232.0 3 104.6 114.5 13.3 12.5 91 Retest of 148 CW 149 2/7/06 C Crib Wall #1 Cell #1 Station 10+80 232.0 3 103.7 114.5 13.1 12.5 91 CW 150 2/7/06 C Crib Wall #1 Cell #1 Station 10+15 232.0 3 104.7 114.5 11.0 12.5 91 CW 151 2/7/06 C Crib Wall #1 Cell #5 Station 9+52 227.0 3 104.1 114.5 13.0 12.5 91 CW 152 2/7/06 C Crib Wall #1 Cell #4 Station 9+40 228.0 3 103.6 114.5 13.5 12.5 90 CW 153 2/7/06 C Crib Wall #1 Cell #3 Station 9+70 229.0 3 104.9 114.5 14.3 12.5 92 CW 154 2/7/06 C Crib Wall #1 Cell #2 Station 9+60 230.0 3 103.7 114.5 16.2 12.5 91 CW 155 2/8/06 C Crib Wall #1 Cell #3 Station 9+00 226.0 1 111.8 120.0 14.3 12.0 93 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 5 of 39 3/9/2007 1:35:02PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 156 2/8/06 C Crib Wall #1 Cell #1 Station 9+10 228.0 1 109.2 120.0 14.0 12.0 91 CW 157 2/8/06 C Crib Wall #1 Cell #4 Station 9+18 226.0 1 112.3 120.0 14.3 12.0 94 CW 158 2/8/06 C Crib Wall #1 Cell #2 Station 8+95 228.0 1 108.6 120.0 14.0 12.0 90 CW 159 2/8/06 C Crib Wall #1 Cell #5 Station 9+25 226.0 4 104.7 116.0 16.4 13.0 90 CW 160 2/8/06 C Crib Wall #1 Cell #4 Station 9+12 227.0 4 105.6 116.0 16.9 13.0 91 CW 161 2/8/06 C Crib Wall #1 Cell #3 Station 9+17 228.0 1 110.0 120.0 13.8 12.0 92 CW 162 2/8/06 C Crib Wall #1 Cell #2 Station 9+27 229.0 4 104.6 116.0 17.0 13.0 90 CW 163 2/8/06 C Crib Wall #1 Cell #1 Station 9+5 230.0 4 105.1 116.0 16.1 13.0 91 CW 164 2/9/06 C Crib Wall #1 Cell #5 Station 9+80 228.0 4 104.2 116.0 15.2 13.0 90 CW 165 2/9/06 C Crib Wall #1 Cell #5 Station 9+45 228.0 4 105.7 116.0 12.5 13.0 91 CW 166 2/9/06 C Crib Wall #1 Cell #4 Station 9+55 229.0 4 104.8 116.0 16.3 13.0 90 CW 167 2/9/06 C Crib Wall #1 Cell #4 Station 9+16 228.0 4 104.1 116.0 14.2 13.0 90 CW 168 2/9/06 C Crib Wall #1 Cell #4 Station 8+85 228.0 4 100.6 116.0 14.0 13.0 87 Retest on 168A CW 168A 2/9/06 C Crib Wall #1 Cell #4 Station 8+85 228.0 4 106.3 116.0 14.1 13.0 92 Retest of 168 CW 169 2/9/06 C Crib Wall #1 Cell #3 Station 9+14 227.0 4 103.9 116.0 14.2 13.0 90 CW 170 2/9/06 C Crib Wall #1 Cell #1 Station 9+08 230.0 4 105.3 116.0 12.3 13.0 91 CW 171 2/9/06 C Crib Wall #1 Cell #2 Station 9+35 229.0 4 106.2 116.0 13.3 13.0 92 CW 172 2/9/06 C Crib Wall #1 Cell #1 Station 9+30 230.0 4 104.3 116.0 13.5 13.0 90 CW 173 2/9/06 C Crib Wall #1 Cell #4 Station 8+85 230.0 4 104.9 116.0 11.2 13.0 90 CW 174 2/9/06 C Crib Wall #1 Cell #4 Station 9+28 229.0 1 108.4 120.0 12.4 12.0 90 CW 175 2/9/06 C Crib Wall #1 Cell #3 Station 9+75 229.0 1 107.6 120.0 12.6 12.0 90 CW 176 2/9/06 C Crib Wall #1 Cell #3 Station 9+00 229.0 1 108.5 120.0 11.6 12.0 90 CW 177 2/9/06 C Crib Wall #1 Cell #2 Station 8+87 230.0 4 104.4 116.0 12.8 13.0 90 CW 178 2/9/06 C Crib Wall #1 Cell #2 Station 9+45 230.0 1 112.4 120.0 11.0 12.0 94 CW 179 2/9/06 C Crib Wall #1 Cell #1 Station 9+20 231.0 1 109.3 120.0 12.0 12.0 91 CW 180 2/9/06 C Crib Wall #1 Cell #1 Station 8+85 231.0 1 108.6 120.0 12.6 12.0 90 CW 181 2/10/06 C Crib Wall #1 Cell #4 Station 10+00 230.0 1 116.7 120.0 12.7 12.0 97 CW 182 2/10/06 C Crib Wall #1 Cell #3 Station 10+45 231.0 1 108.4 120.0 12.7 12.0 90 CW 183 2/10/06 C Crib Wall #1 Cell #2 Station 10+73 232.0 4 105.0 116.0 13.6 13.0 91 CW 184 2/10/06 C Crib Wall #1 Cell #2 Station 11+10 233.0 1 109.7 120.0 14.1 12.0 91 CW 185 2/10/06 C Crib Wall #1 Cell #4 Station 11+35 230.0 1 108.7 120.0 13.0 12.0 91 CW 186 2/10/06 C Crib Wall #1 Cell #3 Station 11+00 231.0 1 108.6 120.0 14.4 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: q~ Client: 0 Page 6 of 39 0 tz 3/9/2007 1 TA A . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 187 2/10/06 C Crib Wall #1 Cell #2 Station 10+55 232.0 4 104.8 116.0 14.0 13.0 90 CW 188 2/10/06 C Crib Wall #1 Cell #1 Station 9+95 233.0 4 106.3 116.0 13.7 13.0 92 CW 189 2/10/06 C Crib Wall #1 Cell #4 Station 9+70 230.0 4 104.4 116.0 14.6 13.0 90 CW 190 2/10/06 C Crib Wall #1 Cell #3 Station 9+85 231.0 4 104.2 116.0 14.5 13.0 90 CW 193 2/13/06 C Crib Wall #1 Cell #4 Station 10+65 231.0 1 108.3 120.0 12.2 12.0 90 CW 194 2/13/06 C Crib Wall #1 Cell #3 Station 10+80 232.0 1 109.4 120.0 15.0 12.0 91 CW 195 2/13/06 C Crib Wall #1 Cell #2 Station 11+15 233.0 1 110.3 120.0 12.5 12.0 92 CW 196 2/13/06 C Crib Wall #1 Cell #1 Station 11+35 234.0 1 109.1 120.0 13.6 12.0 91 CW 197 2/13/06 C Crib Wall #1 Cell #1 Station 10+50 234.0 1 108.0 120.0 12.9 12.0 90 CW 198 2/13/06 C Crib Wall #1 Cell #2 Station 10+22 233.0 1 108.0 120.0 11.7 12.0 90 CW 199 2/14/06 C Crib Wall #1 Cell #3 Station 9+90 232.0 1 108.2 120.0 16.4 12.0 90 CW 200 2/14/06 C Crib Wall #1 Cell #4 Station 9+75 231.0 1 112.2 120.0 14.2 12.0 94 CW 201 2/14/06 C Crib Wall #1 Cell #1 Station 9+55 234.0 1 108.9 120.0 17.1 12.0 91 CW 202 2/14/06 C Crib Wall #1 Cell #2 Station 9+40 233.0 1 107.6 120.0 11.0 12.0 90 CW 203 2/14/06 C Crib Wall #1 Cell #3 Station 9+25 232.0 1 109.1 120.0 12.0 12.0 91 CW 204 2/14/06 C Crib Wall #1 Cell #4 Station 9+10 231.0 1 . 112.3 120.0 11.1 12.0 94 CW 205 2/14/06 C Crib Wall #1 Cell #1 Station 8+88 234.0 1 108.3 120.0 13.1 12.0 90 CW 206 2/14/06 C Crib Wall #1 Cell #2 Station 8+80 233.0 4 104.5 116.0 16.7 13.0 90 CW 207 2/14/06 C Crib Wall #1 Cell #3 Station 8+75 232.0 1 108.4 120.0 13.1 12.0 90 CW 208 2/14/06 C Crib Wall #1 Cell #4 Station 8+63 231.0 1 108.0 120.0 13.0 12.0 90 CW 209 2/14/06 C Crib Wall #1 Cell #4 Station 11+05 232.0 4 104.8 116.0 17.0 13.0 90 CW 210 2/14/06 C Crib Wall #1 Cell #3 Station 11+30 233.0 1 107.6 120.0 12.6 12.0 90 CW 211 2/14/06 C Crib Wall #1 Cell #2 Station 10+90 234.0 1 107.6 120.0 16.7 12.0 90 CW 212 2/14/06 C Crib Wall #1 Cell #1 Station 10+60 235.0 1 108.9 120.0 14.2 12.0 91 CW 213 2/15/06 C Crib Wall #1 Cell #4 Station 10+50 232.0 1 108.2 120.0 13.8 12.0 90 CW 214 2/15/06 C Crib Wall #1 Cell #3 Station 10+95 233:0 1 108.5 120.0 12.6 12.0 90 CW 215 2/15/06 C Crib Wall #1 Cell #2 Station 9+60 234.0 1 108.0 120.0 16.9 . 12.0 90 CW 216 2/15/06 C Crib Wall #1 Cell #1 Station 10+00 235.0 1 108.6 120.0 15.4 12.0 90 CW 217 2/15/06 C Crib Wall #1 Cell #4 Station 9+90 232.0 4 104.2 116.0 17.5 13.0 90 CW 218 2/15/06 C Crib Wall #1 Cell #3 Station 9+50 233.0 4 104.5 116.0 13.5 13.0 90 CW 219 2/15/06 C Crib Wall #1 Cell #2 Station 9+27 234.0 4 104.3 116.0 16.4 13.0 90 CW 220 2/15/06 C Crib Wall #1 Cell #2 Station 9+37 235.0 4 104.9 116.0 15.2 13.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 7 of 39 3/9/2007 1 fl9PM 0 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date ,Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 221 2/15/06 C Crib Wall #1 Cell #4 Station 8+85 232.0 4 104.3 116.0 14.4 13.0 90 CW 222 2/15/06 C Crib Wall #1 Cell #3 Station 8+62 233.0 1 108.2 120.0 18.0 12.0 90 CW 223 2/15/06 C Crib Wall #1 Cell #2 Station 8+75 234.0 1 108.9 120.0 14.2 12.0 91 CW 224 2/15/06 C Crib Wall #1 Cell #1 Station 8+65 235.0 4 104.6 116.0 15.0 13.0 90 CW 225 2/15/06 C Crib Wall #1 Cell #4 Station 11+00 233.0 1 111,3 120.0 18.8 12.0 93 CW 226 2/15/06 C Crib Wall #1 Cell #3 Station 11+20 234.0 1 109.6 120.0 17.1 12.0 91 CW 227 2/15/06 C Crib Wall #1 Cell #4 Station 10+70 233.0 1 108.2 120.0 15.6 12.0 90 CW 228 2/15/06 C Crib Wall #1 Cell #3 Station 10+40 234.0 1 104.7 120.0 12.6 12.0 87 Retest on 228A CW 228A 2/15/06 C Crib Wall #1 Cell #3 Station 10+40 234.0 1 108.9 120.0 13.1 12.0 91 Retest of 228 CW 229 2/15/06 C Crib Wall #1 Cell #2 Station 10+25 235.0 1 108.0 120.0 14,2 12.0 90 CW 230 2/15/06 C Crib Wall #1 Cell #2 Station 10+65 235.0 1 107.5 120.0 18.3 12.0 90 CW 231 2/15/06 C Crib Wall #1 Cell #1 Station 10+35 236.0 1 110.9 120.0 12.6 12.0 92 CW 232 2/15/06 C Crib Wall #1 Cell #1 Station 10+80 236.0 1 108.6 120.0 14.4 12.0 90 CW 233 2/15/06 C Crib Wall #1 Cell #2 Station 10+36 235.0 1 108.5 120.0 14.5 12.0 90 CW 234 2/15/06 C Crib Wall #1 Cell #1 Station 11+10 236.0 1 109.3 120.0 14.0 12.0 91 CW 235 2/16/06 C Crib Wall #1 Cell #4 Station 9+40 233.0 1 109.4 120.0 12,8 12.0 91 CW 236 2/16/06 C Crib Wall #1 Cell #4 Station 8+62 233.0 1 109.0 120.0 12.9 12.0 91 CW 237 2/16/06 C Crib Wall #1 Cell #3 Station 9+65 234.0 1 108.3 120.0 15.1 12.0 90 CW 238 2/16/06 C Crib Wall #1 Cell #3 Station 8+95 234.0 1 108.8 120.0 16.8 12.0 ' 91 CW 239 2/16/06 C Crib Wall #1 Cell #2 Station 8+68 235.0 1 110.5 120.0 14.3 12.0 92 CW 240 2/16/06 C Crib Wall #1 Cell #2 Station 9+13 235.0 1 109.2 120.0 14.8 12.0 91 CW 241 2/16/06 C Crib Wall #1 Cell #1 Station 9+30 236.0 1 108.7 120.0 14.5 12.0 91 CW 242 2/16/06 C Crib Wall #1 Cell #1 Station 9+00 236.0 1 109.7 120.0 14.2 12.0 91 CW 243 2/16/06 C Crib Wall #1 Cell #1 Station 8+55 236.0 1 108.4 120.0 14.5 12.0 90 CW 244 2/16/06 C Crib Wall #1 Cell #4 Station 10+78 234.0 1 108.2 120.0 12.2 12.0 90 CW 245 2/16/06 C Crib Wall #1 Cell #3 Station 11+10 235.0 1 110.4 120.0 13.4 12.0 92 CW 246 2/16/06 C Crib Wall #1 Cell #2 Station 11+20 236.0 1 107.8 120.0 12.8 12.0 90 CW 247 2/16/06 C Crib Wall #1 Cell #1 Station 10+97 237.0 1 108.8 120.0 12.4 12.0 91 CW 248 2/17/06 C Crib Wall #1 Cell #4 Station 10+40 234.0 1 108.3 120.0 10.7 12.0 90 CW 249 2/17/06 C Crib Wall #1 Cell #4 Station 10+15 234.0 1 111.3 120.0 11.1 12.0 93 CW 250 2/17/06 C Crib Wall #1 Cell #4 Station 9+70 234.0 3 104.6 114.5 13.6 12.5 91 CW 251 2/17/06 C Crib Wall #1 Cell #3 Station 10+60 235.0 1 110.2 120.0 13.5 12.0 92 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 8 of 39 3/9/2007 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot# Elev(ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 252 2/17/06 C Crib Wall #1 Cell #3 Station 10+25 235.0 1 108.2 120.0 11.4 12.0 90 CW 253 2/17/06 C Crib Wall #1 Cell #3 Station 9+85 235.0 1 110.7 120.0 11.6 12.0 92 CW 254 2/17/06 C Crib Wall #1 Cell #2 Station 10+55 236.0 1 107.9 120.0 13.6 12.0 90 CW 255 2/17/06 C Crib Wall #1 Cell #2 Station 10+10 236.0 1 107.7 120.0 11.6 12.0 90 CW 256 2/17/06 C Crib Wall #1 Cell #2 Station 9+79 236.0 1 108.4 120.0 12.2 12.0 90 CW 257 2/17/06 C Crib Wall #1 Cell #1 Station 10+67 237.0 1 108.8 120.0 11.1 12.0 91 CW 258 2/17/06 C Crib Wall #1 Cell #1 Station 10+20 237.0 1 108.7 120.0 10.1 12.0 91 CW 259 2/17/06 C Crib Wall #1 Cell #2 Station 9+35 236.0 1 108.5 120.0 11.0 12.0 90 CW 260 2/17/06 C Crib Wall #1 Cell #1 Station 9+95 237.0 1 107.7 120.0 11.3 12.0 90 CW 261 2/17/06 C Crib Wall #1 Cell #2 Station 8+87 236.0 1 109.1 120.0 11.9 12.0 91 CW 262 2/17/06 C Crib Wall #1 Cell #1 Station 9+60 237.0 3 104.6 114.5 13.0 12.5 91 CW 263 2/17/06 C Crib Wall #1 Cell #4 Station 8+65 234.0 1 108.0 120.0 11.7 12.0 90 CW 264 2/17/06 C Crib Wall #1 Cell #3 Station 8+50 235.0 1 109.1 120.0 12.6 12.0 91 CW 265 2/17/06 C Crib Wall #1 Cell #2 Station 8+42 236.0 1 108.6 120.0 12.3 12.0 90 CW 266 2/17/06 C Crib Wall #1 Cell #1 Station 8+80 237.0 1 109.4 120.0 13.2 12.0 91 CW 267 2/22/06 C Crib Wall #1 Cell #2 Station 11+00 237.0 1 108.1 120.0 13.6 12.0 90 CW 268 2/22/06 C Crib Wall #1 Cell #1 Station 10+65 238.0 1 110.7 120.0 13.1 12.0 92 CW 269 2/22/06 C Crib Wall #1 Cell #3 Station 10+00 236.0 1 107.7 120.0 12.2 12.0 90 CW 270 2/22/06 C Crib Wall #1 Cell #4 Station 9+80 235.0 1 110.7 120.0 11.3 12.0 92 CW 271 2/22/06 C Crib Wall #1 Cell #1 Station 9+50 238.0 1 108.9 120.0 10.3 12.0 91 CW 272 2/22/06 C Crib Wall #1 Cell #2 Station 9+00 237.0 1 108.5 120.0 11.4 12.0 90 CW 273 2/22/06 C Crib Wall #1 Cell #3 Station 8+55 236.0 1 107.6 120.0 13.5 12.0 90 CW 274 2/22/06 C Crib Wall #1 Cell #4 Station 9+25 235.0 1 109.1 120.0 13.2 12.0 91 CW 275 2/22/06 C Crib Wall #1 Cell #1 Station 11+17 239.0 1 108.2 120.0 12.0 12.0 90 CW 276 2/22/06 C Crib Wall #1 Cell #3 Station 10+92 237.0 1 111.7 120.0 10.3 12.0 93 CW 277 2/22/06 C Crib Wall #1 Cell #2 Station 10+57 238.0 1 109.6 120.0 13.6 12.0 91 CW 278 2/22/06 C Crib Wall #1 Cell #1 Station 10+50 239.0 1 110.7 120.0 13.9 12.0 92 CW 279 2/22/06 C Crib Wall #1 Cell #3 Station 10+25 237.0 1 107.8 120.0 12.0 12.0 90 CW 280 2/22/06 C Crib Wall #1 Cell #2 Station 10+70 238.0 1 108.0 120.0 13.7 12.0 90 CW 281 2/23/06 C Crib Wall #1 Cell #1 Station 9+85 239.0 1 112.5 120.0 12.2 12.0 94 CW 282 2/23/06 C Crib Wall #1 Cell #2 Station 9+75 238.0 1 108.8 120.0 16.5 12.0 91 CW 283 2/23/06 C Crib Wall #1 Cell #3 Station 9+55 237.0 1 107.4 120.0 16.1 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 9of39 3/9170fl7 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 284 2/23/06 C Crib Wall #1 Cell #4 Station 9+15 236.0 1 110.4 120.0 13.9 12.0 92 CW 285 2/23/06 C Crib Wall #1 Cell #1 Station 8+90 239.0 1 108.1 120.0 13.1 12.0 90 CW 286 2/23/06 C Crib Wall #1 Cell #2 Station 8+70 238.0 1 108.4 120.0 14.0 12.0 90 CW 287 2/23/06 C Crib Wall #1 Cell #3 Station 8+50 237.0 1 108.7 120.0 12.0 12.0 91 CW 288 2/23/06 C Crib Wall #1 Cell #2 Station 8+40 238.0 1 109.7 120.0 13.0 12.0 91 CW 289 2/23/06 C Crib Wall #1 Cell #1 Station 8+30 239.0 1 108.2 120.0 13.8 12.0 90 CW 290 2/23/06 C Crib Wall #1 Cell #3 Station 11+00 238.0 1 107.6 120.0 14.8 12.0 90 CW 291 2/23/06 C Crib Wall #1 Cell #3 Station 10+50 238.0 1 110.7 120.0 14.2 12.0 92 CW 292 2/23/06 C Crib Wall #1 Cell #3 Station 10+00 238.0 1 109.1 120.0 16.9 12.0 91 CW 293 2/23/06 C Crib Wall #1 Cell #3 Station 9+50 238.0 1 109.7 120.0 13.2 12.0 91 CW 294 2/23/06 C Crib Wall #1 Cell #3 Station 9+00 238.0 1 111.8 120.0 12.8 12,0 93 CW 295 2/23/06 C Crib Wall #1 Cell #3 Station 8+42 238.0 1 111.3 120.0 14.7 12.0 93 CW 296 2/23/06 C Crib Wall #1 Cell #2 Station 11+08 239.0 1 108.0 120.0 13.4 12.0 90 CW 297 2/23/06 C Crib Wall #1 Cell #1 Station 10+82 240.0 1 107.6 120.0 16.4 12.0 90 CW 298 2/23/06 C Crib Wall #1 Cell #2 Station 10+42 239.0 1 108.6 120.0 16.1 12.0 90 CW 299 2/23/06 C Crib Wall #1 Cell #1 Station 10+20 240.0 1 109.3 120.0 15.1 12.0 91 CW 300 2/23/06 C Crib Wall #1 Cell #2 Station 9+95 239.0 1 108.3 120.0 13.8 12.0 90 CW 301 2/23/06 C Crib Wall #1 Cell #1 Station 9+67 240.0 1 108.6 120.0 14.6 12.0 90 CW 302 2/23/06 C Crib Wall #1 Cell #2 Station 9+55 239.0 1 108.7 120.0 15.0 12.0 91 CW 303 2/23/06 C Crib Wall #1 Cell #1 Station 9+35 240.0 1 110.5 120.0 14.4 12.0 92 CW 304 2/23/06 C Crib Wall #1 Cell #2 Station 9+12 239.0 1 107.8 120.0 15.5 12.0 90 CW 305 2/24/06 C Crib Wall #1 Cell #2 Station 8+85 239.0 1 110.6 120.0 14.3 12,0 92 CW 306 2/24/06 C Crib Wall #1 Cell #1 Station 8+57 240.0 1 111.2 120.0 16.3 12.0 93 CW 307 2/24/06 C Crib Wall #1 Cell #1 Station 10+95 241.0 1 111.1 120.0 12.8 12.0 93 CW 308 2/24/06 C Crib Wall #1 Cell #2 Station 10+70 240.0 1 113.2 120.0 13.7 12.0 94 CW 309 2/24/06 C Crib Wall #1 Cell #3 Station 10+45 239.0 1 111.5 120.0 13.2 12.0 93 CW 310 2/24/06 C Crib Wall #1 Cell #1 Station 10+25 241.0 1 109.5 120.0 13.7 12.0 91 CW 311 2/24/06 C Crib Wall #1 Cell #2 Station 10+00 240.0 1 108.6 120.0 14.6 12.0 90 CW 312 2/24/06 C Crib Wall #1 Cell #3 Station 9+75 239.0 1 108.2 120.0 13.0 12.0 90 CW 313 2/24/06 C Crib Wall #1 Cell #1 Station 9+50 241.0 1 109.4 120.0 13.6 12.0 91 CW 314 2/24/06 C Crib Wall #1 Cell #2 Station 9+25 240.0 1 108.3 120.0 15.2 12.0 90 CW 315 2/24/06 C Crib Wall #1 Cell #3 Station 9+15 229.0 1 109.6 120.0 13.7 12.0 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 *1 41 Client: 0 Page 10 of 39 /Ofl1UY7 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 316 2/24/06 C Crib Wall #1 Cell #3 Station 8+75 239.0 1 110.1 120.0 14.1 12.0 92 CW 317 2/24/06 C Crib Wall #1 Cell #2 Station 8+50 240.0 1 108.5 120.0 14.0 12.0 90 CW 318 2/24/06 C Crib Wall #1 Cell #1 Station 8+25 241.0 1 108.3 120.0 13.9 12.0 90 CW 319 2/24/06 C Crib Wall #1 Cell #3 Station 8+18 239.0 1 110.9 120.0 12.0 12.0 92 CW 320 2/25/06 C Crib Wall #1 Cell #3 Station 10+60 240.0 1 109.9 120.0 12.4 12.0 92 CW 321 2/25/06 C Crib Wall #1 Cell #2 Station 10+80 241.0 1 108.7 120.0 13.8 12.0 91 CW 322 2/25/06 C Crib Wall #1 Cell #1 Station 11+00 242.0 1 110.3 120.0 14.3 12.0 92 CW 323 2/25/06 C Crib Wall #1 Cell #3 Station 9+60 240.0 1 110.9 120.0 12.7 12.0 92 CW 324 2/25/06 C Crib Wall #1 Cell #2 Station 9+80 241.0 1 108.4 120.0 14.6 12.0 90 CW 325 2/25/06 C Crib Wall #1 Cell #1 Station 10+12 242.0 1 110.8 120.0 13.8 12.0 92 CW 326 2/25/06 C Crib Wall #1 Cell #3 Station 9+55 240.0 1 109.1 120.0 14.4 12.0 91 CW 327 2/25/06 C Crib Wall #1 Cell #2 Station 9+20 241.0 1 112.1 120.0 13.2 12.0 93 CW 328 2/25/06 C Crib Wall #1 Cell #1 Station 9+07 242.0 1 109.6 120.0 13.4 12.0 91 CW 329 2/25/06 C Crib Wall #1 Cell #3 Station 8+62 240.0 1 107.8 120.0 14.6 12.0 90 CW 330 2/25/06 C Crib Wall #1 Cell #2 Station 8+32 241.0 1 108,1 120.0 12.0 12.0 90 CW 331 2/25/06 C Crib Wall #1 Cell #1 Station 8+19 242.0 1 107.9 120.0 13.0 12.0 90 CW 332 2/27/06 C Crib Wall #1 Cell #2 Station 8+40 242.0 1 108.0 120.0 13.0 12.0 90 CW 333 2/27/06 C Crib Wall #1 Cell #1 Station 9+15 243.0 1 107.6 120.0 8.9 12.0 90 CW 334 2/27/06 C Crib Wall #1 Cell #3 Station 9+43 241.0 1 108.5 120.0 9.3 12.0 90 CW 335 2/27/06 C Crib Wall #1 Cell #2 Station 9+90 242.0 1 107.8 120.0 12.8 12.0 90 CW 336 2/27/06 C Crib Wall #1 Cell #1 Station 10+45 243.0 1 108.4 120.0 8.2 12.0 90 CW 337 2/27/06 C Crib Wall #1 Cell #1 Station 10+90 244.0 1 108.0 120.0 12.2 12.0 90 CW 338 2/27/06 C Crib Wall #1 Cell #2 Station 10+65 243.0 1 108.7 120.0 12.2 12.0 91 CW 339 2/27/06 C Crib Wall #1 Cell #3 Station 10+40 242.0 1 110.3 120.0 11.8 12.0 92 CW 340 2/27/06 C Crib Wall #1 Cell #1 Station 10+35 244.0 1 109.1 120.0 12.9 12.0 91 CW 341 2/27/06 C Crib Wall #1 Cell #2 Station 10+15 243.0 1 108.3 120.0 11.8 12.0 90 CW 342 3/2/06 C Crib Wall #1 Cell #3 Station 9+85 242.0 1 108.7 120.0 11.2 12.0 91 CW 343 3/2/06 C Crib Wall #1 Cell #2 Station 9+65 243.0 1 107.9 120.0 15.0 12.0 90 CW 344 3/2/06 C Crib Wall #1 Cell #1 Station 9+40 244.0 1 107.7 120.0 18.0 12.0 90 CW 345 3/2/06 C Crib Wall #1 Cell #3 Station 9+00 241.0 1 111.0 120.0 14.2 12.0 93 CW 346 3/2/06 C Crib Wall #1 Cell #2 Station 8+90 242.0 1 108.6 120.0 14.2 12.0 90 CW 347 3/2/06 C Crib Wall #1 Cell #1 Station 8+70 243.0 1 107.8 120.0 12.8 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 44 Client: 0 Page 11 of 39 3/9/2007 1-q5-(),)PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 348 3/2/06 C Crib Wall #1 Cell #3 Station 8+50 241.0 1 108.7 120.0 13.9 12.0 91 CW 349 3/2/06 C Crib Wall #1 Cell #2 Station 8+30 242.0 1 102.4 120.0 12.5 12.0 85 Retest on 349A CW 349A 3/2/06 C Crib Wall #1 Cell #2 Station 8+30 242.0 1 107.8 120.0 13.3 12.0 90 Retest of 349 CW 350 3/2/06 C Crib Wall #1 Cell #1 Station 8+20 243.0 1 109.3 120.0 14.6 12.0 91 CW 351 3/2/06 C Crib Wall #1 Cell 93 Station 7+80 241.0 1 107.8 120.0 15.8 12.0 90 CW 352 3/2/06 C Crib Wall #1 Cell #2 Station 7+60 242.0 1 108.0 120.0 11.7 12.0 90 CW 353 3/2/06 C Crib Wall #1 Cell #1 Station 7+40 243.0 1 108.5 120.0 14.0 12.0 90 CW 354 3/2/06 C Crib Wall #1 Cell #3 Station 7+20 241.0 1 109.3 120.0 11.7 12.0 91 CW 355 3/2/06 C Crib Wall #1 Cell #2 Station 7+10 242.0 1 107.9 120.0 14.1 12.0 90 CW 356 3/3/06 C Crib Wall #1 Cell #3 Station 8+60 242.0 1 111.9 120.0 10.1 12.0 93 CW 357 3/3/06 C Crib Wall #1 Cell #2 Station 8+40 243.0 1 107.7 120.0 10.5 12.0 90 CW 358 3/3/06 C Crib Wall #1 Cell #1 Station 8+03 244.0 1 108.7 120.0 11.6 12.0 91 CW 359 3/3/06 C Crib Wall #1 Cell #2 Station 7+70 243.0 1 107.6 120.0 13.2 12.0 90 CW 360 3/3/06 C Crib Wall #1 Cell #3 Station 7+38 242.0 1 108.4 120.0 11 .6 12.0 90 CW 361 3/3/06 C Crib Wall #1 Cell #1 Station 7+50 245.0 1 109.4 120.0 11.8 12.0 91 CW 362 3/3/06 C Crib Wall #1 Cell #3 Station 10+60 243,0 1 108.0 120.0 15.9 12.0 90 CW 363 3/3/06 C Crib Wall #1 Cell #2 Station 10+22 244.0 1 111.3 120.0 11.3 12.0 93 CW 364 3/3/06 C Crib Wall #1 Cell #1 Station 10+00 245.0 1 107.6 120.0 15.2 12.0 90 CW 365 3/3/06 C Crib Wall #1 Cell #3 Station 9+80 243.0 1 109.3 120.0 12.5 12.0 91 CW 366 3/3/06 C Crib Wall #1 Cell #2 Station 9+50 244.0 1 108.3 120.0 15.1 12.0 90 CW 367 3/3/06 C Crib Wall #1 Cell #1 Station 9+40 245.0 1 109.1 120.0 9.7 12.0 91 CW 368 3/6/06 C Crib Wall #1 Cell #3 Station 8+85 243.0 1 108.6 120.0 10.7 12.0 90 CW 369 3/6/06 C Crib Wall #1 Cell #2 Station 8+50 244.0 1 109.0 120.0 12.1 12.0 91 CW 370 3/6/06 C Crib Wall #1 Cell #1 Station 8+15 245.0 1 108.0 120.0 10.5 12.0 90 CW 371 3/6/06 C Crib Wall #1 Cell #2 Station 8+00 244.0 1 108.4 120.0 12.9 12.0 90 CW 372 3/6/06 C Crib Wall #1 Cell #1 Station 7+84 245.0 3 102.9 114.5 11.5 12.5 90 CW 373 3/6/06 C Crib Wall #1 Cell #2 Station 7+45 244.0 3 106.2 114.5 12.6 12.5 93 CW 374 3/6/06 C Crib Wall #1 Cell #2 Station 7+25 244.0 1 110.4 120.0 12.1 12.0 92 CW 375 3/6/06 C Crib Wall #1 Cell #3 Station 7+28 ' 242.0 1 108.0 120.0 11.2 12.0 90 CW 376 3/6/06 C Crib Wall #1 Cell #2 Station 7+19 243.0 1 108.4 120.0 12.3 12.0 90 CW 377 3/6/06 C Crib Wall #1 Cell #1 Station 7+10 243.0 1 108.6 120.0 13.1 12.0 90 CW 378 3/6/06 C Crib Wall #1 Cell #2 Station 10+77 245.0 1 108.0 120.0 12.8 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 '.4' ff-4 Client: 0 Page 12 of 39 /Q/7fl(r7 SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks CW 379 3/6/06 C Crib Wall #1 Cell #1 Station 10+55 246.0 1 108.6 120.0 12.2 12.0 90 CW 380 3/6/06 C Crib Wall #1 Cell #2 Station 10+30 245.0 1 108.3 120.0 12.3 12.0 90 CW 381 3/6/06 C Crib Wall #1 Cell #1 Station 10+00 246.0 1 108.4 120.0 11.8 12.0 90 CW 382 3/6/06 C Crib Wall #1 Cell #3 Station 9+72 244.0 1 109.5 120.0 13.4 12.0 91 CW 383 3/6/06 C Crib Wall #1 Cell #2 Station 9+48 245.0 1 108.1 120.0 13.5 12.0 90 CW 384 3/6/06 C Crib Wall #1 Cell #3 Station 9+10 244.0 1 109.6 120.0 14.3 12.0 91 CW 385 3/6/06 C Crib Wall #1 Cell #1 Station 9+00 246.0 1 109.5 120.0 13.6 12.0 91 CW 386 3/6/06 C Crib Wall #1 Cell #2 Station 8+67 245.0 1 108.0 120.0 12.2 12.0 90 CW 387 3/6/06 C Crib Wall #1 Cell #1 Station 8+30 246.0 1 108.4 120.0 12.6 12.0 90 CW 388 3/7/06 C Crib Wall #1 Cell #1 Station 7+93 346.0 1 108.2 120.0 12.8 12.0 90 CW 389 3/7/06 C Crib Wall #1 Cell #2 Station 7+75 345.0 1 109.9 120.0 13.4 12.0 92 CW 390 3/7/06 C Crib Wall #1 Cell #1 Station 7+48 346.0 1 108.3 120.0 13.6 12.0 90 CW 391 3/7/06 C Crib Wall #1 Cell #1 Station 10+60 347.0 1 108.4 120.0 16.0 12.0 90 CW 392 3/7/06 C Crib Wall #1 Cell #2 Station 10+20 346.0 1 108.3 120.0 13.0 12.0 90 CW 393 3/7/06 C Crib Wall #1 Cell #1 Station 9+90 347.0 1 109,4 120.0 13.0 12.0 91 CW 394 3/7/06 C Crib Wall #1 Cell #2 Station 9+40 346.0 1 109.6 120.0 13.7 12.0 91 CW 395 3/7/06 C Crib Wall #1 Cell #1 Station 9+15 347.0 1 108.0 120.0 13.4 12.0 90 CW 396 3/7/06 C Crib Wall #1 Cell #2 Station 8+80 346.0 1 108.2 120.0 12.6 12.0 90 CW 397 3/7/06 C Crib Wall #1 Cell #1 Station 8+52 347.0 1 108.1 120.0 14.2 12.0 90 CW 398 3/7/06 C Crib Wall #1 Cell #2 Station 8+10 246.0 1 109.3 120.0 13.4 12.0 91 CW 399 3/7/06 C Crib Wall #1 Cell #1 Station 7+90 247.0 1 108.6 120.0 15.0 12.0 90 CW 400 3/7/06 C Crib Wall #1 Cell #2 Station 7+60 246.0 1 109.1 120.0 13.5 12.0 91 CW 401 3/7/06 C Crib Wall #1 Cell #1 Station 7+41 247.0 1 108.0 120.0 14.6 12.0 90 CW 402 3/8/06 C Crib Wall #1 Cell #1 Station 10+80 248.0 7 109.3 118.0 10.2 12.0 93 CW 403 3/8/06 C Crib Wall #1 Cell #2 Station 10+50 247.0 7 107.7 118.0 10.2 12.0 91 CW 404 3/8/06 C Crib Wall #1 Cell #1 Station 10+28 248.0 7 106.4 118.0 11.6 12.0 90 CW 405 3/8/06 C Crib Wall #1 Cell #2 Station 10+05 247.0 7 105.9 118.0 10.9 12.0 90 CW 406 3/8/06 C Crib Wall #1 Cell #1 Station 9+77 248.0 7 106.2 118.0 11.5 12.0 90 CW 407 3/8/06 C Crib Wall #1 Cell #2 Station 9+55 247.0 7 106.4 118.0 11.0 12.0 90 CW 408 3/8/06 C Crib Wall #1 Cell #1 Station 9+32 248.0 7 106.2 118.0 13.5 12.0 90 CW 409 3/8/06 C Crib Wall #1 Cell #2 Station 9+10 247.0 7 107.0 118.0 12.5 12.0 91 CW 410 3/8/06 C Crib Wall #I Cell #1 Station 8+75 248.0 7 106.4 118.0 13.5 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 13 of 39 3/9/2007 1 01P'4 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 411 3/8/06 C Crib Wall #1 Cell #2 Station 8+45 247.0 7 107.0 118.0 14.2 12.0 91 CW 412 3/8/06 C Crib Wall #1 Cell #1 Station 8+20 248.0 7 107.6 118.0 13.1 12.0 91 CW 413 3/8/06 C Crib Wall #1 Cell #2 Station 7+97 247.0 7 109.6 118.0 13.6 12.0 93 CW 414 3/8/06 C Crib Wall #1 Cell #1 Station 7+76 248.0 7 108.8 118.0 14.8 12.0 92 CW 415 3/8/06 C Crib Wall #1 Cell #2 Station 7+55 247,0 7 109.3 118.0 14.0 12.0 93 CW 416 3/8/06 C Crib Wall #1 Cell #1 Station 7+37 248.0 7 108.6 118.0 13.9 12.0 92 CW 417 3/8/06 C Crib Wall #1 Cell #3 Station 7+20 240.0 7 106.5 118.0 11.6 12.0 90 CW 418 3/8/06 C Crib Wall #1 Cell #2 Station 7+05 241.0 7 107.2 118.0 12.7 12.0 91 CW 419 3/8/06 C Crib Wall #1 Cell #1 Station 6+89 242.0 1 107.6 120.0 12.2 12.0 90 CW 420 3/8/06 C Crib Wall #1 Cell #3 Station 6+25 240.0 7 106.1 118.0 15.0 12.0 90 CW 421 3/8/06 C Crib Wall #1 Cell #2 Station 6+50 241.0 7 106.9 118.0 12.9 12.0 91 CW 422 3/8/06 C Crib Wall #1 Cell #1 Station 6+28 242.0 7 106.4 118.0 12.2 12.0 90 CW 423 3/8/06 C Crib Wall #1 Cell #2 Station 6+15 241.0 7 107.4 118.0 13.4 12.0 91 CW 424 3/9/06 C Crib Wall #1 Cell #1 Station 10+50 249.0 1 109.3 120.0 14.0 12.0 91 CW 425 3/9/06 C Crib Wall #1 Cell #2 Station 10+00 248.0 1 108.5 120.0 13.8 12.0 90 CW 426 3/9/06 C Crib Wall #1 Cell #I Station 9+50 249.0 7 106.8 118.0 12.0 12.0 91 CW 427 3/9/06 C Crib Wall #1 Cell #2 Station 9+00 248.0 7 107.5 118.0 11.6 12.0 91 CW 428 3/9/06 C Crib Wall #I Cell #I Station 8+50 249.0 7 106.1 118.0 13.5 12.0 90 CW 429 3/9/06 C Crib Wall #1 Cell #2 Station 8+00 248.0 7 107.8 118.0 14.2 12.0 91 CW 430 3/9/06 C Crib Wall #1 Cell #1 Station 7+50 249.0 1 109.5 120.0 12.7 12.0 91 CW 431 3/9/06 C Crib Wall #1 Cell #3 Station 7+00 243.0 7 107.2 118.0 13.9 12.0 91 CW 432 3/9/06 C Crib Wall #1 Cell #2 Station 6+75 244.0 7 107.8 118.0 13.1 12.0 91 CW 433 3/9/06 C Crib Wall #1 Cell #1 Station 6+50 245.0 7 106.4 118.0 13.6 12.0 90 CW 434 3/9/06 C. Crib Wall #1 Cell #2 Station 6+10 244.0 1 109.3 120.0 14.4 12.0 91 CW 435 3/10/06 C Crib Wall #1 Cell #1 Station 7+23 246.0 1 116.6 120.0 8.9 12.0 97 CW 436 3/10/06 C Crib Wall #1 Cell #2 Station 7+00 245.0 1 109.4 120.0 15.4 12.0 91 CW 437 3/10/06 C Crib Wall #1 Cell #3 Station 6+65 244.0 1 108.0 120.0 15.3 12.0 90 CW 438 3/10/06 C Crib Wall #1 Cell #1 Station 6+70 246.0 1 108.0 120.0 15.8 12.0 90 CW 439 3/10/06 C Crib Wall #1 Cell #2 Station 6+50 245.0 1 107.7 120.0 14.7 12.0 90 CW 440 3/14/06 C Crib Wall #1 Cell #1 Station 10+65 250.0 7 106.3 118.0 13.7 12.0 90 CW 441 3/14/06 C Crib Wall #1 Cell #2 Station 10+30 249.0 7 106.2 118.0 16.5 12.0 90 CW 442 3/14/06 C Crib Wall #1 Cell #1 Station 9+80 250.0 7 106.1 118.0 14.4 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 14 of 39 3/9/2007 1 :3 5:02PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 443 3/14/06 C Crib Wall #1 Cell #2 Station 9+40 249.0 1 110.7 120.0 14.0 12.0 92 CW 444 3/14/06 C Crib Wall #1 Cell #1 Station 9+20 250.0 1 112.6 120.0 12.2 12.0 94 CW 445 3/14/06 C Crib Wall #1 Cell #2 Station 9+90 249.0 1 108.6 120.0 16.0 12.0 90 CW 446 3/14/06 C Crib Wall #1 Cell #1 Station 8+70 250.0 1 107.7 120.0 14.2 12.0 90 CW 447 3/14/06 C Crib Wall #1 Cell #2 Station 8+40 249.0 1 108.5 120.0 14.2 12.0 90 CW 448 3/14/06 C Crib Wall #1 Cell #1 Station 8+10 250.0 7 106.1 118.0 15.0 12.0 90 CW 449 3/14/06 C Crib Wall #1 Cell #2 Station 7+80 249.0 7 106.7 118.0 13.5 12.0 90 CW 450 3/14/06 C Crib Wall #1 Cell #1 Station 7+65 250.0 7 106.5 118.0 13.5 12.0 90 CW 451 3/14/06 C Crib Wall #1 Cell #2 Station 7+48 249.0 7 106.6 118.0 14.9 12.0 90 CW 452 3/14/06 C Crib Wall #1 Cell #1 Station 7+25 246.0 7 106.4 118.0 13.5 12.0 90 CW 453 3/14/06 C Crib Wall #1 Cell#2 Station 6+95 245.0 7 105.7 118.0 10.7 12.0 90 CW 454 3/14/06 C Crib Wall #1 Cell #1 Station 6+75 246.0 7 106.5 118.0 11.6 12.0 90 CW 455 3/14/06 C Crib Wall #1 Cell #2 Station 6+50 245.0 7 107.3 118.0 11.8 12.0 91 CW 456 3/15/06 C Crib Wall #1 Cell #3 Station 5+55 241.0 7 106.7 118.0 13.9 12.0 90 CW 457 3/15/06 C Crib Wall #1 Cell #2 Station 5+40 242.0 1 109.2 120.0 15.9 12.0 91 CW 458 3/15/06 C Crib Wall #1 Cell #1 Station 5+25 243.0 1 112.8 120.0 13.7 12.0 94 CW 459 3/15/06 C Crib Wall #1 Cell #3 Station 5+00 241.0 1 113.3 120.0 12.6 12.0 94 CW 460 3/15/06 C Crib Wall #1 Cell #2 Station 4+75 242.0 1 109.0 120.0 11.7 12.0 91 CW 461 3/15/06 C Crib Wall #1 Cell #1 Station 4+50 243.0 1 107.8 120.0 12.9 12.0 90 CW 462 3/15/06 C Crib Wall #1 Cell #4 Station 4+60 240.0 1 110.2 120.0 12.8 12.0 92 CW 463 3/16/06 C Crib Wall #1 Cell #1 Station 5+90 244.0 1 107.7 120.0 11.3 12.0 90 CW 464 3/16/06 C Crib Wall #1 Cell #2 Station 5+70 243.0 1 107.4 120.0 11.6 12.0 90 CW 465 3/16/06 C Crib Wall #1 Cell #3 Station 5+40 242.0 1 108.0 120.0 12.4 12.0 90 CW 466 3/16/06 C Crib Wall #1 Cell #1 Station 5+10 244.0 1 107.7 120.0 12.5 12.0 90 CW 467 3/16/06 C Crib Wall #1 Cell #2 Station 4+80 243.0 7 106.0 118.0 12.0 12.0 90 CW 468 3/16/06 C Crib Wall #1 Cell #3 Station 4+55 242.0 7 107.9 118.0 12.1 12.0 91 CW 469 3/16/06 C Crib Wall #1 Cell #4 Station 4+35 341.0 1 107.4 120.0 13.0 12.0 90 CW 470 3/16/06 C Crib Wall #1 Cell #3 Station 4+10 342.0 1 108.3 120.0 11.9 12.0 90 CW 471 3/16/06 C Crib Wall #1 Cell #2 Station 3+80 343.0 1 110.7 120.0 11.2 12.0 92 CW 472 3/16/06 C Crib Wall #1 Cell #1 Station 3+50 344.0 1 108.0 120.0 12.2 12.0 90 CW 473 3/16/06 C Crib Wall #1 Cell #4 Station 3+30 341.0 1 108.4 120.0 12.6 12.0 90 CW 474 3/17/06 C Crib Wall #1 Cell #3 Station 5+97 243.0 1 108.4 120.0 10.7 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 15 of 39 IQt?(1(Y7 1 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot# Elev(ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 475 3/17/06 C Crib Wall #1 Cell #2 Station 5+65 244.0 1 108.1 120.0 11.1 12.0 90 CW 476 3/17/06 C Crib Wall #I Cell #I Station 5+52 245.0 1 107.8 120.0 11.9 12.0 90 CW 477 3/17/06 C Crib Wall #1 Cell #2 Station 5+30 244.0 1 110.0 120.0 10.3 12.0 92 CW 478 3/17/06 C Crib Wall #1 Cell #3 Station 5+00 243.0 1 107.6 120.0 10.8 12.0 90 CW 479 3/17/06 C Crib Wall #1 Cell #1 Station 4+70 245.0 7 106.4 118.0 11.5 12.0 90 CW 480 3/17/06 C Crib Wall #1 Cell #2 Station 4+45 244.0 7 107.5 118.0 12.7 12.0 91 CW 481 3/17/06 C Crib Wall #1 Cell #3 Station 4+30 243.0 7 109.1 118.0 11.4 12.0 92 CW 482 3/17/06 C Crib Wall #1 Cell #2 Station 4+20 244.0 7 105.9 118.0 9.0 12.0 90 CW 483 3/17/06 C Crib Wall #1 Cell #1 Station 4+00 245.0 7 105.7 118.0 14.4 12.0 90 CW 484 3/17/06 C Crib Wall #1 Cell #3 Station 3+80 243.0 7 107.3 118.0 14.0 12.0 91 CW 485 3/17/06 C Crib Wall #1 Cell #2 Station 3+60 244.0 7 106.3 118.0 12.4 12.0 90 CW 486 3/17/06 C Crib Wall #1 Cell #1 Station 3+40 245.0 7 106.0 118.0 13.0 12.0 90 CW 487 3/17/06 C Crib Wall #1 Cell #4 Station 3+20 242.0 7 106.8 118.0 14.0 12.0 91 CW 488 3/17/06 C Crib Wall #1 Cell #3 Station 3+00 243.0 7 106.2 118.0 14.8 12.0 90 CW 489 3/17/06 C Crib Wall #1 Cell #2 Station 2+80 244.0 7 108.2 118.0 10.9 12.0 92 CW 490 3/17/06 C Crib Wall #1 Cell #4 Station 2+90 242.0 7 107.4 118.0 13.6 12.0 91 CW 491 3/20/06 C Crib Wall #1 Cell #1 Station 10+00 251.0 7 106.5 118.0 13.5 12.0 90 CW 492 3/20/06 C Crib Wall #1 Cell #2 Station 9+70 250.0 7 106.5 118.0 10.3 12.0 90 CW 493 3/20/06 C Crib Wall #1 Cell #1 Station 9+40 251.0 7 106.9 118.0 15.8 12.0 91 CW 494 3/20/06 C Crib Wall #1 Cell #2 Station 9+10 250.0 7 107.0 118.0 15.7 12.0 91 CW 495 3/20/06 C Crib Wall #1 Cell #2 Station 10+20 250.0 1 108.6 120.0 12.6 12.0 90 CW 496 3/20/06 C Crib Wall #1 Cell #1 Station 10+40 251.0 1 109,5 120.0 14.8 12.0 91 CW 497 3/20/06 C Crib Wall #1 Cell #2 Station 10+60 250.0 1 108.1 120.0 11.8 12.0 90 CW 498 3/20/06 C Crib Wall #1 Cell #1 Station 10+75 251.0 1 109.1 120.0 13.2 12.0 91 CW 499 3/20/06 C Crib Wall #1 Cell #1 Station 8+90 251.0 1 107.8 120.0 14.7 12.0 90 CW 500 3/20/06 C Crib Wall #1 Cell #2 Station 8+60 250.0 1 109.4 120.0 12.0 12.0 91 CW 501 3/20/06 C Crib Wall #1 Cell #1 Station 8+20 251.0 7 106.9 118.0 12.3 12.0 91 CW 502 3/20/06 C Crib Wall #1 Cell #2 Station 7+90 250.0 1 108.6 120.0 10.3 12.0 90 CW 503 3/20/06 C Crib Wall #1 Cell #1 Station 7+60 251.0 1 108.3 120.0 9.4 12.0 90 CW 504 3/20/06 C Crib Wall #1 Cell #2 Station 7+48 250.0 7 106.6 118.0 9.6 12.0 90 CW 505 3/22/06 C Crib Wall #1 Cell #1 Station 3+85 245.0 7 106.3 118.0 11.6 12.0 90 CW 506 3/22/06 C Crib Wall #1 Cell #2 Station 3+55 244.0 7 106.4 118.0 10.2 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 16 of 39 3/9/2007 1 502PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 507 3/22/06 C Crib Wall #1 Cell #3 Station 3+30 243.0 7 107.2 118.0 11.5 12.0 91 CW 508 3/22/06 C Crib Wall #1 Cell #1 Station 3+05 245.0 7 107.0 118.0 12.6 12.0 91 CW 509 3/22/06 C Crib Wall #1 Cell #4 Station 3+10 242.0 7 106.0 118.0 13.0 12.0 90 CW 510 3/22/06 C Crib Wall #1 Cell #3 Station 2+95 243.0 7 107.4 118.0 11.6 12.0 91 CW 511 3/22/06 C Crib Wall #1 Cell #2 Station 2+77 243.0 7 106.8 118.0 14.3 12.0 91 CW 512 3/22/06 C Crib Wall #1 Cell #1 Station 2+50 245.0 7 107.4 118.0 14.1 12.0 91 CW 513 3/22/06 C Crib Wall #1 Cell #3 Station 5+90 244,0 7 108.0 118.0 11.1 12.0 92 CW 514 3/22/06 C Crib Wall #1 Cell #2 Station 5+65 245.0 7 108.8 118.0 11.7 12.0 92 CW 515 3/22/06 C Crib Wall #1 Cell #1 Station 5+35 246.0 7 106.3 118.0 11.2 12.0 90 CW 516 3/22/06 C Crib Wall #1 Cell #3 Station 4+98 244.0 7 107.8 118.0 13.3 12.0 91 CW 517 3/22/06 C Crib Wall #1 Cell #1 Station 4+77 246.0 7 106.1 118.0 11.6 12.0 90 CW 518 3/22/06 C Crib Wall #1 Cell #2 Station 4+57 245.0 7 106.8 118.0 12.2 12.0 91 CW 519 3/23/06 C Crib Wall #1 Cell #3 Station 4+25 244.0 7 106.5 118.0 11.4 12.0 90 CW 520 3/23/06 C Crib Wall #1 Cell #1 Station 3+90 246.0 7 106.0 118.0 18.0 12.0 90 CW 521 3/23/06 C Crib Wall #1 Cell #2 Station 3+65 245.0 7 106.2 118.0 12.7 12.0 90 CW 522 3/23/06 C Crib Wall #1 Cell #3 Station 3+10 244.0 7 106.3 118.0 12.2 12.0 90 CW 523 3/23/06 C Crib Wall #1 Cell #1 Station 2+85 246.0 7 106.5 118.0 10.3 12.0 90 CW 524 3/23/06 C Crib Wall #1 Cell #2 Station 2+65 245.0 7 106.5 118.0 12.4 12.0 90 CW 525 3/23/06 C Crib Wall #1 Cell #3 Station 2+35 244.0 1 110.3 120.0 11.0 12.0 92 CW 526 3/23/06 C Crib Wall #1 Cell #1 Station 2+10 246.0 1 108.2 120.0 14.9 12.0 90 CW 527 3/23/06 C Crib Wall #1 Cell #2 Station 1+90 245.0 1 108.0 120.0 13.3 12.0 90 CW 558 3/24/06 C Crib Wall #1 Cell #3 Station 4+00 245.0 1 108.8 120.0 10.8 12.0 91 CW 559 3/24/06 C Crib Wall #1 Cell #2 Station 3+50 246.0 1 108.1 120.0 13.5 12.0 90 CW 560 3/24/06 C Crib Wall #1 Cell #1 Station 3+00 247.0 1 108.0 120.0 14.3 12.0 90 CW 561 3/24/06 C Crib Wall #1 Cell #3 Station 2+50 245.0 7 106.4 118.0 11.0 12.0 90 CW 562 3/24/06 C Crib Wall #1 Cell #2 Station 2+00 246.0 1 113.1 120.0 12.8 12.0 94 CW 563 3/24/06 C Crib Wall #1 Cell #1 Station 1+50 247.0 1 109.3 120.0 12.5 12.0 91 CW 564 3/24/06 C Crib Wall #1 Cell #2 Station 1+00 246.0 1 108.4 120.0 13.4 12.0 90 CW 565 3/24/06 C Crib Wall #1 Cell #1 Station 5+76 248.0 1 108.6 120.0 11.5 12.0 90 CW 566 3/24/06 C Crib Wall #1 Cell #2 Station 5+25 247.0 7 105.8 118.0 11.3 12.0 90 CW 567 3/24/06 C Crib Wall #1 Cell #3 Station 4+75 246.0 3 104.4 114.5 13.7 12.5 91 CW 568 3/24/06 C Crib Wall #1 Cell #1 Station 4+25 248.0 7 107.1 118.0 12.6 12.0 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 ffl Client: 0 Page 17 of 39 11 3/9/2007 1:35:0PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 569 3/24/06 C Crib Wall #1 Cell #2 Station 3+75 247.0 7 107.0 118.0 13.2 12.0 91 CW 570 3/27/06 C Crib Wall #1 Cell #3 Station 3+25 246.0 7 106.9 118.0 12.7 12.0 91 CW 571 3/27/06 C Crib Wall #1 Cell #1 Station 2+75 248.0 7 106.6 118.0 10.8 12.0 90 CW 572 3/27/06 C Crib Wall #1 Cell #2 Staton 2+25 247.0 7 106.4 118.0 10.6 12.0 90 CW 573 3/27/06 C Crib Wall #1 Cell #3 Station 2+08 246.0 7 108.7 118.0 14.4 12.0 92 CW 574 3/27/06 C Crib Wall #1 Cell #1 Station 1+87 248.0 7 105.8 118.0 13.5 12.0 90 CW 575 3/27/06 C Crib Wall #1 Cell #2 Station 1+50 247.0 7 107.1 118.0 13.7 12.0 91 CW 576 3/27/06 C Crib Wall #1 Cell #1 Station 1+00 248.0 7 108.0 118.0 15.8 12.0 92 CW 577 3/27/06 C Crib Wall #1 Cell #2 Station 0+50 247.0 1 115.0 120.0 11.6 12.0 96 CW 578 3/30/06 C Crib Wall #1 Cell #2 Station 7+25 248.0 1 109.9 120.0 17.0 12.0 92 CW 579 3/30/06 C Crib Wall #1 Cell #1 Station 7+00 249.0 1 109.9 120.0 14.5 12.0 92 CW 580 3/30/06 C Crib Wall #1 Cell #2 Station 6+75 248.0 1 108.1 120.0 13.3 12.0 90 CW 581 3/30/06 C Crib Wall #1 Cell #1 Station 6+50 249.0 1 107.7 120.0 17.8 12.0 90 CW 582 3/30/06 C Crib Wall #1 Cell #2 Station 6+25 248.0 1 108.7 120.0 16.4 12.0 91 CW 583 3/30/06 C Crib Wall #1 Cell #1 Station 6+00 249.0 1 110.9 120.0 14.4 12.0 92 CW 584 3/30/06 C Crib Wall #1 Cell #2 Station 5+75 248.0 1 109.6 120.0 15.1 12.0 91 CW 585 3/30/06 C Crib Wall #1 Cell #1 Station 5+50 249.0 7 106.1 118.0 13.1 12.0 90 CW 586 3/30/06 C Crib Wall #1 Cell #2 Station 5+20 248.0 7 106.0 118.0 14.3 12.0 90 CW 587 3/30/06 C Crib Wall #1 Cell #1 Station 3+00 249.0 7 106.4 118.0 12.7 12.0 90 CW 588 3/30/06 C Crib Wall #1 Cell #3 Station 4+75 247.0 7 107.7 118.0 12.4 12.0 91 CW 589 3/30/06 C Crib Wall #1 Cell #2 Station 4+50 248.0 7 108.0 118.0 12.8 12.0 92 CW 590 3/30/06 C Crib Wall #1 Cell #1 Station 4+70 249.0 7 106.1 118.0 12.0 12.0 90 CW 591 3/30/06 C Crib Wall #1 Cell #3 Station 4+00 247.0 7 105.9 118.0 12.8 12.0 90 CW 592 3/30/06 C Crib Wall #1 Cell #2 Station 3+75 248.0 7 108.0 118.0 13.1 12.0 92 CW 593 3/30/06 C Crib Wall #1 Cell #1 Station 3+50 249.0 7 107.1 118.0 12.0 12.0 91 CW 594 3/30/06 C Crib Wall#1 Cell #3 Station 3+25 247.0 7 107.0 118.0 17.9 12.0 91 CW 595 3/30/06 C Crib Wall #1 Cell #2 Station 3+00 248.0 7 108.3 118.0 15.1 12.0 92 CW 596 3/30/06 C Crib Wall #1 Cell #1 Station 2+65 249.0 7 106.9 118.0 12.2 12.0 91 CW 597 3/30/06 C Crib Wall #1 Cell #3 Station 2+42 247.0 7 108.5 118.0 12.0 12.0 92 CW 598 3/30/06 C Crib Wall #1 Cell #2 Station 2+20 248.0 7 107.2 118.0 15.4 12.0 91 CW 599 3/30/06 C Crib Wall #1 Cell #1 Station 1+95 249.0 7 110.6 118.0 14.6 12.0 94 CW 600 3/30/06 C Crib Wall #1 Cell #2 Station 1+75 248.0 7 109.7 118.0 12.0 12.0 93 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 18of39 _I9/7no7 1 . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 601 3/30/06 C Crib Wall #1 Cell #1 Station 1+50 249.0 7 106.7 118.0 16.1 12.0 90 CW 602 3/30/06 C Crib Wall #1 Cell #2 Station 1+25 248.0 7 107.4 118.0 14.4 12.0 91 CW 603 3/30/06 C Crib Wall #1 Cell #2 Station 1+10 248.0 7 106.1 118.0 14.1 12.0 90 CW 604 3/31/06 C Crib Wall #1 Cell #1 Station 0+90 249.0 7 109.2 118.0 13.0 12.0 93 CW 605 3/31/06 C Crib Wall #1 Cell #2 Station 0+70 248.0 7 106.8 118.0 12.5 12.0 91 CW 606 3/31/06 C Crib Wall #1 Cell #1 Station 0+57 249.0 7 110.2 118.0 12.1 12.0 93 CW 607 3/31/06 C Crib Wall #1 Cell #1 Station 7+35 250.0 7 104.2 118.0 9.0 12.0 88 Retest on 607A CW 607A 4/3/06 C Crib Wall #1 Cell #1 Station 7+35 250.0 7 106.7 118.0 11.2 12.0 90 Retest of 607 CW 608 3/31/06 C Crib Wall #1 Cell #2 Station 7+15 249.0 '7 106.6 118.0 10.2 12.0 90 Retest on 608A CW 608A 3/31/06 C Crib Wall #1 Cell #2 Station 7+15 249.0 7 106.5 118.0 13.3 12.0 90 Retest of 608 CW 609 3/31/06 C Crib Wall #1 Cell #1 Station 6+90 250.0 7 106.5 118.0 13.9 12.0 90 CW 610 3/31/06 C Crib Wall #1 Cell #2 Station 6+65 249.0 7 108.2 118.0 12.0 12.0 92 CW 611 4/3/06 C Crib Wall #1 Cell #1 Station 6+45 250.0 7 106.0 118.0 13.1 12.0 90 CW 612 4/3/06 C Crib Wall #1 Cell #2 Station 6+25 249.0 7 106.2 118.0 12.6 12.0 90 CW 613 4/3/06 C Crib Wall #1 Cell #1 Station 6+05 250.0 7 106.0 118.0 11.1 12.0 90 CW 614 4/3/06 C Crib Wall #1 Cell #2 Station 5+85 249.0 7 107.4 118.0 13.3 12.0 91 CW 615 4/3/06 C Crib Wall #1 Cell #1 Station 5+55 250.0 7 106.2 118.0 11.3 12.0 90 CW 616 4/3/06 C Crib Wall #1 Cell #2 Station 5+00 249.0 7 105.8 118.0 14.7 12.0 90 CW 617 4/3/06 C Crib Wall #1 Cell #1 Station 4+70 250.0 7 106.4 118.0 11.5 12.0 90 CW 618 4/3/06 C Crib Wall #1 Cell #2 Station 4+50 249.0 7 107.6 118.0 16.0 12.0 91 CW 619 4/3/06 C Crib Wall #1 Cell #3 Station 4+25 248.0 7 108.1 118.0 12.1 12.0 92 CW 620 4/3/06 C Crib Wall #1 Cell #2 Station 4+05 249.0 7 106.3 118.0 11.8 12.0 90 CW 621 4/3/06 C Crib Wall #1 Cell #1 Station 3+80 250.0 7 106.0 118.0 11.2 12.0 90 CW 622 4/3/06 C Crib Wall #1 Cell #3 Station 3+55 248.0 7 105.7 118.0 12.7 12.0 90 CW 623 4/3/06 C Crib Wall #1 Cell #2 Station 3+30 249.0 7 107.3 118.0 13.6 12.0 91 CW 624 4/3/06 C Crib Wall #1 Cell #1 Station 3+00 250.0 7 106.7 118.0 13.1 12.0 90 CW 625 4/3/06 C Crib Wall #1 Cell #3 Station 2+60 248.0 7 108.6 118.0 14.6 12.0 92 CW 626 4/3/06 C Crib Wall #1 Cell #2 Station 2+20 249.0 7 107.4 118.0 14.0 12.0 91 CW 627 4/3/06 C Crib Wall #1 Cell #1 Station 1+95 250.0 7 106.0 118.0 12.0 12.0 90 CW 628 4/4/06 C Crib Wall #1 Cell #2 Station 1+75 249.0 7 107.3 118.0 13.6 12.0 91 CW 629 4/4/06 C Crib Wall #1 Cell #1 Station 1+50 250.0 7 107.1 118.0 12.1 12.0 91 CW 630 4/4/06 C Crib Wall #1 Cell #2 Station 1+25 249.0 7 108.1 118.0 14.8 12.0 92 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 49 Client: 0 Page 19 of 39 3/9/2007 1 :3 5:02PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 631 4/4/06 C Crib Wall #1 Cell #1 Station 1+00 250.0 7 108.8 118.0 15.2 12.0 92 CW 632 4/4/06 C Crib Wall #1 Cell #2 Station 0+75 249.0 7 108.5 118.0 13.0 12.0 92 CW 633 4/4/06 C Crib Wall #1 Cell #1 Station 0+50 250.0 7 107.3 118.0 15.7 12.0 91 CW 634 4/4/06 C Crib Wall #1 Cell #1 Station 0+35 251.0 7 106.7 118.0 16.0 12.0 90 CW 635 4/4/06 C Crib Wall #1 Cell #2 Station 0+88 250.0 7 107.8 118.0 16.7 12.0 91 CW 636 4/4/06 C Crib Wall #1 Cell #1 Station 1+40 251.0 7 106.9 118.0 15.1 12.0 91 CW 637 4/4/06 C Crib Wall #1 Cell #2 Station 1+85 250.0 7 106.6 118.0 17.1 12.0 90 CW 638 4/4/06 C Crib Wall #1 Cell #1 Station 2+37 251.0 7 106.8 118.0 16.6 12.0 91 CW 639 4/4/06 C Crib Wall #1 Cell #2 Station 2+80 250.0 7 108.8 118.0 13.6 12.0 92 CW 640 4/4/06 C Crib Wall #1 Cell #1 Station 6+29 251.0 7 106.0 118.0 12.0 12.0 90 CW 641 4/4/06 C Crib Wall #1 Cell #2 Station 6+50 250.0 7 106.7 118.0 12.5 12.0 90 CW 642 4/4/06 C Crib Wall #1 Cell #1 Station 6+75 251.0 7 108.6 118.0 12.0 12.0 92 CW 643 4/4/06 C Crib Wall #1 Cell #2 Station 7+00 250.0 7 107.7 118.0 14.4 12.0 91 CW 644 4/4/06 C Crib Wall #1 Cell #1 Station 7+25 251.0 7 105.7 118.0 11.0 12.0 90 CW 645 4/4/06 C Crib Wall #1 Cell #2 Station 7+40 250.0 7 106.3 118.0 12.6 12.0 90 CW 646 4/4/06 C Crib Wall #1 Cell #1 Station 6+00 251.0 7 106.4 118.0 12.7 12.0 90 CW 647 4/4/06 C Crib Wall #1 Cell #2 Station 5+75 250.0 7 108.9 118.0 12.0 12.0 92 CW 648 4/4/06 C Crib Wall #1 Cell #1 Station 5+50 251.0 7 108.7 118.0 15.2 12.0 92 CW 649 4/4/06 C Crib Wall #1 Cell #3 Station 3+10 249.0 7 106.4 118.0 12.9 12.0 90 CW 650 4/4/06 C Crib Wall #1 Cell #2 Station 3+60 250.0 7 106.1 118.0 17.3 12.0 90 CW 651 4/4/06 C Crib Wall #1 Cell #1 Station 4+10 251.0 7 108.5 118.0 12.9 12.0 92 CW 652 4/7/06 C Crib Wall #1 Cell #1 Station 10+73 253.0 7 106.9 118.0 16.7 12.0 91 CW 653 4/7/06 C Crib Wall #1 Cell #2 Station 10+53 252.0 7 107.1 118.0 13.1 12.0 91 CW 654 4/7/06 C Crib Wall #1 Cell #1 Station 10+33 253.0 7 107.6 118.0 12.1 12.0 91 CW 655 4/7/06 C Crib Wall #1 Cell #2 Station 10+13 252.0 7 110.1 118.0 12.8 12.0 93 CW 656 4/7/06 C Crib Wall #1 Cell #1 Station 9+83 253.0 1 110.5 120.0 11.8 12.0 92 CW 657 4/7/06 C Crib Wall #1 Cell #2 Station 9+63 252.0 1 108.3 120.0 17.1 12.0 90 CW 658 4/7/06 C Crib Wall #1 Cell #1 Station 9+43 253.0 1 107.8 120.0 13.5 12.0 90 CW 659 4/7/06 C Crib Wall #1 Cell #2 Station 9+23 252.0 1 108.0 120.0 13.9 12.0 90 CW 660 4/7/06 C Crib Wall #1 Cell #1 Station 9+03 253.0 1 108.0 120.0 13.3 12.0 90 CW 661 4/7/06 C Crib Wall #1 Cell #2 Station 8+73 252.0 1 108.4 120.0 17.3 12.0 90 CW 662 4/7/06 C Crib Wall #1 Cell #1 Station 8+53 253.0 1 107.5 120.0 12.1 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 20 of 39 /Q/')nfl7 1..Y)D1n SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot# Elev(ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 663 4/7/06 C Crib Wall #1 Cell #2 Station 8+33 252.0 1 109.1 120.0 14.0 12.0 91 CW 664 4/7/06 C Crib Wall #1 Cell #1 Station 8+10 253.0 1 108.9 120.0 17.4 12.0 91 CW 665 4/7/06 C Crib Wall #1 Cell #2 Station 7+80 252.0 1 108.1 120.0 17.6 12.0 90 CW 666 4/7/06 C Crib Wall #1 Cell #1 Station 7+60 253.0 1 110.1 120.0 13.1 12.0 92 CW 667 4/7/06 C Crib Wall #1 Cell #2 Station 7+40 252.0 1 107.9 120.0 12.5 12.0 90 CW 668 4/7/06 C Crib Wall #1 Cell #1 Station 7+20 253.0 1 108.3 120.0 13.6 12.0 90 CW 669 4/7/06 C Crib Wall #1 Cell #2 Station 7+00 252.0 1 107.8 120.0 13.6 12.0 90 CW 670 4/7/06 C Crib Wall #1 Cell #1 Station 6+75 253.0 1 109.6 120.0 13.0 12.0 91 CW 671 4/7/06 C Crib Wall #1 Cell #2 Station 6+50 262.0 1 108.4 120.0 13.9 12.0 90 CW 672 4/8/06 C Crib Wall #1 Cell #1 Station 6+02 253.0 7 108.0 118.0 14.1 12.0 92 CW 673 4/8/06 C Crib Wall #1 Cell #2 Station 5+75 252.0 7 107.3 118.0 13.1 12.0 91 CW 674 4/8/06 C Crib Wall #1 Cell #1 Station 5+50 253.0 7 106.6 118.0 12.1 12.0 90 CW 675 4/8/06 C Crib Wall #1 Cell #2 Station 5+25 252.0 7 105.7 118.0 11.9 12.0 90 CW 676 4/8/06 C Crib Wall #1 Cell #1 Station 5+00 253.0 7 105.9 118.0 11.5 12.0 90 CW 677 4/8/06 C Crib Wall #1 Cell #2 Station 4+75 252.0 7 107.0 118.0 12.1 12.0 91 CW 678 4/8/06 C Crib Wall #1 Cell #1 Station 4+50 253.0 7 106.4 118.0 14.7 12.0 90 CW 679 4/8/06 C Crib Wall #1 Cell #2 Station 4+25 252.0 7 105.9 118.0 12.9 12.0 90 CW 680 4/8/06 C Crib Wall #1 Cell #1 Station 4+00 253.0 7 106.2 118.0 11.9 12.0 90 CW 681 4/8/06 C Crib Wall #1 Cell #2 Station 3+75 252.0 7 106.9 118.0 12.3 12.0 91 CW 682 4/8/06 C Crib Wall #1 Cell #1 Station 3+50 253.0 7 107.0 118.0 12.0 12.0 91 CW 683 4/8/06 C Crib Wall #1 Cell #3 Station 3+25 251.0 7 102.2 118.0 9.6 12.0 87 Retest on683A CW 683A 4/8/06 C Crib Wall #1 Cell #3 Station 3+25 251.0 7 106.5 118.0 12.0 12.0 90 Retest of 683 CW 684 4/8/05 C Crib Wall #1 Cell #1 Station 3+00 253.0 7 105.8 118.0 10.2 12.0 90 Retest on 684A CW 684A 4/9/05 C Crib Wall #1 Cell #1 Station 3+00 253.0 7 106.9 118.0 13.2 12.0 91 Retest of 684 CW 685 4/8/05 C Crib Wall #1 Cell #2 Station 2+70 252.0 7 107.1 118.0 12.2 12.0 91 CW 686 4/8/05 C Crib Wall #1 Cell #1 Station 2+45 253.0 7 108.6 118.0 13.1 12.0 92 CW 687 4/8/05 C Crib Wall #1 Cell #2 Station 2+15 252.0 7 107.5 118.0 12.2 12.0 91 CW 688 4/8/05 C Crib Wall #1 Cell #1 Station 2+00 253.0 7 106.8 118.0 14.4 12.0 91 CW 689 4/8/05 C Crib Wall #1 Cell #2 Station 1+75 252.0 7 107.3 118.0 11.7 12.0 91 CW 690 4/8/05 C Crib Wall #1 Cell #1 Station 1+50 253.0 7 107.2 118.0 12.3 12.0 91 CW 691 4/8/05 C Crib Wall #1 Cell #2 Station 1+00 252.0 7 108.3 118.0 12.0 12.0 92 CW 692 4/8/05 C Crib Wall #1 Cell #1 Station 0+50 233.0 7 107.9 118.0 11.7 12.0 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 21 of 39 3/9/2007 1 PAA SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks CW 693 4/10/05 C Crib Wall #1 Cell #2 Station 0+65 253.0 1 110.9 120.0 12.3 12.0 92 CW 694 4/10/05 C Crib Wall #1 Cell #1 Station 10+45 254.0 1 108.9 120.0 12.0 12.0 91 CW 695 4/10/05 C Crib Wall #1 Cell #2 Station 10+25 253.0 1 109.3 120.0 12.5 12.0 91 CW 696 4/10/05 C Crib Wall #1 Cell #1 Station 10+00 254.0 7 108.6 118.0 15.3 12.0 92 CW 697 4/10/05 C Crib Wall #1 Cell #2 Station 9+75 253.0 7 107.6 118.0 12.7 12.0 91 CW 698 4/10/05 C Crib Wall #1 Cell #2 Station 9+50 254.0 7 106.1 118.0 13.4 12.0 90 CW 699 4/10/05 C Crib Wall #1 Cell #2 Station 9+25 253.0 7 106.5 118.0 12.3 12.0 90 CW 700 4/10/05 C Crib Wall #1 Cell #1 Station 9+00 254.0 7 106.8 118.0 14.7 12.0 91 CW 701 4/10/05 C Crib Wall #1 Cell #2 Station 8+80 253.0 7 107.0 118.0 16.1 12.0 91 CW 702 4/10/05 C Crib Wall #1 Cell #1 Station 8+50 254.0 7 107.5 118.0 12.0 12.0 91 CW 703 4/10/05 C Crib Wall #1 Cell #1 Station 8+25 254.0 7 107.0 118.0 13.1 12.0 91 CW 704 4/10/05 C Crib Wall #1 Cell #1 Station 8+00 254.0 7 108.0 118.0 12.3 12.0 92 CW 705 4/10/05 C Crib Wall #1 Cell #1 Station 7+80 254.0 7 106.1 118.0 13.0 12.0 90 CW 706 4/10/05 C Crib Wall #1 Cell #2 Station 7+50 253.0 7 106.8 118.0 17.6 12.0 91 CW 707 4/10/05 C Crib Wall #1 Cell #1 Station 7+10 254.0 7 106.9 118.0 16.1 12.0 91 CW 708 4/11/06 C Crib Wall #1 Cell #2 Station 6+90 253.0 7 107.0 118.0 15.5 12.0 91 CW 709 4/11/06 C Crib Wall #1 Cell #1 Station 6+65 254.0 1 110.6 120.0 13.7 12.0 92 CW 710 4/11/06 C Crib Wall #1 Cell #2 Station 6+35 253.0 1 108.1 120.0 11.6 12.0 90 CW 711 4/11/06 C Crib Wall #1 Cell #1 Station 5+90 254.0 7 106.9 118.0 13.4 12.0 91 CW 712 4/11/06 C Crib Wall #1 Cell #2 Station 5+65 253.0 7 106.0 118.0 11.0 12.0 90 CW 713 4/11/06 C Crib Wall #1 Cell #1 Station 5+40 254.0 7 106.3 118.0 12.0 12.0 90 CW 714 4/11/06 C Crib Wall #1 Cell #2 Station 5+10 253.0 7 107.0 118.0 14.7 12.0 91 CW 715 4/11/06 C Crib Wall #1 Cell #1 Station 4+90 254.0 7 107.8 118.0 12.0 12.0 91 CW 716 4/11/06 C Crib Wall #1 Cell #2 Station 4+65 253.0 7 107.6 118.0 13.1 12.0 91 CW 717 4/11/06 C Crib Wall #1 Cell #1 Station 4+40 254.0 7 107.0 118.0 11.8 12.0 91 CW 718 4/11/06 C Crib Wall #1 Cell #2 Station 4+15 253.0 7 106.9 118.0 11.4 12.0 91 CW 719 4/11/06 C Crib Wall #1 Cell #1 Station 3+90 254.0 7 110.5 118.0 12.3 12.0 94 CW 720 4/11/06 C Crib Wall #1 Cell #2 Station 3+65 253.0 7 110.5 118.0 12.7 12.0 94 CW 721 4/11/06 C Crib Wall #1 Cell #1 Station 3+40 254.0 7 108.7 118.0 14.4 12.0 92 CW 722 4/11/06 C Crib Wall #1 Cell #2 Station 3+20 253.0 7 108.3 118.0 11.9 12.0 92 CW 723 4/11/06 C Crib Wall #1 Cell #1 Station 2+90 254.0 7 107.1 118.0 11.8 12.0 91 CW 724 4/11/06 C Crib Wall #1 Cell #2 Station 2+60 253.0 7 106.8 118.0 11.0 12.0 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 22 of 39 3/9/2007 1 Is .()?PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 725 4/11/06 C Crib Wall #1 Cell #1 Station 2+30 254.0 7 107.4 118.0 13.6 12.0 91 CW 726 4/11/06 C Crib Wall #1 Cell#2 Station 2+05 253.0 7 106.2 118.0 12.9 12.0 90 CW 727 4/11/06 C Crib Wall #1 Cell #1 Station 1+88 254.0 7 106.8 118.0 12.2 12.0 91 CW 728 4/11/06 C Crib Wall #1 Cell #2 Station 1+62 253.0 7 108.5 118.0 16.8 12.0 92 CW 729 4/11/06 C Crib Wall #1 Cell #1 Station 1+40 253.0 7 106.2 118.0 14.4 12.0 90 CW 730 4/11/06 C Crib Wall #1 Cell #2 Station 1+15 253.0 7 106.4 118.0 16.2 12.0 90 CW 731 4/11/06 C Crib Wall #1 Cell #1 Station 0+85 254.0 7 108.5 118.0 16.0 12.0 92 CW 732 4/11/06 C Crib Wall #1 Cell #1 Station 0+60 254.0 7 106.7 118.0 16.2 12.0 90 CW 733 4/11/06 C Crib Wall #1 Cell #1 Station 0+40 254.0 7 106.8 118.0 11.5 12.0 91 CW 734 4/11/06 C Crib Wall #1 Cell #1 Station 0+20 254.0 7 107.0 118.0 13.3 12.0 91 CW 735 4/11/06 C Crib Wall #1 Cell #1 Station 10+50 255.0 7 106.2 118.0 14.0 12.0 90 CW 736 4/11/06 C Crib Wall #1 Cell #2 Station 10+00 254.0 7 105.8 118.0 12.8 12.0 90 CW 737 4/11/06 C Crib Wall #1 Cell #1 Station 9+50 255.0 7 105.9 118.0 15.5 12.0 90 CW 738 4/11/06 C Crib Wall #1 Cell #2 Station 9+00 254.0 7 106.2 118.0 13.9 12.0 90 CW 739 4/11/06 C Crib Wall #1 Cell #1 Station 8+50 255.0 7 108.5 118.0 15.3 12.0 92 CW 740 4/11/06 C Crib Wall #1 Cell #2 Station 8+00 254.0 7 106.4 118.0 14.3 12.0 90 CW 741 4/11/06 C Crib Wall #1 Cell #1 Station 7+50 255.0 7 107.7 118.0 15.1 12.0 91 CW 742 4/12/06 C Crib Wall #1 Cell #1 Station 7+00 255.0 7 106.3 118.0 15.4 12.0 90 CW 743 4/12/06 C Crib Wall #1 Cell #2 Station 6+50 254.0 7 107.4 118.0 13.6 12.0 91 CW 744 4/12/06 C Crib Wall #1 Cell #1 Station 6+00 255.0 7 107.0 118.0 14.4 12.0 91 CW 745 4/12/06 C Crib Wall #1 Cell #1 Station 10+37 257.0 7 110.5 118.0 15.8 12.0 94 CW 746 4/12/06 C Crib Wall #1 Cell #1 Station 10+12 257.0 7 106.4 118.0 17.5 12.0 90 CW 747 4/12/06 C Crib Wall #1 Cell #1 Station 9+89 257.0 7 107.0 118.0 12.6 12.0 91 CW 748 4/12/06 C Crib Wall #1 Cell #1 Station 9+57 257.0 7 106.6 118.0 16.3 12.0 90 CW 749 4/12/06 C Crib Wall #1 Cell #1 Station 9+32 257.0 7 105.8 118.0 14.5 12.0 90 CW 750 4/12/06 C Crib Wall #1 Cell #1 Station 8+90 257.0 7 106.0 118.0 15.0 12.0 90 CW 751 4/12/06 C Crib Wall #1 Cell #1 Station 8+65 257.0 7 107.3 118.0 14.6 12.0 91 CW 752 4/12/06 C Crib Wall #1 Cell #1 Station 8+30 257.0 7 107.5 118.0 12.0 12.0 91 CW 753 4/12/06 C Crib Wall #1 Cell #1 Station 7+92 257.0 7 109.9 118.0 13.9 12.0 93 CW 754 4/12/06 C Crib Wall #1 Cell #1 Station 7+65 257.0 7 107.2 118.0 14.9 12.0 91 CW 755 4/12/06 C Crib Wall #1 Cell #1 Station 7+35 257.0 7 106.6 118.0 15.0 12.0 90 CW 756 4/12/06 C Crib Wall #1 Cell #1 Station 7+07 257.0 7 106.7 118.0 14.5 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 23 of 39 3/9/2007 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot# Elev(ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 757 4/12/06 C Crib Wall #1 Cell #1 Station 6+82 257.0 7 106.3 118.0 13.1 12.0 90 CW 758 4/12/06 C Crib Wall #I Cell #I Station 6+60 257.0 7 106.0 118.0 14.1 12.0 90 CW 759 4/12/06 C Crib Wall #1 Cell #1 Station 6+33 257.0 7 105.9 118.0 12.5 12.0 90 CW 760 4/12/06 C Crib Wall #1 Cell #1 Station 6+12 257.0 7 106.3 118.0 13.6 12.0 90 CW 761 4/12/06 C Crib Wall #1 Cell #2 Station 5+50 255.0 7 105.7 118.0 14.7 12.0 90 CW 762 4/12/06 C Crib Wall #1 Cell #1 Station 5+00 256.0 7 106.6 118.0 12.2 12.0 90 CW 763 4/12/06 C Crib Wall #1 Cell #2 Station 4+50 255.0 7 109.7 118.0 14.1 12.0 93 CW 764 4/12/06 C Crib Wall #1 Cell #1 Station 4+00 256.0 7 107.2 118.0 15.7 12.0 91 CW 765 4/12/06 C Crib Wall #1 Cell #2 Station 3+50 255.0 7 107.8 118.0 14.0 12.0 91 CW 766 4/12/06 C Crib Wall #1 Cell #1 Station 3+00 256.0 7 106.4 118.0 15.1 12.0 90 CW 767 4/12/06 C Crib Wall #1 Cell #2 Station 2+50 255.0 7 106.9 118.0 13.6 12.0 91 CW 768 4/13/06 C Crib Wall #1 Cell #1 Station 2+00 256.0 7 107.3 118.0 14.2 12.0 91 CW 769 4/13/06 C Crib Wall #1 Cell #1 Station 1+50 256.0 7 107.0 118.0 14.0 12.0 91 CW 770 4/13/06 C Crib Wall #1 Cell #1 Station 1+00 256.0 7 108.1 118.0 13.4 12.0 92 CW 771 4/13/06 C Crib Wall #1 Cell #1 Station 0+50 256.0 7 107.6 118.0 15.1 12.0 91 CW 772 4/13/06 C Crib Wall #1 Cell #2 Station 5+85 256.0 7 106.3 118.0 16.0 12.0 90 CW 773 4/13/06 C Crib Wall #1 Cell #1 Station 5+60 257.0 7 109.6 118.0 12.0 12.0 93 CW 774 4/13/06 C Crib Wall #1 Cell #2 Station 5+35 256.0 7 105.9 118.0 11.9 12.0 90 CW 775 4/13/06 C Crib Wall #1 Cell #1 Station 5+05 257.0 7 106.9 118.0 12.0 12.0 91 CW 776 4/13/06 C Crib Wall #1 Cell #2 Station 4+85 256.0 7 106.1 118.0 15.0 12.0 90 CW 777 4/13/06 C Crib Wall #1 Cell #1 Station 4+60 257.0 7 106.6 118.0 12.8 12.0 90 CW 778 4/13/06 C Crib Wall #1 Cell #2 Station 4+35 256.0 7 105.9 118.0 17.0 12.0 90 CW 779 4/13/06 C Crib Wall #1 Cell #1 Station 4+10 257.0 7 109.5 118.0 13.3 12.0 93 CW 780 4/13/06 C Crib Wall #1 Cell #2 Station 3+84 256.0 7 106.8 118.0 17.0 12.0 91 CW 781 4/13/06 C Crib Wall #1 Cell #1 Station 3+60 257.0 7 106.5 118.0 12.0 12.0 90 CW 782 4/13/06 C Crib Wall #1 Cell #2 Station 3+33 256.0 7 107.8 118.0 12.3 12.0 91 CW 783 4/13/06 C Crib Wall #1 Cell #1 Station 3+13 257.0 7 108.8 118.0 12.5 12.0 92 CW 784 4/13/06 C Crib Wall #1 Cell #2 Station 2+83 256.0 7 107.3 118.0 13.3 12.0 91 CW 785 4/13/06 C Crib Wall #1 Cell #1 Station 2+62 257.0 7 106.6 118.0 13.1 12.0 90 CW 786 4/13/06 C Crib Wall #1 Cell #2 Station 2+36 256.0 7 110.5 118.0 13.0 12.0 94 CW 787 4/13/06 C Crib Wall #1 Cell #1 Station 2+09 257.0 7 106.4 118.0 13.2 12.0 90 CW 788 4/13/06 C Crib Wall #1 Cell #2 Station 1+83 256.0 7 107.1 118.0 14.1 12.0 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 24 of 39 3/9/2007 1 'fl7PM SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks CW 789 4/13/06 C Crib Wall #1 Cell #1 Station 1+57 257.0 7 106.9 118.0 13.6 12.0 91 CW 790 4/13/06 C Crib Wall #1 Cell #1 Station 1+30 257.0 7 107.7 118.0 14.3 12.0 91 CW 791 4/13/06 C Crib Wall #1 Cell #1 Station 1+09 257.0 7 108.3 118.0 15.1 12.0 92 CW 792 4/14/06 C Crib Wall #1 Cell #1 Station 10+60 258.0 7 108.2 118.0 12.5 12.0 92 CW 793 4/14/06 C Crib Wall #1 Cell #1 Station 10+10 258.0 7 106.6 118.0 11.5 12.0 90 CW 794 4/14/06 C Crib Wall #1 Cell #1 Station 9+70 258.0 7 107.6 118.0 12.2 12.0 91 CW 795 4/14/06 C Crib Wall #1 Cell #1 Station 9+13 258.0 7 106.3 118.0 13.0 12.0 90 CW 796 4/14/06 C Crib Wall #1 Cell #1 Station 8+62 258.0 7 106.1 118.0 12.0 12.0 90 CW 797 4/14/06 C Crib Wall #1 Cell #1 Station 8+12 258.0 7 107.1 118.0 12.3 12.0 91 CW 798 4/14/06 C Crib Wall #I Cell #I Station 7+58 258.0 7 106.9 118.0 13.1 12.0 91 CW 799 4/14/06 C Crib Wall #1 Cell #1 Station 7+20 258.0 7 105.9 118.0 13.7 12.0 90 CW 800 4/14/06 C Crib Wall #1 Cell #1 Station 6+73 258.0 7 107.4 118.0 13.6 12.0 91 CW 801 4/14/06 C Crib Wall #1 Cell #1 Station 6+25 258.0 7 106.3 118.0 14.5 12.0 90 CW 802 4/14/06 C Crib Wall #1 Cell #1 Station 5+95 258.0 7 107.7 118.0 11.9 12.0 91 CW 803 4/14/06 C Crib Wall #1 Cell #1 Station 5+45 258.0 7 106.6 118.0 13.2 12.0 90 CW 804 4/14/06 C Crib Wall #1 Cell #2 Station 4+95 257.0 7 106.9 118.0 15.1 12.0 91 CW 805 4/17/06 C Crib Wall #1 Cell #1 Station 4+45 258.0 7 110.2 118.0 12.8 12.0 93 CW 806 4/17/06 C Crib Wall #1 Cell #2 Station 3+95 257.0 7 107.2 118.0 14.2 12.0 91 CW 807 4/17/06 C Crib Wall #1 Cell #1 Station 3+45 258.0 7 107.7 118.0 12.3 12.0 91 CW 808 4/17/06 C Crib Wall #1 Cell #2 Station 2+95 257.0 7 106.8 118.0 13.4 12.0 91 CW 809 4/17/06 C Crib Wall #1 Cell #1 Station 2+45 258.0 7 106.4 118.0 12.2 12.0 90 CW 810 4/17/06 C Crib Wall #1 Cell #2 Station 1+95 257.0 7 106.6 118.0 12.0 12.0 90 CW 811 4/17/06 C Crib Wall #1 Cell #1 Station 1+45 258.0 7 106.2 118.0 13.7 12.0 90 CW 812 4/17/06 C Crib Wall #1 Cell #1 Station 0+95 258.0 7 111.1 118.0 12.2 12.0 94 CW 813 4/17/06 C Crib Wall #1 Cell #1 Station 0+45 258.0 7 106.7 118.0 11.6 12.0 90 CW 814 4/17/06 C Crib Wall #1 Cell #1 Station 0+10 258.0 7 106.2 118.0 12.4 12.0 . 90 CW 815 4/17/06 C CribWa1l#1Cell#1 Station 10+22 258.0 7 108.5 118.0 11.1 12.0 92 CW 816 4/17/06 C Crib Wall #1 Cell #1 Station 9+98 258.0 7 106.7 118.0 13.8 12.0 90 CW 817 4/17/06 C Crib Wall #1 Cell #1 Station 9+72 258.0 7 105.8 118.0 12.9 12.0 90 CW 818 4/17/06 C Crib Wall #1 Cell #1 Station 9+48 258.0 7 107.0 118.0 15.2 12.0 91 CW 819 4/17/06 C Crib Wall #1 Cell #1 Station 9+25 258.0 7 108.1 118.0 11.9 12.0 92 CW 820 4/17/06 C Crib Wall #1 Cell #1 Station 8+97 259.0 1 110.4 120.0 14.5 12.0 92 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 25 of 39 1 .ç.fy)p4 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 821 4/17/06 C Crib Wall #1 Cell #1 Station 8+75 259.0 1 109.0 120.0 12.8 12.0 91 CW 822 4/17/06 C Crib Wall #1 Cell #1 Station 8+50 259.0 1 108.1 120.0 13.5 12.0 90 CW 823 4/17/06 C Crib Wall #1 Cell #1 Station 8+23 259.0 1 108.6 120.0 15.3 12.0 90 CW 824 4/17/06 C Crib Wall #1 Cell #1 Station 8+00 259.0 1 109.8 120.0 13.6 12.0 92 CW 825 4/18/06 C Crib Wall #1 Cell #1 Station 7+75 259.0 1 109.3 120.0 14.2 12.0 91 CW 826 4/18/06 C Crib Wall #1 Cell #1 Station 7+50 259.0 1 108.6 120.0 13.6 12.0 90 CW 827 4/18/06 C Crib Wall #1 Cell #1 Station 7+25 259.0 1 110.4 120.0 14.7 12.0 92 CW 828 4/18/06 C Crib Wall #I Cell #1 Station 7+00 259.0 1 110.6 120.0 13.2 12.0 92 CW 829 4/18/06 C Crib Wall #1 Cell #1 Station 6+75 259.0 1 110.7 120.0 12.0 12.0 92 CW 830 4/18/06, C Crib Wall #1 Cell #1 Station 6+50 259.0 1 108.9 120.0 14.8 12.0 91 CW 831 4/18/06 C Crib Wall #1 Cell #1 Station 6+25 259.0 1 107.8 120.0 13.6 12.0 90 CW 832 4/18/06 C Crib Wall #1 Cell #1 Station 6+00 258.0 1 109.0 120.0 11.4 12.0 91 CW 833 4/18/06 C Crib Wall #1 Cell #1 Station 5+75 258.0 1 107.6 120.0 13.9 12.0 90 CW 834 4/18/06 C Crib Wall #1 Cell #1 Station 5+50 258.0 1 108.6 120.0 12.0 12.0 90 CW 835 4/18/06 C Crib Wall #1 Cell #1 Station 5+25 258.0 1 108.6 120.0 15.6 12.0 90 CW 836 4/18/06 C Crib Wall #1 Cell #2 Station 5+00 257,0 7 107.0 118.0 15.0 12.0 91 CW 837 4/18/06 C Crib Wall #1 Cell #1 Station 4+75 258.0 7 107.7 118.0 12.0 12.0 91 CW 838 4/18/06 C Crib Wall #I Cell #2 Station 4+50 257.0 7 106.9 118.0 11.9 12.0 91 CW 839 4/18/06 C Crib Wall #1 Cell #1 Station 4+25 258.0 7 105.9 118.0 13.3 12.0 90 CW 840 4/18/06 C Crib Wall #1 Cell #2 Station 4+00 257.0 7 108.3 118.0 12.4 12.0 92 CW 841 4/18/06 C Crib Wall#1 Cell #1 Station 3+75 258.0 7 107.1 118.0 13.8 12.0 91 CW 842 4/18/06 C Crib Wall #1 Cell #2 Station 3+50 257.0 7 109.1 118.0 12.9 12.0 92 CW 843 4/18/06 C Crib Wall #1 Cell #1 Station 3+25 258.0 7 110.9 118.0 11.9 12.0 94 CW 844 4/18/06 C Crib Wall #1 Cell #2 Station 3+00 257.0 7 109.6 118.0 13.4 12.0 93 CW 845 4/18/06 C Crib Wall #1 Cell #1 Station 2+75 258.0 7 106.0 118.0 12.6 12.0 90 CW 846 4/18/06 C Crib Wall #1 Cell #2 Station 2+50 257.0 7 106.4 118.0 12.0 12.0 90 CW 847 4/18/06 C Crib Wall #1 Cell #1 Station 2+25 258.0 7 106.3 118.0 12.5 12.0 90 CW 848 4/18/06 C Crib Wall #1 Cell #1 Station 2+00 258.0 7 106.3 118.0 11.1 12.0 90 CW 849 4/18/06 C Crib Wall #1 Cell #1 Station 1+75 258.0 7 106.8 118.0 11.6 12.0 91 CW 850 4/18/06 C Crib Wall #1 Cell #1 Station 1+50 258.0 7 106.4 118.0 12.2 12.0 90 CW 851 4/18/06 C Crib Wall #1 Cell #1 Station 1+25 258.0 7 106,1 118.0 12.0 12.0 90 CW 852 4/18/06 C Crib Wall #1 Cell #1 Station 1+00 258.0 7 106.0 118.0 12.7 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 26 of 39 3/9/2007 1 15-07M . I . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 853 4/18/06 C Crib Wall #1 Cell #1 Station 0+75 258.0 7 106.7 118.0 11.6 12.0 90 CW 854 4/18/06 C Crib Wall #1 Cell #1 Station 0+50 258.0 1 110.5 120.0 12.8 12.0 92 CW 855 4/18/06 C Crib Wall #1 Cell #1 Station 0+25 258.0 1 108.4 120.0 12.3 12.0 90 CW 856 4/18/06 C Crib Wall #1 Cell #1 Station 0+05 258.0 1 108.6 120.0 13.1 12.0 90 CW 857 4/19/06 C Crib Wall #1 Cell #1 Station 6+10 259.0 7 106.4 118.0 13.8 12.0 90 CW 858 4/19/06 C Crib Wall #1 Cell #1 Station 5+65 259.0 7 106.4 118.0 17.8 12.0 90 CW 859 4/19/06 C Crib Wall #1 Cell #1 Station 5+40 259.0 7 106.0 118.0 14.3 12.0 90 CW 860 4/19/06 C Crib Wall #1 Cell #1 Station 5+15 259.0 7 105.9 118.0 13.7 12.0 90 CW 861 4/19/06 C Crib Wall #1 Cell #2 Station 4+90 258.0 7 106.3 118.0 12.9 12.0 90 CW 862 4/19/06 C Crib Wall #1 Cell #1 Station 4+65 259.0 3 103.4 114.5 12.4 12.5 90 CW 863 4/19/06 C Crib Wall #1 Cell #2 Station 4+35 258.0 3 103.3 114.5 15.6 12.5 90 CW 864 4/19/06 C Crib Wall #1 Cell #1 Station 4+05 259.0 3 105.5 114.5 12.8 12.5 92 CW 865 4/19/06 C Crib Wall #1 Cell #2 Station 3+85 258.0 3 104.6 114.5 14.1 12.5 91 CW 866 4/19/06 C Crib Wall #1 Cell #1 Station 3+60 259.0 7 107.5 118.0 12.8 12.0 91 CW 867 4/19/06 C Crib Wall #1 Cell #2 Station 3+35 258.0 7 106.5 118.0 12.0 12.0 90 CW 868 4/19/06 C Crib Wall #1 Cell #1 Station 3+10 259.0 7 107.1 118.0 13.7 12.0 91 CW 869 4/19/06 C Crib Wall #1 Cell #2 Station 2+85 258.0 7 106.7 118.0 12.2 12.0 90 CW 870 4/19/06 C Crib Wall #1 Cell #1 Station 2+60 259.0 7 105.7 118.0 13.3 12.0 90 CW 871 4/19/06 C Crib Wall #1 Cell #1 Station 2+35 259.0 7 106.0 118.0 14.1 12.0 90 CW 872 4/19/06 C Crib Wall #1 Cell #1 Station 2+10 259.0 3 103.2 114.5 17.5 12.5 90 CW 873 4/19/06 C Crib Wall #1 Cell #1 Station 1+85 259.0 7 107.9 118.0 13.8 12.0 91 CW 874 4/19/06 C Crib Wall #1 Cell #1 Station 1+60 259.0 7 106.6 118.0 11.6 12.0 90 CW 875 4/20/06 C Crib Wall #1 Cell #1 Station 1+35 259.0 1 109.9 120.0 13.4 12.0 92 CW 876 4/20/06 C Crib Wall #1 Cell #1 Station 1+10 259.0 1 108.3 120.0 15.9 12.0 90 CW 877 4/20/06 C Crib Wall #1 Cell #1 Station 0+75 259.0 1 110.2 120.0 14.7 12.0 92 CW 878 4/20/06 C Crib Wall #1 Cell #1 Station 0+40 259.0 1 109.1 120.0 15.2 12.0 91 CW 879 4/20/06 C Crib Wall #1 Cell #1 Station 0+15 259.0 1 107.6 120.0 14.6 12.0 90 CW 880 4/20/06 C Crib Wall #1 Cell #1 Station 0+02 259.0 1 108.0 120.0 12.2 12.0 90 CW 881 4/21/06 C Crib Wall #1 Cell #1 Station 8+55 260.0 7 106.9 118.0 13.9 12.0 91 CW 882 4/21/06 C Crib Wall #1 Cell #1 Station 8+05 260.0 7 107.4 118.0 13.8 12.0 91 CW 883 4/21/06 C Crib Wall #1 Cell #1 Station 7+55 260.0 7 106.3 118.0 12.2 12.0 90 CW 884 4/21/06 C Crib Wall #1 Cell #1 Station 7+05 261.0 1 111.8 120.0 13.5 12.0 93 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 27 of 39 /Q/7fl(Y7 SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 885 4/21/06 C Crib Wall #1 Cell #1 Station 6+60 260.0 7 106.4 118.0 12.0 12.0 90 CW 886 4/21/06 C Crib Wall #1 Cell #1 Station 6+05 260.0 7 107.9 118.0 12.6 12.0 91 CW 887 4/21/06 C Crib Wall #1 Cell #1 Station 5+55 260.0 7 110.4 118.0 12.0 12.0 94 CW 888 4/21/06 C Crib Wall #1 Cell #1 Station 5+05 260.0 7 107.7 118.0 12.9 12.0 91 CW 889 4/21/06 C Crib Wall #1 Cell #1 Station 4+55 260.0 7 106.5 118.0 16.4 12.0 90 CW 890 4/21/06 C Crib Wall #1 Cell #1 Station 4+17 260.0 7 106.9 118.0 15.9 12.0 91 CW 891 4/21/06 C Crib Wall #1 Cell #2 Station 3+55 259.0 7 108.3 118.0 13.0 12.0 92 CW 892 4/21/06 C Crib Wall #1 Cell #1 Station 3+05 260.0 7 105.9 118.0 17.3 12.0 90 CW 893 4/21/06 C Crib Wall #1 Cell #1 Station 2+55 260.0 7 106.8 118.0 15.2 12.0 91 CW 894 4/21/06 C Crib Wall #1 Cell #1 Station 2+05 260.0 7 107.4 118.0 14.6 12.0 91 CW 895 4/21/06 C Crib Wall #1 Cell #1 Station 2+15 261.0 7 108.1 118.0 14.0 12.0 92 CW 896 4/21/06 C Crib Wall #1 Cell #1 Station 2+70 261.0 7 108.3 118.0 15.0 12.0 92 CW 897 4/21/06 C Crib Wall #1 Cell #1 Station 3+17 261.0 7 107.2 118.0 16.5 12.0 91 CW 898 4/21/06 C Crib Wall #1 Cell #1 Station 3+72 261.0 7 106.0 118.0 11.6 12.0 90 CW 899 4/21/06 C Crib Wall #1 Cell #1 Station 4+25 261.0 7 106.1 118.0 11.9 12.0 90 CW 900 4/21/06 C Crib Wall #1 Cell #1 Station 4+75 261.0 7 108.6 118.0 16.1 12.0 92 CW 901 4/21/06 C Crib Wall #1 Cell #1 Station 5+25 261.0 7 109.0 118.0 13.4 12.0 92 CW 902 4/21/06 C Crib Wall #1 Cell #1 Station 5+75 261.0 7 109.4 118.0 12.1 12.0 93 CW 903 4/21/06 C Crib Wall #1 Cell #1 Station 6+25 261.0 7 108.2 118.0 15.0 12.0 92 CW 904 4/21/06 C Crib Wall #1 Cell #1 Station 6+70 261.0 7 107.4 118.0 14.3 12.0 91 CW 905 4/25/06 C Crib Wall #1 Cell #1 Station 6+55 262.0 3 102.5 114.5 13.5 12.5 90 CW 906 4/25/06 C Crib Wall #1 Cell #1 Station 6+00 262.0 3 104.3 114.5 12.5 12.5 91 CW 907 4/25/06 C Crib Wall #1 Cell #1 Station 5+50 262.0 3 106.4 114.5 14.3 12.5 93 CW 908 4/25/06 C Crib Wall #1 Cell #1 Station 5+00 262.0 3 104.3 114.5 14.6 12.5 91 CW 909 4/25/06 C Crib Wall #1 Cell #1 Station 4+60 . 262.0 7 108.4 118.0 14.6 12.0 92 CW 910 4/25/06 C Crib Wall #1 Cell #1 Station 4+12 262.0 1 108.9 120.0 13.5 12.0 91 CW 911 4/25/06 C CribWall#1 Cell #1 Station 3+65 262.0 1 108.1 120.0 14.5 12.0 90 CW 912 4/25/06 C Crib Wall #I Cell #I Station 3+10 262.0 3 103.8 114.5 16.2 12.5 91 CW 913 4/25/06 C Crib Wall #I Cell #1 Station 3+40 262.0 3 105.5 114.5 15.7 12.5 92 CW 914 4/25/06 C Crib Wall #1 Cell #1 Station 2+90 262.0 3 104.3 114.5 14.6 12.5 91 CW 915 4/25/06 C Crib Wall #1 Cell #1 Station 2+40 262.0 3 104.4 114.5 15.1 12.5 91 CW 916 4/25/06 C Crib Wall #1 Cell #1 Station 1+90 262.0 3 103.7 114.5 14.2 12.5 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 28 of 39 3/9/2007 1 . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot# Elev(ft) Soil Type Dry Density Field Max Moisture (%) Relative (%) Field Opt. Compaction Remarks CW 917 4/25/06 C Crib Wall #1 Cell #1 Station 1+50 262.0 3 104.2 114.5 13.4 12.5 91 CW 918 4/25/06 C Crib Wall #1 Cell #1 Station 1+70 263.0 7 107.7 118.0 13.3 12.0' 91 CW 919 4/25/06 C Crib Wall #1 Cell #1 Station 2+20 263.0 7 107.2 118.0 11.0 12.0 91 CW 920 4/25/06 C Crib Wall #1 Cell #1 Station 2+70 263.0 7 107.4 118.0 11.0 12.0 91 CW 921 4/25/06 C Crib Wall #I Cell #I Station 3+20 263.0 7 106.3 118.0 13.7 12.0 90 CW 922 4/25/06 C Crib Wall #1 Cell #1 Station 3+70 263.0 7 105.9 118.0 16.2 12.0 90 CW 923 4/25/06 C Crib Wall #1 Cell #1 Station 4+20 263.0 7 107.8 118.0 15.0 12.0 91 CW 924 4/25/06 C Crib Wall #1 Cell #1 Station 4+70 263.0 7 107.9 118.0 15.3 12.0 91 CW 925 4/25/06 C Crib Wall #1 Cell #1 Station 5+20 263.0 1 111.7 120.0 14.6 12.0 93 CW 926 4/25/06 C Crib Wall #1 Cell #1 Station 5+70 263.0 1 108.9 120.0 12.6 12.0 91 CW 927 4/25/06 C Crib Wall #1 Cell #1 Station 6+20 263.0 1 108.0 120.0 16.1 12.0 90 CW 928 4/26/06 C Crib Wall #1 Cell #1 Station 5+40 264.0 7 106.5 118.0 13.7 12.0 90 CW 929 4/26/06 C Crib Wall #1 Cell #1 Station 5+15 264.0 7 106.3 118.0 15.5 12.0 90 CW 930 4/26/06 C Crib Wall #1 Cell #1 Station 4+90 264,0 7 107.0 118.0 14.4 12.0 91 CW 931 4/26/06 C Crib Wall #1 Cell #1 Station 4+65 264.0 7 106.0 118.0 15.3 12.0 90 CW 932 4/26/06 C Crib Wall #1 Cell #1 Station 4+35 264.0 7 105.9 118.0 13.0 12.0 90 CW 933 4/26/06 C Crib Wall #1 Cell #1 Station 4+10 264.0 7 106.1 118.0 17.3 12.0 90 CW 934 4/26/06 C Crib Wall #1 Cell #1 Station 3+85 264.0 7 107.1 118.0 13.9 12.0 91 CW 935 4/26/06 C Crib Wall #1 Cell #1 Station 3+50 264.0 7 105.8 118.0 16.4 12.0 90 CW 936 4/26/06 C Crib Wall #1 Cell #1 Station 3+25 264.0 7 106.0 118.0 15.5 12.0 90 CW 937 4/26/06 C Crib Wall #1 Cell #1 Station 3+00 264.0 7 107.5 118.0 15.2 12.0 91 CW 938 4/26/06 C Crib Wall #1 Cell #1 Station 2+75 264.0 7 107.2 118.0 14.3 12.0 91 CW 939 4/26/06 C Crib Wall #1 Cell #1 Station 2+50 264.0 7 105.9 118.0 17.4 12.0 90 CW 940 4/26/06 C Crib Wall #1 Cell #1 Station 2+10 264.0 7 107.3 118.0 14.3 12.0 91 CW 941 4/26/06 C Crib Wall #1 Cell #1 Station 2+35 265.0 7 109,6 118.0 14.2 12.0 93 CW 942 4/26/06 C Crib Wall #1 Cell #1 Station 2+85 265.0 7 106.8 118.0 16.4 12.0 91 CW 943 4/26/06 C Crib Wall #1 Cell #1 Station 3+35 265.0 7 109,6 118.0 12.5 12.0 93 CW 944 4/26/06 C Crib Wall #1 Cell #1 Station 3+70 265.0 7 108.5 118.0 14.4 12.0 92 CW 945 4/26/06 C Crib Wall #1 Cell #1 Station 4+20 265,0 7 107,3 118.0 15.2 12.0 91 CW 946 4/26/06 C Crib Wall #1 Cell #1 Station 4+70 265.0 7 106.9 118,0 14.3 12.0 91 CW 947 4/26/06 C Crib Wall #1 Cell #1 Station 5+20 265.0 7 107.5 118.0 15.4 12.0 91 CW 948 4/27/06 C Crib Wall #1 Cell #1 Station 4+00 266.0 7 109.3 118.0 12.0 12.0 93 Project Number: 841363-009 Aftaw Project Name: Carlsbad Golf Course Project Location: 0 In Client: 0 Page 29 of 39 3/9/2007 1:35:02PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW 949 4/27/06 C Crib Wall #1 Cell #1 Station 3+60 266.0 7 107.4 118.0 12.7 12.0 91 CW 950 4/27/06 C Crib Wall #1 Cell #1 Station 3+00 266.0 7 106.9 118.0 14.7 12.0 91 CW 951 4/27/06 C Crib Wall #1 Cell #1 Station 2+60 266.0 7 107.3 118.0 15.7 12.0 91 CW 952 4/27/06 C Crib Wall #1 Cell #1 Station 3+89 267.0 7 107.3 118.0 14.0 12.0 91 CW 953 4/27/06 C Crib Wall #1 Cell #1 Station 3+27 267.0 7 106.5 118.0 12.1 12.0 90 CW 954 4/27/06 C Crib Wall #1 Cell #1 Station 2+88 267.0 7 109.8 118.0 13.1 12.0 93 CW 955 4/27/06 B Crib Wall #1 Cell #1 Station 9+50 259.0 1 110.8 120.0 13.1 12.0 92 CW 956 4/27/06 B Crib Wall #1 Cell #1 Station 9+00 260.0 1 109.3 120.0 15.0 12.0 91 CW 957 4/27/06 B Crib Wall #1 Cell #1 Station 8+70 260.0 1 107.5 120.0 14.8 12.0 90 CW 958 4/27/06 B Crib Wall #1 Cell #1 Station 0+20 260.0 1 110.1 120.0 13.1 12.0 92 CW 959 4/27/06 B Crib Wall #1 Cell #1 Station 0+65 261.0 1 108.2 120.0 14.8 12.0 90 CW 960 4/27/06 B Crib Wall #1 Cell #1 Station 0+90 261.0 1 108.0 120.0 13.0 12.0 90 CW 961 4/27/06 B Crib Wall #1 Cell #1 Station 1+15 262.0 1 108.6 120.0 15.1 12.0 90 CW 962 4/27/06 B Crib Wall #1 Cell #1 Station 8+40 261.0 1 107.4 120.0 14.6 12.0 90 CW 963 4/27/06 B Crib Wall #1 Cell #1 Station 8+15 261.0 7 105.7 118.0 11.7 12.0 90 CW 964 4/27/06 B Crib Wall #1 Cell #1 Station 7+85 261.0 7 108.8 118.0 12.8 12.0 92 CW 965 4/27/06 C Crib Wall #1 Cell #1 Station 7+60 262.0 7 105.9 118.0 15.2 12.0 90 CW 966 4/27/06 C Crib Wall #1 Cell #1 Station 7+10 262.0 7 107.1 118.0 15.4 12.0 91 CW 967 4/27/06 C Crib Wall #1 Cell #1 Station 6+60 263.0 7 105.9 118.0 14.1 12.0 90 CW 968 4/28/06 C Crib Wall #1 Cell #1 Station 6+10 264.0 1 107.8 120.0 12.8 12.0 90 CW 969 4/28/06 C Crib Wall #1 Cell #1 Station 5+88 264.0 1 111.4 120.0 13.3 12.0 93 CW 970 4/28/06 C Crib Wall #1 Cell #1 Station 5+60 264.0 1 114.2 120.0 13.5 12.0 95 CW 971 4/28/06 C Crib Wall #1 Cell #1 Station 4+84 266.0 1 110.9 120.0 13.4 12.0 92 CW 972 4/28/06 C Crib Wall #1 Cell #1 Station 4+42 266.0 1 108.2 120.0 12.5 12.0 90 CW 973 4/28/06 C Crib Wall #1 Cell #1 Station 4+15 267.0 1 109.1 120.0 13.6 12.0 91 CW 974 4/28/06 C Crib Wall #1 Cell #1 Station 3+80 268.0 7 106.4 118.0 16.4 12.0 90 CW 975 4/28/06 C Crib Wall #1 Cell #1 Station 3+44 268.0 1 109.2 120.0 13.7 12.0 91 CW 976 4/28/06 C Crib Wall #1 Cell #1 Station 3+15 269.0 1 108.1 120.0 12.0 12.0 90 CW 977 4/28/06 C Crib Wall #1 Cell #1 Station 2+95 268.0 1 108.1 120.0 14.0 12.0 90 CW 978 4/28/06 C Crib Wall #1 Cell #1 Station 2+67 267.0 1 112.6 120.0 13.6 12.0 94 CW 979 4/28/06 C Crib Wall #1 Cell #1 Station 2+27 266.0 7 105.9 118.0 16.9 12.0 90 CW 980 4/28/06 C Crib Wall #1 Cell #1 Station 2+03 265.0 7 106.3 118.0 14.6 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 30of39 VQ/')flfl1 . . . SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks CW 981 4/28/06 C Crib Wall #1 Cell #1 Station 1+82 264.0 7 105.9 118.0 12.0 12.0 90 CW 982 5/2/06 C Crib Wall #1 Cell #1 Station 9+40 260.0 7 106.6 118.0 13.4 12.0 90 CW 983 5/2/06 C Crib Wall #1 Cell #1 Station 9+08 261.0 7 108.9 118.0 12.2 12.0 92 CW 984 5/2/06 C Crib Wall #1 Cell #1 Station 8+65 262.0 7 106.0 118.0 16.0 12.0 90 CW 985 5/2/06 C Crib Wall #1 Cell #1 Station 8+00 262.0 7 106.8 118.0 12.6 12.0 91 CW 986 5/2/06 C Crib Wall #1 Cell #1 Station 7+70 262.0 7 107.2 118.0 13.0 12.0 91 CW 987 5/2/06 C Crib Wall #1 Cell #1 Station 7+30 263.0 7 107.7 118.0 13.5 12.0 91 CW 988 5/2/06 C Crib Wall #1 Cell #1 Station 6+87 263.0 7 108.0 118.0 15.5 12.0 92 CW 989 5/2/06 C Crib Wall #1 Cell #1 Station 6+40 264.0 1 109.9 120.0 13.5 12.0 92 CW 990 5/2/06 C Crib Wall #1 Cell #1 Station 6+05 265.0 1 107.8 120.0 15.0 12.0 90 CW 991 5/2/06 C Crib Wall #1 Cell #1 Station 5+60 265.0 7 106.3 118.0 14.0 12.0 90 CW 992 5/2/06 C Crib Wall #I Cell #I Station 5+10 266.0 7 108.2 118.0 13.1 12.0 92 CW 993 5/2/06 C Crib Wall #1 Cell #1 Station 4+60 267.0 7 107.2 118.0 12.7 12.0 91 CW 994 5/2/06 C Crib Wall #1 Cell #1 Station 4+10 268.0 7 106.5 118.0 13.5 12.0 90 CW 995 5/2/06 C Crib Wall #1 Cell #1 Station 3+55 269.0 7 107.6 118.0 14.7 12.0 91 CW 996 5/2/06 C Crib Wall #1 Cell #1 Station 3+08 270.0 7 106.4 118.0 16.0 12.0 90 CW 997 5/2/06 C Crib Wall #1 Cell #1 Station 2+55 269.0 7 106.0 118.0 14.0 12.0 90 CW 998 5/2/06 C Crib Wall #1 Cell #1 Station 2+10 266.0 7 106.1 118.0 14.5 12.0 90 CW 999 5/2/06 C Crib Wall #1 Cell #1 Station 1+60 264.0 7 106.7 118.0 15.8 12.0 90 CWI000 5/2/06 C Crib Wall #1 Cell #1 Station 1+10 263.0 7 106.0 118.0 13.7 12.0 90 CWjOOI 5/2/06 C Crib Wall #1 Cell #1 Station 0+60 262.0 7 107.8 118.0 15.2 12.0 91 CW1002 5/2/06 C Crib Wall #1 Cell #1 Station 0+02 261.0 1 108.2 120.0 12.9 12.0 90 CWI003 5/3/06 C Crib Wall #1 Cell #1 Station 9+80 262.0 7 107.1 118.0 13.9 12.0 91 CWI004 5/3/06 C Crib Wall #1 Cell #1 Station 9+30 263.0 1 109.5 120.0 12.0 12.0 91 CWIOOS 5/3/06 C Crib Wall #1 Cell #1 Station 8+80 263.0 1 108.3 120.0 15.4 12.0 90 CWI006 5/3/06 C Crib Wall #1 Cell #1 Station 8+30 263.0 1 107.8 120.0 14.7 12.0 90 CW1007 5/3/06 C Crib Wall #1 Cell #1 Station 7+80 263.0 1 110.6 120.0 15.4 12.0 92 CWI008 5/3/06 C Crib Wall #1 Cell #1 Station 7+20 264.0 1 108.0 120.0 15.1 12.0 90 CWl009 5/3/06 C Crib Wall #1 Cell #1 Station 6+80 265.0 1 108.1 120.0 14.3 12.0 90 CWIOIO 5/3/06 C Crib Wall #1 Cell #1 Station 6+30 265.0 1 107.8 120.0 14.5 12.0 90 CW101I 5/3/06 C Crib Wall #1 Cell #1 Station 5+80 266.0 1 107.7 120.0 13.5 12.0 90 CWI0I2 5/3/06 C Crib Wall #1 Cell #1 Station 5+30 267.0 1 108.8 120.0 14.8 12.0 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 31 of 39 kv 3/9/2007 1:35:02PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW10I3 5/3/06 C Crib Wall #1 Cell #1 Station 4+80 267.0 7 106.6 118.0 16.9 12.0 90 CW1014 5/3/06 C Crib Wall #1 Cell #1 Station 4+30 268.0 7 106.3 118.0 12.5 12.0 90 CWIOIS 5/3/06 C Crib Wall #1 Cell #1 Station 3+70 270.0 7 106.0 118.0 16.2 12.0 90 CW1016 5/3/06 C Crib Wall #1 Cell #1 Station 3+30 270.0 7 106.5 118.0 13.6 12.0 90 CWl 017 5/3/06 C Crib Wall #1 Cell #1 Station 2+80 269.0 7 106.6 118.0 15.1 12.0 90 CW1018 5/3/06 C Crib Wall #1 Cell #1 Station 2+30 268.0 1 109.3 120.0 12.2 12.0 91 CW10I9 5/3/06 C Crib Wall #1 Cell #1 Station 1+80 266.0 1 108.1 120.0 12.9 12.0 90 CWI020 5/3/06 C Crib Wall #1 Cell #1 Station 1+30 264.0 1 108.2 120.0 12.5 12.0 90 CW1021 5/3/06 C Crib Wall #1 Cell #1 Station 0+80 263.0 1 107.8 120.0 12.0 12.0 90 CW1022 5/3/06 C Crib Wall #1 Cell #1 Station 0+30 262.0 1 109.1 120.0 14.2 12.0 91 CW1023 5/3/06 C Crib Wall #1 Cell #1 Station 0+35 0.0 1 113.7 120.0 11.0 12.0 95 CW1024 5/3/06 C Crib Wall #1 Cell #1 Station 1+35 0.0 1 107.6 120.0 15.1 12.0 90 CW1025 5/3/06 C Crib Wall #1 Cell #1 Station 2+35 0.0 1 108.0 120.0 13.4 12.0 90 CW1026 5/3/06 C Crib Wall #1 Cell #1 Station 3+50 0.0 1 110.2 120.0 11.2 12.0 92 CW1027 5/3/06 C Crib Wall #1 Cell #1 Station 4+50 0.0 1 109.5 120.0 10.9 12.0 91 CW1028 5/4/06 C Crib Wall #1 Cell #1 Station 5+50 0.0 1 107.8 120.0 10.7 12.0 90 CW1029 5/4/06 C Crib Wall #1 Cell #1 Station 6+50 0.0 1 108.7 120.0 10.5 12.0 91 CWI030 5/4/06 C Crib Wall #1 Cell #1 Station 7+50 0.0 1 110.3 120.0 11.5 12.0 92 CW1031 5/4/06 C Crib Wall #1 Cell #1 Station 8+50 0.0 1 109.6 120.0 12.3 12.0 91 CW1032 5/4/06 C Crib Wall #1 Cell #1 Station 9+50 0.0 1 110.6 120.0 12.5 12.0 92 CW1033 5/9/06 C Crib Wall #1 Cell #1 Station 11+75 217.0 7 106.8 118.0 12.1 12.0 91 CW1034 5/9/06 C Crib Wall #1 Cell #1 Station 11+90 218.0 7 106.6 118.0 11.6 12.0 90 CW1035 5/9/06 C Crib Wall #1 Cell #1 Station 12+05 219.0 7 106.2 118.0 11.7 12.0 90 CW1036 5/9/06 C Crib Wall #1 Cell #1 Station 12+20 220.0 7 106.1 118.0 12.7 12.0 90 CW1037 5/9/06 C Crib Wall #1 Cell #1 Station 12+35 221.0 7 107.0 118.0 12.3 12.0 91 CW1038 5/9/06 C Crib Wall #1 Cell #5 Station 12+30 217.0 7 106.6 118.0 13.9 12.0 90 CW1039 5/9/06 C Crib Wall #1 Cell #4 Station 12+12 219.0 7 107.3 118.0 14.2 12.0 91 CW1040 5/9/06 C Crib Wall #1 Cell #3 Station 11+98 220.0 7 106.9 118.0 13.7 12.0 91 CWI04I 5/9/06 C Crib Wall #1 Cell #2 Station 11+83 221.0 7 107.1 118.0 13.0 12.0 91 CW1042 5/9/06 C Crib Wall #1 Cell #1 Station 12+40 222.0 7 106.8 118.0 12.8 12.0 91 CW1043 5/10/06 C Crib Wall #1 Cell #5 Station 11+75 219.0 7 107.4 118.0 13.9 12.0 91 CW1044 5/10/06 C Crib Wall #1 Cell #4 Station 11+85 220.0 7 106.4 118.0 14.4 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 49 Client: 0 Page 32 of 39 3/9/2007 1:35:02PM SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks CW1045 5/10/06 C Crib Wall #1 Cell #3 Station 12+05 221.0 7 107.1 118.0 13.7 12.0 91 CW1046 5/10/06 C Crib Wall #1 Cell #2 Station 12+20 222.0 7 106.5 118.0 14.2 12.0 90 CW1047 5/10/06 C Crib Wall#1 Cell #1 Station 12+35 223.0 7 106.6 118.0 15.1 12.0 90 CW1048 5/10/06 C Crib Wall #1 Cell #5 Station 11+80 220.0 7 106.9 118.0 15.8 12.0 91 CW1049 5/10/06 C Crib Wall #1 Cell #4 Station 11+90 221.0 7 106.4 118.0 13.4 12.0 90 CW1050 5/10/06 C Crib Wall #1 Cell #3 Station 12+00 222.0 7 107.3 118.0 14.2 12.0 91 CW1051 5/10/06 C Crib Wall #1 Cell #2 Station 12+15 223.0 7 106.8 118.0 13.8 12.0 91 CW1052 5/10/06 C Crib Wall #1 Cell #1 Station 12+30 224.0 7 107.5 118.0 12.2 12.0 91 CW1053 5/11/06 C Crib Wall #1 Cell #5 Station 11+73 221.0 7 106.4 118.0 13.2 12.0 90 CW1054 5/11/06 C Crib Wall #1 Cell #4 Station 11+83 222.0 7 106.7 118.0 13.0 12.0 90 CW1055 5/11/06 C Crib Wall #1 Cell #3 Station 12+03 223.0 7 107.1 118.0 12.1 12.0 91 CW1056 5/11/06 C Crib Wall#1 Cell #2 Station 12+18 224.0 7 106.6 118.0 12.0 12.0 90 CW1057 5/11/06 C Crib Wall #1 Cell #1 Station 12+33 225.0 7 106.5 118.0 11.7 12.0 90 CW1058 5/11/06 C Crib Wall #1 Cell #5 Station 11+80 222.0 7 107.2 118.0 12.2 12.0 91 CW1059 5/11/06 C Crib Wall #1 Cell #4 Station 11+90 223.0 7 107.4 118.0 12.1 12.0 91 CW1060 5/11/06 C Crib Wall #1 Cell #3 Station 12+10 224.0 7 107.2 118.0 13.2 12.0 91 CW1061 5/11/06 C Crib Wall #1 Cell #2 Station 12+22 225.0 7 106.9 118.0 13.3 12.0 91 CW1062 5/11/06 C Crib Wall #1 Cell #1 Station 12+32 226.0 7 106.5 118.0 11.5 12.0 90 CW1063 5/12/06 C Crib Wall #1 Cell #5 Station 11+75 223.0 7 107.1 118.0 15.3 12.0 91 CW1064 5/12/06 C Crib Wall #1 Cell #4 Station 11+85 224.0 7 107.3 118.0 14.1 12.0 91 CW1065 5/12/06 C Crib Wall #1 Cell #3 Station 11+95 225.0 7 106.6 118.0 14.5 12.0 90 CW1066 5/12/06 C Crib Wall #1 Cell #2 Station 12+10 226.0 7 106.5 118.0 15.3 12.0 90 CW1067 5/12/06 C Crib Wall #1 Cell #1 Station 12+20 227.0 7 107.5 118.0 15.5 12.0 91 CW1068 5/12/06 C Crib Wall #1 Cell #5 Station 11+70 224.0 7 107.2 118.0 14.6 12.0 91 CW1069 5/12/06 C Crib Wall #1 Cell #4 Station 11+80 225.0 7 106.3 118.0 13.8 12.0 90 CW1070 5/12/06 C Crib Wall #1 Cell #4 Station 11+90 226.0 7 106.5 118.0 13.5 12.0 90 CWI07I 5/12/06 C Crib Wall #1 Cell #2 Station 12+15 227.0 7 107.4 118.0 15.2 12.0 91 CW1072 5/12/06 C Crib Wall #1 Cell #1 Station 12+30 228.0 7 106.5 118.0 15.0 12.0 90 CW1073 5/15/06 C Crib Wall #1 Cell #4 Station 11+85 226.0 7 106.5 118.0 15.2 12.0 90 CW1074 5/15/06 C Crib Wall #1 Cell #3 Station 11+95 227.0 7 106.4 118.0 15.5 12.0 90 CW1075 5/15/06 C Crib Wall #1 Cell #2 Station 12+10 228.0 7 106.3 118.0 16.3 12.0 90 CW1076 5/15/06 C Crib Wall #1 Cell #1 Station 12+25 229.0 7 106.6 118.0 15.1 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 33 of 39 3/9/2007 1 . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test' Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW1077 5/15/06 C Crib Wall #1 Cell #4 Station 11+80 227.0 7 107.3 118.0 14.8 12.0 91 CW1078 5/15/06 C Crib Wall #1 Cell #3 Station 11+95 228.0 7 106.3 118.0 15.0 12.0 90 CW1079 5/15/06 C Crib Wall #1 Cell #2 Station 12+05 229.0 7 106.1 118.0 14.4 12.0 90 CW1080 5/15/06 C Crib Wall #1 Cell #1 Station 12+20 230.0 7 106.5 118.0 15.3 12.0 90 CW108I 5/16/06 C Crib Wall #1 Cell #4 Station 11+75 227.0 7 107.3 118.0 13.7 12.0 91 CW1082 5/16/06 C Crib Wall #1 Cell #3 Station 11+95 228.0 7 107.0 118.0 15.9 12.0 91 CW1083 5/16/06 C Crib Wall #1 Cell #2 Station 12+15 229.0 7 106.5 118.0 16.1 12.0 90 CW1084 5/16/06 C Crib Wall #1 Cell #1 Station 12+33 230.0 7 107.5 118.0 15.1 12.0 91 CW1085 5/16/06 C Crib Wall #1 Cell #4 Station 11+80 228.0 7 106.3 118.0 14.4 12.0 90 CW1086 5/16/06 C Crib Wall #1 Cell #3 Station 11+90 229.0 7 106.6 118.0 15.3 12.0 90 CW1087 5/16/06 C Crib Wall #1 Cell #2 Station 12+05 230.0 7 107.2 118.0 14.9 12.0 91 CW1088 5/16/06 C Crib Wall #1 Cell #1 Station 12+20 231.0 7 107.7 118.0 16.3 12.0 91 CW1089 5/17/06 C Crib Wall #1 Cell #4 Station 11+74 228.0 7 107.8 118.0 13.9 12.0 91 CWI090 5/17/06 C Crib Wall #1 Cell #3 Station 11+95 229.0 7 108.3 118.0 17.0 12.0 92 CW1091 5/17/06 C Crib Wall #1 Cell #2 Station 12+14 230.0 7 107.5 118.0 14.0 12.0 91 CW1092 5/17/06 C Crib Wall #1 Cell #1 Station 12+32 231.0 7 108.7 118.0 15.1 12.0 92 CW1093 5/17/06 C Crib Wall #1 Cell #4 Station 11+75 229.0 7 107.6 118.0 15.0 12.0 91 CW1094 5/17/06 C Crib Wall #1 Cell #3 Station 11+95 230.0 7 110.5 118.0 16.5 12.0 94 CW1095 5/17/06 C Crib Wall #1 Cell #2 Station 12+15 231.0 7 108.1 118.0 15.8 12.0 92 CW1096 5/17/06 C Crib Wall #1 Cell #1 Station 12+33 232.0 7 109.8 118.0 14.1 12.0 93 CW1097 5/18/06 C Crib Wall #1 Cell #4 Station 12+35 230.0 7 107.1 118.0 15.6 12.0 91 CW1098 5/18/06 C Crib Wall #1 Cell #3 Station 12+00 231.0 7 108.0 118.0 14.0 12.0 92 CWI 099 5/18/06 C Crib Wall #1 Cell #2 Station 11+85 232.0 7 111.1 118.0 14.5 12.0 94 CW1100 5/18/06 C Crib Wall #1 Cell #1 Station 11+65 233.0 7 111.3 118.0 14.8 12.0 94 CWIIOI 5/18/06 C Crib Wall #1 Cell #4 Station 12+47 230.0 7 113.3 118.0 15.7 12.0 96 CWl 102 5/18/06 C Crib Wall #1 Cell #3 Station 12+55 231.0 7 109.4 118.0 15.5 12.0 93 CWI 103 5/18/06 C Crib Wall #1 Cell #2 Station 12+60 232.0 7 109.2 118.0 15.1 12.0 93 CWIIO4 5/19/06 C Crib Wall #1 Cell #4 Station 11+40 232.0 1 112.5 120.0 12,1 12.0 94 CWlIOS 5/19/06 C Crib Wall #1 Cell #3 Station 11+55 233.0 1 111.7 120.0 13.9 12.0 93 CWl 106 5/19/06 C Crib Wall #1 Cell #2 Station 11+75 234.0 1 111.0 120.0 13.9 12.0 93 CWII07 5/19/06 C Crib Wall #1 Cell #1 Station 11+45 235.0 1 108.7 120.0 14.6 12.0 91 CW1108 5/19/06 C Crib Wall #1 Cell #4 Station 11+80 232.0 1 115.2 120.0 12.7 12.0 96 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 34 of 39 3/9/2007 1:35:02PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CWI 109 5/19/06 C Crib Wall #1 Cell #3 Station 12+18 233.0 1 113.0 120.0 12.4 12.0 94 CWI 110 5/19/06 C Crib Wall #1 Cell #2 Station 12+55 234.0 1 109.6 120.0 14.3 12.0 91 CWI 111 5/19/06 C Crib Wall #1 Cell #1 Station 12+00 235.0 1 109.6 120.0 13.2 12.0 91 CWI1I2 5/19/06 C Crib Wall #1 Cell #1 Station 11+60 237.0 1 108.6 120.0 13.3 12.0 90 CW1I13 5/19/06 C Crib Wall #1 Cell #2 Station 11+90 236.0 1 108.1 120.0 12.5 12.0 90 CW1II4 5/19/06 C Crib Wall #1 Cell #3 Station 12+30 235.0 1 109.6 120.0 12.6 12.0 91 CWII1S 5/19/06 C Crib Wall #1 Cell #3 Station 11+40 235.0 1 111.6 120.0 12.9 12.0 93 CWIII6 5/19/06 C Crib Wall #1 Cell #2 Station 12+00 236.0 1 110.6 120.0 13.8 12.0 92 CWI1I7 5/19/06 C Crib Wall #1 Cell #1 Station 12+25 237.0 1 110.4 120.0 15.6 12.0 92 CWI 118 5/23/06 C Crib Wall #1 Cell #1 Station 12+15 238.0 1 113.7 120.0 12.0 12.0 95 CWl 119 5/23/06 C Crib Wall #1 Cell #1 Station 12+70 238.0 1 110.4 120.0 12.4 12.0 92 CWl 120 5/23/06 C Crib Wall #1 Cell #2 Station 12+43 237.0 1 112.4 120.0 13.4 12.0 94 CW1121 5/23/06 C Crib Wall #1 Cell #2 Station 12+30 237.0 1 111.4 120.0 13.6 12.0 93 CWI 122 5/23/06 C Crib Wall #1 Cell #3 Station 12+62 236.0 1 113.3 120.0 13.4 12.0 94 CWI 123 5/23/06 C Crib Wall #1 Cell #3 Station 12+50 236.0 1 112.0 120.0 13.6 12.0 93 CWI 124 5/23/06 C Crib Wall #1 Cell #3 Station 11+20 237.0 1 114.9 120.0 14.0 12.0 96 CW1 125 5/23/06 C Crib Wall #1 Cell #2 Station 11+50 238.0 1 112.6 120.0 13.8 12.0 94 CWI 126 5/23/06 C Crib Wall #1 Cell #3 Station 11+85 237.0 1 110.5 120.0 14.6 12.0 92 CWI 127 5/23/06 C Crib Wall #1 Cell #2 Station 12+05 238.0 1 109.6 120.0 14.8 12.0 91 CWI 128 5/23/06 C Crib Wall #1 Cell #1 Station 11+18 239.0 1 107.9 120.0 16.2 12.0 90 CWll29 5/23/06 C Crib Wall #1 Cell #1 Station 11+45 239.0 1 112.1 120.0 15.7 12.0 93 CW1I30 5/23/06 C Crib Wall #1 Cell #1 Station 11+70 239.0 1 111.6 120.0 15.0 12.0 93 CW113l 5/23/06 C Crib Wall #1 Cell #1 Station 12+10 239.0 1 110.4 120.0 15.5 12.0 92 CWI 132 5/23/06 C Crib Wall #1 Cell #3 Station 12+40 237.0 1 108.2 120.0 17.4 12.0 90 CWI 133 5/23/06 C Crib Wall #1 Cell #2 Station 12+58 238.0 1 107.6 120.0 16.8 12.0 90 CWI 134 5/23/06 C Crib Wall #1 Cell #1 Station 12+75 239.0 1 107.7 120.0 16.2 12.0 90 CWl 135 5/23/06 C Crib Wall #1 Cell #3 Station 11+58 238.0 1 110.0 120.0 16.3 12.0 92 CW1136 5/23/06 C Crib Wall #1 Cell #3 Station 11+95 238.0 1 115.3 120.0 13.2 12.0 96 CWI 137 5/23/06 C Crib Wall #1 Cell #3 Station 12+60 238.0 1 114.0 120.0 14.6 12.0 95 CW1 138 5/23/06 C Crib Wall #1 Cell #2 Station 11+35 239.0 1 111.4 120.0 16.4 12.0 93 CWI 139 5/23/06 C Crib Wall #1 Cell #2 Station 11+79 239.0 1 112.0 120.0 16.0 12.0 93 CWI 140 5/23/06 C Crib Wall #1 Cell #2 Station 12+50 239.0 1 112.6 120.0 16.3 12.0 94 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 35of39 3/9/2007 1 •S•fl)Pf • SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks CWI 141 5/23/06 C Crib Wall #1 Cell #1 Station 11+30 240.0 1 110.4 120.0 15.5 12.0 92 CWI 142 5/23/06 C Crib Wall #1 Cell #1 Station 11+90 240.0 1 110.9 120.0 16.0 12.0 92 CW1 143 5/23/06 C Crib Wall #1 Cell #1 Station 12+42 240.0 1 113.1 120.0 16.9 12.0 94 CW1144 5/24/06 C Crib Wall #1 Cell #3 Station 11+27 239.0 1 114.7 120.0 14.7 12.0 96 CW1145 5/24/06 C Crib Wall #1 Cell #3 Station 11+67 239.0 1 112.1 120.0 14.0 12.0 93 CWI 146 5/24/06 C Crib Wall #1 Cell #3 Station 12+08 239.0 1 107.8 120.0 13.4 12.0 90 CW1147 5/24/06 C Crib Wall #1 Cell #3 Station 12+47 239.0 1 108.6 120.0 13.0 12.0 90 CW1148 5/24/06 C Crib Wall #1 Cell #2 Station 11+20 240.0 1 110.8 120.0 14.2 12.0 92 CWI 149 5/24/06 C Crib Wall #1 Cell #2 Station 11+62 240.0 1 109.2 120.0 14.8 12.0 91 CWI 150 5/24/06 C Crib Wall #1 Cell #2 Station 11+93 240.0 1 109.8 120.0 14.0 12.0 92 CW1151 5/24/06 C Crib Wall #1 Cell #2 Station 12+67 240.0 1 110.0 120.0 13.6 12.0 92 CWI 152 5/24/06 C Crib Wall #1 Cell #1 Station 11+41 241.0 1 111.2 120.0 13.2 12.0 93 CWI 153 5/24/06 C Crib Wall #1 Cell #1 Station 11+82 241.0 1 109.6 120.0 14.5 12.0 91 CWI 154 5/24/06 C Crib Wall #1 Cell #1 Station 12+25 241.0 1 108.9 120.0 13.0 12.0 91 CWI 155 5/24/06 C Crib Wall #1 Cell #1 Station 12+58 241.0 1 111.7 120.0 15.3 12.0 93 CWI 156 5/25/06 C Crib Wall #1 Cell #1 Station 11+75 242.0 1 110.4 120.0 14.6 12.0 92 CWI 157 5/25/06 C Crib Wall #1 Cell #1 Station 12+00 242.0 1 110.0 120.0 16.1 12.0 92 CWI 158 5/25/06 C Crib Wall #1 Cell #2 Station 11+47 241.0 1 109.6 120.0 15.8 12.0 91 CW1IS9 5/25/06 C Crib Wall #1 Cell #2 Station 12+35 241.0 1 111.3 120.0 15.0 12.0 93 CWI 160 5/25/06 C Crib Wall #1 Cell #3 Station 12+52 240.0 1 110.7 120.0 14.3 12.0 92 CWI16I 5/25/06 C Crib Wall #1 Cell #3 Station 11+55 240.0 1 108.4 120.0 14.0 12.0 90 CWI 162 5/25/06 C Crib Wall #1 Cell #3 Station 11+25 242.0 1 111.1 120.0 12.5 12.0 93 CW1 163 5/25/06 C Crib Wall #1 Cell #2 Station 11+00 243.0 1 109.8 120.0 13.0 12.0 92 CW1 164 5/25/06 C Crib Wall #1 Cell #2 Station 11+50 243.0 1 110.2 120.0 15.3 12.0 92 CWI 165 5/25/06 C Crib Wall #1 Cell #3 Station 11+75 242.0 1 112.6 120.0 14.0 12.0 94 CWI 166 5/25/06 C Crib Wall #1 Cell #2 Station 12+00 245.0 1 108.2 120.0 14.7 12.0 90 CW1 167 5/25/06 C Crib Wall #1 Cell #3 Station 12+10 242.0 1 109.0 120.0 14.0 12.0 91 CWI 168 5/25/06 C Crib Wall #1 Cell #2 Station 12+50 245.0 1 111.6 120.0 15.0 12.0 93 CW1169 5/25/06 C Crib Wall #1 Cell #1 Station 11+15 244.0 1 109.7 120.0 15.8 12.0 91 CWI 170 5/25/06 C Crib Wall #1 Cell #1 Station 11+67 244.0 1 114.4 120.0 14.3 12.0 95 CWI 171 5/25/06 C Crib Wall #1 Cell #1 Station 12+25 244.0 1 109.3 120.0 18.7 12.0 91 CWI 172 5/25/06 C Crib Wall #1 Cell #1 Station 12+72 244.0 1 107.9 120.0 15.8 12.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 36 of 39 3/9/2007 1:35:02PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW1173 5/25/06 C Crib Wall #1 Cell #2 Station 12+62 243.0 1 108.4 120.0 15.0 12.0 90 CW1 174 5/26/06 C Crib Wall #1 Cell #2 Station 10+98 245.0 1 111.5 120.0 14.9 12.0 93 CW1 175 5/26/06 C Crib Wall #1 Cell #1 Station 11+23 246.0 1 110.0 120.0 15.5 12.0 92 CW1 176 5/26/06 C Crib Wall #1 Cell #2 Station 11+47 245.0 1 109.9 120.0 13.9 12.0 92 CW1 177 5/26/06 C Crib Wall #1 Cell #1 Station 11+73 246.0 1 112.7 120.0 14.4 12.0 94 CW1 178 5/26/06 C Crib Wall #1 Cell #2 Station 11+97 245.0 1 109.4 120.0 14.6 12.0 91 CW1 179 5/26/06 C Crib Wall #1 Cell #1 Station 12+23 246.0 1 113.7 120.0 15.5 12.0 95 CW1 180 5/26/06 C Crib Wall #1 Cell #2 Station 12+45 245.0 1 113.0 120.0 13.9 12.0 94 CW1 181 5/26/06 C Crib Wall #1 Cell #1 Station 12+70 246.0 1 109.6 120.0 15.0 12.0 91 CW1 182 5/26/06 C Crib Wall #1 Cell #2 Station 12+90 245.0 1 110.3 120.0 14.6 12.0 92 CW1 183 5/27/06 C Crib Wall #1 Cell #2 Station 11+05 248.0 1 107.9 120.0 11.5 12.0 90 CW1 184 5/27/06 C Crib Wall #1 Cell #2 Station 11+30 247.0 1 108.0 120.0 11.7 12.0 90 CW1 185 5/27/06 C Crib Wall #1 Cell #1 Station 11+55 248.0 1 107.6 120.0 11.4 12.0 90 CW1 186 5/27/06 C Crib Wall #1 Cell #2 Station 11+80 247.0 1 109.1 120.0 12.1 12.0 91 CWI 187 5/27/06 C Crib Wall #1 Cell #1 Station 12+05 248.0 1 108.4 120.0 13.1 12.0 90 CW1188 5/27/06 C Crib Wall #1 Cell #2 Station 12+30 247.0 1 107.7 120.0 13.0 12.0 90 CWI 189 5/27/06 C Crib Wall #1 Cell #1 Station 12+55 248.0 1 108.6 120.0 15.2 12.0 90 CWI 190 5/27/06 C Crib Wall #1 Cell #2 Station 12+80 247.0 1 109.2 120.0 15.6 12.0 91 CWI 191 5/27/06 C Crib Wall #1 Cell #2 Station 10+95 249.0 1 108.7 120.0 16.9 12.0 91 CW1 192 5/27/06 C Crib Wall #1 Cell #1 Station 11+20 250.0 1 107.6 120.0 15.6 12.0 90 CW1 193 5/27/06 C Crib Wall #1 Cell #2 Station 11+45 249.0 1 107.8 120.0 11.5 12.0 90 CWI 194 5/27/06 C Crib Wall #1 Cell #1 Station 11+70 250.0 1 107.6 120.0 12.5 12.0 90 CW1 195 5/27/06 C Crib Wall #1 Cell #2 Station 11+95 249.0 1 108.4 120.0 13.9 12.0 90 CW1 196 5/27/06 C Crib Wall #1 Cell #1 Station 12+20 250.0 1 108.0 120.0 14.2 12.0 90 CW1 197 5/27/06 C Crib Wall #1 Cell #2 Station 12+45 249.0 1 107.9 120.0 13.7 12.0 90 CWI 198 5/27/06 C Crib Wall #1 Cell #1 Station 12+70 250.0 1 109.7 120.0 15.8 12.0 91 CWI 199 5/27/06 C Crib Wall #1 Cell #1 Station 12+95 250.0 1 109.9 120.0 13.6 12.0 92 CW1200 5/30/06 C Crib Wall #1 Cell #1 Station 10+85 252.0 1 107.4 120.0 12.6 12.0 90 CWI201 5/30/06 C Crib Wall #1 Cell #2 Station 11+10 251.0 1 108.3 120.0 14.1 12.0 90 CW1202 5/30/06 C Crib Wall #1 Cell #1 Station 11+35 252.0 1 109.5 120.0 14.0 12.0 91 CW1203 5/30/06 C Crib Wall #1 Cell #2 Station 11+60 251.0 1 108.5 120.0 13.4 12.0 90 CW1204 5/30/06 C Crib Wall #1 Cell #1 Station 11+85 252.0 1 110.5 120.0 15.2 12.0 92 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 49 Client: 0 Page 37 of 39 3/9/2007 1:35:02PM SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW1205 5/30/06 C Crib Wall #1 Cell #2 Station 12+10 251.0 1 107.9 120.0 12.0 12.0 90 CW1206 5/31/06 C Crib Wall #1 Cell #1 Station 12+35 252.0 1 108.4 120.0 13.6 12.0 90 CW1207 5/31/06 C Crib Wall #1 Cell #2 Station 12+60 251.0 1 108.9 120.0 14.1 12.0 91 CW1208 5/31/06 C Crib Wall #1 Cell #1 Station 12+85 252.0 1 109.0 120.0 13.0 12.0 91 CW1209 5/31/06 C Crib Wall #1 Cell #1 Station 13+05 252.0 1 108.6 120.0 13.2 12.0 90 CW1210 6/1/06 C Crib Wall #1 Cell #1 Station 11+00 253.0 1 107.4 120.0 13.9 12.0 90 CW1211 6/1/06 C Crib Wall #1 Cell #1 Station 11+50 253.0 1 108.9 120.0 17.6 12.0 91 CW1212 6/1/06 C Crib Wall #1 Cell #1 Station 12+00 253.0 1 107.9 120.0 14.0 12.0 90 CW1213 6/1/06 C Crib Wall #1 Cell #1 Station 12+50 253,0 1 108.6 120.0 13.6 12.0 90 CW1214 6/1/06 C Crib Wall #1 Cell #1 Station 13+00 253.0 1 109.3 120.0 15.5 12.0 91 CW1215 6/1/06 C Crib Wall #1 Cell #1 Station 13+10 254.0 1 108.1 120.0 11.8 12.0 90 CW1216 6/1/06 C Crib Wall #1 Cell #1 Station 12+72 254.0 1 110.3 120.0 14.3 12.0 92 CW1217 6/1/06 C Crib Wall #1 Cell #1 Station 12+37 254.0 1 107.6 120.0 12.3 12.0 90 CW1218 6/1/06 C Crib Wall #1 Cell #1 Station 12+18 254.0 1 108.7 120.0 16.4 12.0 91 CW1219 6/1/06 C Crib Wall #1 Cell #1 Station 11+70 254.0 1 109.1 120.0 14.7 12.0 91 CW1220 6/1/06 C Crib Wall #1 Cell #1 Station 11+23 254.0 1 108.4 120,0 14.0 12.0 90 CW1221 6/1/06 C Crib Wall #1 Cell #1 Station 10+92 254.0 1 109.2 120,0 14.2 12.0 91 CW1222 6/2/06 C Crib Wall #1 Cell #1 Station 10+78 256.0 1 108.0 120.0 16.5 12.0 90 CW1223 6/2/06 C Crib Wall #1 Cell #1 Station 11+02 256.0 1 109.3 120.0 13.6 12.0 91 CW1224 6/2/06 C Crib Wall #1 Cell #1 Station 11+28 256.0 1 107.9 120.0 12.5 12.0 90 CW1225 6/2/06 C Crib Wall #1 Cell #1 Station 11+52 256.0 1 109.8 120.0 14.4 12.0 92 CW1226 6/2/06 C Crib Wall #1 Cell #1 Station 11+77 256.0 1 112.4 120.0 11.4 12.0 94 CW1227 6/2/06 C Crib Wall #1 Cell #1 Station 12+02 256.0 1 108.6 120.0 17.6 12.0 90 CW1228 6/2/06 C Crib Wall #1 Cell #1 Station 12+28 256.0 1 111.1 120.0 12.1 12.0 93 CW1229 6/2/06 C Crib Wall #1 Cell #1 Station 12+50 256.0 1 107.9 120.0 18.5 12.0 90 CW1230 6/2/06 C Crib Wall #1 Cell #1 Station 12+75 256.0 1 112.3 120.0 14.1 12.0 94 CW1231 6/2/06 C Crib Wall #1 Cell #1 Station 13+00 256.0 1 110.0 120.0 16.3 12.0 92 CW1232 6/2/06 C Crib Wall #1 Cell #1 Station 13+20 256.0 1 109.4 120.0 15.4 12.0 91 CW1233 6/2/06 C Crib Wall #1 Cell #1 Station 13+18 258.0 1 109.2 120.0 12.4 12.0 91 CW1234 6/2/06 C Crib Wall #1 Cell #1 Station 12+82 258.0 1 109,9 120.0 12.0 12.0 92 CW1235 6/2/06 C Crib Wall #1 Cell #1 Station 12+57 258.0 3 104.3 114.5 17.2 12.5 91 CW1236 6/2/06 C Crib Wall #1 Cell #1 Station 12+33 258.0 3 107.5 114.5 17.5 12.5 94 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 38of39 3/9/2007 1'5'flPM . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot# Elev(ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks CW1237 6/2/06 C Crib Wall #1 Cell #1 Station 12+08 258.0 1 111.3 120.0 11.9 12.0 93 CW1238 6/2/06 C Crib Wall #1 Cell #1 Station 11+87 258.0 1 107.7 120.0 16.3 12.0 90 CW1239 6/2/06 C Crib Wall #I Cell #I Station 11+68 258.0 1 109.2 120.0 12.4 12.0 91 CW1240 6/2/06 C Crib Wall #1 Cell #1 Station 11+42 258.0 1 108.3 120.0 14.3 12.0 90 CW1241 6/2/06 C Crib Wall #1 Cell #1 Station 11+18 258.0 1 108.7 120.0 14.0 12.0 91 CW1242 6/2/06 C Crib Wall #1 Cell #1 Station 10+93 258.0 1 107.9 120.0 15.1 12.0 90 CW1243 6/2/06 C Crib Wall #1 Cell #1 Station 10+67 258.0 1 109.6 120.0 12.6 12.0 91 CW1244 6/5/06 C Crib Wall #1 Cell #1 Station 10+50 259.0 1 109.2 120.0 16.0 12.0 91 CW1245 6/5/06 C Crib Wall #1 Cell #1 Station 11+00 259.0 1 108.3 120.0 16.4 12.0 90 CW1246 6/5/06 C Crib Wall #1 Cell #1 Station 11+50 259.0 1 108.7 120.0 16.6 12.0 91 CW1247 6/5/06 C Crib Wall #1 Cell #1 Station 12+00 259.0 1 110.5 120.0 13.8 12.0 92 CW1248 6/5/06 C Crib Wall #1 Cell #1 Station 12+50 259.0 1 109.2 120.0 14.4 12.0 91 CW1249 6/5/06 C Crib Wall #1 Cell #1 Station 13+00 259.0 1 112.5 120.0 14.1 12.0 94 CW1250 6/5/06 C Crib Wall #1 Cell #1 Station 13+15 259.5 1 108.5 120.0 16.1 12.0 90 CW1251 6/5/06 C Crib Wall #1 Cell #1 Station 12+70 259.5 1 112.1 120.0 13.9 12.0 93 CW1252 6/6/06 C Crib Wall #1 Cell #1 Station 10±49 261.4 1 110.4 120.0 13.1 12.0 92 CW1253 6/6/06 C Crib Wall #1 Cell #1 Station 10+70 261.4 1 108.3 120.0 16.0 12.0 90 CW1254 6/6/06 C Crib Wall #1 Cell #1 Station 11+21 260.4 1 108.0 120.0 12.3 12.0 90 CW1255 6/6/06 C Crib Wall #1 Cell #1 Station 11+72 260.4 1 110.3 120.0 12.1 12.0 92 CW1256 6/6/06 C Crib Wall #1 Cell #1 Station 12+22 260.4 1 108.9 120.0 12.8 12.0 91 CW1257 6/6/06 C Crib Wall #1 Cell #1 Station 12±42 260.4 1 111.4 120.0 12.8 12.0 93 CW1258 6/6/06 C Crib Wall #1 Cell #1 Station 10+88 260.4 1 112.3 120.0 13.3 12.0 94 CW1259 6/6/06 C Crib Wall #1 Cell #1 Station 12+62 260.4 1 109.6 120.0 14.0 12.0 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 *v Client: 0 Page 39 of 39 3/9/2007 1; 419 DNA . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks SB 1 1/14/06 L Crib Wall #1 Station 9+67 216.0 3 109.1 114.5 17.1 12.5 95 SB 2 1/14/06 L Crib Wall #1 Station 9+67 217.0 3 108.7 114.5 16.3 12.5 95 SB 3 1/14/06 L Crib Wall #1 Station 9+67 219.0 2 106.3 111.0 19.8 14.0 96 SB 4 1/14/06 L Crib Wall #1 Station 9+67 221.0 3 108.8 114.5 17.6 12.5 95 SB 5 1/14/06 L Crib Wall #1 Station 9+67 223.0 3 109.1 114.5 16.4 12.5 95 SB 6 1/14/06 L Crib Wall #1 Station 9+67 220.0 3 108.5 114.5 16.6 12.5 95 SB 7 1/14/06 L Crib Wall #1 Station 9+69 225.0 2 106.1 111.0 19.6 14.0 96 SB 8 1/24/06 L Crib Wall #1 Station 0+50 237.0 3 110.9 114.5 15.7 12.5 97 SB 9 1/24/06 L Crib Wall #1 Station 0+50 239.0 3 110.5 114.5 14.6 12.5 97 SB 10 1/24/06 L Crib Wall #1 Station 0+50 241.0 3 110.2 114.5 15.1 12.5 96 SB 11 1/24/06 L Crib Wall #1 Station 0+50 243.0 3 109.4 114.5 14.6 12.5 96 SB 12 1/24/06 L Crib Wall #1 Station 0+50 241.0 3 109.1 114.5 15.1 12.5 95 SB 13 1/24/06 L Crib Wall #1 Station 0+50 245.0 3 111.6 114.5 16.2 12.5 97 SB 14 1/25/06 L Crib Wall #1 Station 4+00 237.0 3 108.8 114.5 15.2 12.5 95 SB 15 1/25/06 L Crib Wall #1 Station 4+00 339.0 3 109.2 114.5 16.2 12.5 95 SB 16 1/25/06 L Crib Wall #1 Station 4+00 241.0 3 110.7 114.5 14.3 12.5 97 SB 17 1/25/06 L Crib Wall #1 Station 4+00 243.0 3 109.1 114.5 11.9 12.5 95 SB 18 2/22/06 L Crib Wall #1 Station 12+35 216.0 1 115.7 120.0 10.7 12.0 96 SB 19 2/22/06 L Crib Wall #1 Station 12+35 220.0 3 110.5 114.5 13.1 12.5 97 SB 20 2/22/06 L Crib Wall #1 Station 12+35 214.0 3 111.6 114.5 13.6 12.5 97 SB 21 2/22/06 L Crib Wall #1 Station 12+35 218.0 3 109.4 114.5 11.1 12.5 96 SB 22 2/22/06 L Crib Wall #1 Station 12+35 222.0 3 109,7 114.5 12.0 12.5 96 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 1 of 1 . . . SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot# Elev(ft) Type Field Max Field Opt. Compaction Remarks RW 1 1/25/06 B Crib Wall #1 Station 10+15 218,6 3 109.4 114.5 15.6 12.5 96 RW 2 1/25/06 B Crib Wall #1 Station 10+75 220.0 3 105.3 114.5 15.6 12.5 92 RW 3 1/25/06 B Crib Wall #1 Station 11+50 220.0 3 107.5 114.5 16.4 12.5 94 RW 4 2/3/06 B Crib Wall #1 Station 11+25 222.0 4 109.8 116.0 12.6 13.0 95 RW 5 2/3/06 B Crib Wall #1 Station 9+55 222.0 4 104.3 116.0 12.8 13.0 90 RW 6 2/3/06 B Crib Wall #1 Station 11+15 224.0 3 102.7 114.5 12.7 12.5 90 RW 7 2/3/06 B Crib Wall #1 Station 9+25 224.0 3 104.6 114.5 16.3 12.5 91 RW 8 2/3/06 B Crib Wall #1 Station 10+80 226.0 4 107.3 116.0 14.2 13.0 93 RW 9 2/3/06 B Crib Wall #1 Station 9+85 226.0 4 106.5 116.0 14.2 13.0 92 RW 10 2/3/06 B Crib Wall 1 Station 9+25 225.0 4 105.8 116.0 14.1 13.0 91 RW II 2/7/05 B Crib Wall #1 Station 11+30 228.0 4 106.4 116.0 13.5 13.0 92 RW 12 2/7/05 B Crib Wall #1 Station 9+40 228.0 4 106.6 116.0 14.2 13.0 92 RW 13 2/7/05 B Crib Wall #1 Station 10+65 230.0 1 113.2 120.0 11.6 12.0 94 RW 14 2/10/06 B Crib Wall #1 Station 11+70 230.0 1 110.4 120.0 12.3 12.0 92 RW 15 2/10/06 B Crib Wall #1 Station 9+75 231.0 4 105.4 116.0 14.1 13.0 91 RW 16 2/10/06 B Crib Wall #1 Station 10+45 231.0 4 104.7 116.0 13.1 13.0 90 RW 17 2/17/06 B Crib Wall #1 Station 11+00 233.0 3 103.0 114.5 9.9 12.5 90 RW 18 2/17/06 B Crib Wall #1 Station 10+00 233.0 4 105.1 116.0 10.8 13.0 91 RW 19 2/17/06 B Crib Wall #1 Station 9+00 233.0 4 105.6 116.0 9.1 13.0 91 RW 20 2/23/05 B Crib Wall #1 Station 8+90 235.0 4 104.6 116.0 18.0 13.0 90 RW 21 2/23/06 B Crib Wall #1 Station 9+90 234.0 4 104.2 116.0 19.3 13.0 90 RW 22 2/23/06 B Crib Wall #1 Station 10+70 234.0 4 104.5 116.0 18.9 13.0 90 RW 23 2/25/06 B Crib Wall #1 Station 9+30 237.0 4 104.5 116.0 14.3 13.0 90 RW 24 2/25/06 B Crib Wall #1 Station 9+90 237.0 4 105.2 116.0 12.6 13.0 91 RW 25 2/25/06 B Crib Wall #1 Station 10+30 236.0 4 105.4 116.0 13.4 13.0 91 RW 26 2/25/06 B Crib Wall #1 Station 9+16 239.0 4 106.9 116.0 13.6 13.0 92 RW 27 2/25/06 B Crib Wall #1 Station 10+00 238.0 4 108.2 . 116.0 11.0 13.0 93 RW 28 2/25/06 B Crib Wall #1 Station 10+30 240.0 3 102.6 114.5 12.8 12.5 90 RW 29 2/25/06 B Crib Wall #1 Station 10+75 239.0 3 103.5 114.5 13.8 12.5 90 RW 30 3/3/06 B Crib Wall #1 Station 9+40 240.0 5 109.1 119.0 13.6 13.0 92 RW 31 3/3/06 B Crib Wall #1 Station 10+50 240.0 5 108.6 119.0 14.6 13.0 91 RW 32 3/3/06 B Crib Wall #1 Station 8+50 242.0 5 111.3 119.0 15.3 13.0 94 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 1 of 7 3/11/2007 9:31:15AM S . S SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks RW 33 3/7/06 B Crib Wall #1 Station 10+30 241.0 5 110.3 119.0 16.3 13.0 93 RW 34 3/7/06 B Crib Wall #1 Station 9+45 242.0 5 114.4 119.0 14.1 13.0 96 RW 35 3/7/06 B Crib Wall #1 Station 8+10 242.0 1 114.2 120.0 11.1 12.0 95 RW 36 3/8/06 B Crib Wall #1 Station 9+95 245.0 2 102.5 111.0 15.2 14.0 92 RW 37 3/8/06 B Crib Wall #1 Station 8+60 244.0 2 104.9 111.0 12.1 14.0 95 RW 38 3/8/06 B Crib Wall #1 Station 8+00 244.0 5 107.3 119.0 12.3 13.0 90 RW 39 3/8/06 B Crib Wall #1 Station 7+50 243.0 5 109.6 119.0 14.3 13.0 92 RW 40 3/14/06 B Crib Wall #1 Station 6+70 241.0 5 107.9 119.0 11.0 13.0 91 RW 41 3/14/06 B Crib Wall #1 Station 7+90 245.0 5 106.9 119.0 13.0 13.0 90 RW 42 3/14/06 B Crib Wall #1 Station 9+40 244.0 5 110.1 119.0 12.4 13.0 93 RW 43 3/14/06 B Crib Wall #1 Station 10+10 244.0 2 103.6 111.0 14.0 14.0 93 RW 44 3/16/06 B Crib Wall #1 Station 6+50 244.0 1 112.0 120.0 11.1 12.0 93 RW 45 3/16/06 B Crib Wall #1 Station 7+05 246.0 4 105.2 116.0 12.2 13.0 91 RW 46 3/16/06 B Crib Wall #1 Station 7+75 247.0 5 113.9 119.0 11.2 13.0 96 RW 47 3/20/06 B Crib Wall #1 Station 6+00 242.0 4 106.3 116.0 13.9 13.0 92 RW 48 3/20/06 B Crib Wall #1 Station 5+10 240.0 4 107.6 116.0 16.4 13.0 93 RW 49 3/20/06 B Crib Wall#1 Station 3+90 239.0 4 106.6 116.0 17.3 13.0 92 RW 50 3/22/06 B Crib Wall #1 Station 9+70 247.0 4 106.8 116.0 11.8 13.0 92 RW 51 3/22/06 B Crib Wall #1 Station 8+70 248.0 5 110.0 119.0 16.0 13.0 92 RW 52 3/22/06 B Crib Wall #1 Station 7+50 248.0 4 106.4 116.0 13.8 13.0 92 RW 53 3/24/06 B Crib Wall #1 Station 6+80 245.0 5 110.4 119.0 11.0 13.0 93 RW 54 3/24/06 B Crib Wall #1 Station 6+15 245.0 5 103.4 119.0 13.0 13.0 87 Retest on 54A RW 54A 3/24/06 B Crib Wall #1 Station 6+15 245.0 5 107.6 119.0 13.3 13.0 90 Retest of 54 RW 55 3/24/06 B Crib Wall #1 Station 4+98 241.0 5 108.3 119.0 12.2 13.0 91 RW 56 3/24/06 B Crib Wall #1 Station 4+00 241.0 1 115.6 120.0 9.2 12.0 96 RW 57 3/27/06 B Crib Wall #I Station 0+87 245.0 5 110.8 119.0 13.5 13.0 93 RW 58 3/27/06 B Crib Wall #1 Station 2+08 244.0 5 107.6 119.0 14.6 13.0 90 RW 59 3/27/06 B Crib Wall #1 Station 3+30 245.0 3 103.2 114.5 13.6 12.5 90 RW 60 3/27/06 B Crib Wall #1 Station 4+25 243.0 5 108.7 119.0 14.1 13.0 91 RW 61 4/3/06 B Crib Wall #1 Station 6+65 247.0 5 110.9 119.0 15.0 13.0 93 RW 62 4/3/06 B Crib Wall #1 Station 5+50 246.0 5 107.8 119.0 17.7 13.0 91 RW 63 4/3/06 B Crib Wall #1 Station 4+50 246.0 5 109.6 119.0 15.2 13.0 92 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 2of7 3/11/2007 9:31:16AM . . . SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks RW 64 4/3/06 B Crib Wall #1 Station 3+50 246.0 5 108.7 119.0 15.7 13.0 91 RW 65 4/8/06 B Crib Wall #1 Station 2+00 246.0 5 103.1 119.0 16.7 13.0 87 Retest on 65A RW 65A 4/8/06 B Crib Wall #1 Station 2+00 246.0 5 108.6 119.0 16.0 13.0 91 Retest of 65 RW 66 4/8/06 B Crib Wall #1 Station 1+00 245.0 5 107.4 119.0 17.6 13.0 90 RW 67 4/8/06 B Crib Wall #1 Station 0+50 246.0 5 108.0 119.0 16.8 13.0 91 RW 68 4/8/06 B Crib Wall #1 Station 2+50 249.0 5 108.6 119.0 12.3 13.0 91 RW 69 4/8/06 B Crib Wall #1 Station 1+50 248.0 5 109.4 119.0 14.1 13.0 92 RW 70 4/8/06 B Crib Wall #1 Station 0+60 248.0 5 107.4 119.0 15.0 13.0 90 RW 71 4/10/06 B Crib Wall #1 Station 10+25 248.0 5 107.6 119.0 13.5 13.0 90 RW 72 4/10/06 B Crib Wall #1 Station 9+00 249.0 5 111.6 119.0 16.1 13.0 94 RW 73 4/10/06 B Crib Wall #1 Station 8+20 249.0 5 110.4 119.0 14.2 13.0 93 RW 74 4/10/06 B Crib Wall#1 Station 7+80 249.0 5 109.4 119.0 14.0 13.0 92 RW 75 4/11/06 B Crib Wall #1 Station 6+50 249.0 5 112.5 119.0 14.0 13.0 95 RW 76 4/11/06 B Crib Wall #1 Station 5+50 249.0 5 111.4 119.0 13.6 13.0 94 RW 77 4/11/06 B Crib Wall #1 Station 4+50 249.0 5 108.6 119.0 15.1 13.0 91 RW 78 4/11/06 B Crib Wall #1 Station 3+50 248.0 5 107.3 119.0 12.6 13.0 90 RW 79 4/11/06 B Crib Wall #I Station 2+50 249.0 3 104.5 114.5 14.3 12.5 91 RW 80 4/11/06 B Crib Wall #1 Station 1+50 249.0 3 106.5 114.5 16.6 12.5 93 RW 81 4/12/06 B Crib Wall#1 Station 10+00 251.0 5 111.6 119.0 12.5 13.0 94 RW 82 4/12/06 B Crib Wall #1 Station 8+50 253.0 5 112.3 119.0 12.2 13.0 94 RW 83 4/12/06 B Crib Wall #1 Station 7+50 253.0 5 109.4 119.0 11.6 13.0 92 RW 84 4/12/06 B Crib Wall #1 Station 5+75 253.0 5 108.6 119.0 13.6 13.0 91 RW 85 4/13/06 B Crib Wall #1 Station 4+65 252.0 5 109.9 119.0 14.7 13.0 92 RW 86 4/13/06 B Crib Wall #1 Station 3+25 252.0 5 109.6 119.0 15.2 13.0 92 RW 87 4/13/06 B Crib Wall #1 Station 2+25 251.0 5 107.6 119.0 16.3 13.0 90 RW 88 4/13/06 B Crib Wall #1 Station 9+95 255.0 5 112.6 119.0 14.1 13.0 95 RW 89 4/13/06 B Crib Wall #1 Station 8+85 254.0 5 107.6 119.0 12.4 13.0 90 RW 90 4/13/06 B Crib Wall #1 Station 7+50 254.0 5 108.2 119.0 14.4 13.0 91 RW 91 4/13/06 B Crib Wall #1 Station 6+35 254,0 5 114.0 119.0 15.2 13.0 96 RW 92 4/13/06 B Crib Wall #1 Station 0+70 252.0 5 109.5 119.0 15.6 13.0 92 RW 93 4/13/06 B Crib Wall #1 Station 0+50 254.0 5 107.3 119.0 16.7 13.0 90 RW 94 4/14/06 B Crib Wall #1 Station 9+30 254.0 5 107.0 119.0 12.0 13.0 90 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 ;q Client: 0 Page 3 of 7 3/11/2007 9:31:16AM . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks RW 95 4/14/06 B Crib Wall #1 Station 7+60 254.0 5 108.2 119.0 14.0 13.0 91 RW 96 4/14/06 B Crib Wall #1 Station 5+90 254.0 5 111.7 119.0 16.5 13.0 94 RW 97 4/17/06 B Crib Wall #1 Station 5+25 254.0 5 111.8 119.0 15.7 13.0 94 RW 98 4/17/06 B Crib Wall #1 Station 4+25 253.0 5 109.0 119.0 18.1 13.0 92 RW 99 4/17/06 B Crib Wall #1 Station 3+10 254.0 5 106.7 119.0 17.3 13.0 90 RW 100 4/17/06 B Crib Wall #1 Station 1+50 253.0 5 107.5 119.0 14.2 13.0 90 RW 101 4/17/06 B Crib Wall #1 Station 0+50 255.0 5 111.8 119.0 13.8 13.0 94 RW 102 4/19/06 B Crib Wall 01 Station 1+50 255.0 2 97.1 111.0 12.2 14.0 87 Retest on 102A RW 102A 4/19/06 B Crib Wall #1 Station 1+50 255.0 5 108.4 119.0 14.6 13.0 91 Retest of 102 RW 103 4/19/06 B Crib Wall #1 Station 2+50 254.0 2 103.2 111.0 14.0 14.0 93 RW 104 4/19/06 B Crib Wall #1 Station 4+50 254.0 5 108.7 119.0 12.5 13.0 91 RW 105 4/19/06 B Crib Wall #1 Station 5+80 254.0 5 109.3 119.0 14.2 13.0 92 RW 106 4/19/06 B Crib Wall /1 Station 7+00 255.0 5 108.3 119.0 13.1 13.0 91 RW 107 4/20/06 B Crib Wall #1 Station 9+30 256.0 5 106.9 119.0 12.5 13.0 90 RW 108 4/20/06 B Crib Wall #1 Station 8+50 257.0 5 110.7 119.0 10.1 13.0 93 RW 109 4/20/06 B Crib Wall #1 Station 7+50 257.0 5 108.6 119.0 11.9 13.0 91 RW 110 4/20/06 B Crib Wall #1 Station 6+50 256.0 5 109.9 119.0 12.5 13.0 92 RW 111 4/20/06 B Crib Wall #1 Station 5+50 257.0 4 104.1 116.0 14.0 13.0 90 RW 112 4/20/06 B Crib Wall #1 Station 4+50 257.0 5 108.0 119.0 14.1 13.0 91 RW 113 4/20/06 B Crib Wall #1 Station 2+00 257.0 5 111.1 119.0 12.0 13.0 93 RW 114 4/20/06 B Crib Wall #1 Station 3+00 257.0 1 111.3 120.0 11.0 12.0 93 RW 115 4/20/06 B Crib Wall #1 Station 0+50 256.0 5 108.4 119.0 14.6 13.0 91 RW 116 4/25/06 B Crib Wall #1 Station 7+85 259.0 7 105.2 118.0 8.7 12.0 89 Retest on I 16A RW 116A 4/25/06 B Crib Wall#1 Station 7+85 259.0 7 107.9 118.0 13.9 12.0 91 Retest of 116 RW 117 4/25/06 B Crib Wall #1 Station 5+25 260.0 5 105.1 119.0 11.0 13.0 88 Retest on 117A RW 117A 4/25/06 B Crib Wall #1 Station 5+25 260.0 5 108.0 119.0 12.7 13.0 91 Retest of 117 RW 118 4/25/06 B Crib Wall #1 Station 4+00 260.0 5 107.6 119.0 13.6 13.0 90 RW 119 4/25/06 B Crib Wall #1 Station 2+00 260.0 5 108.2 119.0 16.3 13.0 91 RW 120 4/25/06 B Crib Wall #1 Station 0+25 258.0 1 113.3 120.0 11.7 12.0 94 RW 121 4/26/06 B Crib Wall #1 Station 6+20 262.0 4 107.5 116.0 14.9 13.0 93 RW 122 4/26/06 B Crib Wall #1 Station 5+20 262.0 4 104.8 116.0 13.6 13.0 90 RW 123 4/26/06 B Crib Wall #1 Station 3+40 262.0 5 110.0 119.0 14.6 13.0 92 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 4 of 7 3/11/2007 9:31:16AM . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks RW 124 4/26/06 B Crib Wall #1 Station 1+60 262.0 5 108.4 119.0 13.6 13.0 91 RW 125 4/26/06 B Crib Wall #1 Station 2+35 258.0 4 105.2 116.0 13.4 13.0 91 RW 126 4/26/06 B Crib Wall #1 Station 5+10 259.0 5 107.8 119.0 14.9 13.0 91 RW 127 4/26/06 B Crib Wall #1 Station 4+00 259.0 5 111.0 119.0 13.7 13.0 93 RW 128 4/26/06 B Crib Wall #I Station 2+50 260.0 5 110.1 119.0 12.3 13.0 93 RW 129 4/27/06 B Crib Wall #1 Station 0+55 262,0 5 103.2 119.0 15.3 13.0 87 Retest on 129A RW 129A 4/27/06 B Crib Wall #1 Station 0+55 262.0 5 108.3 119.0 15.9 13.0 91 Retest of 129 RW 130 4/27/06 B Crib Wall #1 Station 2+10 262.0 3 105.4 114.5 15.7 12.5 92 RW 131 4/27/06 B Crib Wall#1 Station 4+00 262.0 3 106.7 114.5 13.3 12.5 93 RW 132 4/27/06 B Crib Wall #1 Station 6+00 262.0 5 112.3 119.0 12.9 13.0 94 RW 133 4/28/06 B Crib Wall #1 Station 3+50 264.0 5 108.5 119.0 13.2 13.0 91 RW 134 4/28/06 B Crib Wall /1 Station 1+50 263.0 3 105.5 114.5 16.2 12.5 92 RW 135 4/28/06 B Crib Wall #1 Station 5+45 260.0 5 108.5 119.0 12.5 13.0 91 RW 136 4/28/06 B Crib Wall #1 Station 1+50 264.0 5 110.1 119.0 12,7 13.0 93 RW 137 4/28/06 B Crib Wall #I Station 3+00 263.0 5 107.9 119.0 12.3 13.0 91 RW 138 4/28/06 B Crib Wall #1 Station 5+00 262.0 5 107,8 119.0 13.8 13.0 91 RW 139 4/28/06 B Crib Wall #1 Station 6+50 260.0 2 103.8 111.0 17.4 14.0 94 RW 140 4/28/06 B Crib Wall #1 Station 8+50 256.0 5 113.9 119.0 14.2 13.0 96 RW 141 5/1/06 B Crib Wall #1 Station 2+00 264.0 5 110.8 119.0 14,8 13.0 93 RW 142 5/1/06 B Crib Wall #1 Station 4+00 264.0 5 109.7 119.0 15.0 13.0 92 RW 143 5/1/06 B Crib Wall #1 Station 6+00 263.0 5 107.6 119.0 14.8 13.0 90 RW 144 5/1/06 B Crib Wall #1 Station 8+00 259.0 5 109.1 119.0 12.7 13.0 92 RW 145 5/1/06 B Crib Wall #1 Station 9+25 257.0 5 108.4 119.0 11.2 13.0 91 RW 146 5/2/06 B Crib Wall #1 Station 7+10 261.0 5 108.7 119.0 12.2 13.0 91 RW 147 5/2/06 B Crib Wall #1 Station 3+40 265.0 5 110.9 119.0 12.3 13.0 93 RW 148 5/11/06 B Crib Wall #1 Station 11+62 224.0 5 108.1 119.0 13.0 13.0 91 RW 149 5/11/06 B Crib Wall #1 Station 11+22 224.0 5 107.8 119.0 12.8 13.0 91 RW 150 5/15/06 B Crib Wall #1 Station 10+85 226.0 5 108.2 119.0 14,2 13.0 91 RW 151 5/15/06 B Crib Wall H Station 11+55 226.0 5 108.1 119.0 13.6 13.0 91 RW 152 5/16/06 B Crib Wall #1 Station 10+80 228.0 5 108.3 119,0 13.0 13.0 91 RW 153 5/16/06 B Crib Wall #1 Station 11+65 228.0 5 109.1 119.0 12.5 13.0 92 RW 154 5/17/06 B Crib Wall #1 Station 11+60 229.0 5 108.2 119.0 13.0 13.0 91 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page of 3/11 /2007 9:31:16AM . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks RW 155 5/17/06 B Crib Wall #1 Station 12+20 229.0 5 108.3 119.0 13.2 13.0 91 RW 156 5/19/06 B Crib Wall #1 Station 12+00 232.0 5 108.4 119.0 12.7 13.0 91 RW 157 5/19/06 B Crib Wall #1 Station 11+35 232.0 5 112.0 119.0 12.1 13.0 94 RW 158 5/19/06 B Crib Wall #1 Station 12+15 233.0 1 104.9 120.0 9.3 12.0 87 Retest on 158A RW 158A 5/20/06 B Crib Wall #1 Station 12+15 233.0 1 110.0 120.0 12.8 12.0 92 Retest of 158 RW 159 5/19/06 B Crib Wall #1 Station 11+19 232.0 1 105.8 120.0 11.2 12.0 88 Retest on 159A RW 159A 5/20/06 B Crib Wall #1 Station 11+19 232.0 1 109.6 120.0 13.2 12.0 91 Retest of 159 RW 160 5/20/06 B Crib Wall #1 Station 11+95 235.0 1 113.9 120.0 13.1 12.0 95 RW 161 5/20/06 B Crib Wall #1 Station 11+15 235.0 5 111.2 119.0 13.6 13.0 93 RW 162 5/23/06 B Crib Wall #1 Station 12+00 229.0 5 112.2 119.0 14.1 13.0 94 RW 163 5/23/06 B Crib Wall #1 Station 12+75 231.0 1 113.0 120.0 12.9 12.0 94 RW 164 5/23/06 B Crib Wall #1 Station 12+90 234.0 5 108.7 119.0 15.0 13.0 91 RW 165 5/23/06 B Crib Wall #1 Station 13+00 234.0 5 108.0 119,0 15.9 13.0 91 RW 166 5/24/06 B Crib Wall #1 Station 13+00 236.0 3 106.0 114.5 11.5 12.5 93 RW 167 5/24/06 B Crib Wall #1 Station 11+80 236.0 3 107.6 114.5 12.2 12.5 94 RW 168 5/24/06 B Crib Wall #1 Station 11+40 237.0 5 110.4 119.0 13.6 13.0 93 RW 169 5/24/06 B Crib Wall #1 Station 11+00 239.0 5 107.5 119.0 13.3 13.0 90 RW 170 5/24/06 B Crib Wall #1 Station 11+90 238,0 5 107.2 119.0 14.2 13.0 90 RW 171 5/24/06 B Crib Wall #1 Station 12+90 238.0 5 108.1 119.0 14.0 13.0 91 RW 172 5/25/06 B Crib Wall #1 Station 11+40 241.0 1 113.3 120.0 13.1 12.0 94 RW 173 5/25/06 B Crib Wall #1 Station 12+10 240.0 1 109.6 120.0 13.3 12.0 91 RW 174 5/26/06 B Crib Wall #1 Station 13+10 240.0 1 109.6 120.0 13.6 12.0 91 RW 175 5/26/06 B Crib Wall #1 Station 11+75 243.0 1 111.6 120.0 14.1 12.0 93 RW 176 5/26/06 B Crib Wall #1 Station 13+20 243.0 1 112.3 120.0 12.8 12.0 94 RW 177 5/26/06 B Crib Wall #1 Station 13+00 243.0 1 110.6 120.0 15.1 12.0 92 RW 178 5/27/06 B Crib Wall #1 Station 11+25 245.0 5 109.3 119.0 16.4 13.0 92 RW 179 5/27/06 B Crib Wall #1 Station 12+20 245.0 5 108.6 119.0 16.0 13.0 91 RW 180 5/30/06 B Crib Wall #1 Station 10+80 247.0 1 118.0 120.0 9.9 12.0 98 RW 181 5/30/06 B Crib Wall #1 Station 11+98 247.0 1 113.2 120.0 12.6 12.0 94 RW 182 5/30/06 B Crib Wall #1 Station 13+15 247.0 1 102.7 120.0 10.6 12.0 86 Retest on 182A RW 182A 5/30/06 B Crib Wall #1 Station 13+15 247.0 1 108.0 120.0 13.6 12.0 90 Retest of 182 RW 183 6/1/06 B Crib Wall #1 Station 11+30 250.0 1 104.9 120.0 7.2 12.0 87 Retest on 183A Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 49 Client: 0 Page 6 of 7 3/11/2007 9:31:16AM . . . SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Location Of Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks RW 183A 6/1/06 B Crib Wall #1 Station 11+30 250.0 1 111.0 120.0 13.6 12.0 93 Retest of 183 RW 184 6/1/06 B Crib Wall #1 Station 12+50 250.0 1 110.1 120.0 13.4 12.0 92 RW 185 6/1/06 B Crib Wall #1 Station 13+00 252.0 4 105,2 116.0 16.3 13.0 91 RW 186 6/1/06 B Crib Wall #1 Station 12+00 252.0 4 106.6 116.0 12.6 13.0 92 RW 187 6/1/06 B Crib Wall #1 Station 11+00 252.0 4 107.3 116.0 14.6 13.0 93 RW 188 6/2/06 B Crib Wall #1 Station 11+40 254.0 1 110.6 120.0 14.3 12.0 92 RW 189 6/2/06 B Crib Wall #1 Station 12+40 254.0 4 105.6 116.0 13.3 13.0 91 RW 190 6/5/06 B Crib Wall #1 Station 10+60 256.0 1 110.3 120.0 17.0 12.0 92 RW 191 6/5/06 B Crib Wall #1 Station 11+55 256.0 1 114.2 120.0 12.9 12.0 95 RW 192 6/5/06 B Crib Wall #1 Station 12+10 256.0 1 112.1 120.0 11.2 12.0 93 RW 193 7/11/06 B Crib Wall #1 Station 12+70 215.0 5 110.7 119.0 13.6 13.0 93 RW 194 7/11/06 B Crib Wall #1 Station 11+60 220.0 5 110.9 119.0 13.4 13.0 93 RW 195 7/11/06 B Crib Wall #1 Station 10+65 220.0 5 108.8 119.0 13.2 13.0 91 RW 196 7/11/06 B Crib Wall #1 Station 9+70 230.0 5 111.7 119.0 12.8 13.0 94 RW 197 7/11/06 B Crib Wall #1 Station 8+65 230.0 5 111.7 119.0 12.7 13.0 94 RW 198 7/11/06 B Crib Wall #1 Station 7+60 235.0 5 110.5 119.0 13.9 13.0 93 RW 199 7/11/06 B Crib Wall #1 Station 6+55 240.0 5 110.0 119.0 14.1 13.0 92 RW 200 7/11/06 B Crib Wall #1 Station 5+65 245.0 5 109.6 119.0 13.5 13.0 92 RW 201 7/11/06 B Crib Wall#1 Station 5+65 245.0 5 110.4 119.0 13.0 13.0 93 Project Number: 841363-009 Project Name: Carlsbad Golf Course Project Location: 0 Client: 0 Page 7 of 7 3/11/2007 9:31:16A1V [ii S E I 841363-009 APPENDIX C Laboratory Testing Procedures and Test Results Maximum Density Tests: The maximum dry density and optimum moisture content of typical soils were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: Sample Number Sample Description Maximum Dry Density (pcf) Optimum Moisture1 Content (%) 1 Yellowish-brown silty clayey SAND 120.0 12.0 2 Olive-brown clayey SAND 111.0 14.0 3 Brown silty SAND 114.5 12.5 4 Gray-green silty SAND 116.0 13.0 5 Yellow-brown silty SAND 119.0 13.0 6 Yellow-brown silty SAND 121.0 11.5 7 Gray silty SAND 118.0 12.0 8 Brown silty SAND 122.5 11.0 9 Dark gray silty SAND 119.5 12.5 Atterberg Limits: The Atterberg Limits were determined in accordance with ASTM Test M e t h o d D4318 for engineering classification of the fine-grained materials and presented in the table b e l o w : Sample Number [ I Liquid Limit (%) Plastic Limit (°"°) Plastic Index (%) I uscs Soil Classification 1 -- NP SP-SM 2 28 SC 3 ___________ -- NP SM C-i C 841363-009 S APPENDIX C (Continued) Percent Passing No. 200 Sieve: Percent Passing No. 200 Sieve analysis was performed according to ASTM D1140. The percent fine particles from these analyses are summarized below. Sample Number Percent Passing No. 200 Sieve 3 22 5 42 6 29 7 13 8 32 9 47 Classification or Grain Size Tests: Typical materials were subjected to mechanical grain-size analysis by sieving from U.S. Standard brass screens (ASTM Test Methods D4318, D422). The data was evaluated in determining the classification of the materials. The grain-size distribution for 5 gravel, sand, fines and the Unified Soil Classification (USCS) are presented below. Sample Number % Gravel % Sand % Fines USCS Soil Classification 1 0 88 12 SC-SM 2 0 66 34 SC 9 Ll rw S City of Carlsbad March 19, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: Supplemental Compaction Testing Report Project: Commercial Sites Carlsbad - Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA Reference: 1. "Contract Documents and Supplemental Provisions ", for Carlsbad Municipal Golf Course Project. Project No. 39721-1 dated June 13, 2005. 2. "Compaction Testing Report, Carlsbad Municipal Golf Course," prepared by Testing Engineers - San Diego, dated July 18, 2006. Dear. Mr. Hammann: In accordance with your request, Testing Engineers - San Diego, Inc. (TESD) has conducted grading observations and compaction testing at the above referenced project site. Service s d e s c r i b e d h e r e i n were provided by TESD from November 28, 2005 to January 6, 2006. It should b e n o t e d t h a t t h i s report refers to testing performed on two commercial pad areas located on the west end of the site, north and south of College Boulevard. The purpose of this report is t o s u p p l e m e n t t h e Compaction Testing Report (see Reference Number 2) that included roug h g r a d i n g f o r t h e s e commercial pads as well as other areas of the golf course. A representative of this office observed rough grading and placement of on-site and i m p o r t f i l l s o i l s within the commercial pads. All fill areas were tested in accordance with the p r o j e c t s p e c i f i c a t i o n s unless otherwise directed by the Geotechnical Engineer of Record (i.e. Leighton an d A s s o c i a t e s ) . The approximate site location and features are presented on Figures 1 and 2, re s p e c t i v e l y . Locations of field density testing are presented on Figure 3. Summaries of la b o r a t o r y a n d f i e l d compaction test results are provided in Appendix A, Tables 1 and 2, respecti v e l y . O n s i t e a n d import material was used as fill for the new development. Fill was placed, com p a c t e d a n d t e s t e d for compliance with minimum 90%, and 95% relative compaction based on AST M D - 1 5 5 7 , a s applicable. It should be noted that the precision of the field and laboratory maximum dry d e n s i t y t e s t r e s u l t s are subject to variation inherent with testing procedures and heterog e n e o u s m a t e r i a l characteristics. Quantitative values of testing precision have been documented b y t h e A m e r i c a n Society of Testing and Materials. For example, results indicate the accuracy o f t h e A S T M D - Testing Engineers San Diego, Inc. A Bureau Veritas Company Main (858) 715-5800 7895 Convoy Court, Suite 18 Fa (858715-5810 Sn Diego, CA 92111 www.us.bwtauverjtas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course 1557 test to be plus or minus 2 percent of the mean density. Based on this in f o r m a t i o n , r e l a t i v e S compaction results should be interpreted as approximate values subject to v a r i a t i o n s i n l a t e r a l a n d vertical directions. Survey lines and elevations relative to grade modifications, fmal de s i g n g r a d e s , l o c a t i o n s o f various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual obse r v a t i o n o f c o m p a c t i o n operations and random in-place density testing, are intended as assistan c e t o t h e o w n e r / c l i e n t a n d Geotechnical Engineer of Record (i.e. Leighton and Associates) i n m o n i t o r i n g a p p a r e n t reasonable compliance with the project earthwork specifications. T h e p r e s e n c e o f o u r f i e l d representative during the work progress did not involve any d i r e c t s u p e r v i s i o n o f t h e contractor/subcontractor, nor any recommendations in a geotechnical c a p a c i t y . T e c h n i c a l a d v i c e and suggestions were provided upon request based upon the results of the t e s t s a n d o b s e r v a t i o n s . In any case, no warranty or responsibility for the contractor's performance i s i n t e n d e d o r i m p l i e d . If you should have any questions after reviewing this report, please do n o t h e s i t a t e t o c o n t a c t t h e undersigned at (858) 715-5800. Sincerely, Testing Engineers - San Diego, Inc. A Bureau Veritasompany Nick Tracy, Eff Staff Engineer NT/VO:mm Attachments: Figure 1: Site Location Map Figure 2: Overall Exhibit Drawing Figure 3: Plot Plan Appendix A: Table 1 and Table 2 I UZ140- GE-2578 491 I ( Van W. Olin, G.E. 25 Øf Principal Geotechnical E Distribution: *(4) Addressee * Includes copies for building department submitted S:\engineer\Geotechnical Files\Projects\Current Proj ects\108078_Carlsbad_MunicipaLGolfcourse\108078 A s g r a d e d compaction report-final.doc 2 un = 1900 ft. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. (• Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: Site Location Map Project: Carlsbad Municipal Golf Course Drwn: NJT IContract No: I 108078 Date: March, 2007 Figure No: S City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Description Density (PCF) Content (%) On-site: Grayish Silty Sand 127.5 9.5 Import: Mixed Gray Silty Sand 123.5 11.0 On-site: Red Brown Clayey Sand 124.0 12.0 On-site: Yellowish Brown Silty Sand 114.5 14.5 On-site: Greenish Brown Silty Sand 124.5 11.0 On-site: Mixed Brown Silty Sand 123.0 10.5 On-site: Dark Green & Brown 126.0 10.0 Clayey Sand On-site: Brown Silty Sand 128.5 9.5 On-site: Tan Clayey Sand 119.0 13.5 On-site: Brown Clayey Sand 121.5 10.5 On-site: Brown Sandy Clay 124.5 10.5 On-site: Yellow Silty Sand 117.0 13.0 Sample # 0 0 0 • Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California 'Test #' Test Date I - Test Location I Elev. (ft) I Moisture I Dry Density (pcf) Relative Compaction Conform J Non-Conform I I Field J Optimum I Field f Maximum Obtained I Required 38 9(28(2005 Elate 2 Keyway 1.52.0 15.b7o 1407o -11U.3 114 67o .5'7a Conform 39 9/28/2005 Plate 2 keyway 256.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 40 9/28/2005 Plate 2 258.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 41 9/28/2005 Plate 2 261.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 42 9/28/2005 Plate 2 260.0 13.6% 11.0% 118.9 124.5 96% 95% Conform 73 10/7/2005 Plate 268.0 11.1% 9.5% 124.5 128.0 97% 95% Conform 74 10/7/2005 Plate 2 282.0 12.3% 11.0% 120.9 127.0 95% 95% Conform 75 10/7/2005 Plate 2 280.0 12.3% 11.0% 120.0 124.5 96% 95% Conform 108 10/19/2005 Plate 2 Bottom Right on Plate 283.0 9.8% 10.5% 118.0 123.0 96% 95% Conform 109 10/19/2005 Bottom Right of Plate 2 282.0 9.8% 10.5% 119.2 123.0 97% 95% Conform 166 11/3/2005 Plate 2 Commercial Pad 284.5 11.1% 10.5% 117.4 123.0 95% 95% Conform 167 11/3/2005 Plate 2 Commercial Pad 285.0 12.3% 10.5% 117.1 123.0 95% 95% Conform 168 11/3/2005 Plate 2 Commercial Pad 287.0 11.1% 10.5% 119.3 123.0 97% 95% Conform 187 11/10/2005 Plate 2 Hole 16 132.5 11.1% 10.5% 115.7 123.0 94% 95% Non-conform 1 188 11/10/2005 Plate 2 Hole 16 134.0 12.3% 14.5% 112.6 114.5 98% 95% Conform 189 11110/2005 Plate 2 Hole 16 135.0 12.3% 14.5% 112.8 114.5 99% 95% Conform 190 11/10/2005 Plate 2 Hole 16 138.0 12.3% 10.5% 114.6 123.0 93% 95% Non-conform 1 191 11/10/2005 Plate 2 Hole 16 128.0 12.3% 10.5% 114.7 123.0 93% 95% Non-conform 1 192 11/1012005 Plate 2 Hole 16 126.0 12.3% 14.5% 117.3 123.0 95% 95% Conform 193 11/10/2005 Plate 2 Hole 16 138.0 12.3% 14.5% 115.8 123.0 94% 95% Non comform 1 281 11/23/2005 Plate 2 Central Fill Slope South 154.0 11.1% 14,5% 106.6 114.5 93% 95% Non-conform Side 282 11123/2005 Plate 2Central Fill Slope North 154.0 16.3% 14.5% 100.9 114.5 88% 95% Non-conform Side 283 11/23/2005 Retest of#282 154.0 13.6% 14.5% 106.7 114.5 93% 95% Non-conform 284 11/23/2005 Plate 2 NE Corner Area of Fill 247.0 17.0% 14.5% 100.5 114.5 88% 95% Non comform Scope West of College 285 11/23/2005 Retest of#284 247.0 16.3% 13.5% 105.0 119.0 88% 95% Non-conform 286 11/23/2005 Plate 2 Lower Commercial Pad 153.0 13.2% 11.0% 118.3 127.0 93% 95% Non-conform 287 1112312005 Plate 2 Lower Commercial Pad 152.0 13.8% 11.0% 115.7 127.0 91% 95% Non-conform 288 11/23/2005 Plate 2 Commercial Pad 247.0 13.9% 11.0% 115.2 127.0 91% 95% Non-conform 289 11/23/2005 Plate 2 Commercial Pad 152.0 13.3% 11.0% 120.9. 127.0 95% 95% Conform 290 11/23/2005 Retest of 286, 287, & 288 152.0 12.3% 11.0% 120.3 127.0 95% 95% Non comform 291 11/28/2005 Plate 2 Commercial Pad West 155.0 14.5% 11.0% 121.3 127.0 96% 95% Conform 292 11/28/2005 Plate 2 Commercial Pad West 157.0 13.2% 11.0% 119.2 127.0 94% 95% Non-conform 292A 11/28/2005 Retest #292 137.0 12.4% 11.0% 121.9 127.0 96% 95% Conform 293 11/28/2005 Plate 2 Commercial Pad West 158.0 13.6% 11.0% 117,6 127.0 93% 95% Non-conform Table 2 • REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project. Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California I est Test I Test Location 1 Elev. Moisture I Dry DensIty (pcf) I Relative Compaction I Conform #1 I l Date (ft) Field OptImum Field Maximum Obtained ( Required I Non-Conforn 93A 11/28/2005 Retest#293 158.0 12.8% 11.0% 122.3 127.0 96% 95% Conform 294 11/28/2005 Plate 2 Commercial Pad West 160.0 11.0% 295 11/28/2005 Plate 2 Commercial Pad West 160.0 11.5% 299 11/29/2005 Plate 2 Commercial Pad West 152.0 10.7% 300 11/30/2005 Plate 2 Commercial Pad West 154.0 11.5% 301 11/28/2005 Retest of #285 247.0 10.1% 302 11/28/2005 Plate 2 NE Corner Area of Mail Fill 253.0 12.9% Slope. West Adj. to College Ave. 307 11/29/2005 Plate 2 Commercial Pad West 156.0 10.3% 308 11/29/2005 Plate 2 Commercial Pad West 158.0 9.5% 309 11/29/2005 Plate 2 Commercial Pad West 160.0 10.3% 309A 11/29/2005 Retest of #309 160.0 9.9% 310 11/29/2005 Plate 2 Commercial Pad West 162.0 9.1% 311 11/29/2005 Plate 2 Commercial Pad West 164.0 8.9% 311A 11/29/2005 Plate 2 Commercial Pad West 164.0 10.7% 312 11/29/2005 Plate 2 Commercial Pad West 165.0 11.1% 313 11/29/2005 Plate 2 Commercial Pad West 167.0 11.5% 314 11/29/2005 Plate 2 Commercial Pad West 168.0 9.9% 315 11/29/2005 Plate 2 Commercial Pad West 170.0 12.40/q 316 11/29/2005 Plate 2 Commercial Pad West 171.0 12.9% 316A 11/29/2005 Retest of #316 171.0 12.4% 317 11/29/2005 Plate 2 Commercial Pad West 173.0 11.5% 318 11/29/2005 Plate 2 Commercial Pad West 174.0 11.1% 319 11/29/2005 Plate 2 Commercial Pad West 176.0 10.7% 330 11/30/2005 Plate 2 East Area Main Slope Fill 253.0 14.9% 331 11/30/2005 Plate 2 East Area Main Slope Fill 255.0 15.4% 331A 11/30/2005 Plate 2 East Area Main Slope Fill 255.0 13.2% 346 12/1/2005 Plate 2 Commercial Pad East 258.0 11.7% Area 347 12/1/2005 Plate 2 Commercial Pad East 259.0 13.8% Area 348 12/1/2005 Plate 2 Commercial Pad East 260.0 13.0% Area 348A 1211/2005 Retest of #348 260.0 11.8% 11.0% 121.7 127.0 96% 95% Conform 11.0% 123.1 127.0 97% 95% Conform 9.5% 121.9 127.5 96% 95% Conform 9.5% 121.8 127.5 96% 95% Conform 14.5% 109.3 114.5 95% 95% Conform 13.5% 110.5 119.0 93% 90% Conform 9.5% 124.7 127.5. 98% 95% Conform 9.5% 123.2 127.5 97% 95% Conform 9.5% 119.8 127.5 94% 95% Non-conform 9.5% 124.0 127.5 97% 95% Conform 9.5% 124.4 127.5 98% 95% Conform 9.5% 115.6 127.5 91% 95% Non-conform 9.5% 122.1 127.5 96% 95% Conform 10.0% 121.2 126.0 96% 95% Conform 10.0% 122.1 126.0 97% 95% Conform 10.0% 120.1 126.0 95% 95% Conform 11.0% 122.3 127.0 96% 95% Conform 11.0% 119.2 127.0 94% 95% Non-conform 11.0% 121.8 127.0 96% 95% Conform 11.0% 123.2 127.0 97% 95% Conform 11.0% 123.2 127.0 97% 95% Conform 11.0% 122.7 127.0 97% 95% Conform 13.5% 108.0 119.0 91% 90% Conform 13.5% 104.5 119.0 88% 90% Non-conform 13.5% 110.5 119.0 93% 90% Conform 11.0% 113.4 124.5 91% 90% Conform 11.0% 114.2 124.5 92% 90% Conform 11.0% 111.3 127.0 88% 90% Non comform 11.0% 114.5 127.0 90% 90% Conform Table 2 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad. California U iTest #1 Test Date I I Test Location EIev, (ft) Moisture J Field Optimum I Dry Density (pcf) i Relative Compaction I Conform Non-Conform I Field I Maximum I Obtained f Required 349 121112005 Plate 2 Commercial Pad West liLt) 9.9% 11.U7o 11.0 124.0 96'Yo 950/0 Conform 350 12/1/2005 Plate 2 Commercial Pad West 180.0 10.3% 11.0% 121.6 127.0 96% 95% Conform 351 12/1/2005 Plate 2 Commercial Pad West 182.0 11.1% 11.0% 122.5 127.0 96% 95% Conform 352 12/1/2005 Plate 2 Commercial Pad West 184.0 12.4% 11.0% 122.6 127.0 97% 95% Conform 358 12/2/2005 Plate 2 Commercial Pad East 250.0 12.5% 11.0% 115.5 124.5 93% 90% Conform Area 359 12/2/2005 Plate 2 Commercial Pad East 252.0 13.0% 11.0% 116.1 124.5 93% 90% Conform Area 360 12/2/2005 Plate 2 Commercial Pad East 254.0 11.6% 11.0% 115.3 124.5 93% 90% Conform Area 361 12/2/2005 Plate 2 Commercial Pad East 256.0 11.3% 11.0% 121.4 127.0 96% 90% Conform Area 362 12/2/2005 Plate 2 Commercial Pad East 258.0 12.2% 11.0% 119.3 127.0 94% 90% Conform Area 363 1212/2005 Plate 2 Commercial Pad East 260.0 13.0% 11.0% 114.6 124.5 92% 90% Conform Area 364 12/2/2005 Plate 2 Commercial Pad East 262.0 10.9% 11.0% 115.3 124.5 93% 90% Conform Area 365 12/5/2005 Plate 2 Hole 16 Commercial Pad 196.0 17.3% 14.5% 103.5 114.5 90% 95% Non-conform 366 12/5/2005 Plate 2 Hole l6 Commercial Pad 197.0 17.1% 14.5% 104.5 114.5 91% 95% Non-conform 365A 12/5/2005 Retest of#365 196.0 17.0% 14.5% 109.9 114.5 96% 95% Conform 366A 12/5/2005 Retest of#366 197.0 17.2% 14.5% 111.1 114.5 97% 95% Conform 367 12/5/2005 Plate 2 Hole 16 Commercial Pad 198.0 14.8% 14.5% 104.8 114.5 92% 95% Non-conform 368 12/5/2005 Plate 2 Hole 16 Commercial Pad 198.0 17.6% 14.5% 103.1 114.5 90% 95% Non-conform 367A 12/6/2005 Retest of#367 198.0 14.9% 14.5% 109.9 114.5 96% 95% Conform 368A 12/6/2005 Retest of#368 198.0 15.8% 14.5% 108.8 114.5 95% 95% Conform 369 12/5/2005 Plate 2 East Area Commercial 263.0 13.9% 10.0% 114.0 124.5 92% 90% Conform Pad 370 12/5/2005 Plate 2 East Area Commercial 258.0 16.0% 14.5% 104.8 114.5 92% 90% Conform Pad 373 12/6/2005 Plate 2 Hole 16 Commercial Pad 198.0 16.4% 13.5% 105.8 119.0 89% 95% Non comform 374 12/6/2005 Plate 2 Hole 16 Commercial Pad 198.0 14.7% 13.5% 107.8 119.0 91% 95% Non-conform 373A 12/6/2005 Retest of#373 198.0 15.1% 13.5% 115.4 119.0 97% 95% Conform Table 2 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California I iTest # I Test Date 1 I Test Location Elev. (if) Moisture Dry Density (pcf) I Relative Compaction I Conform I 1 Non-Conform I Field J Optimum j Field I Maximum I Obtained I Required 374A 12/6/2005 Retest of #314 18.0 14.U7o 375 12/612005 Plate 2 Hole 16 Commercial Pad 202.0 14.5% 376 12/6/2005 Plate 2 Hole 16 Commercial Pad 202.0 15.1% 377 121612005 Plate 2 Hole 16 Commercial Pad 204.0 15.3% 380 12/7/2005 Plate 2 Hole 16 Commercial Pad 200.0 13.0% 380A 12/7/2005 Retest of #380 200.0 12.8% 381 12/7/2005 Plate 2 Hole 16 Commercial Pad 200.0 10.7% 382 12/7/2005 Plate 2 Hole 16 Commercial Pad 204.0 9.7% 383 1217/2005 Plate 2 Hole 16 Commercial Pad 204.0 10.2% 384 12/7/2005 Plate 2 Hole 16 Commercial Pad 206.0 7.2% 385 12/7/2005 Plate 2 Hole 16 Commercial Pad 206.0 7.9% 388 12/712005 Plate 2 Hole 16 Commercial Pad 207.0 11.5% 389 12/7(2005 Plate 2 Hole 16 Commercial Pad 208.0 8.9% 390 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 11.2% 391 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 13.9% 392 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 14.1% 393 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 12.9% 394 12/8/2005 Plate 2 Hole 16 Commercial Pad 213.0 18.7% 395 12/8/2005 Plate 2 Hole 16 Commercial Pad 213.0 19.1% 396 12/9/2005 Plate 2 Hole 16 Commercial Pad 212.0 18.0% 404 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 14.6% South Side 404A 12/9/2005 Retest of #404 216.0 13.6% 405 1219/2005 Plate 2 Hole 16 Commercial Pad 216.0 16.8% South Side 405A 12/9/2005 Retest of #405 216.0 15.4% 406 1219/2005 Plate 2 Hole 16 Commercial Pad 216.0 12.9% North Side 406A 12/9/2005 Retest of #406 216.0 15.7% 407 12/9/2005 Plate 2 Hole 16 Commercial Pad 217.0 12.3% North Side 408 12/9/2005 Plate 2 Hole 16 Commercial Pad 219.0 11.3% South Side 409 12/9/2005 Plate 2 Hole 16 Commercial Pad 219.0 11.7% North Side 1.0/0 114.2 119.0 b70 70 uOntorm 13.5% 115.4 119.0 97% 95% Conform 13.5% 115.4 119.0 97% 95% Conform 13.5% 107.1 119.0 90% 95% Non-conform 13.5% 110.7 119.0 93% 95% Non-conform 13.5% 113.1 119.0 95% 95% Conform 13.5% 117.1 119.0 98% 95% Conform 13.5% 114.2 119.0 96% 95% Conform 13.5% 115.4 119.0 97% 95% Conform 13.5% 114.7 119.0 96% 95% Conform 13.5% 113.1 119.0 95% 95% Conform 13.5% 113.1 119.0 95% 95% Conform 13.5% 116.2 119.0 98% 95% Conform 13.5% 113.1 119.0 95% 95% Conform 14.5% 108.8 114.5 95% 95% Conform 13.5% 114.2 119.0 96% 95% Conform 14.5% 108.8 114.5 95% 95% Conform 13.5% 105.9 119.0 89% 95% Non conform 13.5% 98.7 119.0 83% 95% Non-conform 13.5% 96.0 119.0 81% 95% Non-conform 2 13.5% 103.0 119.0 87% 95% Non-conform 2 13.5% 113.5 119.0 95% 95% Conform 2 14.5% 101.5 114.5 89% 95% Non-conform 14.5% 109.9 114.5 96% 95% Conform 14.5% 102.7 114.5 90% 95% Non-conform 14.5% 108.8 114.5 95% 95% Conform 13.5% 114.2 119.0 96% 95% Conform 13.5% 106.3 119.0 89% 95% Non-conform 13.5% 108.3 119.0 91% 95% Non-conform Table 2 W REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test #J Test - Date I Test Location - I Elev. (ftp I Moisture I Dry Density (pcf) I Relative Compaction J Conform I Non-confon I Field Optimum I Field (Maximum Obtained Required 410 VZ11012005 Plate Z Hole 1$ Commercial -'aa 2i9.0 14.67o 1.O'7o 10,.9 11.0 Of '7o 57o Non-conform North Side 411 12/10/2005 Plate 2 Hole 16 Commercial Pad 219.0 11.0% 13.5% 105.9 119.0 89% 95% Non-conform South Side 408A 12/10/2005 Retest of #408 219.0 13.9% 13.5% 113.1 119.0 95% 95% Conform 409A 12/10/2005 Retest of#409 219.0 14.1% 13.5% 113.1 119.0 95% 95% Conform 410A 12/10/2005 Retest of#410 219.0 12.9% 13.5% 114.2 119.0 96% 95% Conform 411A 12/10/2005 Retest of#411 219.0 11.3% 13.5% 113.1 119.0 95% 95% Conform 412 12/10/2005 Plate 2 Hole 16 Commercial Pad 221.0 12.6% 13.5% 105.1 119.0 88% 90% Non-conform Center & West Edge 412A 12/10/2005 Retest of#412 221.0 17.3% 13.5% 101.9 119.0 86% 90% Non-conform 413 12/10/2005 Plate 2 Hole 16 Commercial Pad 221.0 18.1% 13.5% 102.4 119.0 86% 90% Non-conform South Side 413A 12/10/2005 Retest of #413 221.0 15.6% 13.5% 104.1 119.0 87% 90% Non-conform 412B 12/10/2005 Retest of #412A 221.0 12.1% 13.5% 105.8 119.0 89% 90% Non-conform 412C 12/12/2005 Retest of #41213 221.0 11.1% 13.5% 108.3 119.0 91% 90% Conform 414 12/10/2005 Plate 2 Commercial Pad Center 221.0 15.1% 13.5% 102.9 119.0 86% 90% Non-conform 413B 12/12/2005 Retest of#413A 221.0 14.1% 13.5% 107.1 119.0 90% 90% Conform 415 12/13/2005 Plate 2 Commercial Pad 226.0 14.0% 13.5% 109.5 119.0 92% 90% Conform 414A 12/12/2005 Retest of #414 221.0 14.8% 13.5% 108.3 119.0 91% 90% Conform 416 12/13/2005 Plate 2 Commercial Pad 226.0 14.3% 13.5% 110.7 119.0 93% 90% Conform 417 12/13/2005 Plate 2 Commercial Pad 226.0 14.0% 13.5% 109.5 119.0 92% 90% Conform 418 12/13/2005 Plate 2 Commercial Pad 226;0 14.4% 13.5% 109.5 119.0 92% 90% Conform 431 12/13/2005 Commercial Pad 90% Area Plate 237.0 14.2% 13.5% 109.8 119.0 92% 90% Conform 2 432 12/13/2005 Commercial Pad 90% Area Plate 240.0 13.8% 13.5% 109.1 119.0 92% 90% Conform 4 433 12/14/2005 Plate 2 Commercial Pad 235.0 14.6% 13.5% 108.6 119.0 91% 90% Conrm 434 12/14/2005 Plate 2 Commercial Pad 240.0 15.1% 13.5% 110.8 119.0 93% 90% Conform 435 12/14/2005 Plate 2 Commercial Pad 244.0 13.4% 13.5% 109.8 119.0 92% 90% Conform 436 12/14/2005 Plate 2 Commercial Pad 257.0 15.1% 13.5% 110.8 119.0 93% 90% Conform 437 12/14/2005 Plate 2 Commercial Pad 253.0 14.7% 13.5% 107.5 119.0 90% 90% Conform 438 12/14/2005 Plate 2 Commercial Pad 258.0 15.2% 13.5% 109.6 119.0 92% 90% Conform 439 12/15/2005 Commercial Pad Plate 2 260.0 13.4% 11.0% 106.3 123.5 86% 90% Non-conform 440 12/15/2005 Commercial Pad Plate 2 258.0 12.7% 11.0% 109.1 123.5 88% 90% Non-conform 441 12/15/2005 Commercial Pad Plate 2 261.0 12.0% 11.0% 107.2 123.5 87% 90% Non-conform 442 12/15/2005 Retest of#439 260.0 12.7% 11.0% 111.9 123.5 91% 90% Conform 0 Table 2 9 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test #1 Test I Test Location I Elev. J (ft) I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Non-Conform r Field J Optimum Field I Maximum Obtained I Required 443 12M 6i2005 Retest ot#440 2.0 1Z47o 1l.07o 113.! 123. 92% 90% Conform 444 12/15/2005 Retest of#441 261.0 11.8% 11.0% 111.6 123.5 90% 90% Conform 445 12/15/2005 Commercial Pad Plate 2 262.0 12.6% 13.5% 109.0 119.0 92% 90% Conform 446 12/15/2005 Commercial Pad Plate 2 264.0 14.2% 13.5% 109.8 119.0 92% 90% Conform 447 12/15/2005 Commercial Pad Plate 2 263.0 14.6% 13.5% 109.8 119.0 92% 90% Conform 525 1/5/2006 Plate Fairway Repair Slope 276.0 12.2% 13.0% 111.0 119.0 93% 95% Non-conform 526 1/5/2006 Retest of#525 276.0 12.0% 13.0% 113.6 119.0 95% 95% Conform 527 1/5/2006 Plate 2 Fairway 5 Repair Slope 277.0 13.20A 13.0% 114.6 119.0 96% 95% Conform 528 1/5/2006 Plate 2 Fairway 5 Repair Slope 279.0 13.4% 13.0% 109.5 119.0 92% 95% Non comform 529 1/5/2006 Retest of #528 279.0 12.6% 13.0% 113.5 119.0 95% 95% Conform 530 1/5/2006 Plate 2 Fairway 5 Repair Slope 280.0 12.8% 13.0% 115.7 119.0 97% 95% Conform 531 1/5/2006 Plate 2 Fairway 5 Repair Slope 282.0 13.3% 13.0% 114.6 119.0 96% 95% Conform 532 1/6/2006 Plate 2 Fairway 5 Repair Slope 284.0 12.6% 13.0% 114.7 119.0 96% 95% Conform 533 1/6/2006 Plate 2 Fairway 5 Repair Slope 284.0 12.1% 13.0% 113.2 119.0 95% 95% Conform 534 1/6/2006 Plate 2 Fairway 5 Repair Slope 285.0 13.0% 13.0% 114.6 119.0 96% 95% Conform 535 1/6/2006 Plate 2 Fairway 5 Repair Slope 285.0 12.6% 13.0% 114.5 119.0 96% 95% Conform I Areas reworked and non-conforming density tests are waived. 2 Density tests approved by Randy Wagner of Leighton and Associates. 3 Relative compaction requirement reduced from 95% to 90% by Leighton a n d A s s o c i a t e s . A Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 is LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more genera! Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2of6 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3030.1094 S Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-07). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-07). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-07. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans is are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 0 7.0 Trench Backfihls 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 3030.1094 PROJECTED PLANE'- 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND 2' MIN KEY DEPTH _-_-_-J- :-:-:-2X --------- ------------- 15' MIN. MIN. LOWEST BENCH (KEY) FILL SLOPE --------------------- PROJECTED PLANE - - : -- 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND REMOVE EXISTING -:-:-:-y- - -- UNSUITABLE GROUND SURFACE BENCH MATERIAL 'BENCH HEIGHT 15' MIN. 2' MIN.-1 LOWEST KEY BENCH DEPTH (KEY) FILL-OVER-CUT SLOPE - - -FILL .-'' EXISTING.... --------- GROUND SURFACE BENCH LBENCH HEIGHT - H (4' TYPICAL) 15 MIN. LOWEST REMOVE 2 MIN, BENCH UNSUITABLE KEY (KEY) MATERIAL DEPTH CUT-OVER-FILL SLOPE CUT FACE SHALL BE CONSTRUCTED PRIOR , TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS ' GROUND EXISTIN G SURFACE jj77" CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT 6QH L FOR SUBDRAINS SEE BENCH HEIGHT STANDARD DETAIL C (4' TYPICAL) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5:1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. PACTEDI J_ REMOVE UNSUITABLE MATERIAL OVERBUILD TRIM BACK DESIGN SLOPE GENERAL EARTHWORK AND .: KEYING AND BENCHING GRADING SPECIFICATIONS STANDARD DETAILS A . NISH GRADE SLOPE Z (S1rN: - OMP1E1D IJLL 1 O MI N = 7 - M Ii? MIN :\OVERSIZE WINDROW * OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. * EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. * DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. * WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. -6" MAX -- - 'Q - - GRANULAR MATERIAL TO BE DENSIFIED IN PLACE BY DETAIL FLOODING OR JETTING. - JETTED OR FLOODED GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B / N -EXISTING A / GROUND SURFACE / I ------------ 1W ---- REMOVE UNSUITABLE BENCHING L]hfl z'f MATERIAL SUBDRAIN TRENCH SEE DETAIL BELOW 6" MIN. OVERLAP / CALTRANS CLASS 2 PERMEABLE ,- - OR #2 ROCK (9FT"3/FT) WRAPPED IN FILTER FABRIC / ,:i;° :•;.. FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) 6" MIN. COVER 4" MIN. BEDDING " t COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS DESIGN FINISH GRADE 10' MIN. BACKFILL --- OMPACTED FILL- FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) o ..-CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT3/FT) WRAPPED IN FILTER FABRIC I--20' MIN. '15' MIN l' PERFORATED NONPERFORATED 6"0 MIN. 0 JO MIN. vlvt. GENERAL EARTHWORK AND CANYON SUBDRAINS GRADING 'SPECIFICATIONS STANDARD DETAILS C 1 MIN. -------------- OUTLET PIPES 100' MAX. O.C. HORIZONTALLY, 1:1 OR FLATTER 3O MAX OCVERTICALLY - - -J BENCH .1 c i IQ1DAIKl TDMr'Lj .JLL ..flJL)LFI SflhI II '.LII'...I I DETAIL ------------------------------ -------------------------- ---------------------- ------------------------------- KEY WIDTH AS KEY DEPTH NOTED ON GRADING PLANS 12" MN OVERLAP— (2EY DEPTH (2 MIN.) FROM THE TOP HOG RING TIED EVERY 6 FEET LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET T—CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE CALTRANS CLASS II PERMEABLE OR #2 ROCK (3 FY'3/FT) WRAPPED IN FILTER FABRIC ¶-40 \ NON—PERFORATED \ OUTLET PIPE _.- - - - 6" MIN. COVER PERFORATED - PIPE 5% MIN. 4" MIN. BEDDING PROVIDE POSITIVE SEAL AT THE JOINT FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdrain collector pipe shall be installed with perforation down or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non— p e r f o r a t e d pipe. The subdrain pipe shall have at least 8 perforations uniformly spaced per foot. P e r f o r a t i o n shall be 1/4" to 1/2" if drill holes are used. All subdrain pipes shall have a gradient o f a t least 2% towards the outlet. SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527. Schedule 40, or ASTM D3034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed in a trench no wide than twice the subdrain pipe. Pip e s h a l l b e i n soil of SE >/=30 jetted or flooded in place except for the outside 5 feet which s h a l l b e n a t i v e soil backfill. BUTTRESS OR GENERAL EARTHWORK AND REPLACEMENT FILL GRADING SPECIFICATIONS SUBDRAINS STANDARD DETAILS D SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASIM D1557 TYP - RETAINING WALL-. , 6' MIN. WALL WATERPROOFING -_. OVERLAP :::: FILTER FABRIC ENVELOPE PER ARCHITECT'S 0 • o• -:-:-:--(MIRAFI 140N OR APPROVED SPECIFICATIONS o EQUIVALENT)** k1 MIN. 3/4' TO 1-1/2" CLEAN GRAVEL FINISH GRADE 0 • ::• 4" (MIN.) DIAMETER PERFORATED / 0 0 ::i. PVC PIPE (SCHEDULE 40 OR / 0 EQUIVALENT) WITH PERFORATIONS 0 0 ORIENTED DOWN AS DEPICTED - - -COMPACTED FILL - I ° I - MINIMUM GRADIENT ----------------- -7 TO SUITABLE OUTLET L - 3• WALL FOOTING I COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL I GENERAL EARTHWORK AND I GRADING SPECIFICATIONS DRAINAGE DETAIL I STANDARD DETAILS E 17 17 0 AS-GRADED REPORT OF ROUGH GRADING, SOUTH COMMERCIAL PAD, CARLSBAD MUNICIPAL GOLF COURSE, CARLSBAD, CALIFORNIA Prepared for: I CITY OF CARLSBAD do Dudek Engineering and Environmental S 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Project No. 841363-009 April 8, 2008 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY April 8, 2008 Project No. 841363-001 To: City of Carlsbad do Dudek Engineering and Environmental 1645 South Rancho Santa Fe Road, Suite 202 San Marcos California 92078 Attention: Mr. George Litzinger Subject: As-Graded Report of Rough Grading, South Commercial Pad, Carlsbad Municipal Golf Course, Carlsbad, California In accordance with the request and authorization of representatives of the City of Carlsbad, we have performed geologic observation services during the rough grading of the south commercial pad at the Carlsbad Municipal Golf Course project in located in Carlsbad, California. The accompanying report summarizes our geologic and geotechnical observations and the geotechnical conditions encountered during the grading operations for the south commercial pad. In addition, the accompanying report presents our geotechnical conclusions and preliminary recommendations concerning the future commercial development on the south commercial pad. The grading operations for the south commercial pad were performed in general accordance with the project geotechnical reports (Appendix A), geotechnical recommendations made during grading, and the City of Carlsbad requirements. As of the date of this report, the rough grading operations for the south commercial pad are essentially complete. It should be noted that a site specific geotechnical investigation should be performed for any proposed future development on the pad. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Associate Engineer ,4OMAL o:?N 0 TQ' L' ' N0.1612 ' •' CL CERTIFIED * ENGINEERING CAOf iC KAy Randall K. Wagner, C G 1612 Principal Geologist Distribution: (4) Addressee Leighton 841363-009 0 TABLE OF CONTENTS Section Page 1.0 1 1.1 PROJECT DESCRIPTION ..............................................................................................1 2.0 SUMMARY OF GRADING OPERATIONS ........... ............................... ............... ......3 2.1 SITE PREPARATION AND REMOVALS ................................................................................ 3 2.2 FILL SLOPE KEY.......................................................................................................3 2.3 FILL PLACEMENT AND COMPACTION ............................................................................... 4 3.0 ENGINEERING GEOLOGIC SUMMARY ................. ............... .................... ............... 5 3.1 AS-GRADED GEOLOGIC CONDITIONS .............................................................................5 3.2 GEOLOGIC UNITS.....................................................................................................5 3.2.1 Previously-Placed Artificial Fill (Unmapped).........................................................5 3.2.2 Topsoil (Unmapped) ........................................................................................5 3.2.3 Colluvium (Unmapped) ....................................................................................6 3.2.4 Santiago Formation (Map Symbol-Tsa) ..............................................................6 3.3 GEOLOGIC STRUCTURE...............................................................................................6 3.4 FAULTING ...............................................................................................................6 3.5 SEISMICITY ............................................................................................................. 7 3.6 GROUND WATER ...................................................................................................... 8 . 3.7 EXPANSION AND SULFATE CONTENT TESTING OF REPRESENTATIVE FINISH GRADE SOILS..............8 4.0 CONCLUSIONS ...................................................................................................... 9 5.0 RECOMMENDATIONS .............................................................. ............................ 11 5.1 ADDITIONAL GEOTECHNICAL INVESTIGATION .................................................................11 5.2 EXCAVATIONS .......................................................................................................11 5.3 FILL PLACEMENT AND COMPACTION ............................................................................. 11 5.4 SLOPE MAINTENANCE GUIDELINES ..............................................................................12 5.5 CONSTRUCTION OBSERVATION AND TESTING..................................................................12 6.0 LIMITATIONS .......... ...........................................................................................13 FIGURES FIGURE 1 - SITE LOCATION MAP - PAGE 2 FIGURE 2- AS-GRADED GEOTECHNICAL MAP - REAR OF TDcr APPENDICES APPENDIX A - REFERENCES APPENDIX B - COMMERCIAL PAD COMPACTION TESTING REPORT BY TESTING ENGINEERS APPENDIX C - GENERAL EARTHWORK AND GRADING SPECIFICATIONS . 4 Leighton 841363-009 . 1.0 INTRODUCTION In accordance with the request and authorization of representatives of the City of Carlsbad, we have performed geologic observation services during the rough grading of the south commercial pad at the Carlsbad Municipal Golf Course located in Carlsbad, California (Figure 1). This as-graded report summarizes our geologic and geotechnical observations, geologic mapping, and the geotechnical conditions encountered during the course of our services for the project. Based on the contract for the development of the Carlsbad Municipal Golf Course, Leighton performed the duties of the geologic/geotechnical consultant of record while Testing Engineers performed the all of the geotechnical services associated with the fill placement and compaction operations. As of this date, the grading activities for the south commercial pad are essentially complete. However, the site is only sheet-graded and will still need to be fine graded in order to construct the future proposed commercial building pad(s), driveways/parking areas, and other anticipate site improvements. In addition, it should be noted that a site specific geotechnical investigation should also be performed for any proposed future development (i.e., the design and construction of buildings and other site improvements) of the site as indicated in Section 5.0. The grading plans for the project, prepared, by P&D Consultants, were utilized as the base map to present the as-graded geologic/geotechnical conditions. The As-Graded Geotechnical Map (Figure 2) is presented at the rear of the text. 1.1 Project Description The Carlsbad Municipal Golf Course is bounded by Palomar Airport Road on the south, Hidden Valley Road and the Grand Pacific Carlsbad Resort on the west, Faraday Avenue on the north, and the Palomar Airport and Business Park on the east in Carlsbad, California. College Boulevard bisects the golf course in an approximately southwest to northeast direction. The subject site (i.e. the south commercial pad) is located on the eastern side of the golf course and north of College Boulevard as indicated on Figure 1. Based on the project grading plans, the proposed grade of commercial pad ranges from approximately 289 feet mean sea level (msl) at the northeast corner of the pad to 297 feet msl along the southern side of the pad. The original topography ranged from approximately 260 feet msl at the northeast corner of the pad to approximately 320 feet msl in the western portion of the pad. S 4 -1- Leighton ef , ky 4 "INR Al ( .r icartslaad Municipal - AV Cz 31. • e 12 ,i.i:-. . J1 I - - I-I UN Ij c *p:a t Ik - :: ? i 'S i. JJI _ 841363-009 0 2.0 SUMMARY OF GRADING AND CONSTRUCTION OPERATIONS The grading operations for the south commercial pad were performed by SEMA Construction between November 2005 and June 2006. The grading operations were geologically observed and documented by Leighton while the fill placement and compaction operations were observed and tested by Testing Engineers (TE, 2007). Documentation related to Testing Engineers' observations and testing is presented in Appendix B of this report. In summary, during the rough grading operations, Testing Engineers' field technicians were on site full-time during the grading operations while a Leighton field and/or project geologist were on site on a periodic basis. Grading of the site included: 1) the removal of potentially compressible desiccated previously placed artificial fill soils, topsoil, colluvium, and weathered formational material; 2) the excavation of a fill slope key; 3) preparation of areas to receive fill; 4) excavation of formational material; and 5) the placement of compacted fill soils. Up to approximately 30 feet of cut was excavated and a maximum of approximately 35 feet of fill was placed within the grading limits of the site. The as- graded geotechnical conditions are presented on the As-Graded Geotechnical Map (Figure 2). 2.1 Site Preparation and Removals Prior to grading, the area was stripped of surface vegetation and debris and disposed of off site. Removals of unsuitable and potentially compressible soils (including desiccated previously placed artificial fill soils [associated with the construction of College Boulevard], topsoil, colluvium, and weathered formational material) were made to competent material. The removals of potentially compressible material were performed in accordance with the recommendations of the project geotechnical report (Appendix A) and geotechnical recommendations made during the course of grading. Specifically, removals of the potentially compressible material included approximately 2 to 10 feet of desiccated fill soils, topsoil, colluvium, and weathered formational material. After the removals were made, the removal bottoms and/or areas flatter than 5:1 (horizontal to vertical) were scarified a minimum of 12 inches. The steeper natural hillsides were benched into competent material as fill was placed. Representative bottom elevations in the removal areas are shown on the As-Graded Geotechnical Map (Figure 2). 2.2 Fill Slope Key Prior to the placement of the fill slope along the northeast and east sides the commercial pad, a fill slope key was constructed. The fill slope key was excavated at least 2 feet into competent formational soil along the toe-of-slope and constructed a minimum of 15 feet wide with the key bottom angled at least 2 percent into-the-slope. . 4 -3- Leighton 841363-009 . 2.3 Fill Placement and Compaction As discussed above, Testing Engineers observed and tested the compacted fill placed during the rough grading operations. A summary of these observations and testing services are presented in the Commercial Pad Compaction Testing Report presented in Appendix B. As recommended in the project geotechnical documents (Appendix A), the fill soils within the south commercial pad were compacted to a minimum 90 percent relative compaction (in accordance with ASTM Test Method D1557). Areas of fill in which field density tests indicated compactions less than the recommended relative compaction or where the soils exhibited nonuniformity or had field moisture contents less than approximately 2 to 3 percent below the laboratory optimum moisture content, were reworked. The reworked areas were recompacted, and re-tested until the recommended minimum 90 percent relative compaction and near-optimum moisture content was achieved. S . 4 -4- Leighton 841363-009 to 3.0 ENGINEERING GEOLOGIC SUMMARY 3.1 As-Graded Geologic Conditions The geologic and/or geotechnical conditions encountered during the rough grading operations were essentially as anticipated. A comprehensive summary of the geologic conditions (including geologic units, geologic structure, and faulting) is presented below. The as-graded geologic conditions are presented on the As-Graded Geotechnical Map (Figure 2). 3.2 Geologic Units The geologic units encountered during the rough grading of the south commercial pad consisted of previously placed artificial fill soils, topsoil, colluvium, and the Santiago Formation. Due to the potentially compressible nature of the desiccated fill soils, topsoil, colluvium, and weathered formational material, these soils were removed to competent material during the rough grading operations. The approximate limits of the as-graded geologic units encountered during the grading operations are presented on the As-Graded Geotechnical Map (Figure 2) and discussed (youngest to oldest) below. 3.2.1 Previously-Placed Artificial Fill (Unmapped) Previously-placed artificial fill associated with the construction of College Boulevard was encountered in the south eastern portion of the site. The upper 1 to 2 feet of the fill was found to be desiccated and was removed prior to the placement of additional fill. 3.2.2 Topsoil (Unmapped) A relatively thin veneer of topsoil was removed from the majority of the site. The topsoil, as encountered, consisted predominately of a brown, damp to moist, loose, sandy clay and minor clayey to silty sand. The topsoil was generally massive, porous, and contained scattered roots and organics. Topsoil removal thicknesses were on the order 1 to 2 feet thick. During the grading operations, the topsoil was observed to have been removed within the limits of grading. . 4 -si. Leighton 841363-009 0) 3.2.3 Colluvium (Unmapped) Colluvium was encountered during the rough grading in the northeast corner of the pad. As encountered, the colluvium consisted of dark brown, moist, loose to stiff, clayey sand, sandy clay, and silty sand. Where encountered, the colluvium was removed to competent material. Up to approximately 7 to 10 feet of colluvium was removed during the rough grading operations. 3.2.4 Santiago Formation (Map Symbol-Tsa) The Tertiary-aged Santiago Formation, as encountered during the rough grading operations, consisted primarily of a massively bedded sandstone with minor interbedded siltstones. The sandstone generally consisted of orange-brown (iron oxide staining) to light brown, damp to moist, dense to very dense, silty very fine to medium grained sandstone. The siltstone interbeds were generally olive-brown, damp to moist, stiff to hard, and occasionally fractured and moderately sheared. 3.3 Geologic Structure The general structure of the formational material appears to be near horizontal. Based on S our geologic mapping during the rough grading operations relative to the south commercial pad, bedding within the Santiago Formation generally exhibited somewhat variable bedding with strikes ranging from northwest to northeast and dips typically 2 to 7 degrees (or less) to the northwest and southwest. Jointing on-site was observed to be very variable, but predominantly trended subparallel to the existing slopes. Jointing dips were found to be generally moderately to steeply dipping. Jointing was mainly encountered in the upper portion of the bedrock becoming less pronounced with depth. 3.4 Faulting Inactive normal faults that offset the Santiago Formation were identified during the project geotechnical investigations (Appendix A). No evidence of any faulting was encountered during the rough grading of the south commercial pad; however, inactive faulting was encountered during the grading of the golf course in areas outside the limits of the commercial pads. S of -6- Leighton 841363-009 q) 3.5 Seismicity Our discussion of the seismicity of the site is prefaced with a discussion of California legislation and state policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years) but that has not been proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as mandated by the Aiquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in 2007. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. Based on our review of the Fault-Rupture Hazard Zones, the site is not located within any Fault-Rupture Hazard Zone as created by the Alquist-Priolo Act (Bryant and Hart, 2007). San Diego, like the rest of southern California, is seismically active as a result of being located near the active margin between the North American and Pacific tectonic plates. The principal source of seismic activity is movement along the northwest-trending regional fault zones such as the San Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose Canyon Fault Zone. The nearest known active fault is the Rose, Canyon Fault Zone, which is located approximately 5.7 miles (9.2 kilometers) west of the site, and has a Site Classification of C based on the 2007 California Building Code (CBC). Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low. Shallow ground rupture due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site. Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, granular soils are susceptible to liquefaction and dynamic settlement. Liquefaction is typified by a loss of shear strength in the affected soil layer, thereby causing the soil to act as a viscous liquid. This effect may be manifested by excessive settlements and sand boils at the ground surface. The fill and formational materials underlying the site are not considered liquefiable due to their fine-grained nature, dense physical characteristics, and unsaturated condition. -7- Leighton 841363-009 40 3.6 Ground Water Ground water was not encountered during the rough grading or retaining wall construction operations and should not be a constraint to future development. However, unanticipated seepage conditions may occur and steps to mitigate the seepage should be made on a case- by-case basis. 3.7 Expansion and Sulfate Content Testing of Representative Finish Grade Soils Expansion potential and soluble sulfate content tests were not performed on representative finish grade soils of the sheet-graded pad. However, we anticipate that the representative finish grade soils have a very low to possibly medium expansion potential and have a negligible to moderate soluble sulfate content per the Uniform Building Code criteria. Additional laboratory testing is recommended to determine the actual expansion potential and soluble sulfate content of the site. S S -8- Leighton 841363-009 4.0 CONCLUSIONS The rough grading for the south commercial pad were performed in general accordance with the project geotechnical reports (Appendix A), geotechnical recommendations made during grading, and the City of Carlsbad requirements. The following is a summary of our conclusions concerning the grading operations. Geotechnical conditions encountered during grading were generally as anticipated. . Site preparation and removals were geotechnically observed. The geologic units encountered during the rough grading of the site consisted of artificial fill, topsoil, colluvium, and the Santiago Formation. Desiccated previously placed artificial fill soils and unsuitable topsoil, colluvium, and weathered formational material were removed to competent material within the limits of grading. The fill slope on the northeast and east sides of the south commercial pad was constructed with a fill slope key. The key was constructed a minimum of 15 feet wide, excavated at least 2 feet into competent material along the toe-of-slope and the bottom inclined 2 percent into the slope. Fill soils were derived from on-site soils. The fills soils were compacted to a minimum 90 percent relative compaction (in accordance with ASTM Test Method D1557). Field density testing indicated that the fill soils were placed and compacted to at least a 90 percent relative compaction (based on ASTM Test Method D1557) and near- optimum moisture contents in accordance with the recommendations of Leighton and Associates and the requirements of the City of Carlsbad. The results of the field density tests performed by Testing Engineers is included in Appendix B. The cut/fill transition condition present on the commercial pad was not mitigated during the grading operations. Cut/fill transition conditions present within the limits of any proposed buildings should be mitigated by the overexcavation of the cut portion of the building pad or by special foundation design. Additional subsurface evaluation will be necessary to identify the location of the cut/fill transition. No evidence of faulting was encountered during the rough grading operations for the south commercial pad. However, minor inactive faults were encountered during the Carlsbad Golf Course grading outside the limits of the commercial pads. . 4 -9- Leighton 841363-009 . Ground water was not encountered during the rough grading operations. Due to the dense nature of the onsite soils, it is our professional opinion that the liquefaction hazard at the site is considered low. The expansion potential of representative finish grade soils of the sheet-graded pad was not tested during site grading. However, very low to possibly medium expansive soils should be anticipated. Further geotechnical investigation should be performed for the future site development, and the representative finish grade soils should be tested to determine the actual expansion potential of the soils. The potential for soluble sulfate attack of the finish grade soils was not tested during site grading. However, negligible to moderate soluble sulfate contents are anticipated. As discussed above, further geotechnical investigation should be performed for the future site development, and the representative finish grade soils should be tested to determine the actual potential for soluble sulfate attack of the soils. It is our opinion that the slopes of the south commercial pad possess a static factor of safety of at least 1.5 to resist deep-seated failure (under normal irrigation/precipitation patterns), provided the recommendations in the project geotechnical reports are incorporated into the post-grading, construction, and post-construction phases of site development. S -10- 4 Leighton 841363-009 5.0 RECOMMENDATIONS 5.1 Additional Geotechnical Investigation We anticipate that future development of the site will consist of site preparation, remedial grading for the mitigation of cut/fill transitions, fine grading, utility trench excavation and backfill, retaining wall backfill, and driveway and parking area pavement section preparation and compaction. Based on the current as-graded condition of the site, we recommend that a site specific geotechnical investigation be performed for any proposed future development. 5.2 Excavations Excavations of the on-site materials may generally be accomplished with conventional heavy-duty earthwork equipment. It is not anticipated that blasting will. be required or that significant quantities of oversized rock (i.e. rock with maximum dimensions greater than 8 inches) will be generated during future grading. However, localized cemented zones within the cut areas may be encountered on the site that may require heavy ripping and/or removal. If oversized rock is encountered, it should be, placed in accordance with the recommendations presented in Appendix C, hauled offsite, or placed in non-structural or landscape areas. 5.3 Fill Placement and Compaction The on-site soils are generally suitable for use as compacted fill provided they are free or organic material, debris, and rock fragments larger than 8 inches in maximum dimension. We do not recommend that high or very high expansive soils be utilized as fill for the building pads or as retaining wall backfill. All fill soils should be brought to 2-percent over the optimum moisture content and compacted in uniform lifts to at least a 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method D1557). The optimum lift thickness. required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed in general accordance with Appendix C, the current City of Carlsbad grading ordinances, sound construction practices, and the geotechnical recommendations presented herein. 4 Leighton 841363-009 5.4 Slope Maintenance Guidelines It is the responsibility of the owner to maintain the slopes, including adequate planting, proper irrigation and maintenance, and repair of faulty irrigation systems. To reduce the potential for erosion and slumping of graded slopes, all slopes should be planted with ground cover, shrubs, and plants that develop dense, deep root structures and require minimal irrigation. Slope planting should be carried out as soon as practical upon completion of grading. Surface-water runoff and standing water at the top-of-slopes should be avoided. Oversteepening of slopes should be avoided during construction activities and landscaping. Maintenance of proper lot drainage, undertaking of property improvements in accordance with sound engineering practices, and proper maintenance of vegetation, including regular slope irrigation, should be performed. Slope irrigation sprinklers should be adjusted to provide maximum uniform coverage with minimal of water usage and overlap. Overwatering and consequent runoff and ground saturation should be avoided. If automatic sprinklers systems are installed, their use must be adjusted to account for rainfall conditions. Trenches excavated on a slope face for any purpose should be properly backfilled and compacted in order to obtain a minimum of 90 percent relative compaction, in accordance with ASTM Test Method D1557. Observation/testing and acceptance by the geotechnical consultant during trench backfill is recommended. A rodent-control program should be established and maintained. Prior to planting, recently graded slopes should be temporarily protected against erosion resulting from rainfall, by the implementing slope protection measures such as polymer covering, jute mesh, etc. 5.5 Construction Observation and Testing Construction observation and testing should be performed by the geotechnical consultant during future grading operations or excavations and foundation or retaining wall construction. Additionally, footing excavations should be observed and moisture determination tests of subgrade soils should be performed by the geotechnical consultant prior to the pouring of concrete. Fine grade and foundation plans should also be reviewed by the geotechnical consultant prior to site development. S . -12- .4 Leighton 841363-009 S 6.0 LIMITATIONS The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. fl . -13- .4 Leighton I P-\DRAFTINGk841363\009\OF_2008-04-10\FIGURE2-SOUTH-COMMERCIAL-PAD.DWG(04-1"84:OO.58PM) Plotted by: btran S 0 841363-009 APPENDIX A . References Bryant, W.A., and Hart E.W., 2007, Special Publication 42, Fault Rupture Hazard Zones in California, Aiquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps, Interim Revision 2007. California Building Standards Commission (CBSC), 2007 California Building Code, Based on 2006 International Building Code. California Geological Survey (CGS) formally California Division of Mines and Geology (CDMG), 1996a, Geologic Maps of the Northwestern Part of San Diego County, California, CDMG Open-File Report 96-02, Plate 1, Geologic Map of the Oceanside, San Luis Rey, and San Marcos 7.5' Quadrangles, San Diego County, California, Scale 1:24,000. 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada, to be used with the 1997 Uniform Building Code, International Conference of Building Officials, dated February 1998. Leighton and Associates, Inc., 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-006, dated February 16, 1998. , Undated, Unpublished In-House Geotechnical Data. P & D Consultants, 2005, Grading Plans for Carlsbad Municipal Golf Course Phase 2, Carlsbad, California, Drawing No. 381-4A, 99 Sheets, dated April 15, 2005. Tan, S.S., and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California: California Division of Mines and Geology, DMG Open-File Report 96- 02, 2 Plates. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, Landslide Hazard Identification Map No. 35, Division of Mines and Geology, Open-File Report No. 95-04. Testing Engineers San Diego, Inc. (TE), 2007, Supplemental Compaction Testing Report, Carlsbad Municipal Golf Course, Carlsbad, California, Contract No. 108078, dated March 19, 2007. A-i S IV 0 S :V ER IT AS I City of Carlsbad March 19, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: Supplemental Compaction Testing Report Project: Commercial Sites Carlsbad - Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA Reference: 1. "Contract Documents and Supplemental Provisions", for Carlsbad Municipal Golf Course Project. Project No. 39721-1 dated June 13, 2005. 2. "Compaction Testing Report, Carlsbad Municipal Golf Course," prepared by Testing Engineers - San Diego, dated July 18, 2006. Dear Mr. Hammann: In accordance with your request, Testing Engineers - San Diego, Inc. (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from November 28, 2005 to January 6, 2006. It should be noted that this report refers to testing performed on two commercial pad areas located on the west end of the site, north and south of College Boulevard. The purpose of this report is to supplement the Compaction Testing Report (see Reference Number 2) that included rough grading for these commercial pads as well as other areas of the golf course. A representative of this office observed rough grading and placement of on-site and import fill soils within the commercial pads. All fill areas were tested in accordance with the project specifications unless otherwise directed by the Geotechnical Engineer of Record (i.e. Leighton and Associates). The approximate site location and features are presented on Figures 1 and 2, respectively. Locations of field density testing are presented on Figure 3. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables 1 and 2, respectively. On site and import material was used as fill for the new development. Fill was placed, compacted and tested for compliance with minimum 90%, and 95% relative compaction based on ASTM D-1557, as applicable. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- Testing Engineers San Diego, Inc. A Bureau Veritas Company Main: (858) 715-5800 7895 Convoy Court, Suite 18 Fae (858715-5810 San Diego, CA 92111 ww'us.bureauverjtas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. I Sincerely, Testing Engineers - San Diego, Inc. A Bureau Veritas Company Nick Tracy, BiT Staff Engineer Van W. Olin, G.E. 25 Principal Geotechnical c.H 00 No. C.)76 No. GE.5 P - - _61/C NT/VO:mm Attachments: Figure 1: Site Location Map Figure 2: Overall Exhibit Drawing Figure 3: Plot Plan Appendix A: Table 1 and Table 2 Distribution: *(4) Addressee * Includes copies for building department submitted S:\engmeer\Geotechnical Files'.Projects\Current Projects\108078_Carlsbad_Municipal_Golfcourse\108078 As graded compaction report-final.doc 01 N un = 1900 ft. NOTE: This figure may contain areas of color. 1E-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. () Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: Site Location Map Project: Carlsbad Municipal Golf Course Drwn: Contract No: NJT 108078 Date: March, 2007 Figure No: Append A S [1 Sample # 9.5 11.0 9.5 13.5 10.5 10.5 13.0 City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Description Density (PCF) Content (%) On-site: Grayish Silty Sand 127.5 Imnort: Mixed Gray Silty Sand 123.5 On-site: Red Brown Clayey Sand 124.0 On-site: Yellowish Brown Silty Sand 114.5 On-site: Greenish Brown Silty Sand 124.5 On-site: Mixed Brown Silty Sand 123.0 On-site: Dark Green & Brown 126.0 Clayey Sand On-site: Brown Silty Sand 128.5 On-site: Tan Clayey Sand 119.0 On-site: Brown Clayey Sand 121.5 On-site: Brown Sandy Clay 124.5 On-site: Yellow Silty Sand 117.0 Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California ITest #J Date Test I Test Location Elev. I (ft) I Moisture I Dry Density (pcf) I Relative Compaction [ Conform I Non-Conform I I Field I Optimum Field (Maximum I Obtained I Required 38 9/23l2005 Plate ZKeyway 252.0 1i.7o 14.7o .1IU.i Ii'+.3 t1070 Z1070 Conform 39 9/28/2005 Plate 2Keyway 256.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 40 912812005 Plate 258.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 41 9/28/2005 Plate 261.0 13.6% 14.5% 110.0 114.5 96% 95% Conform 42 9/28/2005 Plate 260.0 13.6% 11.0% 118.9 124.5 96% 95% Conform 73 10/7/2005 Plate 2 268.0 11.1% 9.5% 124.5 128.0 97% 95% Conform 74 10/7/2005 Plate 282.0 12.3% 11.0% 120.9 127.0 95% 95% Conform 75 10/7/2005 Plate 2 280.0 12.3% 11.0% 120.0 124.5 96% 95% Conform 108 10/19/2005 Plate 2 Bottom Right on Plate 283.0 9.8% 10.5% 118.0 123.0 96% 95% Conform 109 10/19/2005 Bottom Right of Plate 2 282.0 9.8% 10.5% 119.2 123.0 97% 95% Conform 166 11/3/2005 Plate 2 Commercial Pad 284.5 11.1% 10.5% 117.4 123.0 95% 95% Conform 167 11/3/2005 Plate 2 Commercial Pad 285.0 12.3% 10.5% 117.1 123.0 95% 95% Conform 168 11/3/2005 Plate 2 Commercial Pad 287.0 11.1% 10.5% 119.3 123.0 97% 95% Conform 187 11/10/2005 Plate 2 Hole 16 132.5 11.1% 10.5% 115.7 123.0 94% 95% Non-conform 1 188 11/10/2005 Plate Hole 16 134.0 12.3% 14.5% 112.6 114.5 98% 95% Conform 189 11/10/2005 Plate 2 Hole 16 135.0 12.3% 14.5% 112.8 114.5 99% 95% Conform 190 11/10/2005 Plate 2 Hole 16 138.0 12.3% 10.5% 114.6 123.0 93% 95% Non-conform 1 191 11/10/2005 Plate 2 Hole 16 128.0 12.3% 10.5% 114.7 123.0 93% 95% Non-conform 1 192 11/10/2005 Plate 2 Hole 16 126.0 12.3% 14.5% 117.3 123.0 95% 95% Conform 193 11/10/2005 Plate 2 Hole 16 138.0 12.3% 14.5% 115.8 123.0 94% 95% Non comform 1 281 11/23/2005 Plate 2 Central Fill Slope South 154.0 11.1% 14.5% 106.6 114.5 93% 95% Non-conform Side 282 11/23/2005 Plate 2 Central Fill Slope North 154.0 16.3% 14.5% 100.9 114.5 88% 95% Non-conform Side 283 11/23/2005 Retest of #282 154.0 13.6% 14.5% 106.7 114.5 93% 95% Non-conform 284 11/23/2005 Plate 2NE Comer Area ofFill 247.0 17.0% 14.5% 100.5 114.5 88% 95% Non comform Scope West of College 285 11/23/2005 Retest of #284 247.0 16.3% 13.5% 105.0 119.0 88% 95% Non-conform 286 11/23/2005 Plate 2 Lower Commercial Pad 153.0 13.2% 11.0% 118.3 127.0 93% 95% Non-conform 287 11/23/2005 Plate 2 Lower Commercial Pad 152.0 13.8% 11.0% 115.7 127.0 91% 95% Non-conform 288 11/23/2005 Plate 2 Commercial Pad 247.0 13.9% 11.0% 115.2 127.0 91% 95% Non-conform 289 11/23/2005 Plate 2 Commercial Pad 152.0 13.3% 11.0% 120.9. 127.0 95% 95% Conform 290 11/23/2005 Retest of 286, 287, & 288 152.0 12.3% 11.0% 120.3 127.0 95% 95% Non comform 291 11/28/2005 Plate 2 Commercial Pad West 155.0 14.5% 11.0% 121.3 127.0 96% 95% Conform 292 11/28/2005 Plate Commercial Pad West 157.0 13.2% 11.0% 119.2 127.0 94% 95% Non-conform 292A 11/28/2005 Retest #292 137.0 12.4% 11.0% 121.9 127.0 96% 95% Conform 293 11/28/2005 Plate 2 Commercial Pad West 158.0 13.6% 11.0% 117.6 127.0 93% 95% Non-conform S 0 Table 2 W REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California I Test #1 I Test Date I Test Location E iev. I (ft) Moisture I Dry Density (pcf) Relative Compaction i Conform I Non-Conform I Field ( Optimum I Field I Maximum I Obtained I Required 293A 11/28/2005 Retest#293 1ö.0 1.87o 294 11/28/2005 Plate 2 Commercial Pad West 160.0 11.0% 295 11/28/2005 Plate 2 Commercial Pad West 160.0 11.5% 299 11/29/2005 Plate 2 Commercial Pad West 152.0 10.7% 300 11/30/2005 Plate 2 Commercial Pad West 154.0 11.5% 301 11/28/2005 Retest of #285 247.0 10.1% 302 11/28/2005 Plate 2 NE Corner Area of Mail Fill 253.0 12.9% Slope. West Adj. to College Ave. 307 11/29/2005 Plate 2 Commercial Pad West 156.0 10.3% 308 11/29/2005 Plate 2 Commercial Pad West 158.0 9.5% 309 11/29/2005 Plate 2 Commercial Pad West 160.0 10.3% 309A 11/29/2005 Retest of #309 160.0 9.9% 310 11/29/2005 Plate 2 Commercial Pad West 162.0 9.1% 311 11/29/2005 Plate 2 Commercial Pad West 164.0 8.9% 311A 11/29/2005 Plate 2 Commercial Pad West 164.0 10.7% 312 11/29/2005 Plate 2 Commercial Pad West 165.0 11.1% 313 11/29/2005 Plate 2 Commercial Pad West 167.0 11.5% 314 11/29/2005 Plate 2 Commercial Pad West 168.0 9.9% 315 11/29/2005 Plate 2 Commercial Pad West 170.0 12.4% 316 11/29/2005 Plate 2 Commercial Pad West 171.0 12.9% 316A 11/29/2005 Retest of#316 171.0 12.4% 317 11/29/2005 Plate 2 Commercial Pad West 173.0 11.5% 318 11/29/2005 Plate 2 Commercial Pad West 174.0 11.1% 319 11/29/2005 Plate 2 Commercial Pad West 176.0 10.7% 330 11/30/2005 Plate 2 East Area Main Slope Fill 253.0 14.9% 331 11/30/2005 Plate 2 East Area Main Slope Fill 255.0 15.4% 331A 11/30/2005 Plate 2 East Area Main Slope Fill 255.0 13.2% 346 12/1/2005 Plate 2 Commercial Pad East 258.0 11.7% Area 347 12/1/2005 Plate 2 Commercial Pad East 259.0 13.8% Area 348 12/1/2005 Plate 2 Commercial Pad East 260.0 13.0% Area 348A 1211/2005 Retest of #348 260.0 11.8% 11.070 1Z.i I(.0 D70 70 uonrorm 11.0% 121.7 127.0 96% 95% Conform 11.0% 123.1 127.0 97% 95% Conform 9.5% 121.9 127.5 96% 95% Conform 9.5% 121.8 127.5 96% 95% Conform 14.5% 109.3 114.5 95% 95% Conform 13.5% 110.5 119.0 93% 90% Conform 9.5% 124.7 127.5 98% 95% Conform 9.5% 123.2 127.5 97% 95% Conform 9.5% 119.8 127.5 94% 95% Non-conform 9.5% 124.0 127.5 97% 95% Conform 9.5% 124.4 127.5 98% 95% Conform 9.5% 115.6 127.5 91% 95% Non-conform 9.5% 122.1 127.5 96% 95% Conform 10.0% 121.2 126.0 96% 95% Conform 10.0% 122.1 126.0 97% 95% Conform 10.0% 120.1 126.0 95% 95% Conform 11.0% 122.3 127.0 96% 95% Conform 11.0% 119.2 127.0 94% 95% Non-conform 11.0% 121.8 127.0 96% 95% Conform 11.0% 123.2 127.0 97% 95% Conform 11.0% 123.2 127.0 97% 95% Conform 11.0% 122.7 127.0 97% 95% Conform 13.5% 108.0 119.0 91% 90% Conform 13.5% 104.5 119.0 88% 90% Non-conform 13.5% 110.5 119.0 93% 90% Conform 11.0% 113.4 124.5 91% 90% Conform 11.0% 114.2 124.5 92% 90% Conform 11.0% 111.3 127.0 88% 90% Non comform 11.0% 114.5 127.0 90% 90% Conform thIe 2. REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test Test Date I Test Location I Elev. ( (ft) I Moisture I Dry Density (pcf) I Relative Compaction I Conform 1 I Non-Conform Field ( Optimum Field [Maximum I Obtained ( Required 349 121112005 Plate 2 Commercial Pd west 171.0 9.9% 11 .07o ii 9.5 I24. b'Yo Conform 350 12/1/2005 Plate 2 Commercial Pad West 180.0 10.3% 11.0% 121.6 127.0 96% 95% Conform 351 12/1/2005 Plate 2 Commercial Pad West 182.0 11.1% 11.0% 122.5 127.0 96% 95% Conform 352 12/1/2005 Plate 2 Commercial Pad West 184.0 12.4% 11.0% 122.6 127.0 97% 95% Conform 358 12/2/2005 Plate 2 Commercial Pad East 250.0 12.5% 11.0% 115.5 124.5 93% 90% Conform Area 359 12/2/2005 Plate 2 Commercial Pad East 252.0 13.0% 11.0% 116.1 124.5 93% 90% Conform Area 360 12/2/2005 Plate 2 Commercial Pad East 254.0 11.6% 11.0% 115.3 124.5 93% 90% Conform Area 361 12/2/2005 Plate 2 Commercial Pad East 256.0 11.3% 11.0% 121.4 127.0 96% 90% Conform Area 362 12/2/2005 Plate 2 Commercial Pad East 258.0 12.2% 11.0% 119.3 127.0 94% 90% Conform Area 363 12/2/2005 Plate 2 Commercial Pad East 260.0 13.0% 11.0% 114.6 124.5 92% 90% Conform Area 364 12/2/2005 Plate 2 Commercial Pad East 262.0 10.9% 11.0% 115.3 124.5 93% 90% Conform Area 365 12/5/2005 Plate 2 Hole 16 Commercial Pad 196.0 17.3% 14.5% 103.5 114.5 90% 95% Non-conform 366 12/5/2005 Plate 2 Hole 16 Commercial Pad 197.0 17.1% 14.5% 104.5 114.5 91% 95% Non-conform 365A 12/5/2005 Retest of #365 196.0 17.0% 14.5% 109.9 114.5 96% 95% Conform 366A 12/5/2005 Retest of#366 197.0 17.2% 14.5% 111.1 114.5 97% 95% Conform 367 12/5/2005 Plate 2 Hole 16 Commercial Pad 198.0 14.8% 14.5% 104.8 114.5 92% 95% Non-conform 368 12/5/2005 Plate 2 Hole 16 Commercial Pad 198.0 17.6% 14.5% 103.1 114.5 90% 95% Non-conform 367A 12/6/2005 Retest of#367 198.0 14.9% 14.5% 109.9 114.5 96% 95% Conform 368A 12/6/2005 Retest of#368 198.0 15.8% 14.5% 108.8 114.5 95% 95% Conform 369 12/5/2005 Plate 2 East Area Commercial 263.0 13.9% 10.0% 114.0 124.5 92% 90% Conform Pad 370 12/5/2005 Plate 2 East Area Commercial 258.0 16.0% 14.5% 104.8 114.5 92% 90% Conform Pad 373 12/6/2005 Plate 2 Hole 16 Commercial Pad 198.0 16.4% 13.5% 105.8 119.0 89% 95% Non comform 374 12/6/2005 Plate 2 Hole 16 Commercial Pad 198.0 14.7% 13.5% 107.8 119.0 91% 95% Non-conform 373A 12/6/2005 Retest of #373 198.0 15.1% 13.5% 115.4 119.0 97% 95% Conform 0 Table 0 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test #1 Test Date I Test Location I Elev. i (ft) I Moisture I Dry Density (pcf) I Relative Compaction t Conform I I Non-Conform I Field I Optimum I Field I Maximum I Obtained I Required 374A 12/612005 Retest of #374 19.0 14.U'Yo 375 12/6/2005 Plate 2 Hole 16 Commercial Pad 202.0 14.5% 376 12/6/2005 Plate 2 Hole 16 Commercial Pad 202.0 15.1% 377 12/6/2005 Plate 2 Hole 16 Commercial Pad 204.0 153% 380 12/7/2005 Plate 2 Hole 16 Commercial Pad 200.0 13.0% 380A 1217/2005 Retest of #380 200.0 12.8% 381 12/7/2005 Plate 2 Hole 16 Commercial Pad 200.0 10.7% 382 12/7/2005 Plate 2 Hole 16 Commercial Pad 204.0 9.7% 383 1217/2005 Plate 2 Hole 16 Commercial Pad 204.0 10.2% 384 12/7/2005 Plate 2 Hole 16 Commercial Pad 206.0 7.2% 385 12/7/2005 Plate 2 Hole 16 Commercial Pad 206.0 7.9% 388 1217/2005 Plate 2 Hole 16 Commercial Pad 207.0 11.5% 389 12/7/2005 Plate 2 Hole 16 Commercial Pad 208.0 8.9% 390 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 11.2% 391 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 13.9% 392 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 14.1% 393 12/8/2005 Plate 2 Hole 16 Commercial Pad 211.0 12.9% 394 12/8/2005 Plate 2 Hole 16 Commercial Pad 213.0 18.7% 395 12/8/2005 Plate 2 Hole 16 Commercial Pad 213.0 19.1% 396 12/9/2005 Plate 2 Hole 16 Commercial Pad 212.0 18.0% 404 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 14.6% South Side 404A 12/9/2005 Retest of #404 216.0 13.6% 405 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 16.8% South Side 405A 12/9/2005 Retest of #405 216.0 15.4% 406 12/9/2005 Plate 2 Hole 16 Commercial Pad 216.0 12.9% North Side 406A 12/9/2005 Retest of #406 216.0 15.7% 407 12/9/2005 Plate 2 Hole 16 Commercial Pad 217.0 12.3% North Side 408 12/9/2005 Plate 2 Hole 16 Commercial Pad 219.0 11.3% South Side 409 12/9/2005 Plate 2 Hole 16 Commercial Pad 219.0 11.7% North Side lj./o 114.Z 11.0 b% .fo UonTorm 13.5% 115.4 119.0 97% 95% Conform 13.5% 115.4 119.0 97% 95% Conform 13.5% 107.1 119.0 90% 95% Non-conform 13.5% 110.7 119.0 93% 95% Non-conform 13.5% 113.1 119.0 95% 95% Conform 13.5% 117.1 119.0 98% 95% Conform 13.5% 114.2 119.0 96% 95% Conform 13.5% 115.4 119.0 97% 95% Conform 13.5% 114.7 119.0 96% 95% Conform 13.5% 113.1 119.0 95% 95% Conform 13.5% 113.1 119.0 95% 95% Conform 13.5% 116.2 119.0 98% 95% Conform 13.5% 113.1 119.0 95% 95% Conform 14.5% 108.8 114.5 95% 95% Conform 13.5% 114.2 119.0 96% 95% Conform 14.5% 108.8 114.5 95% 95% Conform 13.5% 105.9 119.0 89% 95% Non conform 13.5% 98.7 119.0 83% 95% Non-conform 13.5% 96.0 119.0 81% 95% Non-conform 2 13.5% 103.0 119.0 87% 95% Non-conform 2 13.5% 113.5 119.0 95% 95% Conform 2 14.5% 101.5 114.5 89% 95% Non-conform 14.5% 109.9 114.5 96% 95% Conform 14.5% 102.7 114.5 90% 95% Non-conform 14.5% 108.8 114.5 95% 95% Conform 13.5% 114.2 119.0 96% 95% Conform 13.5% 106.3 119.0 89% 95% Non-conform 13.5% 108.3 119.0 91% 95% Non-conform 0 Table 2 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number. 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California ITest #1 I I Test J Date I I Test Location - Elev. (ft) Moisture J Field Optimum I Dry Density (pcf) ( Relative Compaction I Conform I Non-Confomi f Field Maximum Obtained Required 410 12110I2005 Plate 2 Hole 16 commerctai Pad 219.0 14.67o 13.'7o 10 11.0 f"/o b'/o Non-conform North Side 411 12/10/2005 Plate Hole 16 Commercial Pad 219.0 11.0% 13.5% 105.9 119.0 89% 95% Non-conform South Side 408A 12/10/2005 Retest of#408 219.0 13.9% 13.5% 113.1 119.0 95% 95% Conform 409A 12/1012005 Retest of #409 219.0 14.1% 13.5% 113.1 119.0 95% 95% Conform 410A 12/10/2005 Retest of #410 219.0 12.9% 13.5% 114.2 119.0 96% 95% Conform 411A 12/10/2005 Retest of #411 219.0 11.3% 13.5% 113.1 119.0 95% 95% Conform 412 12/10/2005 Plate 2 Hole 16 Commercial Pad 221.0 12.6% 13.5% 105.1 119.0 88% 90% Non-conform Center & West Edge 412A 12/10/2005 Retest of#412 221.0 17.3% 13.5% 101.9 119.0 86% 90% Non-conform 413 12/10/2005 Plate 2 Hole 16 Commercial Pad 221.0 18.1% 13.5% 102.4 119.0 86% 90% Non-conform South Side 413A 12/10/2005 Retest of #413 221.0 15.6% 13.5% 104.1 119.0 87% 90% Non-conform 412B 12/10/2005 Retest of #412A 221.0 12.1% 13.5% 105.8 119.0 89% 90% Non-conform 412C 12/12/2005 Retest of #41213 221.0 11.1% 13.5% 108.3 119.0 91% 90% Conform 414 12/10/2005 Plate 2 Commercial Pad Center 221.0 15.1% 13.5% 102.9 119.0 86% 90% Non-conform 413B 12/12/2005 Retest of #413A 221.0 14.1% 13.5% 107.1 119.0 90% 90% Conform 415 12/13/2005 Plate 2 Commercial Pad 226.0 14.0% 13.5% 109.5 119.0 92% 90% Conform 414A 12/12/2005 Retest of#414 221.0 14.8% 13.5% 108.3 119.0 91% 90% Conform 416 12/13/2005 Plate 2 Commercial Pad 226.0 14.3% 13.5% 110.7 119.0 93% 90% Conform 417 12/13/2005 Plate 2 Commercial Pad 226.0 14.0% 13.5% 109.5 119.0 92% 90% Conform 418 12/13/2005 Plate 2 Commercial Pad 226:0 14.4% 13.5% 109.5 119.0 92% 90% Conform 431 12/13/2005 Commercial Pad 90% Area Plate 237.0 14.2% 13.5% 109.8 119.0 92% 90% Conform 2 432 12/13/2005 Commercial Pad 90% Area Plate 240.0 13.8% 13.5% 109.1 119.0 92% 90% Conform 4 433 12/14/2005 Plate 2 Commercial Pad 235.0 14.6% 13.5% 108.6 119.0 91% 90% Conform 434 12/14/2005 Plate2CommercialPad 240.0 15.1% 13.5% 110.8 119.0 93% 90% Conform 435 12/14/2005 Plate 2 Commercial Pad 244.0 13.4% 13.5% 109.8 119.0 92% 90% Conform 436 12/14/2005 Plate 2 Commercial Pad 257.0 15.1% 13.5% 110.8 119.0 93% 90% Conform 437 12/14/2005 Plate 2 Commercial Pad 253.0 14.7% 13.5% 107.5 119.0 90% 90% Conform 438 12/14/2005 Plate Commercial Pad 258.0 15.2% 13.5% 109.6 119.0 92% 90% Conform 439 12/15/2005 Commercial Pad Plate 2 260.0 13.4% 11.0% 106.3 123.5 86% 90% Non-conform 440 12/15/2005 Commercial Pad Plate 2 258.0 12.7% 11.0% 109.1 123.5 88% 90% Non-conform 441 12/15/2005 Commercial Pad Plate 2 261.0 12.0% 11.0% 107.2 123.5 87% 90% Non-conform 442 12/15/2005 Retest of #439 260.0 12.7% 11.0% 111.9 123.5 91% 90% Conform n 0 Table 2 0 REPORT OF COMPACTION TEST DATA Print Date: March 12, 2007 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California Test #1 I Test Date Test Location I j Elev. (ft) Moisture I Dry Density (pcf) I Relative Compaction I Confo rm I I Non-Conform Field J Optimum f Field J Maximum I Obtained I Required 443 1211512005 Retest of #440 258.0 12.47o 11.0'Yo 11i.1 12:3.5 92'Vo 90% Contorm 444 12115/2005 Retest of#441 261.0 11.8% 11.0% 111.6 123.5 90% 90% Conform 445 12/15/2005 Commercial Pad Plate 2 262.0 12.6% 13.5% 109.0 119.0 92% 90% Conform 446 12/15/2005 Commercial Pad Plate 2 264.0 14.2% 13.5% 109.8 119.0 92% 90% Conform 447 12115/2005 Commercial Pad Plate 2 263.0 14.6% 13.5% 109.8 119.0 92% 90% Conform 525 1/5/2006 Plate 2 Fairway 5 Repair Slope 276.0 12.2% 13.0% 111.0 119.0 93% 95% Non-conform 526 1/5/2006 Retest of #525 276.0 12.0% 13.0% 113.6 119.0 95% 95% Conform 527 1/5/2006 Plate 2 Fairway 5 Repair Slope 277.0 13.2% 13.0% 114.6 119.0 96% 95% Conform 528 1/5/2006 Plate 2 Fairway 5 Repair Slope 279.0 13.4% 13.0% 109.5 119.0 92% 95% Non comform 529 1/5/2006 Retest of#528 279.0 12.6% 13.0% 113.5 119.0 95% 95% Conform 530 1/5/2006 Plate 2 Fairway Repair Slope 280.0 12.8% 13.0% 115.7 119.0 97% 95% Conform 531 1/5/2006 Plate 2 Fairway 5 Repair Slope 282.0 13.3% 13.0% 114.6 119.0 96% 95% Conform 532 1/6/2006 Plate 2 Fairway 5 Repair Slope 284.0 12.6% 13.0% 114.7 119.0 96% 95% Conform 533 1/6/2006 Plate 2 Fairway 5 Repair Slope 284.0 12.1% 13.0% 113.2 119.0 95% 95% Conform 534 1/6/2006 Plate 2 Fairway 5 Repair Slope 285.0 13.0% 13.0% 114.6 119.0 96% 95% Conform 535 1/6/2006 Plate 2 Fairway 5 Repair Slope 285.0 12.6% 13.0% 114.5 119.0 96% 95% Conform 1 Areas reworked and non-conforming density tests are waived. 2 Density tests approved by Randy Wagner of Leighton and Associates. 3 Relative compaction requirement reduced from 95% to 90% by Leighton and Asso c i a t e s . S C Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 0 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 Genera! 1.1 Intent: These Genera! Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more genera! Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. S 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2of6 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 3030. 1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-07). 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-07). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-07. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. n 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 0 7.0 Trench Backfihls 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to I foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. S S 3030.1094 FILL SLOPE PROJECTED PLANE 1 — TO 1 MAXIMUM FROM V TOE OF SLOPE TO APPROVED GROUND REMOVE EXISTING UNSUITABLE GROUND SURFACE BENCH 'BE MATERIAL 4 TYPICAL) 15 MIN. 2' MIN. LOWEST KEY BENCH DEPTH (KEY) FILL-OVER-CUT SLOPE EXISTING GROUND SURFACE --- - _7 b~TBENCH HEIGHT BENCH (4- TYPICAL) - - - - - 15' MIN. - - -I . LOWEST 2' MINr BENCH KEY (KEY) DEPTH CUT FACE REMOVE UNSUITABLE MATERIAL DESIGN SLOPE PROJECTED PLANE--- 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND SHALL BE CONSTRUCTED PRIOR ,- - TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS// risiir. ö6U'I6 'V SURFACE - - - REMOVE -77 - 0- PAC j UNSUITABLE 1_ MATERIAL ------------ FOR SUBDRAINS SEE LBENCH HEIGHT STANDARD DETAIL C (4' TYPICAL) CUT-OVER-FILL SLOPE OVERBUILD AND TRIM BACK CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT - ] 15' 2' MIN. LOWEST KEY BENCH DEPTH (KEY) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5:1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. GENERAL EARTHWORK AND . .. KEYING AND BENCHING GRADING SPECIFICATIONS . .••. . STANDARD DETAILS A .. FINISH GRADE SLOPE ;21i"iiiii - 3 - - QtPACi'E13 FiLL 1O - 4 MN15 MIN I MIN V OVERSIZE WINDROW -6' MAX -- - * OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. * EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. * BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. - * DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. * WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. GRANULAR MATERIAL TO BE"DETAIL DENSIFIED IN PLACE BY FLOODING OR JETTING. X ------------- JETTED OR FLOODED GRANULAR MATERIAL - TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B N N _-EXISTING GROUND SURFACE REMOVE -------------------------------------- ------------ UNSUITABLE BENCHING MATERIAL SUBDRAIN TRENCH SEE DETAIL BELOW 6" MIN. OVERLAP / CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT"3/FT) WRAPPED •°."° IN FILTER FABRIC FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT)* 6" MIN. COVER 4" MIN. BEDDING " t COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL D FOR PIPE SPECIFICATIONS -PERFORATED 6" 0 MIN. PIPE DESIGN FINISH GRADE 10' MIN. -------------- BACKFILL -:-COMPACTED --------------------------------- ---------------------------------- 0 0 20 MIN. 5' MIN. NONPERFORATED 6"0 MIN. FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) CALTRANS CLASS 2 PERMEABLE ..- OR #2 ROCK (9Fr3/FT) WRAPPED = IN FILTER FABRIC GENERAL EARTHWORK AND CANYON SUBDRAINS GRADING• SPECIFICATIONS STANDARD DETAILS C 15' MIN. - OUTLET PIPES 7'" A " O ICKID flOATfl 100 MAX O.C.HOZONTALLY J__BACK CUT iW MAX U.L. Vt.NIR../ALLT ------------------- \.. -:-:-:-y------' __-SEE SUBDRAIN TRENCH - ::::::::: DETAIL ---------------------------- ------------------------------ ------------------------------ -:--:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:----- ,/ ,- POSSIBLE TO ALLOW .~- 7 SUITABLE OUTLET ,IIIrIIIIliI ' I KEY WIDTH KEY DEPTH NOTED ON GRADING PLANS 12" MIN. OVERLAP (15' MIN.) FROM THE TOP HOC (2' MIN.) RING TIED EVERY 6 FEET CALTRANS CLASS II PERMEABLE OR #2 ROCK (3 FT'3/FT) WRAPPED IN FILTER FABRIC OUTLET PIPE - 57. N. T—CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE 16" MIN. jOVER :-4',ø PERFORATED 1_ PIPE 4" MIN. BEDDING PROVIDE POSITIVE SEAL AT THE JOINT FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION - subdrain collector pipe shall be installed with perforation down or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non—perforated pipe. The subdrain pipe shall have at least 8 perforations uniformly spaced per foot. Perforation shall be 1/4" to 1/2" if drill holes are used. All subdrain pipes shall hove a gradient of at least 2% towards the outlet. SUBDRAIN PIPE - Subdroin pipe shall be ASTM 02751, SDR 23.5 or ASTM 01527, Schedule 40. or ASTM 03034, SDR 23.5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed in a trench no wide than twice the subdrain pipe. Pipe shall be i n soil of SE >/=30 jetted or flooded in place except for the outside 5 feet which shall be native soil backfill. BUTTRESS OR GENERAL EARTHWORK AND REPLACEMENT FILL GRADING SPECIFICATIONS SUBDRAINS STANDARD DETAILS D SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM 01557 RETAINING 6" MIN. • WALL WATERPROOFING -_ OVERLAP FILTER FABRIC ENVELOPE PER ARCHITECTS • o• -:----(MIRAFI 140N OR APPROVED SPECIFICATIONS 0 01 EQUIVALENT)** 1 MIN. 10 4 TO 1-1/2" CLEAN GRAVEL FINISH GRADE o 4' : (MIN.) DIAMETER PERFORATED o -:--PVC PIPE (SCHEDULE 40 OR / I ° EQUIVALENT) WITH PERFORATIONS __ ° ORIENTED DOWN AS DEPICTED - -COMPACTED FILL Ie o MINIMUM 1 PERCENT GRADIENT 0 TO SUITABLE OUTLET 3' MIN. WALL FOOTING — I COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT, COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR 'i—DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL GENERAL EARTHWORK AND GRADING SPECIFICA11ONS DRAINAGE DETAIL STANDARD DETAILS E S 18 0 18 S S ENGINEERING GEOLOGIC REPORT, CARLSBAD MUNICIPAL GOLF COURSE, CARLSBAD, CALIFORNIA Prepared for: CITY OF CARLSBAD do Dudek Engineering and Environmental 1645 South Rancho Santa Fe Road, Suite 202 5 San Marcos, California 92078 Project No. 841363-009 April 10, 2008 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY S Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY April 10, 2008 Project No. 841363-009 To: City of Carlsbad do Dudek Engineering and Environmental 1645 South Rancho Santa Fe Road, Suite 202 San Marcos California 92078 Attention: Mr. George Litzinger Subject: Engineering Geologic Report, Carlsbad Municipal Golf Course, Carlsbad, California In accordance with the request and authorization of representatives of the City of Carlsbad, we have performed geologic observation and documentation services during the rough grading of the Carlsbad Municipal Golf Course project in located in Carlsbad, California. The accompanying report summarizes our engineering geologic observations and the conditions encountered during the rough grading operations for the golf course. The grading operations for the golf course were performed in general accordance with the project geotechnical reports (Appendix A), geologic recommendations made during grading, and the City of Carlsbad requirements. As of the date of this report, the rough grading operations for the golf course are essentially complete. If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. cc CL I ' CERTIFIED 3 -4 .A. ENGINEERING * GEO' 0IST EXRfL/l \1 % P41ZC Distribution: (4) Addressee 0aa Randall K. Wagner, KG 1612 Principal Geologist 3934 Murphy Canyon Road, Suite 8205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 TABLE OF CONTENTS Section Page 1.0 INTRODUCTION............................................................................................................1 1.1 PROJECT DESCRIPTION...............................................................................................1 2.0 SUMMARY OF GRADING AND CONSTRUCTION OPERATIONS..........................................3 2.1 SITE PREPARATION AND REMOVALS WiTHIN STRUCTURAL AREAS............................................3 2.2 FILL SLOPE KEYS ......................................................................................................4 2.3 STABILITY FILLS ....................................................................................................... 4 2.4 FILL PLACEMENT AND COMPACTION .................................................................. ................4 2.5 SUBDRAINS.............................................................................................................5 3.0 ENGINEERING GEOLOGIC SUMMARY ..............................................................................6 3.1 AS-GRADED GEOLOGIC CONDITIONS ..............................................................................6 3.2 GEOLOGIC UNITS......................................................................................................6 3.2.1 Previously-Placed Artificial Fill (Map Symbol-Af) ................................................... 6 3.2.2 Topsoil (Unmapped)........................................................................................6 3.2.3 Colluvium (Unmapped) ....................................................................................6 3.2.4 Alluvium (Map Symbol-Qal) ..............................................................................7 3.2.5 Quaternary Terrace Deposits (Map Symbol-Qt) ................................................... 7 3.2.6 Santiago Formation (Map Symbol-Tsa) ..............................................................7 3.2.6 Santiago Peak Volcanics (Map Symbol-Jsp) ........................................................7 3.3 GEOLOGIC STRUCTURE ................................................................................................7 3.4 LANDSLIDES AND SURFICIAL FAILURES...........................................................................8 3.5 FAULTING ................................................................................................................ 8 3.6 GROUND WATER ...................................................................................................... 8 4.0 CONCLUSIONS .............................................................................................................9 5.0 RECOMMENDATIONS...................................................................................................10 5.1 SUBDRAIN OUTLET MAINTENANCE...............................................................................10 5.2 SLOPE MAINTENANCE GUIDELINES ..............................................................................10 6.0 LIMITATIONS .............................................................................................................11 FIGURES FIGURE 1 - SITE LOCATION MAP - PAGE 2 FIGURE 2- GEOLOGIC MAP - REAR OF IDa FIGURE 3- REMEDIAL GRADING MAP - REAR OF TDcr Flu, V 4 01100:4 APPENDIX A - REFERENCES . .4 Leighton 841363-009 . 1.0 INTRODUCTION In accordance with the request and authorization of representatives of the City of Carlsbad, we have performed geologic observation and documentation services during the rough grading of the Carlsbad Municipal Golf Course located in Carlsbad, California (Figure 1). This as-graded report summarizes our geologic observations, mapping, and the geologic conditions encountered during the course of our services for the project. Based on the contract for the development of the Carlsbad Municipal Golf Course, Leighton performed the duties of the geologic consultant of record while Testing Engineers performed the all of the geotechnical services associated with the fill placement and compaction operations. As of this date, the grading activities for the golf course are essentially complete. The grading plans for the project, prepared by P&D Consultants, were utilized as the base map to present the as- graded geologic conditions (Figure 2) and the remedial grading conditions (Figure 3). Figures 2 and 3 are presented at the rear of the text. 1.1 Project Description The Carlsbad Municipal Golf Course is bounded by Palomar Airport Road on the south, Hidden Valley Road and the Grand Pacific Carlsbad Resort on the west, Faraday Avenue on the north, and the Palomar Airport and Business Park on the east. College Boulevard . bisects the golf course in an approximately southwest to northeast direction. Development of the site included a 18-hole golf course and associated improvements including a clubhouse and restaurant, parking area, driving range, two lakes, five pedestrian bridges, a maintenance facility, two restroom facilities out on the golf course, underground utility lines, concrete cart paths, retaining walls, and landscaping. S Leighton : . 4&i - . tLC4 J ' t ? - . 2P 1p 4f I - - : - 1 Fla IN Crtbad Municipal - ourse Gotf . .. -. . '.-. 5' * 841363-009 2.0 SUMMARY OF GRADING AND CONSTRUCTION OPERATIONS S The rough grading operations for the golf course were performed by SEMA Construction between November 2005 and June 2006. The geologic aspects of the grading operations were observed and documented by Leighton while the fill placement and compaction operations were observed and tested by Testing Engineers. In summary, Testing Engineers' field technicians were on site full-time during the fill placement and compaction operations, while a Leighton field and/or project geologist was on-site on a periodic basis during the remedial grading operations. Rough grading of the site included: 1) the complete removal of potentially compressible surficial soils within the limits of the structural fills placed on the site; 2) the partial removal of potentially compressible surficial soils beneath proposed 2:1 (horizontal to vertical) slopes and some of the storm drain systems within the golf course fairways; 3) the excavation of fill slope keys; 3) preparation of areas to receive fill; 4) excavation of formational material; and 5) the placement of compacted fill soils. The as-graded geologic conditions are presented on the Geologic Map (Figure 2) and the Remedial Grading Map (Figure 3). 2.1 Site Preparation and Removals within Structural Areas Prior to grading within the limits of the golf course, the areas were stripped of surface vegetation and debris and disposed of off site. Removals of unsuitable and potentially . compressible soils (including desiccated previously placed artificial fill soils, topsoil, colluvium, alluvium, and weathered formational material) were made to competent material within the limits of structural areas. Structural areas included the clubhouse building complex, the maintenance facility, on-site restrooms, the lakes adjacent to Holes 2/7 and the Driving Range and Hole 18, the relatively level pad and the fill slopes of the commercial pads along College Boulevard, parking areas (including the overflow parking area west of the clubhouse parking area), bridge abutments, and storm drain systems associated with the adjacent roadways (i.e. College Boulevard and Faraday Avenue). The removals of potentially compressible material were performed in accordance with the recommendations of the project geotechnical report (Appendix A) and the geotechnical recommendations made during the course of grading. Specifically, removals of the potentially compressible material included approximately 2 to 20+ feet of desiccated fill soils, topsoil, colluvium, alluvium, and weathered formational material. Where shallow groundwater was encountered beneath the structural storm drain systems, the removals were made to within approximately 2 feet of the ground water table. Beneath the bridge abutments of Bridges B (east side), C, and D, removals were made to with approximately 2 feet of the ground water table and a stabilization fabric placed prior to the placement of fill. 4 . 3 Leighton 841363-009 After the removals were made, the removal bottoms and/or areas flatter than 5:1 (horizontal to vertical) were scarified a minimum of 6 to 12 inches. The steeper natural hillsides were benched into competent material as fill was placed. 2.2 Fill Slope Keys Prior to the placement of the fill slopes above natural and/or cut areas associated with structural areas, a fill slope key was constructed. The fill slope keys were excavated at least 2 feet into competent formational soil along the toe-of-slope and constructed a minimum of 15 feet wide with the key bottom angled at least 2 percent into-the-slope. Fill slopes with 2:1 (horizontal to vertical) inclinations above natural areas within the golf course were excavated a minimum of 5 feet in depth, constructed a minimum of 15 feet wide with the key bottom angled at least 2 percent into-the-slope. 2.3 Stability Fills Based on our geotechnical analysis during the pregrading phase of site development, recommendations were made to replace two proposed cut slopes with stability fills due to the presence of adverse geologic conditions that were exposed in the slope faces (Leighton, 1998 and 2000c). As recommended, the stability fills were constructed on the north side of Fairway No. 2 and on the north side of the tee box area of Hole No. 7 (as indicated on . Figure 3). Both of the stability fill keys were constructed a minimum of 30 feet wide with the bottoms angled a minimum of 2 percent into the slope. The stability fill key on the north side of Hole No. 2 was excavated to an approximate elevation of 150 feet mean sea level (msl) on the west side and 180 feet msl on the east side. The stability fill key on the north side of Hole No. 7 was excavated to an elevation of 130 feet msl. Both of the stability fill key bottoms were excavated at least 5 feet below the adverse clay seam. Prior to the placement of fill, a subdrain was installed along the bottom of the stability fill backcut and outletted into the on-site storm drain system. 2.4 Fill Placement and Compaction As discussed above, Testing Engineers observed and tested the compacted fill placed during the rough grading operations. The as-graded/compaction reports relative to the fill placement and compaction operations prepared by Testing Engineers are listed in Appendix A. As recommended in the project geotechnical documents (Appendix A), we understand that the fill soils within the limits of the commercial pads, beneath 2:1 fill slopes within the golf course, and the fill beneath the storm drain systems associated with the adjacent roadways were compacted to a minimum 90 percent relative compaction while the structural fills and the large fill slope north of the northern commercial pad were compacted to a minimum 95 percent relative compaction (in accordance with ASTM Test Method S Leighton 841363-009 D1557). We also understand that the fills associated with the golf course were compacted to a minimum 85 percent relative compaction (in accordance with ASTM Test Method D1557). 2.5 Subdrains Subdrains were installed along the heel of the stability fills and along the base of significant canyon fills. The approximate locations of these drains are shown on the Remedial Grading Map (Figure 3). Stability and canyon subdrains consisted of 4-inch and 6-inch diameter perforated pipe surrounded by '/4 inch gravel wrapped with filter fabric. The existing subdrain outlet locations along Faraday Avenue, that were installed during the construction of Faraday Avenue, were located and extended through the golf course and outletted either into the golf course storm drain systems or along the toe-of-slopes located on the south side of Holes 12 and 15. . 4 5 Leighton 841363-009 3.0 ENGINEERING GEOLOGIC SUMMARY 3.1 As-Graded Geologic Conditions The geologic conditions encountered during the rough grading operations were essentially as anticipated. A comprehensive summary of the geologic conditions (including geologic units, geologic structure, and faulting) is presented below. The as-graded geologic conditions are presented on the Geologic Map (Figure 2). 3.2 Geologic Units The geologic units encountered during the rough grading of the golf course consisted of previously placed artificial fill soils, topsoil, colluvium, alluvium, Terrace Deposits, and the Santiago Formation and Santiago Peak Volcanics. The approximate limits of the as-graded geologic units encountered during the grading operations are presented on the Geologic Map (Figure 2) and discussed (youngest to oldest) below. 3.2.1 Previously-Placed Artificial Fill (Map Symbol-AD Previously-placed artificial fill associated with the construction of the adjacent roadways (including College Boulevard, Palomar Airport Road, Faraday Avenue, Hidden Valley Road, and Palomar Oaks Way) and the commercial developments were encountered in numerous places on the site. The significant fill areas are shown on Figure 2. These existing fill soils generally consisted of silty to clayey sands that were moderately dense to dense. 3.2.2 Topsoil (Unmapped) A relatively thin veneer of topsoil was encountered across the majority of the site. The topsoil, as encountered, consisted predominately of a brown, damp to moist, loose, sandy clay and minor clayey to silty sand. The topsoil was generally massive, porous, and contained scattered roots and organics. 3.2.3 Colluvium (Unmapped) Colluvium was encountered during the rough grading in the upper portions of the on-site tributary canyons and on the lower flanks of the hillsides. As encountered, the colluvium consisted of dark brown, moist, loose to stiff, clayey sand, sandy clay, and silty sand. S .4 6 Leighton 841363-009 0 3.2.4 Alluvium (Map Symbol-Qal) Alluvium was encountered in the main canyons on the site as shown on the Geologic Map (Figure 2). Where encountered, the Quaternary-aged alluvium generally consisted of light to dark brown, moist, loose to medium dense, porous, clayey to silty, fine to medium sand. Abundant roots and root casts were also visible within this unit. 3.2.5 Quaternary Terrace Deposits (Map Symbol-pt) Quaternary-aged terrace deposits were encountered in the western portion of the site. As encountered, the terrace deposits consisted of orange to red brown, damp to moist, medium dense, silty fine- to medium-grained sand. The upper portion of the terrace deposits (generally the upper 1 to 3 feet) was found to be moderately weathered and porous. 3.2.6 Santiago Formation (Map Symbol-Tsa) The Tertiary-aged Santiago Formation, as encountered during the rough grading operations, consisted primarily of a massively bedded sandstone with minor . interbedded siltstones. The sandstone generally consisted of orange-brown (iron oxide staining) to light brown, damp to moist, dense to very dense, silty very fine to medium grained sandstone. The siltstone interbeds were generally olive-brown, damp to moist, stiff to hard, and occasionally fractured and moderately sheared. 3.2.7 Santiago Peak Volcanics (Map Symbol-Jsp) The Jurassic-aged Santiago Peak Volcanics was encountered in the easternmost portion of the subject site. As encountered during the grading operations, the weathered rock was typically light to dark red-brown in color. Weathering of this unit is generally controlled by fractures and jointing, which are typically at right angles. We observed that the uppermost portion of the unit was generally moderately to highly fractured (with fracture spacing on the order of 2 to 10 inches) with a moderate to high amount of fines generated during the removals. 3.3 Geologic Structure The general structure of the formational material appears to be near horizontal. Based on our geologic mapping during the rough grading operations, bedding within the Santiago 7 Leighton 841363-009 Formation generally exhibited somewhat variable bedding with strikes ranging from northwest to northeast and dips typically 2 to 7 degrees (or less) to the northwest and southwest. Jointing on-site was observed to be very variable, but predominantly trended subparallel to the existing slopes. Jointing dips were found to be generally moderately to steeply dipping. Jointing was mainly encountered in the upper portion of the bedrock becoming less pronounced with depth. 3.4 Landslides and Surficial Failures Based on our review of the project geotechnical documents (Appendix A) and our geologic mapping during rough grading operations, there were no indication of landslides or other surficial failures within the limits of site grading. 3.5 Faulting Inactive Miocene-aged normal faults that offset the Santiago Formation were identified during site grading and our previous investigations (Appendix A). These faults are attributed to Miocene extension and are not believed to present a significant constraint to the project. The approximate location of these faults are shown on the Geologic Map (Figure 2) No evidence of active faulting was encountered nor anticipated during the rough grading operations at the site. No evidence of any surface faulting was observed during the grading operations on site or during a review of pertinent aerial photographs. 3.6 Ground Water Ground water was encountered during the rough grading operations in the main canyon in the northern portion of the site. In general, the ground water in this area was encountered at a depth of approximately 5 to 15 feet below the existing ground surface. The groundwater condition is anticipated to be a perched condition within the alluvial soils in the canyon. Ground water seepage conditions were also observed in the general vicinity of Fairways No. 2 and 7. Recommendations to mitigate these seepage conditions were made (Leighton, 2006e and 2006g) and the measures incorporated into the construction of the golf course. Groundwater does not appear to be a significant constraint to the proposed development provided the existing subdrain systems are maintained. Areas of additional localized seepage may occur after periods of heavy rainfall or excessive irrigation of upsiope areas. If areas of additional seepage are noted, the areas should be evaluated and recommendations made by a geotechnical consultant. 8 Leighton 841363-009 4.0 CONCLUSIONS The rough grading of the golf course was performed in general accordance with the project geotechnical reports (Appendix A), geotechnical recommendations made during grading, and the City of Carlsbad requirements. The following is a summary of our conclusions concerning the grading operations. Geotechnical conditions encountered during grading were generally as anticipated. . Site preparation and removals were geotechnically observed. The geologic units encountered during the rough grading of the site consisted of artificial fill, topsoil, colluvium, alluvium, terrace deposits, and the Santiago Formation and Santiago Peak Volcanics. Unsuitable and/or potentially compressible desiccated artificial fill, topsoil, colluvium, alluvium, and weathered formational material were removed to competent material within the limits of structural fill areas. Partial removals (generally to a maximum depth of 5 feet) were made beneath the 2:1 fills slopes of the golf course and below the golf course storm drain systems. The fill slopes of the structural areas and fill slopes adjacent to the commercial pads, . and the 2:1 (horizontal to vertical) fill slopes above natural areas were constructed with fill slope keys. The keys were constructed a minimum of 15 feet wide, excavated at least 5 feet deep or at least 2 feet into competent material along the toe-of-slope (within the structural areas) and the bottom inclined 2 percent into the slope. Fill soils were placed and compacted under the observation of Testing Engineers (Appendix A). No evidence of active faulting was encountered during the rough grading operations for golf course. However, minor inactive faults were encountered and shown on Figure 2. Perched ground water was encountered in the main canyon in the northern portion of the site. Groundwater seepage was also encountered in the vicinity of Fairways No. 2 and 4 (Leighton, 2006e and 2006g). Measures were made to mitigate the seepage conditions during grading. 4 S 9 Leighton 841363-009 5.0 RECOMMENDATIONS 5.1 Subdrain Outlet Maintenance The approximate location of the subdrains and subdrain outlets constructed during the rough grading operations are identified on the Remedial Grading Map (Figure 3). All subdrain outlets should be periodically cleared of soil cover or other potential blockage that may have occurred since initial subdrain construction. In open space areas, it is recommended that the Property Owner or Management Company further maintain these outlets, as well as any retaining wall drainage outlets to prevent future blockage. 5.2 Slope Maintenance Guidelines It is the responsibility of the owner to maintain the slopes, including adequate planting, proper irrigation and maintenance, and repair of faulty irrigation systems. To reduce the potential for erosion and slumping of graded slopes, all slopes should be planted with ground cover, shrubs, and plants that develop dense, deep root structures and require minimal irrigation. Slope planting should be carried out as soon as practical upon completion of grading. Surface-water runoff and standing water at the top-of-slopes should be avoided. Oversteepening of slopes should be avoided during construction activities and landscaping. Maintenance of proper lot drainage, undertaking of property improvements in accordance with sound engineering practices, and proper maintenance of vegetation, including regular slope irrigation, should be performed. Slope irrigation sprinklers should be adjusted to provide maximum uniform coverage with minimal of water usage and overlap. Overwatering and consequent runoff and ground saturation should be avoided. If automatic sprinklers systems are installed, their use must be adjusted to account for rainfall conditions. Trenches excavated on a slope face for any purpose should be properly backfilled and compacted in order to obtain a minimum of 90 percent relative compaction, in accordance with ASTM Test Method D1557. Observation/testing and acceptance by the geotechnical consultant during trench backfill is recommended. A rodent-control program should be established and maintained. Prior to planting, recently graded slopes should be temporarily protected against erosion resulting from rainfall, by the implementing slope protection measures such as polymer covering, jute mesh, etc. S 4 10 Leighton 841363-009 6.0 UM1TATIONS The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. 11 Leighton S M 841363-009 APPENDIX A References Leighton and Associates, Inc., 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998. -, 2000a, Response to Review Comments by City of Carlsbad Planning Department, Carlsbad Municipal Golf Course, Carlsbad, California, Project No 4831363-006, dated February 12, 2000. 2000b, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000. 2000c, Remedial Grading Plan, Carlsbad Municipal Golf Course, Carlsbad, California, Plates 1 through 3, Project No. 4831363-006, dated July 21, 2000. 2000d, Remedial Quantity Estimate and Supplemental Recommendations, Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated August 4, 2000. . , 2005a, Supplemental Geotechnical Investigation, Proposed Golf Cart Bridges at the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 600488- 001, dated January 18, 2005. -, 2005b, Addendum to Supplemental Geotechnical Investigation, Proposed Golf Cart Bridges at the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 600488-001, dated February 22, 2005. 2005c, Geotechnical As-Graded Completion Letter of Rough and Fine Grading, Clubhouse Facility and Maintenance Building Pads, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated October 31, 2005. , 2005d, Geotechnical Remedial Grading Maps, 5 Sheets, dated September 13, 2005, revised November 7, 2005. 2005e, Revised Buttress Design in Vicinity of Cross Sections A-A' and B-B', North Side of Hole No. 2, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated November 14, 2005. 2005f, Geotechnical Review of the Golf Course Buildings, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 843163-009, dated November 15, 2005. S A-i 841363-009 S APPENDIX A (continued) 2005g, Addendum Geotechnical Foundation Recommendations Concerning the Clubhouse Facility, Maintenance Building, Comfort Stations, and Half-Way House, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated December 13, 2005. -, 2006a, Pavement Section Design Recommendations for the Clubhouse Parking Lot, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated January 17, 2006. -, 2006b, Addendum Bridge Remedial Grading Recommendations, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated January 19, 2006. 2006c, Pavement Section Design Recommendations for the Maintenance Facility, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated March 29, 2006. 2006d, Revised Bridge Foundation Recommendations, Bridges B, C, D, and E, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated June 1, 2006. 2006e, Ground Water Seepage Mitigation and Subdrain Recommendations, Lake South of Hole 2, Carlsbad Golf Course, Carlsbad, California, Project No. 841363-009, dated August 3, 2006. -, 2006f, Geotechnical Boring Completion Report, Well/Boring Permit No. LM0N103868, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated October 10, 2006. 2006g, Ground Water Seepage Mitigation and Subdrain Recommendations, North of Fairway of Hole No. 7, Carlsbad Municipal Golf Course, Carlsbad, California Project No. 841363-009, dated November 16, 2006. 2008a, As-Graded Report of Rough Grading for the North Commercial Pad and Construction of the Criblock Retaining Wall, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated February 28, 2008. 2008b, As-Graded Report of Rough Grading, South Commercial Pad, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated April 8, 2008. A-2 841363-009 APPENDIX A (continued) Undated, Unpublished In-House Geotechnical Data. P & D Consultants, 2005, Grading Plans for Carlsbad Municipal Golf Course Phase 2, Carlsbad, California, Drawing No. 3814A, 99 Sheets, dated April 15, 2005. Testing Engineers - U.S. Laboratories, 2005, As-Graded Compaction Report of Clubhouse, Maintenance Facility, and On-Course Restroom, Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated November 3, 2005. -, 2006a, Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated May 2, 2006. 2006b, Compaction Testing Report, Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated June 18, 2006. 2007a, Compaction Testing Report (Utilities), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated June 5, 2007. 2007b, Compaction Testing Report (Retaining Wall), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated June 6, 2007. 2007c, Compaction Testing Report (Flatwork), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated June 7, 2007. 2007d, Compaction Testing Report (Off-Site), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated June 8, 2007. -, 2007e, Compaction Testing Report (Sidewalk Subgrade), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated June 26, 2007. 2007f, Compaction Testing Report (Cart Paths), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated October 11, 2007. A-3 841363-009 is APPENDIX A (continued) 2007g, Compaction Testing Report (Bridge), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated October 22, 2007. 2007h, Compaction Testing Report (Wet Well and Irrigation Vault Pad), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated October 24, 2007. 2007i, Carlsbad Municipal Golf Course, Contract No. 108078, dated October 25, 2007. 2007j, Compaction Testing Report (Waterlines), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated October 26, 2007. 2007k, Compaction Testing Report (Storm Drain), Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, CA, Contract No. 108078, dated October 29, 2007. S S A-4 \ - p,- L •• :ç -- ' - - - .-. -- •,-'•'-' - -. (. 4'.'' '-t"•' '- - 61 t I 't1U )-9J : ;• • ',: - .•.- •• TABLE OF CONTENTS 0 TABLE OF CONTENTS 0 0 0 Carlsbad Municipal Golf Course Geotechnical Documents Related to: Contract 2: Golf Course Construction Table of Contents Tab No. Date Title January 19, 2006 Addendum Bridge Remedial Grading Recommendations by LEIGHTON May 2, 2006 As-Graded Compaction Report of Bridge A West Side by TESTING ENGINEERS June 1, 2006 Revised Bridge Foundation Recommendations for Bridges B through E by LEIGHTON July 2006 Daily Field Reports and Footing Observations during Bridge Foundation Construction by LEIGHTON July 2006 Daily Field Reports and Pile Footing Observations during Bridge A Construction Operations by LEIGHTON August 2006 Daily Field Reports and Pile Footing Observations during Bridge B Construction Operations by LEIGHTON August 2006 Daily Field Reports and Pile Footing Observations during Bridge C Construction Operations by LEIGHTON August 3, 2006 Ground Water Seepage Mitigation and Subdrain Recommendations Lake South of Hole No. 2 by LEIGHTON October 10, 2006 Geotechnical Boring Completion Report by LEIGHTON November 16, 2006 Ground Water Seepage Mitigation and Subdrain Recommendations North of Hole No. 7 Fairway by LEIGHTON June 5, 2007 Compaction Testing Report of Utilities by TESTING ENGINEERS 0 Geotechnical Documents Related to: Contract 2: Golf Course Construction Table of Contents (continued) Tab No. Date June 8, 2007 October 11, 2007 October 22, 2007 October 24, 2007 Title Compaction Testing Report of Off-Site Improvements by TESTING ENGINEERS Compaction Testing Report of Cart Paths by TESTING ENGINEERS Compaction Testing Report of Bridge A Embankment Fills by TESTING ENGINEERS Compaction Testing Report of Wet Well and Irrigation Vault Pad by TESTING ENGINEERS S 0 S fl -1 n Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY January 19, 2006 Project No. 841363-009 To: City of Carlsbad 1645 South Rancho Santa Fe Road, Suite 202 Sari Marcos, California 92078 Attention: Mr. George Litzinger Subject: Addendum Bridge Remedial Grading Recommendations, Carlsbad Municipal Golf Course Bridge, Carlsbad, California References: Leighton & Associates, 1998, Carlsbad Golf Course Bridge, Carlsbad, California, Project No. 841363-006, dated February 3, 1998 , 2005a, Supplemental Geotechnical Investigation, Proposed Golf Cart Bridges at the Proposed Carlsbad Municipal Golf Course Bridges, Carlsbad, California, Project No. 600488-001, dated January 18, 2005 2005b, Addendum to Supplemental Geotechnical Investigation, Proposed Golf Cart Bridges at the Proposed Carlsbad Municipal Golf Course Bridges, Carlsbad, California, Project No. 600488-001, dated February 22, 2005 P and D Consultants, Inc, 2005, Grading Plans for: Carlsbad Municipal Golf Course, Drawing No. 3814A, Sheets37, 38, 39, 53, 55, 60, 62, 66, 68, 72, and 74, dated April 15, 2005 Introduction In accordance with the request of representatives of the City of Carlsbad, Leighton and Associates, Inc. (Leighton) has been on-site performing geotechnical observation and documentation services as the geotechnical consultant of record for the Carlsbad Municipal Golf Course located in Carlsbad, California. This report presents our addendum remedial grading recommendations based on the current conditions relative to the proposed bridge foundations at the Carlsbad Municipal Golf Course. 3934 Murphy Canyon Road, Suite B205 a San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 Based on our review of the Carlsbad Municipal Golf Course Grading Plans (P & D, 2005), a total of five bridges are proposed at the site. The bridges and the locations are identified as follows: Bridge Name Bridge A/College Avenue Golf Cart Overcrossing Bridge B/Farm Bridge Bridge C/East Bridge Bridge D/15th Hole Bridge Bridge E/Gorge Bridge Bridge Location Between Holes Nos. 1/8 and 2/7 Between Hole Nos. 11 and 12 Between Hole Nos. 13 and 14 East Side of Hole No. 15 Between Hole Nos. 15 and 16 In December 2005, a representative of Leighton geotechnically observed the proposed location of each of the five bridge foundations and bents at the site. Prior to the site reconnaissance, the project surveyor surveyed the edges of each of the abutments and bents and staked the locations. Based on the existing geologic conditions at the abutment and bent locations, this letter provides our addendum geotechnical recommendations relative to the remedial grading of the bridge foundation abutments and bents. Addendum Remedial Grading Recommendations Bridge A/College Avenue Golf Cart Overcrossing Findings and Conclusions: Bridge A, which was previously also known as the College Avenue Golf Cart Overcrossing, consists of an abutment and bent on each side. Based on our site reconnaissance, the western foundation of the bridge will be located on a relatively level area while the eastern foundation will be located on an existing cut slope. The western foundation (Abutment No. 1 and Bent No. 2) will be underlain by colluvium (on the order of 10 to 15 feet thick). The eastern foundation abutment (Abutment No. 4) will be founded on topsoil (on the order to 1 to 3 feet thick) while the eastern bent (Bent No. 3) will be founded on formational material. Our review of the bridge grading plans (P & D, 2005) indicates that the western foundation (Abutment No.1 and Bent No. 2) will be constructed on piles while the eastern foundation (Abutment No.4 and Bent No. 3) will be constructed on spread footings that will be founded on formational material. The original design of the western foundation (Leighton, 2005a) appeared to assume that relatively deep alluviumlcolluvium and a possibly a shallow groundwater condition would be encountered beneath the proposed foundation. Based on our observations and geologic mapping during the excavation of the fill slope key in the general vicinity, relatively shallow colluvial soils, as well as, no indication of a shallow ground water elevation were encountered. -2- Leighton 841363-009 Recommendations: In order to provide a competent base for the western bridge foundation and the golf cart path embankment fill, we recommend that the colluvium be completely removed to formational material beneath and to a distance of at least 10 feet outside the toe of the golf cart path embankment and/or bridge abutment and bent. After the removals are made and documented by the geotechnical consultant, compacted fill consisting of very low to low expansive soils should be placed and compacted to a minimum relative compaction f 95 percent (based on ASTM Test Method D1557). The elevation of the top of the formational material should be surveyed by the project surveyor and provided to the bridge construction contractor so that the appropriate pile lengths can be manufactured. With respect to the eastern foundation, we recommend that the topsoil be removed to competent formation material and replaced with 95 percent compacted fill beneath and to a distance of at least 5 feet outside the limits of the eastern foundation. The bottom of the removal should be relatively level to minimize potential slope instability issues. Bridge B/Farm Bridge Findings and Conclusions: Bridge B will cross the main drainage channel located south of Faraday Avenue. The bridge foundation will consist of abutments at each end and two piers in the middle of the bridge. Based on our site reconnaissance, the western foundation of the bridge (Abutment No. 1) will be located on formational material area while the piers (Piers Nos. 2 and 3) and the eastern foundation (Abutment No. 4) will be located on relatively deep alluvium (on the order of 40 to 60 feet deep). Our site reconnaissance also indicated that surface water in the drainage is at or within a few feet of the existing ground surface in the vicinity of Piers Nos. 2 and 3 and is anticipated to be within 5 feet of the ground surface in the vicinity of the eastern foundation (i. e. Abutment No. 4). Observations of the existing high-pressure gas main location monuments that are present over the top of the gas main and the Pier No. 3 survey stake locations indicate that Pier No. 3 will be located within 1 to 3 feet of the gas main. Review of the bridge grading plans (P & D, 2005) indicates that the edge of the SDG&E easement is located approximately where the gas main location monuments are present indicating that either: 1) the location of the gas main on the plans is incorrect; 2) the gas main location as indicated in the field is incorrect; or 3) the surveyed location of Pier No. 3 is wrong. Recommendations: Since it appears that the western foundation will be founded on formational material no remedial grading will be needed in this area. Due to the very shallow ground water in the vicinity of Piers No. 2 and 3, remedial grading for the pier foundations will also not be required. As indicated above, Pier No. 3 appears to be located approximately 1 to 3 feet from the existing high-pressure gas main (as indicated in the field) but the location of the gas main -3- Leighton 841363-009 on the grading plans is approximately 10 feet from Pier No. 3. We recommend that the actual location of the gas main be determined in the field. Based on the current conditions, it appears that the installation of the piers will likely cause differential movement of the soils supporting the existing gas main. An evaluation to determine the appropriate mitigation method should be undertaken. The potentially compressible alluvium above the ground water elevation in the area of the eastern foundation (Abutment No. 4) and the approach fill should be removed and replaced with compacted fill to a distance of at least 5 feet outside the abutment and/or the toe of the approach fill. Bridge C/East Bridge Findings and Conclusions: Bridge C will also cross the main drainage channel located south of Faraday Avenue and will consist of abutments at each end. Based on our site reconnaissance, both the southern foundation of the bridge (Abutment No. 1) and the northern foundation (Abutment No. 2) will be located on relatively deep alluvium (on the order of 40 to 60 feet deep). Our site reconnaissance also indicated that the ground water elevation in the vicinity of the two abutments is likely to be within 5 feet of the ground surface. Recommendations: The potentially compressible alluvium above the ground water elevation in the area of both abutments and the approach fills should be removed and replaced with compacted fill to a distance of at least 5 feet outside the abutments and/or the toe of the approach fills. Bridge D/15th Hole Bridge Findings and Conclusions: Bridge D will be located across a relatively small, yet steep tributary drainage on the south side of Faraday Avenue in the eastern portion of Hole No. 15. As previously recommended (Leighton, 2005b), the bridge foundations (Abutment No. 1 on the northwest and Abutment No. 2 on the southeast) will consist of spread footings as the result of the anticipated relatively shallow alluvial soils. The alluvial soils are underlain by formational material consisting of the Jurassic-aged Santiago Peak Volcanics. Our site reconnaissance indicated that the northern foundation (Abutment No. 1) is located on the edge of the relatively steep ravine that is on the order of 8 feet in depth. Our site reconnaissance also indicated the southern foundation (i.e. Abutment No. 2) is located approximately 6 feet from the southern edge of the ravine. Flowing surface water was also noted in the bottom of the ravine. Recommendations: We recommend that the alluvial soils be removed to formational material or the ground water elevation (whichever is encountered first) beneath and to a -4- Leighton 841363-009 distance of at least 10 feet outside the bridge foundations on either side of the ravine. If the ground water elevation is encountered prior to formational material, the saturated alluvium can either be removed or a stabilization fabric (Mirafi 600x or equivalent) may be placed in the bottom of the excavation prior to the placement of fill. After the removals are made and documented by the geotechnical consultant, 95 percent compacted fill consisting of very low to low expansive soils should be placed in the excavation. Since the bridge foundations will be located relatively close to the edge of the existing drainage ravine and the bottom of the spread footings may be located above the ravine bottom, undermining of the bridge abutments may occur. Provisions to minimize potential scouring and undermining of the abutments should be undertaken and may include placing riprap rock along the ravine adjacent to the bridge. Bridge E/Gorge Bridge Findings and Conclusions: Bridge E will be located across a relatively steep drainage incised into hard rock consisting of the Jurassic-aged Santiago Peak Volcanics. As a result, both the southern foundation (Abutment No. I) and the northern foundation (Abutment No. 2) will be founded on hard rock. Observations of the surveyed stake locations of Abutment No. 1 on the south side of the drainage indicated that cuts on the order of 8 to 12 feet are proposed (elevations of the staked location of Abutment No. 2 were not provided on the stakes). Access to both sides of the bridge will be difficult due to the steep hillsides of this portion of the golf course. Recommendations: Since there is minimal topsoil in the vicinity of the bridge foundations addendum remedial grading recommendations are not warranted at this time. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted LEIGHTON AND ASSOCIATES, INC. (Randall K vag2GTl2 1 No. 1612 II*L CERTiFIED I* Senior Associate Geologist v GINEERING I GEOLOGIST Distribution: (6) Addressee (2) Simon Wong Engineering, Attention Frank Sostrom . 4 Leighton P~ ON 2 S 825 City of Carlsbad 5950 El Camino Real Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: As-Graded Compaction Report May 2, 2006 Contract No.: 108078 Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA Reference: "Contract Documents and Supplemental Provisions ", for Carlsbad Municipal Golf Course Project. Project No. 3972]-] dated June 13, 2005 Dear Mr. Hammann: . In accordance with your request, Testing Engineers - US Labs, Inc. (TEUSL) has conducted grading observation and compaction testing during preparation of the west side of the Golf Cart Bridge crossing College Avenue, at the above referenced project site. Services described herein were provided by TE-USL from March 17 to April 7, 2006. A representative of this office observed over-excavation and placement of on-site fill soils within the bridge abutment areas in accordance with the project specifications. Subgrade preparation included over-excavation within the bridge areas as directed by the Geotechnical Engineer of Record (i.e. Leighton and Associates). The bottom of the over-excavations were scarified, moisture conditioned and recompacted prior to the placement of compacted fill. The approximate site and test locations are presented on Figures 1 and 2, respectively. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables 1 and 2, respectively. On site material was used as fill for the new development. Fill was placed, compacted and tested for compliance with minimum 95% relative compaction based on ASTM D-1 557. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D-1 557 test to be plus or minus 4 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Testing Engineers - U.S. Laboratories 7895 Convoy Court. Suite IS 41146 Elm Street. Suite A 820 Research Drive. Suite 2 2001 East First Street San Diego California 92111 Mutiteta. California 92562 PaIns Springs, California 92262 Santa Ana. California 92705 858) 715-5800 1 Fax: (858) 7)5-5810 (95)) 677-0366 • Fax: (951) 677-5761 (760) 325-8376 4 Fax: (760) 325-7480 (714) 568-7300 • Fax: (7 14) 664-0252 Offices Nationwide çØSSIO*& [4s Van W. Olin Principal Geotechnical Sincerely, Testing Engineers- U.S. labs Nick Tracy Staff Engineer City of Carlsbad Contract No.: 108078 Carlsbad Golf Course Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. Based on the observations and testing made during building pad grading by TE-USL representatives, it is our opinion that the new pads were constructed in general conformance with the recommendations in the referenced project specifications. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (85 8) 715-5800. VO:tl Attachments Distribution: Figure 1: Site Map Figure 2: Plot Plan Appendix A: Table I and Table 2 *(4) Addressee * Includes copies for building department submitted 0 ~ 0 City of Carlsbad Contract No.: 108078 Carlsbad Golf Course Figures ~ is Li 1 in = 1900 ft. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 San Diego, CA 92111 Title: Site Location Map Project. Carlsbad Municipal Golf Course Drwn: IContract No: D.M.M. ( 108078 Date: 2006 May 1Figure No: 1 / SCALE: 1"1O // (Approx.) / - /I 4/ Limits of Compaction 'I 17 40 21 25 34 42 48 71/ 24 29 33 36 ----- 13 18 j I K7 ® 31 7 43 8 6 I; C - --- AA 19 / ( / ossmile / 15 44 35 28 45 50 40— 41 23 - ' : 38 16 46/ / 30 ':~01 @12) ttt 6) C' U: -• Ji:>: - E 4. 0Z X FOR SCHEMATIC USE ONLY NOT A CONSTRUCTION DRAWING LEGEND: Compaction Test Locations (Approx.) Ref. City of Carlsbad Engineering Department Testing Engineers - U.S. Labs, Inc. ____ 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Golf Course Drwn: D.M.M. Contract No: 108078 Date: Figure No: May, 2006 2 Appendix A S S S TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Sample # Maximum Dry Optimum Moisture Description Density (PCF) Content (%) On-site: Dark Greens & Browns 126.0 10.0 (Claye), SAND). On-site: Greenish Brown (Silty SAND). 124.5 11.0 On-site: Yellow (Silty SAND). 117.0 13.0 0 Table 2 REPORT OF COMPACTION TEST DATA Print Date: May 2, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California - Test # - Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) RelativeCompaction Conform Non-Conform Field Optimum Field Maximum Obtained Required 1 3/17/2006 Print out for Bridge A 11.1% 10.0% 114.4 126.0 91% 95% Non comform 2 3/17/2006 Retest of #1 - 12.3% 11.0% 117.3 124.5 94% 95% Non comform 3 3/17/2006 Retest of#1 - 11.1% 11.0% 119.3 124.5 96% 95% Conform 4 3/17/2006 Print out for Bridge A - 11.1% 11.0% 118.3 124.5 95% 95% Conform 5 3/22/2006 Bridge A, Abutment 1 &2 98.5 14.1% 11.0% 120.2 124.5 97% 1 95% Conform 6 3/22/2006 Bridge A, Abutment 1&2 100 15.3% 11.0% 119.6 124.5 96% 95% Conform 7 3/22/2006 Bridge A, Abutment 1&2 102 12.9% 11.0% 120.8 124.5 97% 95% Conform 8 3/22/2006 Bridge A, Abutment 1&2 104 134% 11.0% 118.5 124.5 95% 95% Conform 9 3/22/2006 Bridge A, Abutment 1&2 104 10% 11.0% 119.1 124.5 96% 95% Conform 10 3/22/2006 Bridge A, Abutment 1&2 98 13.1% 11.0% 118.3 124.5 95% 95% Conform 11 3/22/2006 Bridge A, Abutment 1&2 95 11.8% 11.0% 121.6 124.5 98% 95% Conform 12 3/22/2006 Bridge A, Abutment 1&2 97 12.6% 11.0% 119.7 124.5 96% 95% Conform 13 3/22/2006 Bridge A, Abutment 1&2 99 13.4% 11.0% 118.3 124.5 95% 95% Conform 14 3/22/2006 Bridge A, Abutment 1&2 100 12.3% 11.0% 1 120.0 124.5 96% 95% Conform 15 3/22/2006 Bridge A, Abutment 1&2 101 12.0% 110% 1 118.5 124.5 95% 95% Conform 16 3/24/2006 Bridge A, Abutment 1&2 106 14.1% 13.0% 111.3 117.0 95% 95% Conform 17 3/24/2006 Bridge A, Abutment 1&2 105 12.9% 13.0% 111.2 117.0 95% 95% Conform 18 3/24/2006 Bridge A, Abutment 1&2 106 13.5% 13.0% 112.0 117.0 96% 95% Conform 19 3/24/2006 Bridge A, Abutment 1&2 104 13.0% 13.0% 111.2 17.0 95% 95% Conform 20 3/24/2006 Bridge A, Abutment 1&2 106 11.9% 13.0% 12.4 - 117.0 96% 95% Conform 21 3/24/2006 Bridge A, Abutment 1&2 108 13.6% 13.0% 11.5 - 117.0 95% 95% Conform 22 3/27/2005 Bridge A, Abutment 1 &2 106 11.7% 13.0% 11.9 - 117.0 -96% 95% Conform 23 3/27/2005 Bridge A, Abutment 1 &2 109 11.3% 13.0% 13.2 - 117.0 97% 95% Conform 24 3/27/2005 Bridge A, Abutment 1&2 108 11.9% 13.0% 11.6 - 117.0 95% 95% Conform 25 3/27/2005 Bridge A, Abutment 1&2 110 12.4% 13.0% 12.9 - 117.0 96% 95% Conform 26 3/27/2005 Bridge A, Abutment 1&2 110 12.0% 13.0% 1118 117.0 96% 95% Conform 27 3/27/2005 Bridge A, Abutment 1&2 112 12.5% 13.0% 1139 117.0 97% 95% Conform 28 3/27/2005 Bridge A, Abutment 1&2 114 12.8% 13.0% 11.7 117.0 95% 95% Conform 29 3/27/2005 Bridge A, Abutment 1&2 112 11.5% 13.0% 111.8 117.0 96% 95% Conform 30 3/28/2006 Bridge A, Abutment 1&2 113 12.8% 13.0% 112.9 117.0 96% 95% Conform 31 3/28/2006 Bridge A, Abutment 1&2 114 12.2% 13.0% 112.5 117.0 96% 95% Conform 32 3/28/2006 Bridge A, Abutment 1&2 114 11.5% 13.0% 111.8 117.0 96% 95% Conform 33 3/28/2006 Bridge A, Abutment 1&2 115 12.9% 13.0% 114.0 117.0 97% 95% Conform 34 3/30/2006 Bridge A, Abutment 1&2 115.5 12.5% 13.0% 108.8 117.0 93% 95% Non comform 34A 3/30/2006 Retest of#34 115.5 10.7% 13.0% 114.0 1 117.0 97% 95% Conform - 35 - 3/30/2006 Bridge A, Abutment 1&2 116 1 12.8% 1 13.0% 1 112.9 1 117.0 96% 95% Conform --------- ,Ieaflr[oJa(xs\LL)uLK)oo IL.lcLL.omp. I est S Table 2 REPORT OF COMPACTION TEST DATA Print Date: May 2, 2006 Project Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Palomar Airport Road and Palomar Oaks Way Carlsbad, California - Test # - Test Date Test Location . Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field Maximum Obtained Required 36 3/30/2006 Bridge A, Abutment 1 &2 116 11.5% 13.0% 107.9 117.0 - 92% 95% Non comform 36A 3/30/2006 Retest of#36 117 11.1% 13.0% 111.6 117.0 - 95% 95% Conform 37 3/30/2006 Bridge A, Abutment 1&2 117.5 11.0% 13.0% 112.3 117.0 - 96% 95% Conform 38 3/31/2006 Bridge A, Abutment l&2 118.5 11.8% 1 13.0% 112.4 117.0 96% 95% Conform 39 3/31/2006 Bridge A, Abutment 1&2 118 10.2% 13.0% 114.1 117.0 98% 95% Conform 40 3/31/2006 Bridge A, Abutment l&2 119 12.4% 13.0% 111.7 117.0 95% 95% Conform 41 4/3/2006 Bridge A, Abutment 1&2 120 9.6% 13.0% 111.2 117.0 95% 95% Conform 42 4/3/2006 Bridge A, Abutment 1&2 120 11.0% 13.0% 111.3 117.0 95% 95% Conform 43 4/3/2006 Bridge A, Abutment 1&2 121 - 9.3% 13.0% 108.9 117.0 93% 95% Non comform 43A 4/3/2006 Retest of#44 121 11.4% 13.0% 111.6 117.0 95% 95% Conform 44 4/4/2006 Bridge A, Abutment 1&2 123 11.9% 13.0% 112.0 117.0 96% 95% Conform 45 4/4/2006 Bridge A, Abutment 1&2 123 13.9% 13.0% 111.3 1170 95% 95% Conform 46 4/4/2006 Bridge A, Abutment 1&2 125 10.6% 13.0% 113.1 117 97% 95% Conform 47 4/4/2006 Bridge A, Abutment 1&2 126 12.5% 13.0% 110.2 1170 94% 95% Non comform 47A 4/4/2006 Retest of #47 126 12.8% 13.0% 112.7 117.0 96% 95% Conform 48 4/4/2006 Bridge A, Abutment 1&2 126 13.3% 13.0% 111.2 117.0 95% 95% Conform 49 4/7/2006 Bridge A, Abutment 1 &2 126.5 13.6% 13.0% 111.4 117.0 95% 95% Conform 50 4/7/2006 Bridge A, Abutment 1&2 126.5 14.0% 13.0% 108.4 117.0 93% 95% Non comform 50A 4/7/2006 Retest of#50 126.5 12.8% 13.09/. 111.2 117.0 95% 95% 1 Conform T:\G caI\Projects2OO2-O589 !DEC\Comp.Test Data.xls S 3 n 0 W, 3 440,1 0 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY May 15, 2006 (revised June 1, 2006) Project No. 841363-009 To: City of Carlsbad 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Attention: Mr. George Litzinger Subject: Revised Bridge Foundation Recommendations, Bridges B, C, D, and E, Carlsbad Municipal Golf Course, Carlsbad, California References: Leighton & Associates, 1998, Carlsbad Golf Course Bridge, Carlsbad, California, Project No. 841363-006, dated February 3, 1998 2005a, Supplemental Geotechnical Investigation, Proposed Golf Cart Bridges at the Proposed Carlsbad Municipal Golf Course Bridges, Carlsbad, California, Project No. 600488-001, dated January 18, 2005 2005b, Addendum to Supplemental Geotechnical Investigation, Proposed Golf Cart Bridges at the Proposed Carlsbad Municipal Golf Course Bridges, Carlsbad, California, Project No. 600488-001, dated February 22, 2005 2006, Addendum Bridge Remedial Grading Recommendations, Carlsbad Municipal Golf Course Bridge, Carlsbad, California, Project No. 841363- 009, dated January 19, 2006 Introduction In accordance with the request of representatives of the City of Carlsbad, this letter presents our revised bridge foundation recommendations concerning Bridges B (formerly the "Farm Bridge"), C (formerly the "East Bridge"), D (formerly the "15th Hole Bridge"), and E (formerly the "Gorge Bridge") of the Carlsbad Municipal Golf Course located in Carlsbad, California. Revisions to the letter dated May 15, 2006 are indicated by italics. Based on our geotechnical consulting services during the grading operations, additional subsurface investigation, review of the prior geotechnical reports concerning the golf course bridges (referenced above), and additional analysis, we provide 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 the following revised geotechnical recommendations concerning the bridge foundations for Bridges is B,C,D, and E. Bridge B/Farm Bridge Abutment No. 1: Abutment No. 1 of the bridge (located on the west side of the canyon) consists of formational material at the existing ground surface elevation. As recommended in the supplemental geotechnical investigation for the proposed golf course bridges, dated January 18, 2005 (Leighton, 2005a), the foundation of Abutment No. 1 should consist of a spread footing. The conventional spread footing should extend a minimum of 36 inches beneath the lowest adjacent soil grade and may be designed for a maximum allowable bearing pressure of 4,000 pounds per square foot (psf) if founded in competent formational material. For sliding resistance, a friction coefficient of 0.5 may be used at the concrete and soil interface. Pier No. 2: Based on our additional geotechnical analysis, the tip elevations of the piles for Pier No. 2 should be at an elevation of minus -26 feet mean sea level (msl). No remedial grading in the vicinity of Pier No. 2 is required. Pier No. 3: The supplemental geotechnical investigation for the proposed golf course bridges (Leighton, 2005a) recommended the tip elevations of the piles for Pier No. 3 be at an elevation of minus -23 feet msl. However, formational material was not encountered in the boring adjacent to the pier, and therefore, the tip elevation was provided based on the . assumption that the formational material was within 5 feet of the tip elevation Based on the Cone Penetration Testing (CPT) sounding (i.e. CPT-1) performed on May 24, 2006 in the vicinity of Pier No. 3, the pile design for Pier No.3 should consist of 14-inch diameter Class 70 piles with a total length of at least 60 feet. Based on a design elevation of approximately 36 feet msl for the pile cap, the tip elevation of the Pier No. 3 piles should be minus -24 feet msl. Since the design of the piles includes skin friction to obtain the needed capacity, field geotechnical verification and documentation of pile capacity will be required. Therefore, we recommend that the last 8 to 10 feet of the pile not be driven until at least 12 hours has lapsed. Based on the field geotechnical observations and analysis of the continuing driving resistance, termination of driving or supplemental piles may be recommended. No remedial grading in the vicinity of Pier No. 3 is required. Abutment No. 4: The previous recommendations of a tip elevation of minus -12 elevation msl (Leighton, 2005a) for the piles of Abutment No. 4 pile are still considered applicable. The approach/embankment of Abutment No. 4 will require remedial grading. The remedial grading should consist of the removal of the alluvial soils to the groundwater elevation, installation of a stabilization fabric and gravel layer, and the placement of sandy compacted fill until the design grades are reached. The groundwater elevation is estimated to be within 5 feet of the ground surface. S -2- 4 Leighton 841363-009 . The removals should be made to a distance of approximately 5 feet outside the limits of the fill or out to the edge of the environmental limits (whichever is less). After the removals are made to the ground water elevation, a layer of stabilization fabric (Mirafi 600X or equivalent) should be placed in the bottom of the excavation. 12 inches of 3/4-inch gravel should then be placed in the excavation and a second layer of stabilization fabric placed on top and along the sides of the gravel. The stabilization fabric and gravel layer should be placed to within 6 inches of the pile cap. Compacted fill then can be placed over the fabric and gravel until finish grade is reached. In order to achieve the recommended 95 percent relative compaction, sandy soil (rather than the wet and/or clayey alluvial soils) should be used. From a geotechnical standpoint, the remedial grading can be performed either prior to or after the installation of the piles and pile cap. . Bridge C/East Bridge Abutment No. 1: Based on our recent subsurface investigation and additional analysis, the tip elevations of the piles of Abutment No. 1 should be at an elevation of minus -17 feet msl. The remedial grading should consist of the removal of the alluvial soils to the groundwater elevation, installation of a stabilization fabric and gravel layer, and the placement of sandy compacted fill until the design grades are reached. The groundwater elevation is estimated to be within 5 feet of the ground surface. . The removals should be made to a distance of approximately 5 feet outside the limits of the fill or out to the edge of the environmental limits (whichever is less). After the removals are made to the ground water elevation, a layer of stabilization fabric (Mirafi 600X or equivalent) should be placed in the bottom of the excavation. 12 inches of 3/4-inch gravel should then be placed in the excavation and a second layer of stabilization fabric placed on top and along the sides of the gravel. The stabilization fabric and gravel layer should be placed to within 6 inches of the pile cap. Compacted fill then can be placed over the fabric and gravel until finish grade is reached. In order to achieve the recommended 95 percent relative compaction, sandy soil (rather than the wet and/or clayey alluvial soils) should be used. From a geotechnical standpoint, the remedial grading can be performed either prior to or after the installation of the piles and pile cap. Abutment No. 2: Based on our recent subsurface investigation and additional analysis, the tip elevations of the piles of Abutment No. 2 should be at an elevation of minus -13 feet msl. The remedial grading should consist of the removal of the alluvial soils to the groundwater elevation, installation of a stabilization fabric and gravel layer, and the placement of sandy compacted fill until the design grades are reached. The groundwater elevation is estimated to be within 5 feet of the ground surface. The removals should be made to a distance of approximately 5 feet outside the limits of the S -3- 4 Leighton 841363-009 fill or out to the edge of the environmental limits (whichever is less). After the removals are made to the ground water elevation, a layer of stabilization fabric (Mirafi 600X or equivalent) should be placed in the bottom of the excavation. 12 inches of 3/4-inch gravel should then be placed in the excavation and a second layer of stabilization fabric placed on top and along the sides of the gravel. The stabilization fabric and gravel layer should be placed to within 6 inches of the pile cap. Compacted fill then can be placed over the fabric and gravel until finish grade is reached. In order to achieve the recommended 95 percent relative compaction, sandy soil (rather than the wet and/or clayey alluvial soils) should be used. From a geotechnical standpoint, the remedial grading can be performed either prior to or after the installation of the piles and pile cap. Bridge D/1 51h Hole Bridge Abutments No. 1 and 2: Based on the conditions encountered recently during the excavation for Abutment No. 2, relatively deep alluvium (i.e. greater than 15 feet in depth) and a shallow groundwater condition were encountered. Complete removals of the alluvial soils therefore will not be practical. Our observations of the excavation and understanding of the current proposed bridge design indicated that the bottom of the footing is at an approximate elevation of 75.5 feet msl. Groundwater was encountered at an elevation of about 69 to 70 feet msl. The upper portion of the alluvium consisted predominately of clay while the deeper alluvium consisted of a clayey sand. In order to stabilize the material below the bridge spread footings and reduce future settlement, we recommend that the alluvium be removed to the ground water elevation and replaced with sandy fill soils compacted to a minimum 95 percent relative compaction. A layer of stabilization fabric (Mirafi 600X or equivalent) should be placed in the bottom of the excavation. 12 inches of 3/4-inch gravel should then be placed in the excavation and a second layer of stabilization fabric placed on top and along the sides of the gravel. Compacted fill then can be placed over the fabric and gravel until finish grade is reached. In order to achieve the recommended 95 percent relative compaction, sandy soil (rather than the wet and/or clayey alluvial soils) should be used. Since the bottom of the drainage channel is comprised of alluvial soils and is at an approximate elevation of 70 feet msl (while the bottom of the bridge footings will be at an elevation of 75.5 feet msl), potential undermining of the bridge footings due to scouring of the channel sidewalls and down cutting of the channel bottom is a distinct possibility, As a result, the footings of the bridge should be protected by rip-rap (or some other method) in order to minimize future undermining of the bridge footings. We understand that instead of the construction of Bridge D, an at-grade or "Arizona Crossing" located along the southern side of the fairway of Hole No. 15 is being proposed. Preliminary design of the crossing includes an approximately 25-foot long concrete slab founded on spread footings on either side of three low-flow storm drain pipes. The . -4- it Leighton 841363-009 geotechnical remedial recommendations for the footings of the anticipated at-grade crossing will be the same of the remedial grading recommended for Bridge D and will include the following: In order to stabilize the material below the anticipated spread footings and reduce future settlement, we recommend that the alluvium be removed to the ground water elevation or to a depth of three below the bottom of the spread footing A layer of stabilization fabric (Mirafi 600X or equivalent) should be placed in the bottom and along the sides of the excavation. The excavation should extend at least 5feet beyond the limits of the footing. Twelve (12) inches of 3/4-inch gravel should then be placed in the excavation and a second layer of stabilization fabric placed on top of the gravel. Compacted fill then can be placed over the fabric and gravel until finish grade is reached. In order to achieve the recommended 95 percent relative compaction, sandy soil (rather than the wet and/or clayey alluvial soils) should be used. For the design of the spread footings, a maximum allowable bearing pressure of 1,500 pounds per square foot (psJ) with an embedment depth of at least 24 inches should be assumed. The zone between the top of the storm drain pipes and the bottom of the concrete footing should consist of 3-inch diameter rock that is placed in a gabion baskets to reduce the possibility of undermining of the crossing structure. . Bridge E/Gorge Bridge Abutments No. 1 and 2: Based on the recommendations presented in the supplemental geotechnical investigation for the proposed golf course bridges (Leighton, 2005a), the foundations/footings of Bridge E should be a "minimum of 36 inches beneath the lowest adjacent soil grade". We understand that hard unweathered rock has been encountered in the excavation for the abutment well above the anticipated elevation of the footing bottom. From a geotechnical standpoint, we recommend that if the design of the footing is revised, the footing be founded at least 12 inches into the unweathered rock The conventional spread may be designed for a maximum allowable bearing pressure of 8, 000 pounds per square foot (psJ) iffounded in the unweathered rock For sliding resistance, afriction coefficient of 0.6 may be used at the concrete and rock interface. If the bottom of the footing is not level and/or the footing key is eliminated, rock bolts tying the footing to the unweathered rock should be designed and evaluated by the project structural engineer. Leighton S 841363-009 If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. of ES S/0 (1) No. 45 83 Z - Exp.______ , Jh *1 Respectfully submitted LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Senior Project Engineer 4 ~~V~y - - Randall K. Wagner, CEG 1612 Senior Associate Geologist Distribution: (6) Addressee (2) Simon Wong Engineering, Attention Frank Sostrorn Leighton 4 0 1-1 4 0 DAILY FIELD REPORTS AND FOOTING OBSERVATIONS DURING BRIDGE FOUNDATION CONSTRUCTION OPERATIONS July 2006 to January 2007 CARLSBAD MUNICIPAL GOLF COURSE CARLSBAD, CALIFORNIA S Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY ct Name: /4 ,ç Project No.: 4.eeci Date: I 7 7o I Report No. ii&j-i1( LLocaltion: ________________________ _ Author: , Day: M I W T S S Client/Contractor: Supt/Foreman: TL% Weather: / o J r4P 7 Field Supervisor: Geologist: Soil Engineer: 7-7 7-10 Observation/Testing of: Tech I O 1 0,67I I Equipment Working: Hours /YzJ Lf Today's Yardage: Yardage to Date: Summary of Operations: T -( - 0(o 74 es4iIr L14 4'22 r r" Cod 8td JiJ ,&e- .1 Z .01 ZwJz/4 , - .j- ccZ Lrci 7-Ine w& 51elt, F6.64 LA. 40 3 ri V Tl1 411,o4 caucJ1ôt b 4ø PM •Tc1-t J F,ojr 0 r r 1 ~,nklj ha5 x C &4J 4. Th k t 0 r oIi7 ctu & I- 7-/(9-b(9, Page - of_____ Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Priu 3910 R 1-05 FILE COPY it FOOTING OBSERVATION SUMMARY hton and Associates, Inc. A LEIGHTON GROUP COMPANY Project Name: ar/icJ c,/P lcaaef C Date: Location: £2ads Lo. O / CcL, Project No Plan File No.: Permit No.: Referenced Geotechnical Report(s): 3( —c5 Unit/Phase/Lot(s): 6tiJ1c4 &AtZ Observation Summary 06 Initials A representative of Leighton and Associates observed onsite soil conditions. Soil conditions at 1.1 b-b It. Date the site are substantially in conformance with those assumed in the geotechnical report. C) Initials A representative of Leighton and Associates observed and measured footing excavation depth/width. Footing excavations extend to proper depth and bearing strata and are in general 7 lb-O Wate conformance with recommendations of the geotechnical report. r___ Initials A representative of Leighton and Associates measured footing setback from slope face. The Date setback was in general accordance with the recommendations of the geotechnical report. Initials ,L1,,,..y '&C d4-to J rws4. . (LA-' fô c '7-16-04.Date Notes to Superintendent/Foreman Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time and the contractor should schedule accordingly. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations. Note to Building inspector 1. Soil compaction test results, including depth of fill, relative compaction, bearing values, and soil expansion index test results are contained in the As-Graded Geotechnical Report provided at the completion of grading. For LeigIj and Associates, Inc. Date 3930 R 1-05 FILE COPY II Project Name: Project No.: Date: -•1•ô FReport No. ____________________ Location: 4J Author: - a d Day: I&TWTFSS Client/Contractor. Supt/Foreman: Weather: , a Field Sujvisor: Geologist: Soil Engineer: / Observation/Testing of: Tech Equipment Working: 17 Hours Today's Yardage: Yardage to Date: Summary of Operations: 1Ac/4 f1 i- O/t,, J7- O, Ob~ ii fh7 AAouto ll IJ Aa 14 J-& '- - t&J 1vIo 9J4 fy \( Ap Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY iW Daily Field Report Page Rece ived y of Print 3910 R 1-05 FILE COPY I I ProectName /1 Project No.: 9/3 3 -7 Date: I 7131/o /ol/c4I Report No. Location: C nr_____________ _ _ Author: Day: YWTFSS Client/Contractor t / SupVForeman Weather: Field Supervisor: Geologist: g Soil Engineer: \ Observation/Testing of: F t , Bri. ' ALI..t I l Tech I '13 I 24*I1o4 Equipment Working: Ex eA v41br Hours I I Today's Yardage: Yardage to Date: Summary of Operations: On 6i7' /7te Ply) i o'svv v€7&, 1 Br'dj e 7' ,/chlc.c. 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A LEIGHTON GROUP COMPANY Project Name: £ivAA,ad Date: M/0 6 Location: CM . 9JI3b3 co d Project No: Plan File No.: Permit No.: Unit/Phase/Lot(s): A ,,,t*#4j 8k.- Referenced Geotechnical Report(s): ~pp1es*'ftv/ áafee'hJ', /tOe/ C vf /4i 7L (er1g4'2~ IdS /&V,5e1 nebt f014 MA f ois Ic al 724w-1 Observation Summary Initials A representative of Leighton and Associates observed onsite soil conditions. Soil conditions at Date the site are substantially in conformance with those assumed in the geotechnical report. #)D7 Initials A representative of Leighton and Associates observed and measured footing excavation 6fi/t. 'Date depth/width. Footing excavations extend to proper depth and bearing strata and are in general conformance with recommendations of the geotechnical report. ViPY Initials A representative of Leighton and Associates measured footing setback from slope face. The Date setback was in general accordance with the recommendations of the geotechnical report. V1I1 Initials & DV t CoPv7p€*4 i'7d;7'iO&iiI pw7'efrl'd Nptes to Superintendent/Foreman y Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time and the contractor should schedule accordingly. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations. Note to Building inspector 1. Soil compaction test results, including depth of fill, relative compaction, bearing values, and soil expansion index test results are contained in the As-Graded Geotechnical Report provided at the completion of graing. WI/I O( For Leighton and Associates, Inc. Date 3930 R 1-05 FILE COPY Project Name: C1, ricA, j , i ( Project No.: 4/ ?L - Date: Report No. Location: C,0~k 4,:. Author: X-SE MWTFSS Day: Client/Contractor: Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: Tech Equipment Working: Hours 9 Today's Yardage: Yardage to Date: Summary of Operations: 0 - cfc p—tv j1Ai rc-ô t4/?4JJC hic e,L. CSfrr , / MJ / (top o( cic j e1t' it/.e). TLt C4 deel c c'' hi i(J Ccp / J , r ' /. f t~e Ccv, 4 ILi J11r- OX (J f/eq 5(cl-it +0 ' a q?o Ay, o i 'fwIV s i€d )4r AL excc vcJ--1 ---- 11 yt1 -4--ei itws Page — of_____ O Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 5`1 ed by 7 Q-Q I - Pri - 7~~ 3910 R 1-05 FILE COPY Project Name: C,AvIcJ /t' Ca.tr Project No.: 9L63' C-c)3 Date: I jo/i s/ac I Report No. Location: Lc.cj Author: Day: M I F S S Client/Contractor: -y rup" oreman: Weather: Field Supervisor: Geologist: Soil Engineer: Observationhlesting of: C ci ?''1,f Tech 143J ( I Equipment Working: , Hours f ', Today's Yardage: Yardage to Date: Summary of Operations: - - 151 CLI s- .L 5 1 L c ecJ p t 5 jL~Mlto 5; yo J p/c -e L 2V' '4 TL cc-Jj S ci pL1 1 I' hd/-Vl / 'C/hJ A 4 &'d £ (A-"t~pvtci Ccs/vj\ I L~o 4t 5 5 €XCcwct cfl,1fb,Y s /1' o 1) e e / I c J1 of rv'-X. ds15 VP ' Ig tx Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Received by: Print 3910 R 1-05 FILE COPY roject Name: Project No.: Date: I Report No. P 4Asho/ - /o/ i/c,' I L ocation: Author: Day: A57.S MTWSS Client/Contractor: L7 Supt/Foreman: Weather: r21i Field Supervisor: Ap Geologist: Soil Engineer: L I Observation/Testing of: Tech 4s-6I ,4't Hours I Equipment Working: Today's Yardage: Yardage to Date: Summary of Operations: J , tce_t fl Pi 40-k CO ci/q - f..p —c' /-r-- )L c71 C&JJ J-ciç LtI/ X vI- A2 Al - 690 £—'elf / r 61L1 I 'C 514 a e Page - of Received by: kv Daily Field Report Print Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 3910 R 1-05 FILE COPY I AdO3 311d ANYdI03 dfl09 NOL14D131 V 3U1 'sOiOoss' pue uoij6e poda Pleki AIBG I LQ/6lfIQ1'e3 I 10 068d (L) ' '4'2 o-7 (v5Z d 2. 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A LEIGHTON GROUP COMPANY Print Received by: FILE COPY 3910 R 1-05 S 5 DAILY FIELD REPORTS AND PILE DRIVING RECORDS FOR BRIDGE A CONSTRUCTION OPERATIONS July 2006 S CARLSBAD MUNICIPAL GOLF COURSE CARLSBAD, CALIFORNIA Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Project Name: (3 CL,cs-p b si -F u, Project No.: i3&o,( Date: :7-Z66 Report No. Location: Author: Day: M I W T& S S Client/Contractor: F0 urO iTr' ON INc Supt/Foreman: t7) EAL Weather: Field Supervisor: Geologist: Soil Engineer: t-J.bo Observation/Testing of: 5,( 4 Tech Equipment Working: 41/E M /rb/ j /4Hi1 — Hours Today's Yardage: Yardage to Date: Summary of Operations: S /?(.e cdi4y hLi t/ ar ( 3 L3i '4 a&tt i We41 1I a / 4J &I Icy (2 6'G) / i ' oe,,w e , tt & ( ' 2 3 * j L1 3 A1 tJet. p76 D146 L>1 rp6 2 o lg=. Pelr4ll, Lt 4. 2 f Page Of iq Daily Field Report Leighton and Associates, Inc. Received by: A LEIGHTON GROUP COMPANY Print 3910 R 1-05 FILE COPY PILE DRIVING LOG PROJECT: CAKj JOB #: j GOLF t)$ CONTRACT#: A CONTRACT NAME: PILE LOCATION: ,4j)y (oL)T CONTRACTOR: Fo DA Al f/L I,. BUTT ELEVATION: TYPE OF PILE: pi PILE TIP ELEVATION: PILE SIZE: BUTT/TIP: SPLICES ELEVATION: LENGTH: 3 CUT-OFF ELEVATION: COMPANY: , BATTER 1ON(X) VERTICAL (X) HAMMER: MAKE & MODEL: 3. .3? DRIVING CAP DESCRIPTION: RAM WEIGHT: DRIVING CAP DIMENSIONS: CUSHION MATERIAL & THICKNESS: INSPECTOR: S/-f4 /4 ,/. a ./2//4 "DEPTH" COLUMN OF PILE DRIVING RECORD REFERENCED TO: EXISTING GROUND ELEVATION: 124 1 FINISH FLOOR ELEVATION: START DRIVING: JET PRESSURE AND ELEVATIONS: FINISH DRIVING: COMMENTS: DRIVING TIME: - DRIVING RESISTANCE 12 C DEPTH NO. OF FALL DEPTH NO. OF FALL DEPTH NO. OF FALL --- (FT) BLOWS (FT) (FT) BLOWS (FT) (FT) BLOWS (FT) 1 5 0 6 20 - 39 .. .. .........................................................................................J 21 2°7........................38 ... ........................................ ................. I 29 0 Al ............................ 5 7. 8 ._- 9 .. 11- 10 ........ 11 ( 12. Iq 13 . 15 16 17 1.4.................................... 18 23 24 25 . . 42 . 43 44 26 45 .27 46 28 _____ 47 29 30 31 48 49 50 32 51 33 -- 52 34 53 54 35 36 55 37 56 RETAP DATA DATE: START: FINISH: FALL: 2 /o P BLOWSIINCH COMMENTS: PILE DRIVING LOG 7/2i/D PROJECT: Lf 'f' CONTRACT*: JOB #: CONTRACT NAME:_________________________ PILE LOCATION: /PJT 4 CONTRACTOR: p//ç BUTT ELEVATION: TYPE OF PILE: PILE TIP ELEVATION: PILE SIZE: BUTT/TIP: J2' SPLICES ELEVATION: LENGTH: CUT-OFF ELEVATION: COMPANY: BATTER 1 ON ( ) VERTICAL ( X) HAMMER: / MAKE & MODEL: I Jo DRIVING CAP DESCRIPTION: RAM WEIGHT: DRIVING CAP DIMENSIONS: CUSHION MATERIAL & THICKNESS: INSPECTOR: "DEPTH" COLUMN OF PILE DRIVING RECORD REFERENCED TO: EXISTING GROUND ELEVATION: FINISH FLOOR ELEVATION: START DRIVING: JET PRESSURE AND. ELEVATIONS: FINISH DRIVING: COMMENTS: DRIVING TIME:_________________ DRIVING RESISTANCE NO. OF FALL DEPTH NO. OF FALL DEPTH NO. OF FALL BLOWS (FT) (FT) BLOWS (FT) (Fl) BLOWS (Fl) 17DEPTTIH \IG ( 19 3o 38 20 .39 3) .. 21 - 40 . 2 ...... .... 4 5 - 24 A 43 25 ,,• ..............Z.L-......4Z................. L 5 44 6 7 26 cL 45 8 _C_— 27 .47 28 10 9 48 11 .- 49 . 12 2 2 31 50 13 Z1 - 32 51 -- 14 32._ 6 33 52 15 16 3 1 L 35_ -.---- __54 17 36 55 18 37 56 34 RETAP DATA DATE: START: FINISH: FALL: BLOWS/INCH COMMENTS: 9 PILE DRIVING LOG / 712f/ PROJECT: /39i/) GOLF (Oc).1 CONTRACT #: JOB #: A CONTRACT NAME: PILE LOCATION: ,41v7"1 CONTRACTOR: BUTT ELEVATION: TYPE OF PILE: PILE TIP ELEVATION: PILE SIZE: BUTT/TIP: SPLICES ELEVATION: LENGTH: CUT-OFF ELEVATION: COMPANY: BATTER 1ON( ) VERTICAL (X) HAMMER: MAKE & MODEL: j) Jo DRIVING CAP DESCRIPTION: RAM WEIGHT: DRIVING CAP DIMENSIONS: CUSHION MATERIAL & THICKNESS: INSPECTOR: "DEPTH" COLUMN OF PILE DRIVING RECORD REFERENCED TO: EXISTING GROUND ELEVATION: FINISH FLOOR ELEVATION: START DRIVING: JET PRESSURE AND. ELEVATIONS FINISH DRIVING: COMMENTS: DRIVING TIME: DRIVING RESISTANCE DEPTH (Fe) NO. OF BLOWS FALL (El) DEPTH (Fr) NO. OF BLOWS FALL (Fr) DEPTH (FT) NO. OF BLOWS FALL (Fr) 0 ±1!_ .•••_._9_ 22 _•39 L7_1 Z L. 40 ••4a............-..- .3 44 ........- ............•-.•.- ,., .... .................... 2, 2 3 . 25 5 6 7 ____ 26 C's 45 . ---•----.-•---..--,.•-- 8 i 91 27 9 _i 47 11 10 ç 29 30 --31 48 49 50 - 12 13 14 32 51 14 . 33 52 15 14 34 53 16 2Q 35 54 . 17 ai. 5-- 57 36 55 18 1 37 56 RETAP DATA DATE: START: FINISH: FALL: BLOWS/INCH COMMENTS: 0 A I DAILY FIELD REPORTS PILE DRIVING RECORDS FOR BRIDGE B CONSTRUCTION OPERATIONS August to September 2006 S CARLSBAD MUNICIPAL GOLF COURSE CARLSBAD, CALIFORNIA Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Project Name: 4 —L51 ( 6ipr Project No.: 3 It 009 Date: Report No. Location: <24"ts CA Author: $7\Jf Day: MT (19 TFSS Client/Contractor: ii / sr, i' Supt/Foreman: • Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: 'LE 2p-/V(AFJ C4e Tech Equipment Working: If /c,L/ 3 eZ 4,.LO fJ Hours Today's Yardage: Yardage to Date: Summary of Operations: z p7 7t - 6 & pa ii 141, 7? E5 4L f e 4 i4 &, p 5hJ q/ c J toct. c'dJ AJC. !L 4( -< > wt e-dv4 1 ell p U ?6 Y/e t{ 4 rL / 't. cq 2 4 Page of Leighton and Associates, Inc. Daily Field Report Received by: A LEIGHTON GROUP COMPANY Print 3910 R 1-05 FILE COPY Pile Driving Record Project: QSfii ie21J Date: 7' - Project# • i —o 17 Time: Client i) u Dr, / Bridge Contractor Foreman: Phone # Pile Subcontractor LFA ' Foreman: A? y/ Phone # Hammer: 2 Pile # 1 L/'-i'e 4' Ground Elevation: 42 Type: Pe/,P5 Cutoff Level: 3'C Length: / ' Pile Tip Elevation -2,6 Size: fr" Batter: "V /It Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 4 41 /0 2 42 I ti 43 't 4 44 It 5 / 45 6 46 1 14 7 47 /2_ 8 1 e> 48 IR 9 10 50 if 11 _4 51 j, 12 52 13 13 4 53 12- if 14_ 54 /3 15 - 55 20 _1 I 56 ______ 17 57 18_ 2 58 19 59 20 60 21 61 22 62 14 C c'4cq 63 24 64 25 65 26 66 27 67 28 co 68 29 - 69 30 70 31 71 32 72 33 - -- 73 34 74 35 75 36 76 37 ç 77 38 78 39 79 40 80 Leighton Associates, Inc. 3934 Murphy canyon Rd # 13205, San Diego, CA 92123 -p(ô •'—,Z Project Name: LS11-z C4OfW Project No.: 7 Date: —/0--4 Report No. Location: --tzs Author: Day: M T W T F S S Client/Contractor: Supt/Foreman: sA-e i -o L Weather: __________ Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: p Tech Equipment Working: 3 cwJr / p Hours J Today's Yardage: Yardage to Date: Summary of Operations: API / a ( ,J /. 2i' - LL 2-f3L ( f LA4(alb 1t4 / J i /( * / Page of I4 Daily Field Report Leighton and Associates, Inc. Received by: A LEIGHTON GROUP COMPANY Print 3910 R 1-05 FILE COPY Pile Driving Record Project: . Project# Client Bridge Contractor Foreman: (~t5JIfrb 6-ctF jOc/ 4/33 (C9 Phone# Date: a Time: Pile Subcontractor Foreman: .t V.4 L &2 Phone # Hammer: 1-P P 3o -32- Pile # 2. &/flU S' f4_ 1 Ground Elevation: ' i Type: Cut-off Level: ,32' Length: Pile Tip Elevation —2 6 Size: Batter: Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 _JL 42 /1 43 LL_ ? 4 44_ 5 6 j IWO- 7 I 47 10 8 '5- 48 to 9 IF 0 49 10 50 sr 11 I 51 12 52 11 20 53 _1 54 to 15 'V 55 16 _________ 56 - /, 13 17 ______ 57 19 18 zc 58 19 _______ 59 12-- _______ 20 60 iS 21 ____ ______ _______ 61 22 - 62 23 I 3?: 63 24 64 25 65 26 66 27 67 28 35 ?- 68 29 69 30 70 31 71 32 72 33 73 34 74 35 75 36 76 37 - 77 38 78 39 79 40 80 Leighton Associates, Inc. 3934 Murphy Canyon Rd # 13205, San Diego, CA 92123 I- =11 - W - I .. 55 Pile Driving Record Project: Date: 0 Project# • 4/3 ' Time: Client JL)rfr /f (/V')/ A16 Bridge Contractor Foreman: Phone # Pile Subcontractor of Foreman: Po R Phone # Hammer: D 30 2- Pile # '0 ") tP.-4e Ground Elevation: 4 2 1 Type: ,4cc Cut-off Level: 32. Length: Pile Tip Elevation - Size: 14 Batter: 14 IL Leighton Associates, Inc. 3934 Murphy Canyon Rd # B205, San Diego, CA 92123 Pile Driving Record Project: C74 La 6 OL/ fT Date: - Project# Time: Client U Dk. /$tv 0, f' Bridge Contractor Foreman: Phone # Pile Subcontractor / Foreman: SA /y,'- .jj Phone # Hammer: 2 Pile# /'tL4L I Ground Elevation: Type: P(/IX Cut-off Level: 32- Length: / Pile Tip Elevation - Size: /1 Batter: - Depth Blow Counts DepthBlow Counts Stoke Comments Stroke_ _Comments 5 45 91 7 47 8 48 9 49 10 50 11 51 12 52 14 54 1-2 13 15 55 55 J3 W 56 17 57 Cc 18 30 5 58 1-6 4-9 2- 19 59 20 '. 60 21 61 22 62 23 63 24 64 25 65 26 '\_________ 66 27 67 28 13 b 68 29 69 30 70 31 71 32 72 33 Io--2 7 73 34 74 35 . 75 36 76 37 77 38 78 39 79 40 80 Leighton Associates, Inc. 3934 Murphy canyon Rd # 13205, San Diego, CA 92123 Pile Driving Record Project: OLCi/SE Da'te: —/O 06 Project# • .84i 363- Time: Client bU.tfk / S/,'-19f( ttIO('1 Bridge Contractor Foreman: Phone # Pile Subcontractor Foreman: -i Phone # Hammer: A-e !-?a Pile # JA - Ground Elevation: 42 7 Type: 5-5 - -4 ,Pc/PS Cut-off Level: 32 Length: Pile Tip Elevation -26 Size: Batter: -- - Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 /3 2 42 0 3 -:------ 43 /3 11 44 5 45 1? 6 46 13 7 47 /t';, 8 J i0 48 /-9 9 49 13 _10 _ B _ii 11 51 12 20 52 13 53 Ri is 14 54 /4 15 55 30 16 . 56 60 17 57 18 . 58 19 59 20 60 21 1 61 22 62 23 63 24 64 25 65 26 66 27 S" 4P 67 28 68 29 // 69 30 70 31 71 32 13 72 33 t4 73 34 74 35 /4 - 75____ 36 76 37 77 38 /1 13 78 39 79 40 1 80 Leighton Associates, Inc. 3934 Murphy Canyon Rd # 8205, San Diego, CA 92123 F- Pile Driving Record Project: '3/ 7VIf / /. oSF Project# g4 ,, -Oog Client ijLirfr /,/,&-1Div ô-I'Jc? Bridge Contractor Foreman: Phone # Pile Subcontractor ,. '/ ,/9F Foreman: i Z. Phone # Hammer: b Date: - to _o6 Time: Pile# I crt3 Piej3 Type: Length: ( / Size: Batter: Ground Elevation: 4 z. Cut-off Level: 31 Pile Tip Elevation -2.,J Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 _ 41 2 42 3 - .43 4 - 44 5 - 20 5 .45 6 46 7 47 8 48 9 / 49 10 50 11 51 12 52 13 53 14 .33 54 15 55 16 56 17 57 18 58 19 59 20 , 60 21 4 61 22 5 62 23 63 24 57 64 25 -'-I 65 26 - 66 27 ,5 67 28 4 68 29 69 30 5 70 31 - 71 32 72 33 73 34 74 35 75 36_ 13 76 37 77 38 39 - 79 40 80 Leighton Associates, Inc. 3934 Murphy Canyon Rd # B205, San Diego, CA 92123 Pile Driving Record Phone# Pile Subcontractor Foreman: $,VA ôj2 Phone# Hammer: AP 30- 3-1 . Project: Project# Client Bridge Contractor Foreman: c4 -J I#-) 6ôL p Sc 3— b.7 WO,16 Date: Date: Time: Z.(/- Pile# Type: Length: L<I Size: 5- Batter: - 3 Ground Elevation: 12 '/ Cut-off Level: 3K.4 Pile Tip Elevation - 24 Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 j 42 3 1 43 4 44 5 p2.- 45 ____ 6 46 ----------- 7 47 8 48 9 49 10 50 11 51 12 52 Ir 13 53 14 54 15 - Z10 Z/ 55 16 56 17 57 18 58 19 / 59 20 60 21 61 22 4 62 23 63 24 /f 64 25 - 65 26 66 27 S 67 28 68 29 6 69 30 __"7 70 31 71 32 72 33 9- 73 34 ?- 74 35 75 36 3- 76 37 ,- 77 38 78 1 39 _ 79 IL:::40 [ 80 S6rpe7& Leighton Associates, Inc. 3934 Murphy canyon Rd # B205, San Diego, CA 92123 PILE DRIVING LOG - 66 PROJECT: S JOB #: PILE LOCATION: Bi,y j BUTT ELEVATION: 3 ell PILE TIP ELEVATION: - SPLICES ELEVATION: CUT-OFF ELEVATION: @/ 3 pm) HAMMER: MAKE & MODEL: -P P,3o -22, - RAM WEIGHT: CUSHION MATERIAL & THICKNESS: INSPECTOR: "DEPTH" COLUMN OF PILE DRIVING RECORD REFERENCED TO: EXISTING GROUND ELEVATION: FINISH FLOOR ELEVATION:__________________________ START DRIVING: JET PRESSURE AND. ELEVATIONS: FINISH DRIVING: COMMENTS: DRIVING TIME: DRIVING RESISTANCE CONTRACT #: CONTRACT NAME: CONTRACTOR: TYPE OF PILE: PILE SIZE: BUTT/TIP: LENGTH: COMPANY: BATTER 1ON( ) VERTICAL (X) DRIVING CAP DESCRIPTION: DRIVING CAP DIMENSIONS: DEPTH (FT) NO. OF BLOWS FALL (FT) DEPTH (Fr) NO. OF BLOWS FALL (Fr) DEPTH (FT) NO. OF BLOWS FALL (FT) 0 . . .23 19J ...L 24 25 .L... .3 3................ c -34 ... ---.,. 39 40 .......4t.. 42 44 116 .7....-... .....-.................... -1_ ---. . 2 3 4 5 7 26 L_.__. 45 4 8 27 9 ( . 28 7- 46....... 47 10 f 29 30 31 7- 48 49 50 12 13 32 1 ..,51 14 3 .' .7- - 52 .15 1 34 53 16 . 54 I D - 17 j .36 55 18 I_37 56 RETAP DATA DATE: START: FINISH: FALL: BLOWS/INCH COMMENTS: Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 43 4 44 7- 5 - 4 - 45 6 46 7 47 8 48 9 49 10 Y 50 11 I 51 12 - 52 13 4 53 14 54 15 55 16 - 56 17 - 57 1 - 58 _19 - 59 20 60 21 .3 61 22 62 23 4 63 24 4 64 25 65 26 66 27 4 67 28 68 69 30 70 31 71 32 2- 72 33 73 34 'I, 74 35 75 36 76 37 77 38 19 78 39 79 40 80 1 S S Pile Driving Record Project: . Cf2Lf..f1 O/- C)-F Date: Project # F41i 9 3 Time: 2' . ) Client Bridge Contractor Foreman: Phone # Pile Subcontractor ~,rfrOffl ç/ 6?/?p Foreman: 'S.A. Phone # Hammer: -7 -pj b2O-3i Pile# Ground Elevation: i2', Type: Cut-off Level: 3 C' Length: h/ / Pile Tip Elevation -- Size: i- S Batter: Leighton Associates, Inc. 3934 Murphy Canyon Rd # 13205, San Diego, CA 92123 I Project Name: o-'QsE Project No.: Date: Report No. Location: Author: Day: MTWTPSS Client/Contractor: Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: CIDc Observation/Testing of: V , Tech Equipment Working: J///-/ Lfr1 K ,Llit4E7ç Hours Today's Yardage: Yardage to Date: Summary of Operations: rt4 ) ,. f3142J 4 vLJ p 1 2 f ? vco- f16i dd4 LIT 1 Page — of_____ I Daily Field Report Leighton and Associates, Inc. Received by: A LEIGHTON GROUP COMPANY Print 3910 R 1-05 FILE COPY Pile Driving Record Carlsbad Municioal Golf Course Date: 06 841363-009 Time: Dudek I Simon Wong Engineering Shah Adil Phone # 619-247-8563 0CC Dale Phone#___________ STOER & GRAFF, INC. Salvador Altamirano Phone # S Project: Project # Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile# Ground Elevation Cut-off Level: Pile Tip Elevation Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: (,f, P7s Pile Length: " PileSize: Ict" Pile Batter: Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 43 4 44 5 45 6 46 7 - 47 8 48 49 50 51 52 13 53 14 54 15 55 2 16 56 17 57 18 58 /7 19 59 20 60 21 61 22 62 23 63 f' 24 64 25 65 26 66 27 67 28 68 29 69 30 70 31 71 32 72 33 73 34 74 35 75 36 76 37 77 78 39 79 40 80 Leighton and Associates, Inc. 3934 Murphy Canyon Rd # B205, San Diego, CA 92123 Pile Drivinci Record Project: Project# Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile # Ground Elevation: Cut-off Level: Pile Tip Elevation Carlsbad Municipal Golf Course 841363-009 Dudek / Simon Wong Engineering Shah Adil 0CC Dale STOER & GRAFF, INC. Salvador Altamirano E'p67r S Pf1 -3 2 24 Date: Time: Phone # 619-247-8563 Phone # Phone # Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: C te 1VP) Pile Length: Pile Size: Pile Batter: - Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 43 4 44 45 6 46 7 48 9 49 10 50 11 51 12 52 13 53 14 54 15 55 16 56 17 57 18 58 19 59 20 1 60 21 61 _ 22 62 23 63 00 24 64 25 65 26 66 27 67 28 68 29 - 69 30 70 31 71 32 72 33 73 34 74 35 75 36 76 37 77 38 78 39 79 40 80 Leighton and Associates, Inc. 3934 Murphy canyon Rd # 13205, San Diego, CA 92123 Pile Driving Record Project: Carlsbad Municipal Golf Course Project # 841363-009 Client Dudek / Simon Wong Engineering Inspector Shah Adil Bridge Contractor 0CC Foreman: Dale Pile Subcontractor STOER & GRAFF, INC. Foreman: Salvador Altamirano Structure: 8 Bent: 3 Pile# 3 Ground Elevation: 42.1 / Cut-off Level: .4 Pile Tip Elevation - Date: ?—//—O6' Time: Phone # 619-247-8563 Phone # Phone # Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: Pile Length: Pile Size: I Pile Batter: fl Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 43 4 44 5 45 6 46 7 47 8 48 9 49 10 50 11 51 12 52 13 53 14 54 15 55 16 56 2.0 17 57 /5_ 18 58 19 59 /7 20 60 21 61 22 62 23 63 24 64 25 65 26 66 27 67 28 68 29 69 30 70 31 71 32 72 33 73 34 74 35 75 36 76 37 77 - 38 78 39 79 IL~40 80 Leighton and Associates, Inc. 3934 Murphy canyon Rd # B205, San Diego, CA 92123 Pile Driving Record Bridge Contractor 0CC Foreman: Dale Pile Subcontractor STOER & GRAFF, INC. Foreman: Salvador Altamirano Structure: B Bent: Pile# -1 /ZQ,4 Ground Elevation: .2 1 / Cut-off Level: Pile Tip Elevation - Project: Carlsbad Municipal Golf Course Project # 841363-009 Client Dudek I Simon Wong Engineering Inspector Shah Adil Date: Time: Phone # 619-247-8563 Phone # Phone # Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: c2 Pile Length: ( Pile Size: Pile Batter: Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 43 4 44 5 45 6 46 7 - 47 8 48 49 10 50 11 51 12 52 13 53 14 54 15 55 16 56 17 57 18 58 19 59 20 60 14 21 61 /5- 22 62 23 63 24 -_25 64 65 26 66 27 67 28 68 29 69 30 70 31 71 32 72 33 73 34 74 35 75 36 76 37 77 38 78 39 79 40 1 80 1 Leighton and Associates, Inc. 3934 Murphy Canyon Rd # B205, San Diego, CA 92123 S Project: Project # Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Pile Driving Record Carlsbad MuniciDal Golf Course Date: o'/ 841363-009 Time: Dudek I Simon Wong Engineering Shah Adil Phone # 619-247-8563 0CC Dale Phone # STOER & GRAFF, INC. Salvador Altamirano Phone # Structure: Bent: Pile# Ground Elevation: Cut-off Level: Pile Tip Elevation Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: Pe(Ps' Pile Length: Pile Size: f Pile Batter: Depth tBlow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 It _ 43 4/ 44 45 6Th 46 7 2 7] 47 2 7 8/ 48 9/ 49 10,. 50 11 51 1 ) 52 13/ to 4 53 14/ 54 /0 55 /0 56 57 18] ( 58 19 I 59 20, 60 21' 61 22 62 23 20 63 24 64 25 ' 65 - 26 66 27 C 67 28 C C 68 29 t 69 30 C 70 31 it 71 32 - 72 33 1Z 73 34 74 35 -1 75 36 76 37 -? 77 -7 78 E93 2 7 791 i 11 1 80 Leighton and Associates, Inc. 3934 Murphy Canyon Rd # 13205, San Diego, CA 92123 Pile Driving Record S Project: Project# Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile # Ground Elevation Cut-off Level: Pile Tip Elevation Carlsbad Municipal Golf Course 841363-009 Dudek I Simon Wong Engineering Shah Adil 0CC Dale STOER & GRAFF, INC. Salvador Altamirano /Z6T b, 4 2 -) Date: Time: Phone # 619-247-8563 Phone # Phone # Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: Pile Length: 4 7 Pile Size: 14 t. Pile Batter: / Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 7 2 42 3 43 7 4 44 _7 5 45 6 46 7 47 8 48 9 49 10 50 16 11 51 /0 •.' 12 52 /2. 13 53 /2 14 54 IL 15 55 16 56 17 57 18 58 19 59 20 60 21 3 61 22 3 62 23 3 63 24 3 64 25 3 65 26 66 27 - C 67 28 7 68 29 - 69 30 7 70 31 71 32 72 33 73 34 74 35 5 75 36 i 76 37 77 38 . 78 39 -, 79 40 c 80 Leighton and Associates, Inc. 3934 Murphy Canyon Rd # 13205, San Diego, CA 92123 Pile Driving Record S Project: Project # Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Carlsbad Municipal Golf Course 841363-009 Dudek / Simon Wong Engineering Shah Adil 0CC Dale STOER & GRAFF, INC. Salvador Altamirano Date: g' Time: Phone # 619-247-8563 Phone # Phone # S S Structure: L Bent: ,A-(,/7 4 Pile# 3 Ground Elevation: 42 Cut-off Level: 3 Pile Tip Elevation —(2. Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: C- P,-1 ) Pile Length: - Pile Size: 1 Pile Batter: / Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 43 1 4 44 5 45 97 6 46 7 47 11 48 /0 49 50 11 51 (0 12 52 to 53 10 54 55 to 16 4 56 17 1 57 58 59 60 21 3 c 61 22 3 62 23 3 171 _____ ____________ 63 24 7 64 25. 3 65 26 C 66 27 C 67 - 28 C 68 29 ____ C ____________ 69 30 C 70 31 C 71 32 C 72 33 5- 73 34 6 61 74 35 5__ 75 36 ST 76 37 5- C 77 38 78 39 5- C' 79 40 1 C 80 Leighton and Associates, Inc. 3934 Murphy canyon Rd # 13205, San Diego, CA 92123 Pile Driving Record Project: Project # Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile # Ground Elevation Cut-off Level: Pile Tip Elevation Carlsbad Municipal Golf Course 841363-009 Dudek / Simon Wong Engineering Shah Adil 0CC Dale STOER & GRAFF, INC. Salvador Altamirano ,i2tpic L? ,fL)7 I 3CS Date: '_.((/_ 6• Time: Phone # 619-247-8563 Phone # Phone# Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: ///; Pile Length: 7?' Pile Size: Pile Batter: - Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 - 42 3 43 s- 4 44 5. 45 6 46 47 48 49 C 50 10 11 51 12 52 17 13 53 14 54 15 55 16 56 3.Z y 17 57 18 10 1 58 59 60_ 21 61 22 62 23 63 24 64 25I 65 26 66 27 1 67 28 68 29 c 69 30 6 70 1 C 71 2 72 3 c- 73 4 C 74 35 C 1340 75 36 '76 37 4 77 38 78 39 79 80 Leighton and Associates, Inc. 3934 Murphy Canyon Rd # 13205, San Diego, CA 92123 Date: Time: S Project; Project # Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile # Ground Elevation Cut-off Level: Pile Tip Elevation Phone # 619-247-8563 Phone # Phone# Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: C.. Pile Length: -i 9, Pile Size: /I Pile Batter: Carlsbad Municipal Golf Course 841363-009 Dudek / Simon Wong Engineering Shah Adil Dale STOER & GRAFF, INC. Salvador Altamirano 0CC A-ThIr 7 5 2: 7- Pile Driving Record Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42_ 7 3 43 7 4 44 5 45 6 46 7 47 8 4 48 9 49 10 50 uP 51 12 52 / 7 13! 53 IC 14/ 54 / 15 55 16' 56 17 17 } 57 /- 7 18/ 58 19/ 59 20I' 60 21 61 62 63 64 65 26 c 66 27 67 28 68 29 69 30 70 31 71 32 72 33 L 6 73 34 74. 35 6 75 36 76 37 $__ '7 77_ 38 78 39 40 1 1 0 80 79 Leighton and Associates, Inc. 3934 Murphy Canyon Rd #8205, San Diego, CA 92123 I Project Name: 6 041-- Project No.: 1/33—o7 Date: —3i— Report No. Location: I Author: Day: Client/Contractor: Sk4 / ~r/2o a' Supt/Foreman: -,-w-jo, Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: p,/ 5 Tech Equipment Working: __ L= Hours ç? Today's Yardage: Yardage to Date: Summary of Operations: 4pL zi /cy mt/s I ,t4o : 3' ,4ii (%e 04 /31l4 3 LJ J 2 J / (e4 4218 I 2 i ket 4, 4 7 L /h (z e ''° iie / 3'Ov f/-f. Page fof / I Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Received by: Print - 3910 R 1-05 FILE COPY TWO -001 Pile Driving Log Project# 841363009 3rtA,t t2ie.r3 Project: Calrsbad Municipal Golf Course c Date Structure Component Pile Delivered Length (ft) Design Tip Elevation (ft) Actual Tip Elevation Blow Count Last Three feet Piston Stroke (ft) Blows per Blows per Blows per -3/-0 8r29 3 ----- 'V P4s --- ---- - ?-/-o /. /3 /A, 3 6 .3 —2 —21' 2' Z P,' 3 13 ~s ? --o' L 12 ______ 6.3 ________ - 2 i ______ / y _j_ 2' (//3 LL ? /2 - 2/ z. 6-2 ?-CY AkLiL ' —i , /j 2c;' Leighton and Associates, Inc. 3934 Murphy Canyon Rd, Suite # B205 San Diego, CA 92123 Project Name: 6VL5 &z 60IF wv&gE Project No.: 9 11-3 007 Date: D 1- 0 Report No. Location: Author: SIVA Day: MTWTSS Client/Contractor: . SC-/f( ~1?o t' Supt/Foreman: 5,V,7POJ _ Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: I D p ') Kie 4)4 Jrv, - 1.) r(€'z.. Tech Equipment Working: Hours Today's Yardage: Yardage to Date: Summary of Operations: ,4< Df /h HA ' J tW e' id pXt 12 io t4. 7- i-ti ad ii4- P 3 4JL3 7 14/ i/ Page /of / Daily Field Report Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Received by: Print FILE COPY 3910 R 1-05 S PILE DRIVING RECORD DATE: 0 7 -0 / 0 6 PILE NO. INSPECTOR: CLIENT STRUCTURE CONTRACTOR PROJECT NO. . 3 - o0 TYPE HAMMER MAKE & MODEL RATED ENERGY, FT/LB p TIP DIAMETER BUTT DIAMETER WEIGHT OF IMPACT BLOCK - DESCRIPTION (SKETCH ON BACK) w tIN / IN LB LENGTH DRIVEN WEIGHT FT IN LB MATERIAL: OO THICKNESS: AREA: o -0 MODULUS OF ELASTICITY: PSI U) z MATERIAL: THICKNESS: AREA:CL MODULUS OF ELASTICITY: PSI ELEVATION OF CUTOFF ELEVATION OF GROUND Q (I ELEVATION OF TIP LENGTH OF CUTOFF TO TIP LU LU 0. FT IN LU STARTED DRIVING FINISHED DRIVING DRIVING TIME AM J OM AM 3 JO PM MIN FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF BLOWS BLOWS BLOWS BLOWS BLOWS BLOWS I BLOWS BLOWS ..20 -30 01:.-10 —21. . 10 —31 —41 -6021 —2 0 2 .40 42 -51 — 52 —72 —22. —61 .70 3 — 12 13 23 33 43 53 — 62 63 -71 73 1!-11 - 2j 2 . 5 -32 75 —15 — 26 6 46 .66 —26 —76 7 -16 ......24,r-34 -. 47 .56z 57 -55,. -64 77 —17 -25 . ..37 -67 —35.,-45 -65 8 38., -27 - 9 39 -48 -68 -18 -28 .582 -78 -19 3-29 -49-.-59 -69 -79 10 20 30 40 50 60 70 80 Record number of blows required for each 6 in. of penetration. Note points at which stoppages occur with times of stopping and starting. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Notes / Remarks 4 2 i . .' .. 3950 RI-05 S S PILE DRIVING RECORD DATE: O 7 - 0 / - 0 (o PILE NO. INSPECTOR: Sr"/l CLIENT I' r / . STRUCTURE CONTRACTOR PROJECT NO. 'E,& p/ YJAFF 4)3C3 0o7 TYPE HAMMER MAKE & MODEL RATED ENERGY, FT/LB COJC ige Tr /e/,P5 AI& P 3Z-O TIP DIAMETER BUTT DIAMETER WEIGHT OF IMPACT BLOCK DESCRIPTION (SKETCH ON BACK) w / IN - IN LB LENGTH DRIVEN WEIGHT FT IN LB MATERIAL: OO THICKNESS: AREA: o -0 MODULUS OF ELASTICITY: PSI z MATERIAL: JLY&ioô THICKNESS: _-'- AREA:FL MODULUS OF ELASTICITY: PSI ELEVATION OF CUTOFF ELEVATION OF GROUND ELEVATION OF TIP LENGTH OF CUTOFF TO TIP CL OS FT IN STARTED DRIVING FINISHED DRIVING DRIVING TIME AM/2:/opM M- J.00PM SO MIN FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF BLOWS BLOWS BLOWS BLOWS BLOWS BLOWS BLOWS BLOWS 0 30 40 50 60 .10 1 .51 61 . 70 —11 —21 .20 .31 2 —12 —32 .42 - ç- 71 . 3 33 43 —72 73 — 13 -22 --23 -52 -53 63f 4 14 24 44 54 64 6 34 / 2]74 5 —55j -15 —25 -35 —45 —652775 6 36 66 —16 —26 / --46 -56 -'76 7 37 —47j —17 -27 —67 —77 . 8 38 9 -18 -28 -48 .58-68--78 -19 -29 .39 10 20 30 40 -)47 -49 50 60 -59j(7-69-79 70 80 , Record number of blows required for each 6 in. of penetration. Note points at which stoppages occur with times of stopping and starting. Notes I Remarks .Cn Ram CL Leighton and Associates, Inc. ____________________________________________________ _ _ _ _ CD A LEIGHTON GROUP COMPANY E cc F Anvil 3950 R1-05 Project Name: cZU Li?i ,o1F 2'Aé Project No.: 3 -OO 7 Date: 7 ô Report No. Location: Author: $Wi1 Day: M W T F S S Client/Contractor: Supt/Foreman: Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: Rek ç , ,P1 . 414 Tech Equipment Working: - Hours Today's Yardage: Yardage to Date: Summary of Operations: 6 € t cf 1P1 €44 4 / 7 d 4 74 t 44'r Lt4 6 I I 3 At ' x '74S2 ZIPJo & 4, ,i' teic 4-4 -t t.'o-z7 Page (of I Daily Field Report TLeight~o~~n~and Associates, Inc. TON GROUP COMPANY Received by: Print 3910 Ri-OS FILE COPY PILE DRIViNG RECORD DATE: ' - 0 I PILE NO.7 INSPECTOR: CLIENT STRUCTURE , CONTRACTOR PROJECT NO. TYPE HAMMER MAKE & MODEL RATED ENERGY, FT/LB TIP DIAMETER BUTT DIAMETER OF IMPACT BLOCK DESCRIPTION (SKETCH ON BACK) w -J TWEIGHT IN LB LENGTH DRIVEN WEIGHT FT IN LB MATERIAL: 0 L o 00 THICKNESS: . AREA: U -0 MODULUS OF ELASTICITY: PSI Cl) z MATERIAL. w THICKNESS :AREA: MODULUS OF ELASTICITY: PSI ELEVATION OF CUTOFF ELEVATION OF GROUND 0 ELEVATION OF TIP LENGTH OF CUTOFF TO FT IN STARTED DRIVING FINISHED DRIVING DRIVING TIME 7-:AM PM AM PM MIN. FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF BLOWS BLOWS BLOWS BLOWS I BLOWS BLOWS BLOWS BLOWS o —10 --J20 -30 -60 71 -111111 62 2---12 -j225_ - 32* -70 53 -401q-----------50 -73 -72 3 ---13 ------23 —J21_-31, ,- 41_-51I 54 --74 15 r 4 ---14 ----I24 S-34,,..- -25 - -63 -65 -75 6---16-------26 J.5—.55 46 56 -64 -76 7 17 27 37 47 --56 57 -66 67 77 - - 9 19 29 39 59 69 79 8 --18 - 38,1----48/3 ----------------- 20 ---------------- - - -58 -68 -78 10 20 -j-4-4 --- 30 40 50 70 80 C Record number of blows required for each 6 in. of penetration. Note points at which stoppages occur with times of stopping and starting. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Notes / Remarks r-'° & d-J,L /2' ) ,•/ # f i L 7f / 1;ot4 Q C- 3950 R1-05 PILE DRIVING RECORD 11 DATE: PILE NO. INSPECTOR: CLIENT STRUCTURE CONTRACTOR PROJECT NO. TYPE 1 HAMMER MAKE & MODEL RATED ENERGY, FT/LB TIP DIAMETER BUTT DIAMETER WEIGHT OF IMPACT BLOCK DESCRIPTION (SKETCH ON BACK) w IN IN LB LENGTH DRIVEN WEIGHT FT IN LB MATERIAL: oO THICKNESS: AREA: o MODULUS OF ELASTICITY: PSI C)) z MATERIAL. w THICKNESS: AREA: MODULUS OF ELASTICITY: PSI ELEVATION OF CUTOFF ELEVATION OF GROUND 0 ELEVATION OF TIP LENGTH OF CUTOFF TO TIP LU FT IN STARTED DRIVING FINISHED DRIVING DRIVING TIME AM PM 7,00 AM PM MIN FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF BLOWS BLOWS BLOWS BLOWS I BLOWS BLOWS BLOWS BLOWS 0 —20 —70 1 61 — 11 —21 2 -10 -30 52 — 50 -60f 72 —12 —22 -4O --4i1-5ljj--------71 3 —33ç 73 —13 —23 -31 — 53 4 - -43 642 74 5 -14 45 —15 —25 —35 —55 6 —24?,-34 — 44 66 —26 , -65 -75 —76 7 —17 — 67 8 -27-37/3 - 47 -46 q -57. -77 -16 --36 9 49/ -58/L -68 69 -18 -281338,y-48 -78 10 -19 20 -29 Ti— 30 40 50 60 70 -79 80 Record number of blows required for each 6 in. of penetration. Note points at which stoppages occur with times of stopping and starting. Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Notes I Remarks 3950 R1-05 Notes I Remarks Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY S S PILE DRIVING RECORD DATE: " PILE NO. INSPECTOR: CLIENT STRUCTURE CONTRACTOR PROJECT NO. TYPE "3 HAMMER MAKE & MODEL RATED ENERGY, FT/LB w TIP DIAMETER BUTT DIAMETER WEIGHT OF IMPACT BLOCK DESCRIPTION (SKETCH ON BACK) -J CL IN IN LB LENGTH DRIVEN WEIGHT FT IN // /4.. (i •/ LB - MATERIAL: o 0w0 I THICKNESS: AREA: L) - 0 MODULUS OF ELASTICITY: PSI ./ U) z MATERIAL: THICKNESS: AREA: MODULUS OF ELASTICITY: PSI ELEVATION OF CUTOFF ELEVATION 9F GROUND ELEVATION OF TIP LENGTH OF CUTOFF TO TIP LU LU Q. FT IN STARTED DRIVING FINISHED DRIVING DRIVING TIME AM PM AM PM MIN FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF FT NO. OF BLOWS BLOWS BLOWS BLOWS BLOWS BLOWS BLOWS BLOWS 40 -10 21 61 -70 -71 2 -20 7-30 42 .522 - -22.. 3 4 -12 -72 -23 - 5O - 63 - 13 - 24 .34 -74 5 -31 q 45 - 43j --64 -35 , - 54 ..60 6 16 26 36 - 46 56 66 76 -14 - -25 - , -- , - 53 -- 62 7 17 27 -33 37 47 57 67 .73 77 -15 , / -75 8 18 28 38 48 - 55 58 - - 65 68 78 9 10 20 30 40 50 60 70 80 -19 0 -29 ____ -397-49j7-59 -69 -79 Record number of blows required for each 6 in. of penetration. Note points at which stoppages occur with times of stopping and starting. 3950 R1-05 fl PILE DRIVING RECORD DATE: ?—C'5--d'6 PILE NO. INSPECTOR:_______________________________ CLIENT STRUCTURE CONTRACTOR PROJECT NO. TYPE HAMMER MAKE & MODEL RATED ENERGY, FT/LB w -J TIP DIAMETER BUTT DIAMETER WEIGHT OF IMPACT BLOCK . DESCRIPTION (SKETCH ON BACK) IN IN LB LENGTH DRIVEN WEIGHT FT IN LB MATERIAL: Ow0 ,M 2 I THICKNESS: AREA: o —0 MODULUS OF ELASTICITY: PSI (0 z MATERIAL: THICKNESS: AREA: MODULUS OF ELASTICITY: PSI ELEVATION OF CUTOFF ELEVATION OF GROUND 0 ELEVATION OF TIP LENGTH OF CUTOFF TO TIP LU FT IN STARTED DRIVING FINISHED DRIVING DRIVING TIME / O AM PM / . AM PM MIN FT NO. OF BLOWS FT NO. OF BLOWS FT NO. OF BLOWS FT NO. OF BLOWS FT NO. OF BLOWS FT NO. OF BLOWS FT NO. OF BLOWS FT NO. OF BLOWS 0 10 20 30 40 18'O 60 70 H 1 11 21 31 41 51 61 71 2 72 —52 —62 3 63 73 4 14 -22 24 34 44 54 64 74 5 -326-42 -12 —75 6 -15 -13 -23 -35)3-45.-55j 7 17 27 —33/3-43 37 47 57 67 77 -25 8 18 28 38 48 58 - - 65 68 78 -16 -26 -36 -46 -56_-66 15 -76 9 10 20 30 40 50 60 70 80 -19 -29 25 -39 -49LL-----------59, -69 -79 c Record number of blows required for each 6 in. of penetration. Note points at which stoppages occur with times of stopping and starting. S Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Notes / Remarks 3950 R1-05 7 7 0 DAILY FIELD REPORTS PILE DRIVING RECORDS FOR BRIDGE C CONSTRUCTION OPERATIONS August 2006 S CARLSBAD MUNICIPAL GOLF COURSE CARLSBAD, CALIFORNIA Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY 0 SO-I U O6C AdOO 91k1 ANVdVI03 dflOdO NO1HOI3 V 0111 'seeiooss' Pue uoqthr podej PIkI Ailea __ jup :Aq peA!e3a joe6e s- 1a J/4fj7 /A1j'1 9IV!) ..LaQ S5/1/Q) A41?Vd -/QJ'Yd 3J'-t J'in'- ac i ' OQ, ,,J 5fJ 7)d Alhi' / 3'Z/?J'7 ?' 31 — /z7 5W1 2 # 7144 3/z J1i/ L?icJSJYI Y5 57Id -_5w0/)./5-0d 3'II$ 01.4411' TjWU775 td "J, A c7-k*j cT.A)V Q /?' !1J3'1i 7IVAI /' :suo!;eJedo jo £iewwn :aea oi a6epJeA '—'•- -ii - - t — ) :6uuioMWowdinb3 :a6epJe sepoj I SJflO VNS 4081 V/A(??'c( fild ''' lcl/.7d :o 6usejjuoi;e1uesq Qqt :jeeut5u !O :su6oioe :Aos!Aiedns piei :JaLeaM M/A i/4c :ueweJoftdnS 9NOf1 NQ?-',ç :.0;3eJ;uo3fluaq3 S S 1 I M I :Aecj V_A ~; :Joq;ny atePS77Yt,4P 4 :uolwQol 1 0N podaj 9Qz :aea oQ-cE/6 :,ON 139FOJd Q9 'Y4k/ ci1V, :owB.J IDOfOJd Pile Driving Record Project: Project# Client Bridge Contractor Foreman: 2/! '7c Date: 08 --- o2--04 - i; c3 - 00 1 Time: c JuDEI / gfww i'1O/\i6 Phone# Pile Subcontractor Srgr, ' Foreman: v-co,c. Hammer: ArfrE ho —32. Pile# g, C - 4or / Type: C' b Length: Size: I'? •' Batter: Phone # Ground Elevation: 55 Cutoff Level: T55 Pile Tip Elevation —/7 Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 7_ 3 43 to 4 44 to 5 _____---- 45 2- -7 6 46 7 47 _/0 8 ( 48 f 9 i 49 - - - 10 50 '0 11 51 12 52 13 4 53 14 54 15 55 16 56 17 57 It S 18 2o 58 19 59 20 60 21 61 22 62 23 '31 63 24 64 25 65 26 __________ 66 27 67 28 68 29 69 30 ti 70 31 71 32 72 33 50 73 34 74 35 75 36 76 37 1 77 38 78 39 79 40 80 Leighton Associates, Inc. 3934 Murphy canyon Rd # 13205, San Diego, CA 92123 I Project Name: LS61) 'bP Project No.: '41J_oo Date: g—-o, Report No. Location: t V/hiEY 3bt. Author: Day: MW T F S S Client/Contractor: St"Qn- 6t10(\(67 / crz , 6f4c Supt/Foreman: V4-f Weather: Field Supervisor: Geologist: Soil Engineer: Observation/Testing of: ?/LE ),-/Vt/V6 t j Tech 5v4 Equipment Working: ' UfrO Hours Today's Yardage: Yardage to Date: Summary of Operations: / / ü w 1 &/t47 ff (€ 43/ / d 7 t. a/ia 7 J 3 -- 7i M o 6. Page — of Daily Field Report Leighton and Associates, Inc. Received by: A LEIGHTON GROUP COMPANY Print 3910 R 1-05 FILE COPY Pile Driving Record Project: /) /-f(/t// 60zr 2f Project # Client tk 7 t•m"/a';; Bridge Contractor Foreman: 1.4-'i Phone # Pile Subcontractor $rtg I" /,4f',c Foreman: ,4L L',4 Phone # Hammer: A P4 t Date: Time: 1co fr/-I Pile# I &'c::, Type: Length: 3' Size: Batter: Ground Elevation: 5f? c( Cut-off Level: Pile Tip Elevation Depth Blow Counts Stroke Comments, Depth Blow Counts Stroke Comments 1 41 2 42 3 43 4 44 5 45 6 46 7 47 8 1 48 9 / 49 1! 7 10 50 11 51 12 52 13 S 53 14 J 54 15 55 '7 10 IN 00 I Z 17 57 18 58 19 59 20 60 21 24 61 22 ; 62 23 63 24 64 25 65 26 66 7 Có 27 67 28 -: 68 29 30 70 31 71 32 _____ 72 33 73 34 to 74 35 / 75 36 Ia ___________ 76 37 /0 __________ 77 38 /0 78 39 (0 79 40 1,I 91 80 Leighton Associates, Inc. 3934 Murphy Canyon Rd # B205, San Diego, CA 92123 S S Pile Driving Record Project: Project# Client Bridge Contractor Foreman: - Oo7 2 ujx- / /,9OA/ cJON6 Phone# Date: - Og -06 Time: Pile Subcontractor N?. Foreman: 514LV, :o R Hammer: ,Ap t) 2c:? Pile# Type: Length: 3 - Size: Batter: /; 3 Phone # Ground Elevation: 2 Cut-off Level: . Pile Tip Elevation -J 7- Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 _ 43 4 ±4__.__L__ 5 -. 45 6 46 7_ L z___ 8 48 1 2 ;7- - 9 4 10 - 50 11 . . 51 12 52 13 53 Ii __ 14 - 54 15 4. 55 16 56 _jj_ 17 57 _1 25 58 19 59 20 4 60 21 61 22 62 167 23 7 63 /c 24 64 25 65 26 66 / 91 27 67 28 tq 68 /E 29 30 1/ 70 31 71 32 72 33 5" :2 73 - 34 1 74 35 . 75 36 6 76 37 77 78 39 ____ 79 80 Leighton Associates, Inc. 3934 Murphy Canyon Rd U 8205, San Diego, CA 92123 Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 43 4 44 5 _45 6 46 7 1' 47 8 48._ /9.. 9 49 50 1 51 12 / N, 52 _1_ 53 14 ( 54 /L) 15 55 16 4'. 5_ /z_ 17 57 /1 18 25 58 19 59 10 20 60 12- 21 61 ___ 22 62 I. 7 23 63 24 64 25 65 26 66 27 67 28 { 68 29 69 30 .' 70 31 71 32 /0 72 33 73 34 '1 2- 74 35 75 36 - 76 37 77 38 1- 78 39 79 240 80 S Pile Driving Record Project: e)vRsr Project# • 067 Client I)/F)r / 'iO'/ 4JO/'1 Bridge Contractor Foreman: Pile Subcontractor 5 $ / Foreman: 5,4LV Oq Jt ,LTh/'4 ..At1O Hammer: b .ô —3 Pile# C frb/ / Type: Length: Size: Bailer: /_j Date: Time: Phone# Phone# Ground Elevation: 5z- Cut-off Level: i Pile Tip Elevation —Ri £/~j 112 Leighton Associates, Inc. 3934 Murphy Canyon Rd # B205, San Diego, CA 92123 I Pile Driving Record Project: Project# 4/'43 —OO Client Bridge Contractor Foreman: Phone # Pile Subcontractor rpOrA t' k4iF Foreman: ','rX V/4 Phone# Hammer: A-pr D 3o Date: Time: Pile # / •Azi7 i Type: ef4,eA( /) (pc Length: 3' Size: '1 Batter: Ground Elevation: 2 Cut-off Level: Pile Tip Elevation Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 41 9 7 2 42 1 43 '7- 7- 4 44 ---------___ 45 6 46 7 47 8 ç' 48 9 49 to 7 10 50 11 51 10 —77 12 ___ ________ 13 -' 5314 52 D 54 15 55 16 56 17 - 57 'o _ 18 ST 58 ' 19 59 20 60 - / 21 6 61 22 62 23 63 24 64 25 -- 65 26 66 / 27 }- 67 28 68 29 69 30 70 31 71 32 72 33 73 34 4 74 35 ', 75 36 76 37 38 7 78 39 79 40 80 Leighton Associates, Inc. 3934 Murphy canyon Rd # B205, San Diego, CA 92123 Pile Driving Record Project: 6(0F ( IP Project# • 4i3 —oôq Client '2 /S7t/Oi'v WOtJ Bridge Contractor Foreman: Pile Subcontractor i ' i./1 FE Foreman: 3A 1,. VA 2 Hammer: 1?O—j2 Pile# C /4f347 j Type: Length: Size: Batter: Date: Time: Phone# Phone # Ground Elevation: 5-2- Cut-off Level: I s 's Pile Tip Elevation f Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 43 4 44 5 45 6 46 7 47 8 48 9 49 10 50 11 51 12 52 13 53 14 54 15 55 16 56 17 57 18 58 19 59 20 60 21 61 22 62 23 63 24 64 25 65 26 66 2' 27 67 22 28 68 2./ 29 69 30 70 31 71 32 72 33__ 73 34 74 35 75 36 76 37 78 39 79 40 80 Leighton Associates, Inc. 3934 Murphy Canyon Rd # B205, San Diego, CA 92123 Pile Driving Record Project: Project# Client Bridge Contractor Foreman: Goa- ep ,9AW Date: 4/J€3— O&? Time: 1 ?O( 1JO/V Phone # n Pile Subcontractor 5O/ £ Foreman: -\1AL e) -;2 Phone # Hammer: 7f P t; -P 3o -- Pile # / - ,'1f I Type: -'h £1 / Length: 6. / Size: /4 ' St- Batter: 3 Ground Elevation: ç a Cut-off Level: 4 5 Pile Tip Elevation —1 Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 __- 42 3 --- 43 4 _ 44_— 5 45 6 4______ 7 47 8 48 9 49 10 50_ 11 51 12 52 13 53 14 54 15 55 16 5_______ 17 57 18 58 19 59 20 60 21 6_______ 22 62 23 63 24 64_ 25 65 26 66 27 67 31 28 68 29 69 30 7___ 31 71 32 72 33 73 34 74 35 75 36 76 37 77 38 78 39 79 40 80 Leighton Associates, Inc. 3934 Murphy Canyon Rd # B205, San Diego, CA 92123 Project Name: -frS1Ai cLF iWR-E Project No.: i/2 3- Date: c__14.-, l, Report No. Location: C14 Author: SAIA Day: (a I W T F S S Client/Contractor: St-E/ qpp Supt/Foreman: 5','-)ô, Weather: cicob'y Field Supervisor: Geologist: Soil Engineer: 4o Observation/Testing of: Tech Equipment Working: CPtI1 /2övft' /MI/. LS .iJ- Ctr77 Hours 17 Today's Yardage: Yardage to Date: Summary of Operations: .d 2o Air / Tr'.2C 1 IA / p (e ( Aej& i(1 411 4 7 his!. k&1 SeU714 at/ /J a2oep 4i J d 24 ,I w L IAiJ c (/34/ A) OL 7t LJ j5J to CI4'L a.t'( 7'o v4J. Page Of I Daily Field Report Leighton and Associates, Inc. Received by: A LEIGHTON GROUP COMPANY Pnt 3910 R 105 FILE COPY Project: . Project# Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile # Ground Elevation Cut-off Level: Pile Tip Elevation Pile Driving Record Car'sbad Municipal Golf Course 841363-009 Dudek /Simon Wong Engineering Shah Adil 0CC Dale STOER & GRAFF, INC. Salvador Altamirano Agur 2. 4 44 5 Date: /1 - a Time: Phone # 619-247-8563 Phone # Phone# Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: Pile Length: Pile Size: 14" Pile Batter: /v/A Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 41 2 42 3 43 4 44 119 5 45 j_p 6 46 /3 7 47 12- 8 48 /2 9 49 10 50 11 51 10 12 52 13 13 53 14 54 15 55 16 56 23 17 57 18 58 19 59 20 60 21 61 22 62 23 63 24 64 25 65 26 66 27 67 28 - 68 29 69 30 70 31 71 32 72 33 73 34 74 35 5 75 36 76 37 77 38 78 39 79 40 80 Leighton and Associates, Inc. 3934 Murphy canyon Rd # 13205, San Diego, CA 92123 Pile Drivina Record Project: . Project# Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile # Ground Elevation Cut-off Level: Pile Tip Elevation Carlsbad Municipal Golf Course 841363-009 Dudek I Simon Wong Engineering Shah Adil 0CC Dale STOER & GRAFF, INC. Salvador Altamirano Date: Time: 7.'3c 14/ Phone # 619-247-8563 Phone # Phone # Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: ó Pile Length: 61 Pile Size. Pile Batter: I : Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1/ 41 2 42_ C g 3' 43 2-1 4 . 44 5 -4 45 ., 53 6 46 7, .-- 47 8 48 9 49 10 50 11' 51 121 52 13 53 14 54 c2. 55 56 57 58 59 60 r23 61 62 c 63 65 66 67 68 69 30 10 70 31 71 32 ij 72 33 /0 73 34 f 74 35 Ic) 75 36 /0 76 37 /0 77 38 /! 78 39 / 79 40 /3 80 Leighton and Associates, Inc. 3934 Murphy canyon Rd # 13205, San Diego, CA 92123 'A Depth Blow Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 41 2 - 42 43 4 . 44 5 45 6 ( 46 7 47 8 48 3c'/3 9 49 10 50 11 _____ _________ ___________ 51 12 52 13 5 53 14 54 15 55 16 56 17 57 18 1~1 _58 19 59 20 1 60 21 61 22 62 23 63 24 64 25 65 26 66 27 C 67 28 68 29 C 69 30 70 31 7 71 32 72 33 73 34 74 35 !z. 75 36 // 76 37 77 38 () 78 39 /3 79 40 I /3 80 2 Pile Drivina Record Project: Project # Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile # Ground Elevation: Cut-off Level: Pile Tip Elevation Carlsbad Municipal Golf Course 841363-009 Dudek I Simon Wong Engineering Shah Adil 0CC Dale STOER & GRAFF, INC. Salvador Altamirano -t IS- Date: i-06 Time: //: i -(<1 Phone # 619-247-8563 Phone # Phone # Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: Ce... ci Pc'7A5 Pile Length: Cf - Pile Size: / Pile Batter: Leighton and Associates, Inc. 3934 Murphy Canyon Rd # B205, San Diego, CA 92123 30 I 5-6 . 57 Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 1 1 41 __./__. 2 T g 42 13 43 4 . 44 5 2. 45 6 2 4 46 7 47 8 48 ° 9 2. 49 10 50 11 3 . 51 12 52 13 53 14 54 15 55 16 C 56 17 C 57 18 58 19 59 20 60 21 61 22 62 23 63 24 64 25 5 65 26 66 27 67 28 68 29 69 30 70 31 71 32 Cf 72 33 /0 73 34 74 35 75 36 10 76 37 (0 _77 38 // 78 39 79 40 II 80 Pile Drivina Record Project: Project # Client I nspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile # Ground Elevation: Cut-off Level: Pile Tip Elevation Carlsbad Municipal Golf Course 841363-009 Dudek /Simon Wong Engineering Shah Adil 0CC Dale STOER & GRAFF, INC. Salvador Altamirano &Y26'e C ATrIO . I 5•7 .4 11,5- -/3 Date: Time: /, n 0 /bA Phone # 619-247-8563 Phone # Phone # Hammer: APE 030-32 Ram Weight: 6615 lbs Pile Type: Pile Length: Pile Size: /'°' St Pile Batter: (.3 Leighton and Associates, Inc. 3934 Murphy canyon Rd # 13205, San Diego, CA 92123 Depth Blow Counts Stroke Comments Depth Blow Counts Stroke Comments 41 31 2 42 3 2 43 4 , ____ ____ _____ 44 5 CO45 6 46 7 47 8 48 9 3 49 10 c 50 11 1 51 12 •. 52 13 .4 53 14 5 1' 54 15 C 55 16 -. 56 17 S 57 18 5 58 19 4 C 59 20 5 60 21 5 61 22 ., 62 23 63 24 64 25 65 26 66 27 - 67 28 7- 68 29 69 30 70 31 tc 71 32 72 33 ID 73 34 10 74 3 35 75 36 76 37 II 77 38 tO 78 39 ID 79 40 13 80 NM 15 5 Pile Drivina Record Project: Project # Client Inspector Bridge Contractor Foreman: Pile Subcontractor Foreman: Structure: Bent: Pile # Ground Elevation: Cut-off Level: Pile Tip Elevation Carlsbad Municipal Golf Course 841363-009 Dudek I Simon Wong Engineering Shah Adil 0CC Dale STOER & GRAFF, INC. Salvador Altamirano L. .2. 57' 4 44, —/3 Date: Time: Phone # 619-247-8563 Phone # Phone# Hammer: APE D30-32 Ram Weight: 6615 lbs Pile Type: C,-. 0 7/-?c Pile Length: 41, Pile Size: /4 Pile Batter: Leighton and Associates, Inc. 3934 Murphy Canyon Rd # 8205, San Diego, CA 92123 S S S 0 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY PROJECT MEMORANDUM To: City of Carlsbad Date: August 3, 2006 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Project No. 841363-009 Attention: Mr. George Litzinger Subject: Ground Water Seepage Mitigation and Subdrain Recommendations, Lake South of Hole 2, Carlsbad Golf Course, Carlsbad, California In accordance with the request we have been performing geotechnical services during the grading operations for the Carlsbad Golf Course project, located in Carlsbad, California. This letter provides our recommendations concerning the mitigation of the ground water seepage conditions present on the east side of Lake adjacent to Hole Number 2. Based on our review of the project grading plans and our geotechnical observation and geologic mapping during the lake construction operations, the lake between Hole Number 7 and Hole Number 2 was constructed with a 5 foot removal with a cut slope to the east. Based on our site observations, the minor ground water seepage conditions are present in the north eastern portion of lake and in the subdrain trench excavation along the base of the west-facing cut slope. The formational material of the slope consists predominately of silty sandstones with minor siltstone beds. The seepage in trench can be dealt with by letting the ground water flow through the bedding gravel in the trench. However, the minor ground water seepage conditions present in the lower portion of the trench may cause saturated conditions at the lower portion of lake. As a result, we recommend the placement of a subdrain system adjacent to the toe-of-slope at northeastern portion of lake in order to intercept the potential ground water seepage. The recommended subdrain system should consist of a 4-inch diameter perforated PVC pipe installed (holes down) in a trench having a minimum fall of at least 1-percent toward the outlet location. The trench should have a minimum depth of 6 to 7 feet and a minimum width of 12 inches. The trench should be backfilled to within 3 feet of the ground surface with clean 3/4-inch gravel wrapped in filter fabric (Mirafi 140N or equivalent). A typical detail of the subdrain construction is presented as Figure 1. The subdrain should be outletted with solid "tightline" pipe (i.e. 4-inch solid PVC pipe) into the existing storm drain inlet box to the south at Hole Number 7. The solid "tightline" pipe should be placed where is present along the bottom of the trench. We anticipate the solid pipe will be 10 to 20 feet in length. The solid "tightline" pipe should also have a minimum 2-percent fall toward the outlet location. 3934 Murphy Canyon Road, Suite B205 a San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 We also recommend that clean-outs be considered in several locations along the subdrain system (such as at the high point and where the perforated pipe transitions into solid pipe). A cutoff wall should also be placed across the subdrain trench on the uphill side of the cut/fill transition exposed in the bottom of the trench. The cutoff wall should have a minimum width of 6 inches, be notched into the bottom and sides of the trench wall a minimum of 4 inches, and extend at least 6 inches above the top of the pipe. Between the cutoff wall and the outlet point, solid (non-perforated) pipe should be utilized. In order to minimize future seepage conditions that may occur on the slope face above and up-gradient of the subdrain system, shallow subdrain laterals may be installed up the slope face. The shallow subdrain systems should consist of a 4-inch perforated pipe surrounded by 3/4-inch gravel and wrapped in filter fabric within a trench approximately 2 feet in depth. The shallow subdrain systems should connect to the toe of slope subdrain. As an alternative to installing the subdrain laterals now, vertical rises from the toe- of slope subdrain may be installed in the areas of existing seepage and/or at regular intervals along the slope. Then, if the seepage conditions worsen over time and/or saturated conditions and distressed vegetation is a problem, subdrain laterals can be installed at a later date. The outlet location and subdrain pipe should be surveyed by a civil engineer to ensure the subdrain outlet pipe has the minimum fall of 2-percent and the location of the subdrain known. We also recommend that a representative of Leighton and Associates observe the toe-of-slope subdrain installation and document the placement and construction operations. If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Mike D. Jensen, PG 8056 Project Geologist Attachment: Figure 1 - Typical Toe-of-Slope Subdrain Detail Distribution: (2) Addressee .. -2- 4 Leighton S DI S pm 0 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY October 10, 2006 Project No. 841363-009 To: County of San Diego, Department of Environmental Health Well Permit Desk, Site Assessment and Mitigation Program P.O. Box 129261 San Diego, California 92112-9261 Attention: Ms. Amelia Cesena Subject: Geotechnical Boring Completion Report, Well / Boring Permit No. LM0N103868 Carlsbad Municipal Golf Course, Carlsbad, California . In accordance with the requirements of Well I Boring Permit No. LMON103 868, Leighton & Associates, Inc. (Leighton), is submitting the following information regarding the geotechnical borings performed at the Carlsbad Municipal Golf Course site: Site Location Map (Figure 1) Geotechnical Map (Figure 2) Boring Logs B- 1, B-2, and CPT-1 (Appendix A) Well Permit No. LMON 103868 (Appendix B) Geotechnical Borings B-i and B-2 were performed on. April 4, 2006. Geotechnical Cone Penetration Test Sounding CPT-1 was performed on May 24, 2006. Borings B- 1, B-2, and CPT-i were backfilled with bentonite grout mix using the tremie method in accordance with Well / Boring Permit No.. LM0N103868 (Appendix B). Boring locations are presented on the Geotechnical Map (Figure 2). The approximate volume of bentonite grout mix used to backfill each boring is as follows: B-l: 14.3 cubic feet j B-2: 22.7 cubic feet CPT-1: 3.0 cubic feet I 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 If there are any questions regarding our field activities, please contact the undersigned at (858) 292- 8030. Respectfully submitted, LEIGHTON & ASSOCIATES, INC. O G dll Mç612 NO. K. Wagner KW , Principal Geologist Geologist CERTIFIED 20 ENGINEERING I. Attachments: Figure 1 - Site Location Map F Figure 2 - Geotechnical Map Appendix A - Boring Logs Appendix B - Well Permit No. LMON 103868 Distribution: (1) Addressee I -2- 4 Leighton SAL :—° cc VIDAV ... WK.M _ #; PA I AP 1Qa - WfFFE LA P1I& cosios - / L SOW : / ( P t --- : '-4 F9LT F1 COL * 1.: 23 - BATIQUITOS : ! 9PF4 & 1W IN - - ROp RD RD a41 H': --•.• 0 ' miies 1 In. —1900 ft. SEE 1147 , an 0 / 2 - Il \ cUT-2&950 RAwçiRIHVoaK \ 11Ii1lJ,500 Q(IAHIl11ES (CI.) /-- \{ — ,, 7 I ... . ... ,. I it 0 k- N ••-•- - '-1 - -. _--. - ! // • / '• ... ..... - I -(GEND ) -WtEkO€9GIAlH - I) '\ \\\:iIS\\ \ \ .............. I :Td ;t44 awi aIIIv4)-.- S1J / IEGJ1 - Bar") Louf m ? Firn2. SHEET CITY OF CARLSBAD 1 L..ENGINEERING DEPARTMENT I GRADING PLANS FOR: CARLSBAD MUNICIPAL GOLF COURSE EARTHWORK QUANTITY EXHIBIT eu— 381-4A - .5 I" BEN HMARK . "AS BUILT" DESCRIPTION: CONCRETE MONUMENT WITH STANDARD Disc STAMPED ECR. 15 LOCATION: 500' SOUTH QF INTERSECTION OF DI. CAM/NO REM.. AND PALOMAR AIRPORT RD., EAST SIDE RCE EXP. ________ DATE OF aCAMINO REAL ALONG FENCE LINE .i..r RECORDS FROM: SAN DIEGO COUNTY PRECISE SURVEY Ii'vti.. REV/EyED sv ci (R.S. 1600-1) UJ VA1Qt 9€:a9 CAIW YP TQR. 'k -.----k? ./ I -.-- HDP-97-08 CDP-97-25 SUP-98-02 CflY NO. 3721 PUBLIC CONTRACT No. 39721 RE1SIQN PgSRIPT!QN lImo wrw. I TI'YAI. \:- - 750' c*tSS,Q PIIC SCML I50' n. 39396 CONSULTANTS INC. I I SN4 DIEGO CE. SUIIE 610 5 ..cAI.rQRHtA 92106 M %-14fl fAX (1) !01-1470 ~ U-mffil MIA I GEOTECHNICAL BORING LOG LB-1 Date 4-4-06 Sheet 1 Project Carlsbad Golf Course Project No. Drilling Co. West Hazmat Type of Rig Elevation Top of Elevation 39' g 4 S1 .04 0 . . CL i DESCRIPTION Logged By GJM Sampled By GJM 0 CL I- 0 - SC7CL QUATERNARY ALLUVIUM (pal) - '.. @0': Fine sandy CLAY: Dark brown to dark gray-brown, moist to wet; hard - 3': Ground water encountered 5': Fine sandy CLAY: Dark brown to dark gray-brown, moist to - R-1 48 106.7 20.4 wet, hard 30 -. 10— @ 10': Fine sandy CLAY: Dark brown to dark gray-brown, moist to R-2 43 wet, hard 25 15 15': Fine sandy CLAY: Gray-brown, moist, hard -A R-3 47 /.• 20 -' 20— @20': Fine sandy CLAY: Gray-brown, moist, hard - R-4 43 15 ' @25': Clayey fine to medium SAND: Light brown, wet to saturated, - 39 SC medium dense 30 SAMPLE TYPES: TYPE OF TESTS: SPUT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS RING SAMPLE tBR SH SHELBY TUBE MD MAXIMUM DENSITY AT ATTERBURG LIMITS 4 BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX TUBE SAMPLE CR CORROSION RV R-VALUE LEKilITON AND ASSOCIATES, INC. Hole Diameter 8" of 2 841363-009 Hollow-Stem Auger Drive Weight 140 pound hammer Drop 30" Location Bridge B Alignment Near Pier No. 2 GEOTECHNICAL BORING LOG LB-1 Date 4-4-06 Sheet 2 of 2 Project Carlsbad Golf Course Project No. 841363-009 .Drilling Co. West Hazmat Type of Rig Hollow-Stem Auger Hole Diameter 8.1 Drive Weight 140 pound hammer Drop 30" Elevation Top of Elevation 39' Location Bridge B Alignment Near Pier No. 2 - lo w a) - w o u_ i r (D M Z E U) 0. - u o a. - > -wo - '4..r . wo 0a (1) Mo 0 - i—.- WCO °• o Cl)- DESCRIPTION Logged By GJM Sampled By GJM a) a) F- - 3 0— ___ _____ QUATERNARY ALLUVIUM (Oal) - continued R-5 45 Sc @30': clayey fine to medium SAND: Light gray to light gray-brown, wet to saturated 5 35— @35': Clayey fine to medium SAND: Light gray to light gray-brown, 5-1 32 wet to saturated 0 40— R-6 ' @40': clayey fine to medium SAND: Light gray to light gray-brown, wet to saturated Total Depth= 41.5 Feet Ground water encountered at 3 feet at time of drilling Backfihled with bentonite grout on 4/4/06 - 45- -10 - 50- -15 - 55- -20 - 60— SAMPLE TYPES: TYPE OF TESTS: left S SPUT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY AT ATERBURG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX I TUBE SAMPLE CR CORROSION RV R-VALUE LEIGHTON AND ASSOCIATES, INC. I GEOTECHNICAL BORING LOG LB-2 Date 4-4-06 Project .Drilling Co. Hole Diameter 8" Elevation Top of Elevation 52 Sheet 1 of 3 Carlsbad Golf Course Project No. 841363-009 West Hazmat Type of Rig Hollow-Stem Auger Drive Weight 140 pound hammer Drop 30" Location Bridge C Center of Abutment No. I I I g 0 U- OLL @10J) ( V 0.0 D w co O - wo . . .! .! DESCRIPTION Logged By GJM Sampled By GJM 0 QUATERNARY ALLUVIUM (Oat) - . ... @0': Fine to medium sandy CLAY: Brown to dark gray-brown, moist to wet, hard 50 - : @3: Groundwater encountered 45 - . :• Note: Boring drilled to determine depth to formational material. As a result, minimal logging and no sampling was performed. 10- 40- 35- 20—: 1. 30 25- 25 3fl SAMPLE TYPES: TYPE OF TESTS: S SPLIT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS R RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY AT ATERBURG LIMITS B BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R-VALUE LEIGHTON AND ASSOCIATES, INC. GEOTECHNICAL BORING LOG LB-2 Date 4-4-06 Project Drilling Co. Hole Diameter 8" Elevation Top of Elevation 52' Carlsbad Golf Course West Hazmat Drive Weight Location Sheet 2 of 3 Project No. 841363-009 Type of Rig Hollow-Stem Auger 140 pound hammer Drop 30" Bridge C Center of Abutment No. I 0LL .) . W . 2' Q O . . DESCRIPTION Logged By GJM Sampled By GJM CL I— 30—'*- - ____ QUATERNARY ALLUVIUM (Qafl - continued 20- A% 15- 40- 10- 0- 60 SAMPLE TYPES: TYPE OF TESTS: I s SPUT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS I 'R RING SAMPLE SH SHELBY TUBE MAXIMUM DENSITY AT ATTERBURG LIMITSB MD BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX T TUBE SAMPLE CR CORROSION RV R.VALUE LhKiM ION AND ASSOUIATES, INC. GEOTECHNICAL BORING LOG LB-2 Sheet 3 of 3 Project Carlsbad Golf Course Project No. 841363-009 .Drilling Co. West Hazmat Type of Rig Hollow-Stem Auger Hole Diameter F. Drive Weight 140 pound hammer Drop 30" Elevation Top of Elevation 52 Location Bridge C Center of Abutment No. 1 . 1 . . w .2'- a 10 22 Q5 DESCRIPTION Logged By GJM Sampled By GJM I- 60— .;. QUAThRNARY ALLUVIUM (Oal) - continued -10 - @ 62': possible Santiago Formation and/or weathered formational material per driller 65— S-I 50/3" SM -------------------- 69': Silty fine SANDSTONE: Light gray-green, damp, very dense -15 - Total Depth =66 Feet Ground water encountered at 3 feet at time of drilling - Backfihled with bentonite grout on 4/4/06 70- -20- 75- - -25- 80- - -30- 90 I 85- - -35- — TYPES: TYPE OF TESTS: SPUT SPOON G GRAB SAMPLE DS DIRECT SHEAR SA SIEVE ANALYSIS j K MPLE RING SAMPLE SH SHELBY TUBE MD MAXIMUM DENSITY AT ATTERBURG LIMITS BULK SAMPLE CN CONSOLIDATION El EXPANSION INDEX TUBE SAMPLE CR CORROSION RV R-VALUE LEIGHTON AND ASSOCIATES, INC. Date 4-4-06 4 (+)9V0 :uIdafl (+) 8888 :qda xeJ n = -- 00 0 + (0681 uo5aqoj) adhj 0IACLa9 TICS :i ES Jill : I3 : I s h1 r Is hh' 's is NN1 I's hp,— 462MMMA is Is ills is h.hlo 1 Ills II.I5 Ijl5 hahei a _ I1J) (I5 I's N ,Nj I lIlL JJ hem i a 511) 5llli3 l•lIl J IlIIIii 0 08 0 (09)N IdS 20 90 8O0 d3N-cA)M -d:,~aaL-jibu3 El 90 IdO MOJH)I[I . . . /TOAi I çeC' 19 (\ \' - Sb PERMIT #LMON 103868 A.P.N. #212-010-15-00 EST# NONE COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENTAL HEAL T H LAND AND WATER QUALITY DIVISION MONITORING WELL PROGRAM GEOTECHNICAL BORING CONSTRUCTI O N P E R M I T SITE NAME:_CARLSBAD MUNICIPAL GOLF C O U R S E - SITE ADDRESS: FARADAY AVENUE (N OF C O L L E G E B L V D ) , C A R L S B A D , C A 9 2 0 0 8 PERMIT FOR: 3 GEOTECHNICAL SOIL B O R I N G S VLI-(MI I /J-Vi-<UV/-\L UI-k I L IVII-kNJh 26 , UUt PERMIT EXPIRES ON: JULY 26. 2006 RESPONSIBLE PARTY CITY OF CARLSB A D PERMIT CONDITIONS: All borings rnustbe sealed 'from the bottom' o f - t h e : b r i n g t o t h e g r o u n d s u r approved sealing material as specified in Ca l i f o r n i a W e l l S t a n d a r d s B u Part Ill, Section 19.D. N fiIF,iláteriat. All borings must be properly destroyed within 2 4 h o u r s o f d r i l l i n g . Placement of any sealing material at a depth g r e a t e r t h a n 3 0 f e e t m u s t b E the tremie method with an 74-90, using A. This work is not conneçed to any kncw n u n a u t h o r i z e d r e l e a s e o f h a z a r d o u s substances. Any contamitation found in tIe c o u r s e o f d r i l l i n g a n d s a m p l i n g m u s t b e reported to DEH. All water and soil resuItiri f r o m t h e s , a c t i v i t i e s c o v e r e d b y t h i s p e r m i t must be managed, stored and disposed of is specified in the SAM Manual in Section (http:IIwww.sdcounty.ca.qov!déhllwgIsam i r n a n u a l quidelines.html). In addit1n drill cuttings must be properly han d l e d a n d d i s p o s e d i n c o m p l i a n c e w i t h t h e StormvVater Best Management Practices of the l o c a l j u r i s d i c t i o n . Within 60 days of completing work, submit a w e l l / b o r i n g c o n s t r u c t i o n r e p o r t , i n c l u d i n g all well and/or boring logs and laboratory d a t a t o t h e W e l l P e r m i t D e s k . T h i s r e p o r t must include all items required by the SAM Ma n u a l ; S e c t i o n 5 , P a g e s 6 & 7 . This office, must be given 48-hour notice o f a n y d r i l l i n g activity on this site and advanced notification of drilling cance l l a t i o n . P l e a s e c o n t a c t t h e W e l l P e r m i t Desk at 619) 338-2339. APPROVED BY: DATE: 03/28/2006 ERNIEL.P FETA NOTIFIED: cmf2(o1? .DEftSAM-9075 (4/03) S iI, 0 10 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY November 16, 2006 Project No. 841363-009 To: City of Carlsbad 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Attention: Mr. George Litzinger Subject: Ground Water Seepage Mitigation and Subdrain Recommendations, North of Fairway of Hole No. 7, Carlsbad Municipal Golf Course, Carlsbad, California Reference: Leighton and Associates, Inc., 2006, Ground Water Seepage Mitigation and Subdrain Recommendations, Lake South of Hole 2, Carlsbad Golf Course, Carlsbad, California, Project No. 841363-009, dated August 2, 2006 In accordance with your request, this letter provides our recommendations concerning the mitigation of the ground water seepage conditions present on the north side of Hole No. 7 fairway at the Carlsbad Municipal Golf Course located in Carlsbad, California. We understand that seepage conditions were first noted in this area soon after the fairway of Hole No. 2 (to the north) was planted and irrigated. Groundwater seepage and saturated soil conditions have worsened in this area and may affect the playability of the hole. Consequently, we were requested to evaluate the conditions and provide mitigation measures. Based on our understanding of the geologic and seepage conditions in this area (Leighton, 2006) and our site reconnaissance on November 9, 2006, it appears that the same conditions causing the seepage on Hole No. 2 is occurring on Hole No. 7. It is our professional opinion that the seepage and saturated soil conditions on Hole No. 7 are the result of ground water (from the irrigation of the golf course) that is moving vertically through the near-surface soil until encountering an impermeable siltstone/cemented sandstone bed that is dipping to the southwest. Ground water is then moving laterally on top of the siltstone/concretion bed resulting in seepage and saturated soil conditions where the bed is exposed on the south-facing hillside on the north side of Hole No. 7 fairway. In order to mitigate the seepage and saturated soil conditions, we recommend that a subdrain system be installed on the north side of Hole No. 7 and outletted into the area drain system. The approximate location of the recommended subdrain is presented on the attached Figure 1. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 The recommended subdrain system should consist of a 4-inch diameter perforated PVC pipe installed (holes down) in a trench having a minimum fall of at least 1-percent toward the outlet location. The trench should have a minimum depth of 4 to 5 feet and a minimum width of 12 inches. The bottom of the trench should be excavated at least 3 inches into the siltstone/cemented sandstone bed. The trench excavation should then be backfilled to within 6 to 12 inches of the ground surface with clean 3/4-inch gravel wrapped in filter fabric (Mfrafi 140N or equivalent). A typical detail of the subdrain construction is presented as Figure 2. The subdrain should be outletted with solid "tightline" pipe (i.e. 4-inch solid PVC pipe) into the existing area drain system of Hole No. 7 and should also have a minimum 1-percent fall toward the outlet location. We also recommend that clean-outs be considered in several locations along the subdrain system (such as at the high point and where the perforated pipe transitions into solid pipe). A cutoff wall should also be placed across the subdrain trench at the connection point of the solid and perforated pipe. The cutoff wall should have a minimum width of 6 inches, be notched into the bottom and sides of the trench wall a minimum of 4 inches, and extend at least 6 inches above the top of the pipe. Between the cutoff wall and the outlet point, solid (non-perforated) pipe should be utilized. In order to minimize future seepage conditions that may occur on the slope face above and up- gradient of the subdrain system, shallow subdrain laterals may be installed up the slope face. The shallow subdrain systems should consist of a 4-inch perforated pipe surrounded by 1/4-inch gravel . and wrapped in filter fabric (Mirafi N140) within a trench approximately 2 feet in depth. The shallow subdrain laterals should connect to the main subdrain system. As an alternative to installing the subdrain laterals now, vertical risers may be installed along the recommended subdrain system at regular intervals. Then, if the seepage conditions worsen over time and/or saturated conditions and distressed vegetation is a problem, subdrain laterals can be installed at a later date. The outlet location and subdrain pipe should be surveyed by a civil engineer to ensure the subdrain outlet pipe has the minimum fall of 1-percent and the location of the subdrain is documented. We also recommend that a representative of Leighton and Associates observe the subdrain installation and document the placement and construction operations. . -2- it Leighton 841363-009 If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Randall K. Wagner, CEG 1612 Principal Geologist Attachments: Figure 1 - Recommended Subdrain Location Map Figure 2 - Typical Subdrain Detail Distribution: (4) Addressee I -3- Leighton (0 (.0 (0 '- (0 (0 / / j/ V 1R() .7 . m NORTH - .-. ' .... 'N I .. -__.......-_.------ •--' _....-' -. N N Project No. 841363-009 RECOMMENDED Scale Not to scale SUBDRAIN LOCATION MAP Engr./Geol. SAC/RKW Hole No. 7 Drafted By KAM Carlsbad Municipal Golf Course Date November 2006 Carlsbad, California Leighton and Associates, Inc. Figure No. 1 A LEIGHTON GROUP COMPANY :..7& 12 O 040 4949 4040 \ :; 4 4049 04 ::; / Backfill with compacted native soils or loose gravel Mirafi 140N or equivalent filter fabric 4.-5, 3/4" clean gravel 4" diameter perforated pipe (PVC Schedule 40) 2:1 slope (typical) 12 Project No. 841363-009 Scale Not toscale 0 TYPICAL M Engr./Geol. SAC/RKW SUBDRAIN DETAIL Drafted By KAM ;q Date November 2006 Leighton and Associates, Inc. Figure No. 2 11 0 [I 0 City of Carlsbad June 5, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mi. Skip Ha.rnmann Subject: Compaction Testing Report (Utilities) Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA References: 1 , Contract Documents and Supplemental Provisions /or Carl,viiad Municipal Golf Course Project. Project No. 3.9721-1 dated June .1 3, 2005. "Compaction Jesting RCJX)rt ('Rough Grading), Carlsbad Municipal (wit ( ow se Prepared hj Testing Engineer s San Diego cia/cd July .18, 2006. 'Supplemental Compaction Testing Report (Rough Grading). ('or/shad Mi.inicipa/ (Jol/ (.oi.irs,e, " prepared by Testing Engineers -- Stm Diego, c/alec! March 19, 2007. Dear Mr. Hammann: In accordance with NIOUr request. Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from December 10, 2005 to September 27, 2006. It should be noted that this report refers to testing performed during utility trench backfill operations. Results of compaction testing during rough grading operations have previously been submitted (see References 2 and 3). A representative of this office observed the backfill and compaction of water (note: 4 to 5 feel deep), sewer (note: 6 to 7 feet deep), and interior plumbing trenches (note: I to 2 feet deep). The backfill of an off-site water trench approximately 3 to 4 feet deep along Hidden Valley Road was also observed. All backfill areas were tested in accordance with the project specifications unless otherwise directed by the Geotechnical Engineer of Record (i.e. Leighton and Associates). The approximate site location is presented on Figure 1. Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables 1 and 2, respectively. On site and import material was used as fill for the utility trench backfill. Fill was placed, compacted and tested for compliance with minimum 90%. and 95% relative compaction based on ASTM D- 1557, as applicable. Testing Engineers San Diego, Inc. A Bureau Veritaj Company Main; (858) 715-5800 7895 Convoy Court, Suite 18 Fax: (858715-5810 San Diego, CA 92111 - - . ww.us.burativeitas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct, supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing Engineers - San Diego, Inc. m Nick Tracy, EIT Staff Engineer Van W, Princip NT/VO Attachments: Figure 1: Site Location Map Figure 2: Plot Plan Appendix A: Table I and Table 2 Distribution: *(4) Addressee * Includes copies for building department submittal C L-] City of Carlsbad Contract No.: 108078 Municipal Golf Course Figures 0 FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: June, 2007 1 4 1 i = 1900 ft. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. LEGEND: Compaction Test Locations (Approx.) FOR SCHEMATIC USE ONLY - NOTSA CONSTRUCTION DRAWING Testing Engineers San Diego 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title - Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 De: Figure No: June, 2007 2 I \ N sue cmMem" Camp= HAIPWS am VAM 16 "Poe Pmdift OF Sih g: I / 113 !I k 82 8180 J1' not 39 3 1 37 39 3 32 15 54 9 91 29 4 3) / 6y188)92 (8)j FO6}- Ve - ( f7 24 30 + / - --- f 8 S CS fl$ \ 96 "—® 5 I / -----T — \• H ( ) ) TOMMcm coum Reference: "Grading Plans for Carlsbad Municipal Goff Course, Phase 2," provided by P&D Consultants, dated April 15, 2005. PASE11-011111,= 4 NOT TO SCALE City of Carlsbad Contract No.: 108078 Municipal Golf Course C Appendix A 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course S TABLE I RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) On-site: Grayish Silty SAND 127.5 9.5 import: Mixed Gray Silty SAND 123.5 11.0 On-site: Red Brown Clayey SAND 127.0 11.0 On-site: Yellowish Brown Silty SAND 114.5 14.5 On-site: Greenish Brown Silty SAND 124,5 11.0 On-site: Mixed Brown Silty SAND 123.0 10,5 On-site: Dark Green & Brown 126.0 10.0 Clayey SAND On-site: Brown Silty SAND 128.0 9.5 On-site: Tan Clayey SAND 119.0 13.5 On-site: Brown Clayey SAND 121.5 10.5 H. On-site: Brown Sandy CLAY 124.5 10.5 On-site: Yellow Silty SAND 117.0 13.0 On-site: Brown Sandy SILT 113.0 13.0 . . . TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course Location: Carlsbad, California Test Moisture Dry Density (pcf) Relative Comp. Conform Test Sample # Test Location Elev. (ft) Field Opt. Field Max. Obt. Req. Date Non-Conform 1 9 1211012005 Maint bldg plumbing z5u 6. b 'Yo 1i."/o U 1 W.0 0 'J U 7 nonconorm 2 9 12/10/2005 Maint bldg plumbing SG 10.0% 13.5% 98.7 119.0 83% 90% Nonconform 3 9 12/10/2005 Maint bldg plumbing SG 8.3% 13.5% 100.6 119.0 85% 90% Nonconform 4 4 12/10/2005 Club House lower level plumbing . SG 8.3% 14.5% 100.1 114.5 87% 90% Nonconform 5 4 12/10/2005 Retest #4 SG 7.9% 14.5% 102.5 114.5 90% 90% Conform 6 4 12/10/2005 Club House lower level plumbing SG 8.0% 14.5% 101.3 114.5 88% 90% Nonconform 7 9 1/12/2006 Retest of#1 SC 12.9% 13.5% 112.7 119.0 95% 90% Conform 8 9 1/12/2006 Retest of#2 SG 13.7% 13.5% 113.3 119.0 95% 90% Conform 9 9 1/13/2006 Retest of#3 SG 14.2% 13.5% 111.4 119.0 94% 90% Conform 10 5 1/14/2006 Maint. Bldg interior plumbing trench SG 11.1% 11.0% 115.4 124.5 93% 90% Conform 11 5 1/14/2006 Maint. Bldg interior plumbing trench SG 11.1% 11.0% 114.5 124.5 92% 90% Conform 12 5 1/14/2006 Maint. Bldg interior plumbing trench SG 11.1% 11.0% 114.8 124.5 . 92% 90% Conform 13 5 1/14/2006 Maint. Bldg interior plumbing trench SG 11.1% 11.0% 114.9 124.5 92% 90% Conform 14 5 1/14/2006 Maint. Bldg interior plumbing trench SC 12.3% 11.0% 112.8 124.5 91% 90% Conform 15 5 1/14/2006 Maint. Bldg interior plumbing trench SC 9.8% 11.0% 116.9 124.5 94% 90% Conform 16 5 1/14/2006 Maint. Bldg interior plumbing trench SG 9.8% 11.0% 116.6 124.5 94% 90% Conform 17 9 1/16/2006 Maint. Bldg interior plumbing trench SC 12.3% 13.5% 113.6 119.0 95% 90% Conform 18 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 111.1 119.0 93% 90% Conform 19 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 110.2 119.0 93% 90% Conform 20 5 1/16/2006 Maint. Bldg interior plumbing trench re- SG 11.1% 11.0% 111.0 124.5 89% 90% Nonconform compacted 21 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 111.0 119.0 93% 90% Conform 22 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 107.6 119.0 90% 90% Conform 23 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 107.9 119.0 91% 90% Conform 24 9 1/16/2006 Club House Interior Plumbing Trench SG 12.3% 13.5% 111.6 119.0 94% 90% Conform 25 9 1116/2006 Club House Interior Plumbing Trench SG 12.3% 13.5% 110.6 119.0 93% 90% Conform 26 9 1/1612006 Club House Interior Plumbing Trench SG 12.3% 13.5% 109.5 119.0 92% 90% Conform .. . TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name Carlsbad Golf Course Location: Carlsbad, California Test I Moisture Dry Density (pcf) Relative Comp. Conform Test Sample il Test Location Elev. (ft) _________________________ Date Field ___ Eil Opt. Max. Obt. I Req. Non-Conform 21 5 1/l6/2006 L1u0 House Interior I-'IumDing Trench SG ill 'fo 11.0% 110.4 124.5 oio ZIU70 I'lOF1uOI1IUIIIl 28 9 1/17/2006 Club House Interior Plumbing Trench SG 12.3% 13.5% 111.8 119.0 94% 90% Conform 29 5 1/17/2006 Retest of#27 . SG 11.1% 11.0% 113.5 124.5 91% 90% Conform 30 5 1/17/2006 Club House Interior Plumbing Trench SG 11.1% 11.0% 113.5 124.5 91% 90% Conform 31 5 2/7/2006 Water trench backfill NW of clubhouse -2' SG 12.3% 11.0% 116.0 124.5 93% 90% Conform 32 5 2/7/2006 Water trench backfill NW of clubhouse -2' SG 11.1% 11.0% 114.3 124.5 92% 90% Conform 33 5 2/8/2006 Water trench backfill NW of clubhouse -2' SG 12.3% 11.0% 113.2 124.5 91% 90% Conform 34 5 2/8/2006 Water trench backfill NW of clubhouse -2' SG 11.1% 11.0% 116.3 124.5 93% 90% Conform 35 6 2/9/2006 Water trench backfill NW of clubhouse -2' SG 11.1% 10.5% 119.3 123.5 97% 95% Conform 36 6 2/9/2006 Water trench backfill NW of clubhouse -2' SG 11.1% 10.5% 118.3 123.5 96% 95% Conform 37 6 2/10/2006 Water trench backfill NW of clubhouse -2' SG 11.1% 10.5% 121.5 123.5 98% 90% Conform 38 5 2/10/2006 Water trench backfill NW of clubhouse -2' SG 12.3% 11.0% 113.5 124.5 91% 90% Conform 39 8 2/13/2006 Water trench backfill NW of clubhouse -1.5' SG 11.1% 9.5% 117.9 128.0 92% 90% Conform 40 5 2/13/2006 Water trench backfill NW of clubhouse -2' SG 9.86% 11.0% 117.2 124.5 94% 90% Conform 41 5 2/14/2006 Water trench backfill NW of clubhouse -.5' SG 9.8% 11.0% 120.5 124.5 97% 95% Conform 42 5 2/14/2006 Water trench backfill NW of clubhouse -.75' SG 11.1% 11.0% 119.8 124.5 96% 95% Conform 43 6 2/15/2006 Water trench backfill NW of clubhouse -.75' SG 11.1% 10.5% 118.7 123.0 97% 95% Conform 44 6 2/15/2006 Water trench backfill NW of clubhouse , -.5' SG 11.1% 10.5% 118.1 123.0 96% 95% Conform 45 6 2/16/2006 Water trench backfill Wof clubhouse -2' SC 11.1% 10.5% 115.5 123.0 94% 90% Conform 46 5 2/16/2006 Water trench backfill Wof clubhouse -2' SG 11.1% 11.0% 119.4 124.5 96% 95% Conform 47 5 2/17/2006 Water trench backfill W of clubhouse -2' SG 11.1% 11.0% 116.9 124.5 94% 90% Conform 48 5 2/1712006 Water trench backfill Wof clubhouse -1' SC 11.1% 11.0% 118.6 124.5 95% 95% Conform 49 6 2/21/2006 Water trench backfill Wof clubhouse -1' SG 11.1% 10.5% 118.8 123.0 97% 95% Conform 50 5 2/21/2006 Water trench backfill W of clubhouse -1' SG 11.1% 11.0% 120.0 124.5 96% 95% Conform 51 5 2/22/2006 Water trench backfill Wof clubhouse -1' SG 11.1% 11.0% 120.9 124.5 97% 95% Conform 52 5 2/23/2006 Water trench backfill Wof clubhouse -2.5' SG 11.1% 11.0% 120.5 124.5 97% 90% Conform S TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course Location: Carlsbad. California Test Moisture I Dry Density (pcf) Relative Comp. Conform Test Sample # Test Locatton Elev. (ft) Field Opt. Field Max. Obt. Req. Date Non-Conform 53 5 2/23I20O Water trench backfill W of clubhouse -2.5 SG 11170 11 .07o 12 1.6 1 070 U70 Coniurni 54 3 2/23/2006 Water trench backfill Wof clubhouse -2.5 SG 11.1% 11.0% 123.6 127.0 97% 95% Conform 55 5 2/24/2006 Water trench backfill W of clubhouse -2.5 SG 12.3% 11.0% 121.4 124.5 98% 90% Conform 56 5 2/24/2006 Water trench backfill W of clubhouse -2.5' SG 11.1% 11.0% 121.1 124.5 97% 90% Conform 57 3 2/24/2006 Water trench backfill Wof clubhouse -2.5'SG 11.1% 11.0% 120.7 127.0 95% 90% Conform 58 3 2/24/2006 Water trench backfill Wof clubhouse -2.5'SG 11.1% 11.0% 120.8 127.0 95% 90% Conform 59 13 4/19/2006 Sewer line SE corner of maintenance bldg -5' SG 12.5% 13.0% 107.3 113.0 95% 95% Conform 60 13 4/19/2006 Sewer line SE corner of maintenance bldg -3' SG 12.9% 13.0% 103.7 113.0 92% 95% Nonconform 61 13 4/19/2006 Sewer line SE corner of maintenance bldg -5' SG 12.7% 13.0% 108.0 113.0 96% 95% Conform 62 13 4/19/2006 Retest #60 -3' SG 13.2% 13.0% 108.6 113.0 96% 95% Conform 63 13 4/19/2006 Sewer line SE corner of maintenance bldg -1' SG 12.3% 13.0% 109.1 113.0 97% 95% Conform 64 13 4/20/2006 Maintenance bldg SE corner sewer line -5' SG 12.9% 13.0% 107.4 113.0 95% 95% Conform 65 13 4/21/2006 Maintenance bldg SE corner sewer line -3' SG 11.8% 13.0% 106.9 113.0 95% 95% Conform 66 13 4/22/2006 Maintenance bldg SE corner sewer line -1' SG 13.2% 13.0% 108.8 113.0 96% 95% Conform 67 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -5' SG 12.3% 11.0% 115.5 127.0 91% 90% Conform 68 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -3' SG, 12.3% 11.0% 114.4 127.0 90% 90% Conform 69 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -2' SG 12.3% 11.0% 116.3 127.0 92% 90% Conform 70 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -2.5' SG 12.3% 11.0% 114.4 127.0 90% 90% Conform 71 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -2' SG 11.1% 11.0% 114.5 127.0 90% 90% Conform 72 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -1.5' SG 11.1% 11.0% 116.0 127.0 91% 90% Conform 73 3 5/2/2006 Sewer trench backfill SE of Maintenance bldg -3' SG 11.1% 11.0% 117.2 127.0 92% 90% Conform TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number; 108078 Project Name; Carlsbad Golf Course . Location; Carlsbad, California Test Moisture Dry Density (pcf) I Relative Comp. Conform Test Sample # Test Location Elev. (ft) F- I Date Field Opt. Field Max. LObt. Req. Non-Conform 14 3 502006 sewer trench OacKTlli E 01 Maintenance 0109 -2.5 SG 11. 1, -/. 1] .U'Th i 1L5 127 .0 370 9070 UOflTOIIii 75 3 5/2/2006 Sewer trench backfill E of Maintenance bldg -1' SG 12.3% 11.0% 114.6 127.0 90% 90% Conform 76 2 5/3/2006 Sewer trench backfill E of Maintenance bldg -3 SG 11.1% 11.0% 111.9 123.5 91% 90% Conform 77 2 5/3/2006 Sewer trench backfill E of Maintenance bldg -2 SG 11.1% 11.0% 111.5 123.5 90% 90% Conform 78 2 5/3/2006 Sewer trench backfill E of Maintenance bldg -1' SG 11.1% 11.0% 109.5 123.5 89% 90% Nonconform 79 2 5/3/2006 Sewer trench backfill E of Maintenance bldg SG 11.1% 11.0% 112.1 123.5 91% 90% Conform 1* 7 8/16/2006 Off site water trench backfill - Hidden Valley -3' SC 11.1% 10.0% 122.3 126.0 97% 95% Conform Rd. 2* 7 8/16/2006 Off site water trench backfill - Hidden Valley -2 SG 11.1% 10.00% 122.1 126.0 97% 95% Conform Rd. 3* 7 8/17/2006 Off site water trench backfill - Hidden Valley -1.5'SG 11.1% 10.0% 121.1 126.0 96% 95% Conform Rd. 4* 7 8/17/2006 Off site water trench backfill - Hidden Valley -0.5 SG 11.1% 10.0% 124.4 126.0 99% 95% Conform Rd. 5* 7 8/18/2006 Off site water trench backfill - Hidden Valley SG 11.1% 10.0% 121.2 126.0 96% 95% Conform Rd. 6* 7 8/18/2006 Off site water trench backfill - Hidden Valley -1' SG 9.8% 10.0% 121.7 126.0 97% 95% Conform Rd. 7* 7 8/18/2006 Off site water trench backfill - Hidden Valley -0.5" SG 9.8% 10.0% 122.6 126.0 97% 95% Conform Rd. 8* 7 8/18/2006 Off site water trench backfill - Hidden Valley -1.5' SG 11.1% 10.0% 122.1 126.0 97% 95% Conform Rd. 80 5 9/18/2006 Sewer trench backfill NW of Clubhouse -3' SC 12.3% 11.0% 114.2 124.5 92% 90% Conform . . . TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course Location: Carlsbad, California Test Moisture Dry Density (pcf) Relative Comp. Conform Test Sample # Test Location Elev. (if) Date Field Opt. Field Max. Obt. Req. F Non-Conform 81 3 9/18/2006 Sewer trench backfill NW of Clubhouse -1 SG 11.1% 11.0% 115.8 127.0 91% 90% Uontorm 82 3 9/18/2006 Sewer trench backfill NW of Clubhouse -3' SG 11.1% 11.0% 115.6 127.0 91% 90% Conform 83 5 9/18/2006 Sewer trench backfill NW of Clubhouse -1' SG 12.3% 11.0% 113.2 124.5 91% 90% Conform 84 3 9/19/2006 Sewer trench backfill NW of Clubhouse -3' SG 12.3% 11.0% 115.2 127.0 91% 90% Conform 85 5 9/19/2006 Sewer trench backfill NW of Clubhouse -1 SG 11.1% 11.0% 113.2 124.5 91% 90% Conform 86 3 9/19/2006 Sewer trench backfill NW of Clubhouse -3' SG 11.1% 11.0% 115.0 127.0 91% 90% Conform 87 5 9/19/2006 Sewer trench backfill Wof Clubhouse -1' SG 12.3% 11.0% 113.0 124.5 91% 90% Conform 88 5 9/20/2006 Sewer trench backfill W of Clubhouse -3' SG 11.1% 11.0% 116.2 124.5 93% 90% Conform 89 3 9/20/2006 Sewer trench backfill W of Clubhouse -3' SG 11.1% 11.0% 116.5 127.0 92% 90% Conform 90 5 9/20/2006 Sewer trench backfill Wof Clubhouse -2' SG 12.3% 11.0% 113.2 124.5 91% 90% Conform 91 5 9/20/2006 Sewer trench backfill Wof Clubhouse -1' SG 12.3% 11.0% 112.8 124.5 91% 90% Conform 92 5 9/20/2006 Sewer trench backfill Wof Clubhouse -2' SG 11.1% 11.0% 112.9 124.5 91% 90% Conform 93 3 9/20/2006 Sewer trench backfill W of Clubhouse -1 SG 11.1% 11.0% 115.1 127.0 91% 90% Conform 94 5 9/25/2006 Sewer trench backfill S of Clubhouse -1.5' SG 11.1% 11.0% 115.1 124.5 92% 90% Conform 95 5 9/25/2006 Sewer trench backfill S of Clubhouse -1' SG 11.1% 11.0% 115.4 124.5 93% 90% Conform 96 5 9/26/2006 Sewer trench backfill S of Clubhouse -2' SG 12.3% 11.0% 116.0 124.5 93% 90% Conform 97 5 9/26/2006 Sewer trench backfill S of Clubhouse -1' SG 12.3% 11.0% 115.9 124.5 93% 90% Conform 98 5 9/27/2006 Sewer trench backfill S of Clubhouse -2'SG 12.3% 11.0% 113.2 124.5 91% 90% Conform 99 5 9/27/2006 Sewer trench backfill S of Clubhouse -1' SG 12.3% 11.0% 114.5 124.5 92% 90% Conform 100 5 9/27/2006 Sewer trench backfill S of Clubhouse -1.5' SG 12.3% 11.0% 112.0 124.5 90% 90% Conform 1 Marginally non -conforming tests subject to further compaction effort * Compaction tests taken on offsite utility trenches. S S S 12 S 1 City of Carlsbad June 8, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip l4ammann Subject: Compaction Testing Report (Off-site) Project: Carlsbad- Municipal Golf Course. Palomar Airport Road! Palomar Oaks Way Carlsbad, CA References: I "Coniraci Documents and Supplemental Provisions ", jbr CaiLcbad Municipal Golf Course Protect. Project No. 39721-1 dated dane 131 2005. Compaction ]'esiing Report (Rough Grating), Car/vhad Municipal 11 (iol/ . oui s p1 epai ed b Testing Enginc eis San Diem, clai ci lu/v S 18, 2006 Supplemental Compaction 7'..ling Report (Rough Grading), Carlsbad Municipal Go/I Course. ' prepared by Testing Engineers San L)/ego, dated March 19, 2007. 'Compaction Testing Report (Utilities),' prepared hi' Testing Engineers -San Diego, dated June 5, 2007. "Compaction Testing Report (Retaining Wall)," prepared by 7'c'sling Engineers -- San Diego, dated June 6, 2007. (...ompactwn Testing Report (F/,-/work), " prepared by Testing Engineers San Diego, dated June 71 2007. Dear Mr. Harnrnann: In accordance with your request, Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from January 18, 2007 to March 30, 2007. It should he noted that this report refers to testing performed on off-site sidewalk and median areas located on Palomar Ai-port Road. Results of compaction testing during rough grading, utility trench/retaining wajj . backfills, as well as final suhgrade and rock base compaction operations have previously been submitted (see References 2, 3, 4. 5, and 6). Testing Engineers San Diego, Inc. A Bureau Veritas Company Main: (858) 715-5800 7895 Convoy Court, Suite 18 . . Fax (858715-5810 San Diego, CA 92111 www.us.buxeauveritas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course S .A representative of this office observed the grading of the median and the sidewalk located on the north end of Palomar Airport Road from Station 64+00 to Station 100+00. These flatwork areas were tested in accordance with the project specifications. The approximate site location is presented on Figure 1. Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables 1 and 2, respectively. On site and import material was used as fill for the sidewalks and medians. Fill was placed, compacted and tested for compliance with minimum 90%, and 95% relative compaction based on ASTM D-1557, as applicable. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material. characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing Engineers - San Diego, Inc. Nick Tracy, EIT Van W. Olin, G.E. Staff Engineer Principal Geotechni NT/VO Attachments: Figure 1: Site Location Map Figure 2: Plot Plan Appendix A: Table I and Table 2 Distribution: *(4) Addressee * includes copies for building department submittal * City of Carlsbad Contract No.: 108078 Municipal Golf Course S Figures S fl I Ali A 41. . ç - - I - -fs r > j VIA SITE 1 1/ I - ATT LOCATION1 i: / - v----:::;------{ ) / i4 J CIA I Pa L._ 4 L•' -c -' -- - - ' C-. •J Jtt$ - .- #t ! 4 , ttt L\ : .iy_"k, kk . I • i ., 4.. - - 4-' - -.-- ------- - - - --- - - - FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 IWO San Diego, CA 92111 _____ Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: June, 2007 1 4 1 i = 1900 ft. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. -'" •t_ __ -.,---- . -.---- r'' 'S FOR COW PAL PLANS 12 14 13 14 1160 is 17 4 \ \ 35 . NOT TO SCALE 24 34 " • ç \\ \\ 6 33 28 32" \\ 29 31 LEGEND: j Compaction Test Locations (Approx.) FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Reference: "Grading Plans for Carlsbad Municipal Golf Course, Phase Z" provided by P&D Consultants, dated April 15, 2005. W Date: Figure No: June, 2007 2 City of Carlsbad Contract No.: 108078 Municipal Golf Course Appendix A 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) On-site: Greenish Brown Silty SAND 124.5 11.0 On-site: Mixed Brown Silty SAND 123.0 10.5 20. Import: Rock Base 138.5 8.5 W] . . TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Off-site Testing Location: Carlsbad. California ITest Sample Moisture Dry Density (pcf) I Relative Comp. I Conform Test Date Test Location Elev. (ft) I I I Field Opt. Field Max. Obt. Req. Non-Conform a vilial I VU1 L rU. IVICUICIII 0 D (.070 0.070 liI.( ]j 1/0 b'/o Contorm 2 20 1/18/2007 Palomar Airport Rd. Median -6" BG 7.5% 8.5% 132.2 138.5 95% 95% Conform 3 20 1/18/2007 Palomar Airport Rd. Median -6" BG 6.3% 8.5% 135.2 138.5 98% 95% Conform 4 20 1/18/2007 Palomar Airport Rd. Median -6" BG 7.5% 8.5% 131.7 138.5 95% 95% Conform 5 20 1/19/2007 Palomar Airport Rd. Median BG 6.3% 8.5% 133.9 138.5 97% 95% Conform 6 20 1/19/2007 Palomar Airport Rd. Median BG 6.3% 8.5% 134.0 138.5 97% 95% Conform 7 20 1/19/2007 Palomar Airport Rd. Median BG 7.5% 8.5% 132.9 138.5 96% 95% Conform 8 6 1/26I2007 Palomar Airport Rd. Median SG 11.1% 10.0% 113.2 123.0 92% 90% Conform 9 6 1/26/2007 Palomar Airport Rd. Median SG 11.1% 10.0% 114.7 123.0 93% 90% Conform 10 6 1/26/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 115.5 123.0 94% 90% Conform 11 6 1/26/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 114.9 123.0 93% 90% Conform 12 6 1/26/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 115.9 123.0 94% 90% Conform 13 6 2/5/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 114.5 123.0 93% 90% Conform 14 6 2/5/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 115.6 123.0 94% 90% Conform 15 6 2/6/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 115.3 123.0 94% 90% Conform 16 6 2/6/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 117.2 123.0 95% 90% Conform 17 6 2/6/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 117.9 123.0 96% 90% Conform 18 6 2/6/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 116.5 123.0 95% 90% Conform 19 6 2/6/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 118.5 123.0 96% 90% Conform 20 6 2/7/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 113.9 123.0 93% 90% Conform 21 6 2/7/2007 Palomar Airport Rd. Median SG 9.8% 10.0% 113.6 123.0 92% 90% Conform 22 6 2/12/2007 Palomar Airport Rd Median SG 9.8% 10.0% 112.3 123.0 91% 90% Conform 23 6 2/12/2007 Palomar Airport Rd Median SG 9.8% 10.0% 111.7 123.0 91% 90% Conform 24 6 2/14/2007 Palomar Airport Rd Median SG 9.8% 10.0% 112.3 123.0 91% 90% Conform 25 6 2/14/2007 Palomar Airport Rd Median SG 9.8% 10.0% 113.4 123.0 92% 90% Conform 26 6 2/15/2007 Palomar Airport Rd Median SG 9.8% 10.0% 113.2 123.0 92% 90% Conform 27 6 2/15/2007 Palomar Airport Rd Median SG 9.8% 10.0% 114.8 123.0 93% 90% Conform . . TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Off-site Testing Location: Carlsbad, California I Test I Sample Test Date I Test Location I Elev. (ft) I Moisture I Dry Density (pcf) Relative Comp. Conform I I I Field Opt. Field Max. Obt. Req. Non-Conform o 2I1bIZUU( i aiomarAIrporta Mealan (i 9."/o 1U,01/0 113.1 13.0 921/0 901/0 uontorm 29 5 2/16/2007 Palomar Airport Rd Median SG 9.8% 11.0% 116.1 124.5 93% 90% Conform 30 5 3/2/2007 Palomar Airport Rd Median SG 9.8% 11.0% 114.4 124.5 92% 90% Conform 31 5 3/2/2007 Palomar Airport Rd Median SG 9.8% 11.0% 115.1 124.5 92% 90% Conform 32 5 3/8/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 113.6 124.5 91% 90% Conform 33 5 3/8/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.0 124.5 92% 90% Conform 34 5 3/9/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 113.5 124.5 91% 90% Conform 35 5 3/9/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.4 124.5 92% 90% Conform 36 5 3/12/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 112.9 124.5 91% 90% Conform 37 5 3/12/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 112.9 124.5 91% 90% Conform 38 5 3/13/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 112.9 124.5 91% 90% Conform 39 5 3/13/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 113.1 124.5 91% 90% Conform 40 5 3/14/2007 Palomar Airport Rd Sidewalk SG 12.3% 11.0% 113.1 124.5 91% 90% Conform 41 5 3/14/2007 Palomar Airport Rd Sidewalk SG 12.3% 11.0% 112.5 124.5 90% 90% Conform 42 5 3/15/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.2 124.5 92% 90% Conform 43 5 3/15/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 112.3 124.5 90% 90% Conform 44 5 3/15/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 113.4 124.5 91% 90% Conform 45 5 3/16/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 112.0 124.5 90% 90% Conform 46 5 3/16/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.3 124.5 92% 90% Conform 47 5 3/19/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.4 124.5 92% 90% Conform 48 5 3/19/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 112.7 124.5 91% 90% Conform 49 5 3/20/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 111.9 124.5 90% 90% Conform 50 5 3/20/2007 Palomar Airport Rd Sidewalk . SG 11.1% 11.0% 111.8 124.5 90% 90% Conform 51 5 3/21/2Q07 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 115.2 124.5 93% 90% Conform 52 5 3/21/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 113.8 124.5 91% 90% Conform 53 5 3/22/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 113.3 124.5 91% 90% Conform . . TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Off-site Testing Location: Carlsbad, California Test I Sample I I I Moisture Dry Density (pcf) I Relative Comp. Conform Test Date Test Location Elev. - - Field Opt. Field Max. Obt. Req. Non-Conform rsuQiUU WdWA 11.170 I .1)70 Ili. 31'7o LJ"/o Uontorm 55 5 3/23/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.1 124.5 92% 90% Conform 56 5 3/23/2007, Palomar Airport Rd Sidewalk SG 11.1% 11.0% 112.1 124.5 90% 90% Conform 57 5 3/26/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.2 124.5 92% 90% Conform 58 5 3/27/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 113.8 124.5 91% 90% Conform 59 5 3/28/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.0 124.5 92% 90% Conform 60 5 3/29/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.2 124.5 92% 90% Conform 61 5 3/30/2007 Palomar Airport Rd Sidewalk SG 11.1% 11.0% 114.4 124.5. 92% 90% Conform 62 5 3/30/2007 Palomar Airport Rd Sidewalk SC 11.1% 11.0% 114.5 124.5 92% 90% Conform 63 5 3/30/2007 Palomar Airport Rd Sidewalk SC 11.1% 11.0% 114.6 124.5 92% 90% Conform S S 13 [] 13 0 City of Carlsbad October 11, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hammaim Subject: Compaction Testing Report (Cart Paths) Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA References: 1. "Contract Documents and Supplemental Provisions ", for Carlsbad Municipal Golf Course Project. Project No. 39721-1, dated June 13, 2005. "As-Graded Compaction Report, Carlsbad Municipal Golf Course," prepared by Testing Engineers - U.S. Labs, Inc., Project No. 108078, dated November 3, 2005. "As-Graded Compaction Report-Bridge, "prepared by Testing Engineers - San Diego, dated May 2, 2006 "Compaction Testing Report (Rough Grading), Carlsbad Municipal Golf Course, "prepared by Testing Engineers - San Diego, dated July 18, 2006 "Supplemental Compaction Testing Report (Commercial Sites), Carlsbad Municipal Golf S Course, " prepared by Testing Engineers - San Diego, dated March 19, 2007. Compaction Testing Report (Utilities), " prepared by Testing Engineers - San Diego, dated June 5, 2007. Compaction Testing Report (Retaining Wall)," prepared by Testing Engineers - San Diego, dated June 6, 2007. Compaction Testing Report (Flatwork), "prepared by Testing Engineers - San Diego,. dated June 7, 2007. Compaction Testing Report (Off-site)," prepared by Testing Engineers - San Diego, dated June 8, 2007. Compaction Testing Report (Sidewalk Subgrade)," prepared by Testing Engineers - San Diego, dated June 26, 2007. Dear Mr. Hammann: In accordance with your request, Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from May 10, 2006 to August 3, 2007. It should be noted that this report refers to testing performed during flatwork grading operations of the golf cart paths. Results of compaction testing during other grading operations have previously been submitted as referenced above. A representative of this office observed the grading of the subgrade for the cart path throughout the site. The subgrade for the cart path areas was scarified, moisture conditioned and recompacted. S The approximate site location is presented on Figure 1. Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables 1 and 2, respectively. On site and import material was used as fill for the cart Testing Engineers San Diego Main: (858) 715.5800 A Bureau Verzta.s Company 7895 Convoy Court, Suite 18 Fax: (858) 715.5810 San Diego, CA 92111 www.us.bureauveritas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course path flatwork areas. Fill was placed, compacted and tested for compliance with minimum 95% relative compaction based on ASTM D-1557. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence Iof our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing Engineers - San Diego, Inc. OFES pN I (27 12p1 No C-6o76 ( No. GE-2578 '!l Icc &p. 6/3Q, Is TE .\*\RCGEJRGEzo Van W. Olin, G.E. 5 or Principal Geotechnical Engi * 2 Nick Tracy, EIT Staff Engineer NT/VO Attachments: Figure 1: Site Location Map Figure 2: Plot Plan Appendix A: Table 1 and Table 2 Distribution: (1) Addressee (2) Dudek & Associates, Inc. (George Litzinger) (1) Leighton (Randy Wagner) 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course *N SAL Mt T'1• j: tj - ':. .1 qV 00 ••• 11, 3',;. S 7 c' '- r I —PALOAR I SITE LOCATION AIRPORT it 41 -4- .— ' I" • 6 _._ - .._- '..- 1'• •-••' ' --' c ~, ~z -;-•--;- Sf4 _ _PORT_--- - - .- p •., - .: I , -------- -.- s-.. c - _-VIDA RUt AS - . - M) 4QM Ell ' . I - '-•:' - : .-- ' 11T Ii I A - IC c_ - - '-•'-• ' '• .. - c S, -• _,.._•____._________. FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING lin=1900ft. NOTE: This figure may contain areas of color. TESD cannot be responsi- ble for any subsequent misinterpretation of the information resulting from black and white reproductions of this figure. Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Site Location Map Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: October, 2007 Figure No: 1 IN V 1• ? 132 / I 173 13 1 L 149 14 4 1" = 600' Reference: Overall Exhibit Drawing, Dudek & Associates, undated. LEGEND: 18 Hole Number j Approximate Compaction Test Locations - Line of Cart Path FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 (0 ______ San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drawn: NJT Contract No: 108078 Date: Figure No: October, 2007 2 City of Carlsbad Contract No.: 108078 Municipal Golf Course 11 City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) 1. On-site: Grayish Silty SAND 127.5 3. On-site: Red Brown Clayey SAND 127.0 On-site: Greenish Brown Silty SAND 124.5 On-site: Mixed Brown Silty SAND 123.0 On-site: Dark Green & Brown 126.0 Clayey SAND On-site: Brown Silty SAND 128.0 On-site: Tan Clayey SAND 117.0 S 0 9.5 11.0 11.0 10.5 10.0 9.5 13.0 TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Cart Paths) Test Proctor Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field Maximum Obtained Required I 5/10/2006 eartl- 'athsholeb&b SG 12.3% 10.0% 113.7 126.0 90% 95% Noncontorm 7 5/10/2006 Cart Paths Hole 5 & 6 SG 11.1% 10.0% 115.2 126.0 91% 95% Nonconform 7 5/10/2006 Cart Paths Hole 5 & 6 SG 11.1% 10.0% 114.2 126.0 91% 95% Nonconform 7 5/10/2006 Cart Paths Hole 6 SG 12.3% 10.0% 109.5 126.0 87% 95% Nonconform 7 5/10/2006 Cart Paths Hole 6 SG 11.1% 10.0% 113.2 126.0 90% 95% Nonconform 7 5/10/2006 Cart Paths Hole 6 SG 11.1% 10.0% 113.7 126.0 90% 95% Nonconform 7 5/10/2006 Cart Paths Hole 6 S.G 12.3% 10.0% 113.5 126.0 90% 95% Nonconform 7 5/11/2006 Retest of 1, 2, & 3 SG 11.1% 10.0% 122.9 126.0 98% 95% Conform 7 5/11/2006 Retest of4&5 SG 11.1% 10.0% 122.2 126.0 97% 95% Conform 7 5/11/2006 Retest of6&7 SG 12.3% 10.0% 120.1 126.0 95% 95% Conform 7 5/11/2006 Cart Path Hole 6 SG 11.1% 10.0% 120.8 126.0 96% 95% Conform 7 5/11/2006 Cart Path Hole 6 SG 11.1% 10.0% 120.8 126.0 96% 95% Conform 7 5/11/2006 Cart Path below Hole 4 SG 11.1% 10.0% 121.5 126.0 96% 95% Conform 7 5/11/2006 Cart Path Hole 3 SG 11.1% 10.0% 121.5 126.0 96% 95% Conform 2 5/12/2006 Cart Path Hole 3&7 SG 11.1% 11.0% 115.3 123.5 93% 95% Nonconform 4 5/12/2006 Retest of#15 SG 12.3% 14.5% 111.5 114.5 97% 95% Conform 2 5/12/2006 Cart Path at Hole 3 SG 11.1% 11.0% 112.0 123.5 91% 95% Nonconform 2 5/12/2006 Retest of#17 SG 12.3% 11.0% 116.8 123.5 95% 95% Nonconform 2 5/12/2006 Cart Path at Hole SG 11.1% 11.0% 118.1 123.5 96% 95% Conform 6 5/12/2006 Cart Path at Hole SG 12.3% 10.5% 113.4 123.0 92% 95% Nonconform 6 5/12/2006 Retest of#20 SG 11.1% 10.5% 119.5 123.0 97% 95% Conform 2 5/15/2006 Cart Path SG 11.1% 11.0% 111.7 123.5 90% 95% Nonconform 2 5/15/2006 Retest of#22 SG 11.1% 11.0% 114.2 123.5 92% 95% Nonconform 2 5/15/2006 Retest of#23 SG 12.3% 11.0% 117.4 123.5 95% 95% Conform 6 5/15/2006 CartPath SG 12.3% 10.5% 119.7 123.0 97% 95% Conform 6 5/15/2006 Cart Path SG 12.3% 10.5% 119.6 123.0 97% 95% Conform 6 5/15/2006 Cart Path SG 12.3% 10.5% 121.0 123.0 98% 95% Conform 2 5/15/2006 Cart Path SG 11.1% 11.0% 121.0 123.5 98% 95% Conform 2 5/16/2006 Cart Path SG 11.1% 11.0% 119.3 123.5 97% 95% Conform 2 5/16/2006 Cart Path SG 11.1% 11.0% 119.0 123.5 96% 95% Conform 2 5/16/2006 Cart Path SG 11.1% 11.0% 121.0 123.5 98% 95% Conform TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Cart Paths) Test Proctor Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field Maximum Obtained Required 32 2 5I16I2UU6 Cart I-'atfl SG 12.3% 11.0% 119.7 123.5 97'Yo 9b% Conform 33 2 5/17/2006 Cart Path SG 12.3% 11.0% 118.2 123.5 96% 95% Conform 34 6 5/17/2006 Cart Path SG 12.3% 10.5% 119.7 123.0 97% 95% Conform 35 6 5/17/2006 Cart Path SG 12.3% 10.5% 118.5 123.0 96% 95% Conform 36 2 5/17/2006 Cart Path SG 11.1% 11.0% 118.5 123.5 96% 95% Conform 37 2 5/17/2006 Cart Path SG 11.1% 11.0% 121.3 123.5 98% 95% Conform 38 2 5/18/2006 Cart Path SG 11.1% 11.0% 119.0 123.5 96% 95% Conform 39 2 5/18/2006 Cart Path SG 11.1% 11.0% 119.5 123.5 97% 95% Conform 40 2 5/18/2006 Cart Path SG 12.3% 11.0% 117.8 123.5 95% 95% Conform 41 2 5/18/2006 Cart Path SG 12.3% 11.0% 117.7 123.5 95% 95% Conform 42 2 5/18/2006 Cart Path SG 11.1% 11.0% 118.3 123.5 96% 95% Conform 43 7 5/31/2006 Cart Path SG 11.1% 10.0% 119.9 126.0 95% 95% Conform 44 7 5/31/2006 Cart Path SG 11.1% 10.0% 115.5 126.0 92% 95% Nonconform 45 7 6/1/2006 CartPath SG 12.3% 10.0% 119.3 126.0 95% 95% Nonconform 46 7 6/1/2006 Cart Path SG 12.3% 10.0% 118.9 126.0 94% 95% Nonconform 47 10 6/2/2006 Cart Path SG 14.9% 13.0% 108.6 113.0 96% 95% Conform 48 10 6/2/2006 Cart Path SG 13.6% 13.0% 108.3 113.0 96% 95% Conform 49 10 6/2/2006 CartPath SG 14.9% 13.0% 108.3 113.0 96% 95% Conform 50 7 6/2/2006 Retest of #44 & #45 SG 11.1% 10.0% 119.8 126.0 95% 95% Conform 51 7 6/2/2006 Retest of#46 SG 11.1% 10.0% 120.0 126.0 95% 95% Conform 52 3 6/5/2006 Cart Path SG 12.3% 11.0% 121.0 127.0 95% 95% Conform 53 3 6/5/2006 Cart Path Hole #8 over by Hidden Valley SG 11.1% 11.0% 123.0 127.0 97% 95% Conform Rd. 54 3 6/5/2006 Cart Path Hole #8 over by Hidden Valley SG 12.3% 11.0% 121.2 127.0 95% 95% Conform Rd. 55 3 6/5/2006 Cart Path Hole #8 over by Hidden Valley SG 12.3% 11.0% 120.7 127.0 95% 95% Conform Rd. 56 3 6/5/2006 Cart Path Hole #8 over by Hidden Valley SG 12.3% 11.0% 121.5 127.0 96% 95% Conform Rd. TABLE 2 S REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Cart Paths) Test Proctor Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field Maximum Obtained Required Of 11 o//zuuo Cartratn .i 1Z.3'% 11.U% 11 9.9 17.0 4To 9"Io NOnCorflorm No retest taken) 58 7 6/5/2006 Cart Path at #8 Next to Hidden Valley Rd. SG 11.1% 10.0% 123.3 126.0 98% 95% Conform 59 3 6/6/2006 Cart Path at #8 Next to Hidden Valley Rd. SG 12.3% 11.0% 122.4 127.0 96% 95% Conform 60 3 6/6/2006 Cart Path at #8 Next to Hidden Valley Rd. SG 11.1% 11.0% 123.6 127.0 97% 95% Conform 61 7 6/6/2006 Cart Path at #11 Next to Hidden Valley SG 11.1% 10.0% 124.2 126.0 99% 95% Conform Rd. 62 7 6/6/2006 Cart Path at #11 Next to Hidden Valley SG 11.1% 10.0% 123.4 126.0 98% 95% Conform Rd. 63 3 6/6/2006 Cart Path at #11 Next to Hidden Valley SG 11.1% 11.0% 124.4 127.0 98% 95% Conform Rd. 64 3 6/7/2006 Cart Path #10 & #11 SG 11.1% 11.0% 123.2 127.0 97% 95% Conform 65 3 6/7/2006 Cart Path #10 & #11 SG 11.1% 11.0% 122.9 127.0 97% 95% Conform 66 3 6/7/2006 Cart Path #11 SG 11.1% 11.0% 122.8 127.0 97% 95% Conform 67 7 6/8/2006 Cart Path #10 SG 9.8% 10.0% 121.9 126.0 97% 95% Conform 68 7 6/8/2006 Cart Path #11 SG 11.1% 11.0% 122.5 127.0 96% 95% Conform 69 7 6/8/2006 Cart Path #12 SG 11.1% 11.0% 120.7 127.0 95% 95% Conform 70 7 6/8/2006 Cart Path #13 SG 11.1% 11.0% 122.4 127.0 96% 95% Conform 71 3 6/9/2006 Cart Path #11 SG 11.1% 11.0% 120.8 127.0 95% 95% Conform 72 3 6/9/2006 Cart Path #11 SG 11.1% 11.0% 121.6 127.0 96% 95% Conform 73 3 6/9/2006 Cart Path #11 SG 11.1% 11.0% 122.5 127.0 96% 95% Conform 74 3 6/9/2006 Cart Path #13 SG 11.1% 11.0% 121.8 127.0 96% 95% Conform 75 3 6/9/2006 Cart Path #13 SG 11.1% 11.0% 122.0 127.0 96% 95% Conform 76 7 6/9/2006 Cart Path #13 SG 11.1% 10.0% 118.3 126.0 94% 95% Nonconform 77 7 6/9/2006 Retest of#76 SG 11.1% 10.0% 121.1 126.0 96% 95% Conform 78 7 6/20/2006 Cart Paths Overall Exhibit Club House SG 11.1% 10.0% 122.1 126.0 97% 95% Conform 79 3 6/20/2006 Cart Paths Overall Exhibit Club House SG 12.3% 11.0% 121.3 127.0 96% 95% Conform 80 5 6/20/2006 Overall Cart Path off Putting Green SG 12.3% 11.0% 118.4 124.5 95% 95% Conform TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Cart Paths) Test Proctor Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field J Optimum Field Maximum Obtained Required 61 7 6/2012006 Overall Cart Path off Putting Green SG 11.1% 10.0% 120.8 126.0 96% 95% Conform 82 8 6/20/2006 Cart Path Club House SG 9.8% 9.5% 123.8 128.0 97% 95% Conform 83 8 6/20/2006 Cart Path Club House SG 11.1% 9.5% 118.7 128.0 93% 95% Nonconform 84 8 6/20/2006 Retest of#83 SG 11.1% 9.5% 121.6 128.0 95% 95% Conform 85 18 6/21/2006 Cart Paths Overall Exhibit SG 13.6% 13.0% 114.7 117.0 98% 95% Conform 86 18 6/21/2006 Cart Paths Overall Exhibit SG 12.3% 13.0% 115.7 117.0 99% 95% Conform 87 18 6/22/2006 Cart Paths Overall Exhibit SG 12.3% 13.0% 114.2 117.0 98% 95% Conform 88 5 6/22/2006 Cart Paths Overall Exhibit SG 11.1% 11.0% 113.7 124.5 91% 95% Nonconform 89 18 6/22/2006 Cart Paths Overall Exhibit SG 12.3% 13.0% 114.2 117.0 98% 95% Conform 90 18 6/22/2006 Retest of#88 SG 13.6% 13.0% 110.7 117.0 95% 95% Conform 91 18 6/23/2006 Cart Paths Overall Exhibit at Putting SG 12.3% 13.0% 112.5 117.0 96% 95% Conform Green 92 18 6/23/2006 Cart Path overall exhibit by driving range SG 12.3% 13.0% 114.5 117.0 98% 95% Conform 93 18 6/23/2006 Cart Path overall exhibit by driving range SG 12.3% 13.0% 115.5 117.0 99% 95% Conform 94 18 6/27/2006 Cart Path Hole #18 SG 12.3% 13.0% 114.4 117.0 98% 95% Conform 95 5 6/27/2006 Cart Path Hole #18 SG 11.1% 11.0% 114.1 124.5 92% 95% Nonconform 96 5 6/27/2006 Retest of#95 SG 11.1% 11.0% 117.8 124.5 95% 95% Conform 97 18 6/27/2006 Cart Path Hole #18 SG 12.3% 13.0% 114.6 117.0 98% 95% Conform 98 18 6/27/2006 Cart Path Hole #18 SG 12.3% 13.0% 111.6 117.0 95% 95% Conform 99 18 6/30/2006 Cart Path Overall exhibit Hole #7 SG 12.3% 13.0% 114.2 117.0 98% 95% Conform 100 18 6/30/2006 Cart Path Overall exhibit Hole #7 SG 12.3% 13.0% 113.1 117.0 97% 95% Conform 101 18 6/30/2006 Cart Path Overall exhibit Hole #7 SG 12.3% 13.0% 113.0 117.0 97% 95% Conform 102 18 6/30/2006 Cart Path Overall exhibit Hole #7 SG 12.3% 13.0% 112.7 117.0 96% 95% Conform 103 18 6/30/2006 Cart Path Overall exhibit Hole #2 SG 13.6% 13.0% 111.7 117.0 95% 95% Conform 104 18 7/5/2006 Cart Path Overall exhibit Hole #2 SG 13.6% 13.0% 112.0 117.0 96% 95% Conform 105 3 7/5/2006 Cart Path Overall exhibit Hole #2 SG 11.1% 11.0% 116.9 127.0 92% 95% Nonconform 106 3 7/6/2006 Retest of#105 SG 11.1% 11.0% 120.8 127.0 95% 95% Conform 107 3 7/6/2006 Cart Paths Overall Exhibit #2 SG 11.1% 11.00/. 120.2 127.0 95% 95% Conform TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Cart Paths) T 7 Proctor Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field Maximum Obtained Required 108 3 11812006 Cart Paths Mole #2 SG 11.1% 11.0% 120.8 127.0 95% 95'Yo Conform 109 3 7/6/2006 Cart Paths overall exhibit west of SG 12.3% 11.0% 119.1 127.0 94% 95% Nonconform Bridge/College 110 3 7/6/2006 Retest of#109 SG 11.1% 11.0% 120.7 127.0 95% 95% Conform 111 3 7/6/2006 Cart Paths Leaving Hole #8 next to SG 11.1% 11.0% 121.0 127.0 95% 95% Conform Bridge Off College 112 3 7/6/2006 Cart Paths next to bridge SG 11.1% 11.0% 121.2 127.0 95% 95% Conform 113 18 7/10/2006 Cart Paths Hole 11 & 13 SG 13.6% 13.0% 113.9 117.0 97% 95% Conform 114 18 7/10/2006 Cart Paths Hole 11 & 13 SG 12.3% 13.0% 113.1 117.0 97% 95% Conform 115 18 7/10/2006 Cart Path Hole #13 SG 13.6% 13.0% 122.4 117.0 105% 95% Conform 116 18 7/10/2006 CartPath Hole #13 SG 13.6% 13.0% 112.0 117.0 96% 95% Conform 117 18 7/11/2006 Cart Path Hole #13 SG 12.3% 13.0% 113.7 117.0 97% 95% Conform 118 18 7/11/2006 Cart Path Hole #13 SG 13.6% 13.0% 113.1 117.0 97% 95% Conform 119 18 7/11/2006 Cart Path Hole #13 SG 13.6% 13.0% 112.8 117.0 96% 95% Conform 120 18 7/12/2006 Cart Paths Hole #13 SG 13.6% 13.0% 111.7 117.0 95% 95% Conform 121 18 7/12/2006 Cart Paths Hole #13 SG 12.3% 13.0% 113.0 117.0 97% 95% Conform 122 18 7/12/2006 Cart Paths Hole #13 SG 12.3% 13.0% 113.9 117.0 97% 95% Conform 123 18 7/12/2006 Cart Paths Hole #13 SG 12.3% 13.0% 113.0 117.0 97% 95% Conform 124 18 7/13/2006 Cart Path top of #13 West of bridge SG 13.6% 13.0% 111.7 117.0 95% 95% Conform 125 18 7/13/2006 Cart Path top of #13 West of bridge SG 13.6% 13.0% 112.6 117.0 96% 95% Conform 126 18 7/13/2006 Cart Path top of #13 West of bridge SG 13.6% 13.0% 112.2 117.0 96% 95% Conform 127 18 7/13/2006 Cart Paths Hole #12 off Faraday location SG 13.6% 13.0% 111.6 117.0 95% 95% Conform 128 18 7/13/2006 Cart Paths Hole #12 off Faraday location SG 13.6% 13.0% 112.2 117.0 96% 95% Conform 129 18 7/13/2006 Cart Paths Hole #12 off Faraday location SG 13.6% 13.0% 112.3 117.0 96% 95% Conform 130 18 7/14/2006 Cart Paths Hole #12 Back Side near SG 13.6% 13.0% 112.7 117.0 96% 95% Conform Faraday 131 18 7/14/2006 Cart Paths Hole #12 Back Side near SG 12.3% 13.0% 113.9 117.0 97% 95% Conform Faraday S TABLE 2 5 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Cart Paths) Test Proctor Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field Maximum Obtained Required 132 16 7114/2006 Cart Paths Hole #12 Back Side near. SG 12.3% 13.0% 113.1 117.0 97% 95% Conform Faraday 133 18 7/14/2006 Cart Paths Hole #12 Back Side near SG 12.3% 13.0% 112.6 117.0 96% 95% Conform Faraday 134 18 7/20/2006 Cart Paths Hole #12 SG 12.3% 13.0% 112.9 117.0 96% 95% Conform 135 18 7/20/2006 Cart Paths Hole #12 SG 13.6% 13.0% 111.2 117.0 95% 95% Conform 136 18 7/20/2006 Cart Paths Hole #12 SG 13.6% 13.0% 111.4 117.0 95% 95% Conform 137 18 7/20/2006 Cart Paths Hole #12 SG 13.6% 13.0% 111.4 117.0 95% 95% Conform 138 18 7/21/2006 Cart Paths Hole #12 SG 12.3% 13.0% 112.4 117.0 96% 95% Conform 139 18 7/21/2006 Cart Paths Hole #12 SG 12.3% 13.0% 112.6 117.0 96% 95% Conform 140 18 7/21/2006 Cart Paths Hole #12 SG 12.3% 13.0% 112.4 117.0 96% 95% Conform 141 18 7/24/2006 Cart Paths Hole #12 SG 13.6% 13.0% 111.3 117.0 95% 95% Conform 142 18 7/24/2006 Cart Paths Hole #12 SG 13.6% 13.0% 111.4 117.0 95% 95% Conform 143 18 7/24/2006 Cart Paths Hole #12 SG 13.6% 13.0% 111.3 117.0 95% 95% Conform 144 18 7/24/2006 Cart Paths Hole #12 SG 13.6% 13.0% 111.3 117.0 95% 95% Conform 145 18 8/9/2006 Cart Paths Hole #14 SG 12.3% 13.0% 112.3 117.0 96% 95% Conform 146 18 8/9/2006 Cart Paths Hole #14 SG 12.3% 13.0% 111.9 117.0 96% 95% Conform 147 18 8/9/2006 Cart Paths Hole #14 SG 12.3% 13.0% 112.0 117.0 96% 95% Conform 148 18 8/10/2006 Cart Paths Hole #14 SG 12.3%. 13.0% 113.5 117.0 97% 95% Conform 149 18 8/10/2006 Cart Paths Hole #14 SG 12.3% 13.0% 113.7 117.0 97% 95% Conform 150 18 8/10/2006 Cart Paths Hole #14 SG 12.3% 13.0% 113.2 117.0 97% 95% Conform 151 18 8/10/2006 Cart Paths Hole #14 SG 12.3% 13.0% 113.3 117.0 97% 95% Conform 152 18 8/11/2006 Cart Paths Hole #14 SG 12.3% 13.0% 113.0 117.0 97% 95% Conform 153 18 8/11/2006 Cart Paths Hole #14 SG 12.3% 13.0% 113.1 117.0 97% 95% Conform 154 18 8/29/2006 Cart Paths Hole #17 SG 12.3% 13.0% 112.5 117.0 96% 95% Conform 155 18 8/29/2006 Cart Paths Hole #17 SG 12.3% 13.0% 112.9 117.0 96% 95% Conform 156 18 8/29/2006 Cart Paths Hole #17 SG 12.3% 13.0% 113.0 117.0 97% 95% Conform 157 18 9/1/2006 Cart Paths Hole #17 SG 11.1% 13.0% 114.5 117.0 98% 95% Conform 158 18 9/1/2006 Cart Paths Hole #17 SG 12.3% 13.0% 113.4 117.0 97% 95% Conform 159 18 9/1/2006 Cart Paths Hole #17 SG 12.3% 13.0% 113.2 117.0 97% 95% Conform .,- 3- 1 TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Cart Paths) Test Proctor Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field [Maximum Obtained Required 1 60 18 9/12/2006 Cart Paths Hole #17 SG 12.3% 13.0% 112.8 117.0 96% 95% Contorm 161 18 9/12/2006 Cart Paths Hole #17 SG 12.3% 13.0% 113.3 117.0 97% 95% Conform 162 18 9/12/2006 Cart Paths top of irrigation lake Hole 18 SG 12.3% 13.0% 113.6 117.0 97% 95% Conform 163 18 9/12/2006 Cart Paths top of irrigation lake Hole 18 SG 12.3% 13.0% 113.3 117.0 97% 95% Conform 164 18 9/13/2006 Cart Paths top of irrigation lake Hole 18 SG 12.3% 13.0% 113.5 117.0 97% 95% Conform 165 18 9/13/2006 Cart Paths top of irrigation lake Hole 18 SG 12.3% 13.0% 113.3 117.0 97% 95% Conform 166 18 9/13/2006 Cart Paths top of irrigation lake Hole 18 SG 12.3% 13.0% 111.9 117.0 96% 95% Conform 167 18 9/25/2006 Cart Paths Hole 15 off Faraday Ave SG 12.3% 13.0% 111.8 117.0 96% 95% Conform 168 18 9/25/2006 Cart Path s Hole 15 off Faraday Ave SG 12.3% 13.0% 113.5 117.0 97% 95% Conform 169 10 9/25/2006 Cart Paths Hole 15 off Faraday Ave SG 12.3% 13.0% 111.7 113.0 99% 95% Conform 170 10 9/26/2006 Cart Paths Hole 15 off Faraday Ave SG 12.3% 13.0% 111.5 113.0 99% 95% Conform 171 10 9/26/2006 Cart Paths Hole 15 SG 12.3% 13.0% 111.7 113.0 99% 95% Conform 172 18 9/26/2006 Cart Paths Hole 15 SG 12.3% 13.0% 111.9 117.0 96% 95% Conform 173 18 10/16/2006 Cart Paths Hole 15 SG 12.3% 13.0% 111.5 117.0 95% 95% Conform 174 18 10/16/2006 Cart Paths Hole 15 SG 12.3% 13.0% 114.8 117.0 98% 95% Conform 175 18 10/16/2006 Cart Paths Hole 15 SG 12.3% 13.0% 112.1 117.0 96% 95% Conform 176 7 10/16/2006 Cart Paths between 15& 16 Coastal Area SG 11.1% 10.0% 121.5 126.0 96% 95% Conform 177 7 10/16/2006 Cart Paths between 15 & 16 Coastal Area SG 11.1% 10.0% 121.4 126.0 96% 95% Conform 178 7 10/16/2006 Cart Paths Hole #16 SG 11.1% 10.0% 120.8 126.0 96% 95% Conform 179 7 10/16/2006 Cart Paths Hole #16 SG 12.3% 10.0% 119.0 126.0 94% 95% Conform 180 18 10/16/2006 Cart Paths Hole #16 SG 12.3% 13.0% 116.2 117.0 99% 95% Conform 181 18 10/16/2006 Cart Paths Holes #16 & 17 SG 12.3% 13.0% 112.5 117.0 96% 95% Conform 182 18 10/16/2006 Cart Paths Holes #16 & 17 SG 11.1% 13.0% 114.3 117.0 98% 95% Conform 183* 18 7/23/2007 Cart Paths Hole #3 SG 11.1% 13.0% 113.5 117.0 97% 95% Conform 184* 18 7/23/2007 Cart Paths Hole #4 SG 12.3% 13.0% 111.6 117.0 95% 95% Conform 185* 18 7/24/2007 Cart Paths Hole #4 SG 12.3% 13.0% 111.9 117.0 96% 95% Conform 186* 18 7/24/2007 Cart Paths Hole #2 SG 12.3% 13.0% 111.7 117.0 95% 95% Conform 187* 18 7/25/2007 Cart Paths Hole #7 SG 12.3% 13.0% 110.5 117.0 94% 95% Conform O TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Cart Paths) Test Proctor Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform EOptimurn Field Maximum Obtained Required 1' lö 1I/b/2007 Cart Paths Hole #7 6(i 12.31/0 13.0% 113.4 111.0 I'Yo io uonrorm 189* 18 7/26/2007 Cart Paths Hole #2 SG 12.3% 13.0% 113.4 117.0 97% 95% Conform 190* 18 7/26/2007 Cart Paths Hole #4 SG 11.1% 13.0% 111.1 117.0 95% 95% Conform 191* 18 7/27/2007 Cart Paths Hole #5 SG 11.1% 13.0% 112.1 117.0 96% 95% Conform 192* 18 7/27/2007 Cart Paths Hole #5 SG 11.1% 13.0% 113.0 117.0 97% 95% Conform 193* 18 7/28/2007 Cart Paths Hole #5 SG 11.1% 13.0% 113.1 117.0 97% 95% Conform 194* 18 7/28/2007 Cart Paths Hole #5 SG 11.1% 13.0% 111.6 117.0 95% 95% Conform 195* 18 7/30/2007 Cart Paths Hole #6 SG 12.3% 13.0% 111.5 117.0 95% 95% Conform 196* 18 7/30/2007 CartPaths Hole #6 SG 11.1% 13.0% 113.7 117.0 97% 95% Conform 197* 3 7/31/2007 Cart Paths Hole #3 SG 11.1% 11.0% 121.4 127.0 96% 95% Conform 198* 3 7/31/2007 Cart Paths Hole #3 SG 11.1% 11.0% 123.7 127.0 97% 95% Conform 199* 3 8/1/2007 Cart Paths Hole #8 SG 11.1% 11.0% 122.3 127.0 96% 95% Conform 200* 3 8/1/2007 Cart Paths Hole #8 SG 11.1% 11.0% 121.9 127.0 96% 95% Conform 201* 3 8/2/2007 Cart Paths Hole #13 SG 11.1% 11.0% 121.6 127.0 96% 95% Conform 202* 3 8/2/2007 Cart Paths Hole #14 Comfort Station SG 12.3% 11.0% 120.7 127.0 95% 95% Conform 203* 3 8/3/2007 Cart Paths Hole #17 SG 12.3% 11.0% 120.7 127.0 95% 95% Conform * Density tests taken in connection with repairs on cart path due to damages from airplane crash and emergency vehicles. S 14 0 14 City of Carlsbad October 22, 2007 5950 El Camino Real Contract No.: 108078W Carlsbad, CA 92009 Attention: Mr. Skip Hammaim Subject: Compaction Testing Report (Bridge) Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA References: 1. "Contract Documents and Supplemental Provisions ", for Carlsbad Municipal Golf Course Project. Project No. 39721-1, dated June 13, 2005. "As-Graded Compaction Report, Carlsbad Municipal Golf Course," prepared by Testing Engineers - US. Labs, Inc., Project No. 108078, dated November 3, 2005. "As-Graded Compaction Report-Bridge, "prepared by Testing Engineers - San Diego, dated May 2, 2006 "Compaction Testing Report (Rough Grading), Carlsbad Municipal Golf Course, "prepared by Testing Engineers -. San Diego, dated July 18, 2006 "Supplemental Compaction Testing Report (Commercial Sites), Carlsbad Municipal Golf • Course, "prepared by Testing Engineers - San Diego, dated March 19, 2007. Compaction Testing Report (Utilities)," prepared by Testing Engineers - San Diego, dated June 5, 2007. 7, Compaction Testing Report (Retaining Wall)," prepared by Testing Engineers - San Diego, dated June 6, 2007. Compaction Testing Report (Flatwork), " prepared by Testing Engineers - San Diego, dated June 7, 2007. Compaction Testing Report (Off-site), " prepared by Testing Engineers San Diego, dated June 8, 2007. Compaction Testing Report (Sidewalk Subgrade)," prepared by Testing Engineers - San Diego, dated June 26, 2007. Compaction Testing Report (Cart Paths), "prepared by Testing Engineers - San Diego, dated October 11, 2007. Dear Mr. Hammann: In accordance with your request, Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from July 20, 2006 to October 25, 2006. It should be noted that this report refers to testing performed during backfihls surrounding the golf cart bridge foundation elements and associated slope areas. Results of compaction testing during rough grading ofthebridge area have previously been submitted (see References No. 3). Results of compaction testing during other grading operations have also been submitted as referenced above. A representative of this office observed the compaction operations during backfills alongside wing . walls and bridge abutments for the golf cart bridge crossing College Avenue. Backfills up to 8 feet in depth were observed and tested. Testing Engineers San Diego A Bureau Veritas Company Main: (858) 715.5800 7895 Convoy Court, Suite 18 Fax: (858) 715.5810 San Diego, CA 92111 www.us.bureauveritas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course The approximate site location is presented on Figure 1. Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables 1 and 2, respectively. On site and import material was used as backfill around the bridge foundation elements. Fill was placed, compacted and tested for compliance with minimum 90% and 95% relative compaction based on ASTM D-1557, as applicable. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the, work progress did • not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing Engineers - San Diego, Inc. Nick Tracy, EIT Staff Engineer f , No. C-60 No. GE. \ *08 RCE ) Van W. Olin, G.E. 57 OF Principal Geotechnical Engineer NT/VO Attachments: Figure 1: Site Location Map Figure 2: Plot Plan Appendix A: Table I and Table 2 Distribution: (1) Addressee (2) Dudek & Associates, Inc. (George Litzinger) (1) Leighton (Randy Wagner) S 0 mu City of Carlsbad Contract No.: 108078 Municipal Golf Course Figures FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 0 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Site Location Map Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: October, 2007 1 4 1 i = 1900 ft. NOTE: This figure may contain areas of color. TESD cannot be responsi- ble for any subsequent misinterpretation of the information resulting from black and white reproductions of this figure. frf ;-Ii' d SCALE 1=20 24 27 4 30 so 26 /r I 45 1/ I 42 - 1 Got 25 23 (49 \\2 10 35 5 8 28 40- 52 29 46 -37 32 19 6 1110 4) 33 '(31 1 -' Vz 1/ /' // /*' " 15 13 CO FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING 11X 0 LEGEND: Approximate Compaction Test Locations - - - - Approximate Limits of Compaction Reference: "Grading Plans For Golf Cart Overcrossing College Avenue," P&D Consultants, Sheet 38, April 15, 2005. Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 ,• San Diego, CA 92111 0813~Tel: (858) 715-5800 Fax: (858) 715-5810 [Title Plot Plan Project: Carlsbad Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: October, 2007 2 City of Carlsbad Contract No.: 108078 Municipal Golf Course S City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) 1. On-site: Grayish Silty SAND 127.5 9.5 3. On-site: Red Brown Clayey SAND 127.0 11.0 On-site: Greenish Brown Silty SAND 124.5 11.0 On-site: Mixed Brown Silty SAND 123.0 10.5 On-site: Dark Green & Brown 126.0 10.0 Clayey SAND On-site: Brown Silty SAND 128.0 9.5 S 9. On-site: Tan Clayey SAND 117.0 13.0 / S TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Bridge) I Test I Sample Test Date I Test Location I Elev. I I Moisture I I Dry Density (pcf) I I _____________________ I Relative Compaction I Conform I I I Non-Conform Field Optimum Field Maximum Obtained ( ____________ Required 1 3 712012006 Slope Area Bridge Over College East -6' 11.1% 11 .0To 11 1.2 121.0 ''o V 07o uoniorm Side 2 3 7/20/2006 Slope Area Bridge Over College East -5' 11.1% 11.0% 116.9 127.0 92% 90% Conform Side 3 3 7/20/2006 Slope Area Bridge Over College East -4.5' 12.3% 11.0% 114.7 127.0 90% 90% Conform Side 4 7 7/20/2006 Slope Area Bridge Over College East -6 9.8% 10.0% 117.8 126.0 93% 90% Conform Side 5 7 7/21/2006 Slope Area Bridge Over College East -5' 9.8% 10.0% 115.6 126.0 92% 90% Conform Side 6 7 7/21/2006 Slope Area Bridge Over College East -6' 11.1% 11.0% 115.6 127.0 91% 90% Conform Side 7 7 7/21/2006 Slope Area Bridge Over College East -5' 11.1% 11.0% 117.2 127.0 92% 90% Conform Side 8 3 7/25/2006 Slope Area Bridge Over College East -5' 11.1% 11.0% 119.3 127.0 94% 90% Conform Side Landscape Area 9 3 7/25/2006 Slope Area Bridge Over College East -4' 11.1% 11.0% 117.7 127.0 93% 90% Conform - Side Landscape Area 10 3 7/25/2006 Slope Area Bridge Over College East -3' 11.1% 11.0% 119.6 127.0 94% 90% Conform Side Landscape Area 11 3 7/26/2006 Slope Area-Bridge Over College East -3.5' 12.3% 11.0% 117.3 127.0 92% 90% Conform - Side Landscape Area 12 3 7/26/2006 Slope Area Bridge Over College East -3' 12.3% 11.0% 115.1 127.0 91% 90% Conform Side Landscape Area 13 7 7/27/2006 Slope Area Bridge Over College East -2' 9.8% 10.0% 118.7 126.0 94% 90% Conform Side Landscape Area 14 7 7/27/2006 Slope Area Bridge Over College East -2.5' 9.8% 10.0% 115.4 126.0 92% 90% Conform Side Landscape Area 15 3 7/28/2006 Slope Area Bridge Over College East -2' 11.1% 11.0% 118.0 127.0 93% 90% Conform Side Landscape Area 16 3 7/28/2006 Slope Area Bridge Over College East -2' 11.1% 11.0% 117.3 127.0 92% 90% Conform Side Landscape Area . TABLE 2 .-. REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Bridge) Test Sample Test Date Test Location Elev. (ft) Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field J Optimum Field Maximum Obtained FRequired 11 1 8/1I200 Slope Area Bridge Over College East - 9.8% 10.070 1 i 6.9 126.0 t1070 U7o U oiiiuiFri Side Landscape Area 18 7 8/7/2006 Slope Area Bridge Over College East -1' 9.8% 10.0% 114.4 126.0 91% 90% Conform Side Landscape Area. 19 7 8/8/2006 Slope Area Bridge Over College East -1' 12.3% 11.0% 112.7 127.0 89% 90% Nonconform Side Front of Foundation (Area re- worked, no retest taken) 20 7 8/9/2006 Slope Area Bridge Over College East -3' 12.3% 11.0% 114.6 127.0 90% 90% Conform Side Inside Structure 21 7 8/9/2006 Slope Area Bridge Over College East -11 11.1% 11.0% 117.0 127.0 92% 90% Conform Side Inside Structure 22 9 9/12/2006 West Side of College Bridge Backfill -3' 11.2% 13.0% 111.4 117.0 95% 90% Conform 23 9 9/12/2006 West Side of College Bridge Backfill -3' 11.2% 13.0°Io 110.0 117.0 94% 90% Conform 24 5 9/12/2006 West Side of College Bridge Backfill . -3.5' 11.2% 11.0% 111.0 124.5 89% 90% Nonconform (Area re-worked, no retest taken) 25 9 9/12/2006 West Side of College Bridge Backfill -2.5' 13.6% 13.0% 108.3 117.0 93% 90% Conform 26 9 9/13/2006 West Side of College Bridge Backfill -2' 13.6% 13.0% 109.1 117.0 93% 90% Conform 27 9 9/13/2006 West Side of College Bridge Backfill -1.5' 13.6% 13.0% 107.7 117.0 92% 90% 'Conform 28 9 9/13/2006 West Side of College Bridge Backfill -1.5' 13.6% 13.0% 103.4 113.0 92% 90% Conform .29 ' 9 9/14/2006 West Side of College Bridge Backfill -.5' 12.3% 13.0% 108.7 117.0 93% 90% Conform 30 9 9/14/2006 West Side of College Bridge Backfill SG 12.3% 13.0% 106.7 117.0 91% 90% Conform 31 9 9/14/2006 West Side of College Bridge Backfill SG 11.1% 13.0% 106.8 117.0 . 91% 90% Conform 32 2 10/17/2006 Bridge C East Side -8' 12.3% 11.0% 116.8 123.5 95% 95% Nonconform 33 2 10/17/2006 Retest of #32 -8' 12.3% 11.0% 119.4 123.5 97% 95% Conform 34 2 10/17/2006 Bridge C East Side -6' 13.6% 11.0% 118.0 123.5 96% 95% Conform 35 2 10/17/2006 Bridge C East Side -5' 12.3% 11.0% 118.2 123.5 96% 95% Conform 36 2 10/17/2006 Bridge East Side -4.5' 13.6% 11.0% 118.2 123.5 96% 95% Conform 37 2 10/18/2006 Bridge C East Side 4 12.3% 11.0% 119.5 123.5 97% 95% Conform 38 2 10/18/2006 Bridge C East Side -3' 11.1% 11.0% 119.8 123.5 97% 95% Conform 39 2 10/19/2006 Bridge C East Side -2' 12.7% 11.0% 121.2 123.5 98% 95% Conform 40 7 10/19/2006 Bridge C East Side -1' 11.1% 10.0% 123.4 126.0 98% 95% Conform 41 2 10/19/2006 Bridge C East Side -.5' 12.3% 11.0% 121.9 123.5 99% 95% Conform TABLE 2 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Bridge) Test Sample Test Elev. Moisture Dry Density (pcf) Relative Compaction Conform Test Location Date (ft) Field Optimum Field Maximum Obtained Required Non-Conform A') 7 4fl1')rInnnc fl_L.J.... ,' IflI..fl C'.J ... '." VVLOIU -o IL.1570 IU.U70 IZ4.Z lib.0 991/0 95% Conform 43 7 10/20/2006 Bridge CWest Side -7' 11.1% 10.0% 124.0 126.0 98% 95% Conform 44 7 10/20/2006 Bridge C West Side -6' 12.3% 10.0% 124.0 126.0 98% 95% Conform 45 7 10/20/2006 Bridge C West Side -5' 12.3% 10.0% 124.4 126.0 99% 95% Conform 46 7 10/23/2006 Bridge CWest Side -4' 11.1% 10.0% 123.1 126.0 98% 95% Conform 47 5 10/23/2006 Bridge CWest Side -4' 12.3% 11.0% 121.9 124.5 98% 95% - Conform 48 5 10/23/2006 Bridge CWest Side -3' 12.3% 11.0% 122.2 124.5 98% 95% Conform 49 5 10/24/2006 Bridge C West Side -3' 12.3% 11.0% 120.9 124.5 97% 95% Conform 50 5 10/24/2006 Bridge CWest Side -2' 12.3% 11.0% 122.3 124.5 98% 95% Conform 51 5 10/24/2006 Bridge C West Side -1' 12.3% 11.0% 122.9 124.5 99% 95% Conform 52 7 10/25/2006 Bridge CWest Side -.5' 11.1% 10.0% 123.7 126.0 98% 95% Conform S 15 15 C City of Carlsbad October 24, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: Compaction Testing Report (Wet Well and Irrigation Vault Pad) Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA References: 1. "Contract Documents and Supplemental Provisions ", for Carlsbad Municipal Golf Course Project. Project No. 39721-1, dated June 13, 2005. "As-Graded Compaction Report, Carlsbad Municipal Golf Course," prepared by Testing Engineers - U.S. Labs, Inc., Project No. 108078, dated November 3, 2005. "As-Graded Compaction Report-Bridge, "prepared by Testing Engineers - San Diego, dated May 2, 2006 "Compaction Testing Report (Rough Grading), Carlsbad Municipal Golf Course, "prepared by Testing Engineers - San Diego, dated July 18, 2006 "Supplemental Compaction Testing Report (Commercial Sites), Carlsbad Municipal Golf Course, "prepared by Testing Engineers - San Diego, dated March 19, 2007, Compaction Testing Report (Utilities), "prepared by Testing Engineers - San Diego, dated June 5, 2007. Compaction Testing Report (Retaining Wall)," prepared by Testing Engineers - San Diego, dated June 6, 2007. Compaction Testing Report (Flatwork), "prepared by Testing Engineers San Diego, dated June 7, 2007. Compaction Testing Report (Off-site)," prepared by Testing Engineers - San Diego, dated June 8, 2007. Compaction Testing Report (Sidewalk Subgrade)," prepared by Testing Engineers - San Diego, dated June 26, 2007. Compaction Testing Report (Cart Paths), "prepared by Testing Engineers - San Diego, dated. October 11, 2007. Compaction Testing Report (Bridge)," prepared by Testing Engineers - San Diego, dated October 22, 2007. Dear Mr. Hammann: In accordance with your request, Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from April 13, 2006 to June 12, 2006. It should be noted that this report refers to testing performed during backfill of a wet well located on Hole Number 7 and the rough grading of a lake irrigation pad located on Hole Number 18. Results of compaction testing during fl other grading operations have previously been submitted as referenced above. The approximate site location is presented on Figure 1. Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided in Testing Engineers San. Diego A Bureau Verita.c Company Main: (858) 715.5800 7895 Convoy Court, Suite 18 Fax: (858) 715.5810 San Diego, CA 92111 www.us.bureauveritas.com S City of Carlsbad Contract No.: 108078 Municipal Golf Course Appendix A, Tables 1 and 2, respectively. On site and import material was used as fill for the wet well backfill and irrigation vault pad grading. Fill was placed, compacted and tested for compliance with minimum 90% and 95% relative compaction based on ASTM D-1557, as applicable. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. FESSIO Sincerely, Os 0~4 Testing Engineers - San Diego, Inc. E-2578 Exp. 6/3QU ITTE OF C Nick Tracy, El Van W. Olin, G.E. 578 WC Staff Engineer Principal Geotechnical Engineer - NT/VO Attachments: Figure]: Site Location Map Figure 2: Plot Plan Appendix A: Table I and Table 2 Distribution: (1) Addressee (2) Dudek & Associates, Inc. (George Litzinger) (I) Leighton (Randy Wagner) City of Carlsbad Contract No.: 108078 Municipal Golf Course Figures 0 - .•r,, . •••. - " - .. . .•..i1'• -. - ' tPADA - J0 All __•\ .4.Y Ji /! , ; rp - KCCLEL tAll - -- tA PAL1TR SITE LOCATION -. AIPRT- - /7 -•• - / - -- Pit., 1 - - •-•••t 7j eftT----- - -------- 7— I I - .. F ' AS : TPH C, Mr. '6i 1AS Lim 70 L''W. I 'l r •' 4 7 I r fov -. t FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Site Location Map Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: October, 2007 1 4 1 in = 1900 ft. NOTE: This figure may contain areas of color. TESD cannot be responsi- ble for any subsequent misinterpretation of the information resulting from black and white reproductions of this figure. Wet Well Test Locations Irrigation Vault Pad Test Locations -- - .- •!. .... .' SUBDRAIN MR- I l?r5 11 4 Not to Scale rD IF fl/ / / 06 ,'/ ci / - NCHEAAL / EL (OUT) 1 o /r ING/ I / 'I 4,1 4-1 ; / E : PVC :: ° 4.1 tan SEE DETAIL A _______ lIE 0! LEGEND: Approximate Compaction Test Locations Reference: "Grading Plans For Carlsbad Municipal Golf Course, Phase 2," P&D Consultants, Sheets 10 and 13, April 5, 2005. FOR SCHEMATIC USE ONLY -NOT A CONSTRUCTION DRAWING II Testing Engineers - U.S. Labs, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: - October, 2007 2 City of Carlsbad Contract No.: 108078 Municipal Golf Course Appendix A City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) On-site: Red Brown Clayey SAND 127.0 .11.0 On-site: Brown Clayey SAND 114.5 14.5 On-site: Mixed Brown Silty SAND 123.0 10.5 On-site: Dark Green & Brown 126.0 10.0 Clayey SAND . 17. On-site: Brown Silty SAND 113.0 .13.0 - 0 TABLE 2 0 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Wet Well & Irrigation Vault) I Test Sample # Test I I Test Location I Elev. Moisture ______ Dry Density (pcf) I Relative Compaction I Conform I Date . (ft) Field Optimum Field Maximum Obtained FRequired Non-Conform 1 4 411312006 Wet Well 7th Hole 102.0 12.3% 14.5% 104.5 114.5 91% 95% Nonconform 2 4 4/13/2006 Retest of #1 102.0 14.0% 14.5% 109.1 114.5 95% 95% Conform 3 4 4/13/2006 Wet Well @7th Hole 103.0 13.0% 14.5% 111.6 114.5 97% 95% Conform 4 4 4/13/2006 Wet Well @ 7th Hole 103.0 14.6% 14.5% 112.7 114.5 98% 95% Conform 5 4 4/13/2006 Wet Well @7th Hole 105.0 14.0% 14.5% 110.5 114.5 97% 95% Conform 6 4 4/13/2006 Wet Well @7th Hole 105.0 14.4% 14.5% 110.1 114.5 96% 95% Conform 7 4 4/14/2006 Wet Well 36' Pipe Trench 103.0 12.9% 14.5% 111.3 114.5 97% 95% Conform 8 4 4/14/2006 Wet Well 36 Pipe Trench 105.0 14.0% 14.5% 108.6 114.5 95% 95% Conform 9 17 4/18/2006 Wet Well @7th Hole 103.0 15.1% 13.0% 108.8 113.0 96% 95% Conform 10 17 4/18/2006 Wet Well @7th Hole 103.0 14.7% 13.0% 106.9 113.0 95% 95% Conform 11 17 4/18/2006 Wet Well @7th Hole 105.0 13.5% 13.0% 108.0 113.0 96% 95% Conform 12 17 4/18/2006 Wet Well @7th Hole . 105.0 15.2% 13.0% 106.7 113.0 94% 95% Nonconform 13 17 4/18/2006 Retest of #12 105.0 15.0% 13.0% 107.4 113.0 95% 95% Conform 14 17 4/18/2006 Wet Well @7th Hole 106.0 13.2% 13.0% 109.1 113.0 97% 95% Conform 15 17 4/18/2006 Wet Well @7th Hole 107.0 14.2% 13.0% 107.7 113.0 95% 95% Conform 16 17 4/19/2006 Wet Well ©7th Hole 108.0 12.5% 13.0% 105.4 113.0 93% 95% Nonconform 17 17 4/19/2006 Retest of#16 108.0 13.2% 13.0% 107.1 113.0 95% 95% Conform 18 17 4/19/2006 Wet Well @6th Hole 110.0 13.6% 13.0% 109.6 113.0 97% 95% Conform 19 . 17 4/19/2006 Wet Well @6th Hole 110.5 14.0% 13.0% 108.4 113.0 96% 95% Conform 20 17 4/19/2006 Wet Well @7th Hole 111.0 13.3% 13.0% 106.9 113.0 95% 95% Conform.. 21 17 4/19/2006 Wet Well @ 7th Hole 111.5 12.2% 13.0% 108.5 113.0 96% 95% Conform 22 17 4/25/2006 Wet Well @7th Hole 104.0 13.6% 13.0% 103.8 113.0 92% 90% Conform 23 17 4/25/2006 Wet Well @7th Hole 106.0 13.6% 13.0% 103.4 113.0 92% 90% Conform 24 17 5/3/2006 Wet Well @7th Hole 108.0 12.3% 13.0% 102.6 113.0 91% 90% Conform 25 17 5/3/2006 Wet Well @7th Hole 110.0 13.6% 13.0% 103.4 113.0 92% 90% Conform 26 17 5/3/2006 Wet Well @7th Hole (no retest) 112.0 13.6% 13.0% 100.5 113.0 89% 90% Nonconform 27 17 5/13/2006 Wet Well @7th Hole 105.0 12.3% 13.0% 104.0 113.0 92% 90% Conform 28 17 5/15/2006 Wet Well @7th Hole 106.0 12.3% 13.0% 103.8 113.0 92% 90% Conform 29 3 5/15/2006 Wet Well @7th Hole 104.0 11.1% 11.0% 115.0 127.0 91% 90% Conform 30 7 5/15/2006 Wet Well @7th Hole 1060 9.8% 10.0% 116.7 126.0 93% 90% Conform 31 7 5/15/2006 Wet Well @7th Hole 105.0 9.8% 10.0% 118.1 126.0 94% 90% Conform . TABLE 2 • REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California (Wet Well & Irrigation Vault) I Test I Sample Test I I Test Location I Elev. I Moisture I Dry Density (pcf) I Relative Compaction I Conform I Date (ft) Field Optimum Field TMaimum Obtained E~: Non-Conform flbIUUb vvet vveii (c-v Itfl Hole ]U.0 V.ö'% 1U.070 11b.L) 1b.0 70 UI/O LonTorm 7 5/16/2006 Wet Well @7th Hole 109.0 11.1% 10.0% 116.4 126.0 92% 90% Conform 3 5/16/2006 Wet Well @7th Hole 108.0 11.1% 11.0% 114.3 127.0 90% 90% Conform 3 5/16/2006 Wet Well @7th Hole 107.0 11.1% 11.0% 114.9 127.0 90% 90% Conform 3 5/31/2006 Lake Irrigation Vault Backfill -15 FG 11.1% 11.0% 120.9 127.0 95% 90% Conform 3 5/31/2006 Lake Irrigation Vault Backfill -14 FG 11.1% .11.0% 122.8 127.0 97% 90% Conform 3 6/1/2006 Lake Irrigation Vault Backfill -12 FG 11.1% 11.0% 121.5 127.0 96% 90% Conform 3 6/1/2006 Lake Irrigation Vault Backfill -10 FG 12.3% 11.0% 120.2 127.0 95% 90% Conform 3 6/2/2006 Lake Irrigation Vault Backfill -8.5 12.3% 11.0% 119.1 127.0 94% 90% Conform 3 6/2/2006 Lake Irrigation Vault Backfill -7.5 11.1% 11.0% 121.1 127.0 95% 90% Conform 7 6/5/2006 Lake Irrigation Vault Backfill -6 FG 11.1% 10.0% 119.3 126.0 95% 90% Conform 7 6/5/2006 Lake Irrigation Vault Backfill -5 PG 11.1% 10.0% 118.2 126.0 94% 90% Conform 7 6/6/2006 Lake Irrigation Vault Backfill -3 Pad 11.1% 10.0% 116.1 126.0 92% 90% Conform 7 6/6/2006 Lake Irrigation Vault Backfill -2 Pad 11.1% 10.0% 115.8 126.0 92% 90% Conform 7 6/6/2006 Lake Irrigation Vault Backfill -1 Pad 11.1% 10.0% 119.5 126.0 95% 90% Conform 7 6/7/2006 Lake Irrigation Vault Backfill -0.5 11.1% 10.0% 118.4 126.0 94% 90% Conform 7 6/7/2006 Lake Irrigation Vault Backfill -0.5 11.1% 10.0% 116.5 126.0 92% 90% Conform 7 6/7/2006 Lake Irrigation Vault Backfill SG 11.1% 10.0% 116.4 126.0 92% 90% Conform 7 6/12/2006 Irrigation Lake Pump Station. SG 11.1% 10.0% 116.9 126.0 93% 90% Conform 7 6/12/2006 Irrigation Lake Pump Station SG 11.1% 10.0% 117.1 126.0 93% 90% Conform A, -: Si- - r --- - - =--- -.---- 4---,'o.,-,I- • -Al -I ,4r ;;__. TABLE OF CONTENTS LI TABLE OF CONTENTS Carlsbad Municipal Golf Course Geotechnical Documents Related to: Contract 3: Golf Course Buildings Table of Contents Tab No. Date Title October 31, 2005 Geotechnical As-Graded Completion Letter of Grading of Clubhouse and Maintenance Building Pads by LEIGHTON November 3, 2005 As-Graded Compaction Report of Golf Course Building Pads by TESTING ENGINEERS November 15, 2005 Geotechnical Review of the Golf Course Buildings by LEIGHTON December 13, 2005 Addendum Geotechnical Foundation Recommendations Concerning the Golf Course Buildings by LEIGHTON January 17, 2006 Pavement Section Design Recommendations for the Clubhouse Parking Lot by LEIGHTON March 29, 2006 Pavement Section Design Recommendations for the Maintenance Facility by LEIGHTON June 5, 2007 Compaction Testing Report of Utilities by TESTING ENGINEERS June 6, 2007 Compaction Testing Report of Retaining Wall Backfill by TESTING ENGINEERS June 7, 2007 Compaction Testing Report of Concrete Flatwork Subgrade Soils by TESTING ENGINEERS June 26, 2007 Compaction Testing Report of Sidewalk Subgrade Soils by TESTING ENGINEERS October 25, 2007 Compaction Testing Report of Maintenance Building Parking Lot by TESTING ENGINEERS S fl 0 0 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY October 31, 2005 Project NO. 841363-009 To: Dudek & Associates, Inc. 605 Third Street Encinitas, California 92024 Attention: Mr. George Litzinger Subject: Geotechnical As-Graded Completion Letter of Rough and Fine Grading, Clubhouse Facility and Maintenance Building Pads, Carlsbad Municipal Golf Course, Carlsbad, California References: Leighton & Associates, 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998 , 2000a, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000 2000b, Remedial Quantity Estimate and Supplemental Recommendations, Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated August 4, 2000 2005, Remedial Grading Map, 4 Sheets, dated September 13, 2005, revised September 28, 2005 P and D Consultants, Inc, 2005, Grading Plans for: Carlsbad Municipal Golf Course, Drawing No. 381-4A, 46 Sheets, dated April 15, 2005 Introduction In accordance with the request of representatives of the City of Carlsbad, Leighton and Associates, Inc. (Leighton) has been on-site performing geotechnical observation and documentation services as the geotechnical consultant of record for the Carlsbad Municipal Golf Course located in Carlsbad, California. This letter briefly summarizes our geotechnical observation and documentation services during the rough and fine grading operations for the clubhouse facility and 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 maintenance building pads at the site. As of this date, the grading operations are essentially . complete for the clubhouse facility and maintenance structural building pads. Observation and testing services of the fill placement and compaction operations for the Carlsbad Municipal Golf Course were performed by Testing Engineers. As the geotechnical consultant of record for the project, our services included geologic mapping of the site, observation and documentation of the remedial grading operations, and review of the observation and testing documentation of the fill placement and compaction operations that were performed by Testing Engineers. The remedial grading operations associated with the grading of the clubhouse facility and maintenance building pads included the removal of compressible material to formational material and the overexcavation of the cut/fill transition condition of the clubhouse facility building pad. Summary of the As-Graded Geotechnical Conditions Grading of the Carlsbad Municipal Golf Course started on September 12, 2005. The grading operations associated with the construction of the clubhouse facility and maintenance building pads included the following: Removals of Potentially Compressible Soils: Prior to the placement of the fill soils on the clubhouse facility and maintenance building pads, potentially compressible topsoil, colluvium, undocumented fill soils, and weathered formational material was removed to competent formational material. Within the clubhouse facility building pad, topsoil, colluvium, and weathered formational material were encountered and removed to competent formational material. Within the maintenance building pad, undocumented fill soils associated with the prior grading of the area north of the cul-de-sac of Palomar Oaks Way were encountered and removed to competent formational material. Geologic observation of the undocumented fill soils indicated the soils appeared to be well compacted with above optimum moisture contents. In addition, it appeared that the alluvium/colluvium and weathered formational material had been removed prior to the placement of fill. However, since there was no documentation of the fill, the fill soils were completely removed to formational material within the limits of the maintenance building pad. Removals on the order of 5 to 15 feet were performed within the clubhouse facility building pad while removals on the order of 15 to 25 feet were performed within the maintenance building pad. Cut/Fill Transition Condition: The cut portion of the relatively flat upper and lower building pads of the clubhouse facility was overexcavated a minimum of 5 feet below finish pad grade. Overexcavation of the building pad was performed to mitigate the transitional condition and related adverse effects that can result due to this underlying condition. The limit of the overexcavation was made at least 5 feet outside the anticipated building limits (or building footprint). However, it should be noted that the overexcavation of the portion of the proposed building pad beneath the existing slope separating the lower and upper pads of the clubhouse was not performed. After the excavation for the basement wall is made, the remainder of the cut portion of the building pad (i.e. the area below the existing slope) should be overexcavated a . 4 -2- Leighton 841363-009 minimum of 5 feet and replaced with compacted fill as recommended on page 5 of this letter. Geologic Units. Geologic mapping of the removal areas indicated that the geologic units underlying the clubhouse facility building pad consisted of sandstones and minor siltstones of the Tertiary-aged Santiago Formation while the maintenance building pad consisted of Cretaceous-aged Santiago Peak Volcanics. Groundwater: Groundwater or seepage conditions were not encountered nor anticipated during the grading operations of the clubhouse facility and maintenance building pads. Fill Placement: Observation and testing services of the fill placement and compaction operations for the Carlsbad Municipal Golf Course were performed by Testing Engineers. Based on our understanding, the fill soils within the clubhouse facility and maintenance building pads was placed at near optimum moisture contents and compacted to a minimum 95 percent relative compaction. In addition, we understand that the fill soils placed with the upper 5 feet of the building pads consists of very low to low expansive soils (i.e. soils having an expansion index of less than 50 per Uniform Building Code [UBC] criteria). However, the fill compaction report for the clubhouse facility and maintenance building pads is currently being prepared and should be reviewed by Leighton prior to the construction of the proposed improvements. Conclusions and Recommendations The conclusions and recommendations presented in the referenced project geotechnical reports are still considered pertinent and applicable to the proposed development and should be followed during the post grading and construction phases of the clubhouse facility and maintenance building. As of the date of this letter, the rough and fine grading of clubhouse facility and maintenance building pads are essentially complete. Based on our geotechnical observations and documentation services, the rough and fine grading operations were performed in general accordance with the project geotechnical recommendations and the City of Carlsbad requirements. In our professional opinion, the geotechnical aspects of the project have been evaluated and properly treated during the grading operations. Recommendations concerning the construction of the project that have previously been issued (Leighton, 1998 and 2000a) are still considered applicable and should be followed during the post- grading and constructions phases of site development. The following is a summary of our conclusions: Geotechnical conditions encountered during the rough and fine grading operations were generally as anticipated. Site preparation and removals were geotechnically observed. . . 4 -3- Leighton 841363-009 . Unsuitable topsoil, colluvium, undocumented fill soils, and weathered formational materials were removed to competent material within the limits of the clubhouse facility and maintenance building pads. The geologic units encountered after the potentially compressible soils were removed within the limits of the clubhouse facility and maintenance building pads consisted of the Tertiary-aged Santiago Formation and the Cretaceous-aged Santiago Peak Volcanics. The cut/fill transition condition within the upper and lower pads of the clubhouse facility were mitigated by the overexcavation of the upper 5 feet of the cut portion of the pads. The overexcavation of the lower pad beneath the existing slope separating the upper and lower pad was not performed. Fill soils were derived from onsite soils. We understand that the fill soils were placed and compacted to at least 95 percent relative compaction and near-optimum moisture content in accordance with the project geotechnical recommendations and the requirements of the City of Carlsbad. The field density test results and approximate locations will be presented under separate cover by Testing Engineers. Evidence of groundwater or seepage was not observed nor anticipated during the rough or fine grading operations. • No evidence of active or inactive faulting was encountered during site rough and fine grading within the clubhouse facility and maintenance building pads. Due to the lack of a near-surface ground water table and the dense nature of the onsite soils, it is our professional opinion that the liquefaction and dynamic settlement hazard at the site is considered low. We understand that the expansion potential of the finish grade soils on the clubhouse facility and maintenance building pads ranges from very low to low (per UBC criteria). However, a representative sample of the finish grade soils on each of the pads should be performed to confirm the expansion potential. Addendum Recommendations Corrosion Potential Test in.: Corrosion potential testing (including sulfate content, chloride content, pH and resistivity) should be performed on representative finish grade samples of each of the pads to determine the corrosion potential. The testing, which we understand will be performed by Testing Engineers, should be provided to us for review. -4- 4 Leighton 841363-009 . Presaturation of the Building Pad Sub grade Soils: The slab subgrade soils underlying the clubhouse facility and maintenance building should be presoaked to a minimum moisture content of at least 120 percent of the optimum moisture content prior to placement of the moisture barrier and slab concrete. The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction. Presoaking or moisture conditioning may be achieved in a number of ways. Based on our professional experience, we have found that minimizing the moisture loss on pads that have been completed (by periodic wetting to keep the upper portion of the pad from drying out) and/or berming the building area and flooding for a short period of time (days to a few weeks) are some of the more efficient ways to meet the presoaking recommendations. If flooding is performed, a couple of days to let the upper portion of the pad dry out and form a crust so equipment can be utilized should be anticipated. Additional Overexcavation of the Clubhouse Facility: The portion of the lower pad of the clubhouse facility located beneath the existing slope between the upper and lower building pads should be overexcavated a minimum of 5 feet below the finish grade pad elevation and replaced with fill having a very low to low expansion potential and a minimum relative compaction of at least 95 percent. To facilitate the slab subgrade soil presaturation requirement (Leighton, 1998) and as indicated above, the fill soils should be placed with a minimum moisture content of at least 120 percent of the optimum moisture content. Foundation Plan Review. Prior to the construction of the clubhouse facility and maintenance building, the foundation plans should be reviewed by Leighton to ensure the plans incorporate the project geotechnical recommendations. - Fill Compaction Report Review: The fill compaction report for the clubhouse facility and maintenance building pads, which is currently being prepared by Testing Engineers, should be reviewed by Leighton prior to the construction of the proposed improvements of the clubhouse facility and maintenance building. Limitations The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. In addition, our responsibilities as the geotechnical consultant of record did not include any work related to the placement or compaction of any fill soils at the site. The conclusions in this report are based on observations and documentation of the S -5- Leighton 841363-009 grading and earthwork procedures used and represents our engineering opinion as to the compliance of the results with the project specifications. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted LEIGHTON AND ASSOCIATES, INC. 1"ia KC- Randall K. Wagner, C G 1 Senior Associate Geologist Distribution: (4) Addressee Leighton I fl 2 fl S I S City of Carlsbad November 3, 2005 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: As-Graded Compaction Report e. r' Yj O-Cøgse. Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA Reference: "Conti-act Documents and Supplemental Provisions ", for Carlsbad Municipal Golf Course Project. Project No, 39721-1 dated June 13, 2005 Dear Mr. Hammanu: In accordance with your request, Testing Engineers - US Labs, Inc. (TEUSL) has conducted grading observation and compaction testing during preparation of the clubhouse and appurtenant b u i l d i n g pads, at the above referenced project site. Services described herein were provided by T E - U S L from September 16 to October 24, 2005. The golf course development includes clubhouse and maintenance buildings, as well as. " o n - course" restroom facilities. A representative of this office observed over-excavation and placement of on-site and imp o r t f i l l soils within the new building pad areas in accordance with the project specificatio n s . S u b g r a d e preparation included over-excavation within the building areas as directed by the Ge o t e c h n i c a l Engineer of Record (i.e. Leighton and Associates). The bottom of the over-excavatio n s w e r e scarified, moisture conditioned and recompacted prior to the placement of compacted fill . The approximate site and test locations are presented on Figures 1 and 2, respectively. Sum m a r i e s of laboratory and field compaction test results are provided in Appendix A, Ta b l e s 1 a n d 2 . respectively. On site and import material was used as fill for the new development. F i l l w a s placed, compacted and tested for compliance with minimum 90% and 95% relative compaction based on ASTM D-1557, as applicable. It should be noted that the precision of the field and laboratory maximum dry density test r e s u l t s are subject to variation inherent with testing procedures and heterogeneou s m a t e r i a l characteristics. Quantitative values of testing precision have been documented by the A m e r i c a n Society of Testing and Materials. For example, results indicate the accuracy of the AS T M D - 1557 test to be plus or minus 4 percent of the mean density. Based on this information, r e l a t i v e Testing Engineers - U.S. Laboratories 7895 Convoy Court. Suite 18 41146 Elm Street, Suite A 820 Research Dns'c, Suite 2 2001 East Fnst Sheet San Diego. California 92111 Murrieta. California 92562 Palm Springs. California 92262 Santa Ana, California 92705 1555/715-5800 4 Fax: 85b,715-5810 051)677-0366 * Fax: (951)6/7 5761 (760)325-8378 • Fa'.: 17611) 325-7480 1714/ 568-7300 • Fax: (714)661-1)252 Offices Nationwide City of Carlsbad November 3, 2005 Municipal Golf Course Contract No.: 108078 compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. Based on the observations and testing made during building pad grading by TE-USL representatives, it is our opinion that the new pads were constructed in general conformance with the recommendations in the referenced project specifications. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Te 11g Engineers- I' Exp.6/30108 B f$ts p4 I SfESS No. C-6007 \\ I No. GE 2578 11 VO:tl 1mica\ RCERGE JJ OF C W. Olin Principal Geotec Distribution: *(4) Addressee * Includes copies for building department submitted 0 C r js*i.& ct I I .! N -. .1 L$3i I 4 - lin= 1900 ft. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. 0`1 Testing Engineers - U.S. Labs 7895 Convoy Court, Suite 18 WERNMIN San Diego, CA 92111 Title: Site Location Map Project: Carlsbad Municipal Golf Course Drwn: D.M.M. Contract No: 108078 Date: October 2005 Figure No: S S. \ site IF Limits of Grading 1 V 95% Compaction Zone 63 ,- © V / . .... i28 : Proposed -, - Clubhouse .. Building 18 17 SIN Limits of Grading 19 ) -8 /)\ 1- -V . N Conifort Station SCALE 1=160' Limits of Grading Proposed 95% Compaction Zone LE;NAl:proximate location of density tests Maintenance ---iri® @J @1 Building . ©14 © 6 FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers - U.S. Labs, Inc. {9 7895 Convoy Court, Suite 18 \1JJJ San Diego, CA 92111 _______ Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn. D.M.M. Contract No: 108078 Date: October 2005 Figure No: 2 TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) Onsite Grayish (Silty sand) 127.5 9.5 Import Mixed Gray (Silty sand) 123.5 11.0 Onsite Red Brown (Clayey sand) 127.0 11.0 Onsite Yellowish Brown (Silty sand) 114.5 14.5 Onsite Greenish Brown (Silty sand) 124.5 11.0 Onsite Mixed Browns (Silty sand) 123.0 10.5 Onsite Dark Greens & Browns 126.0 10.0 (Clayey sand) Onsite Browns (Silty sands) 128.0 9.5 8A. Onsite Mixed Browns (Silty sands) 130.0 9.0 0 Table I REPORT OF COMPACTION TEST DATA •ntract Number: 108078 oject Name: Carlsbad Municipal Golf Course Location: Carlsbad, California Test Proctor Sample Test Date Test Location Moisture Dry Density (pcf) Relative Compaction Conform Non-Conform Field Optimum Field Maximum Obtained Required 3 2 9/16/05 ELE 221.00 PAD Plate 4 14.9% 11.0% 113.4 123.5 92% 95% Non-Conform 4 2 9/16/05 ELE 222.00 PAD Plate 4 12.3% 11.0% 114.0 123.5 92% 95% Non-Conform 5 2 9/16/05 Retest of#3 11.1% 11.0% 120.4 123.5 98% 95% Conform 6 2 9/16/05 Retest of #4 11.1% 11.0% 120.0 123.5 97% - 95% Conform 7 2 9/16/05 ELE 225.50 PAD Plate 4 11.1% 11.0% 118.8 123.5 96% 95% Conform 8 1 9/19/05 Plate 4 PAD ELE 227.50 11.1% 9.5% 119.0 127.5 93% 95% Non-Conform 9 1 9/19/05 Retest of #8 11.1% 9.5% 121.5 127.5 95% 95% Conform 10 3 9/19/05 PAD ELE 229.50 Plate 4 11.1% 11.0% 117.2 127.0 92% 95% Non-Conform 11 3 9/19/05 PAD ELE 229.50 Plate 4 12.3% 11.0% 118.3 127.0 93% 95% Non-Conform 12 2 9/19/05 Retest of#1O&11 13.6% 9.5% 117.1 123.5 95% 95% Conform 13 2 9/19/05 PAD ELE 231.00 scraper rolled after test (ok) Plate 4 12.3% 9.5% 116.7 123.5 95% 95% Conform 14 2 9/19/05 PAD ELE 234.00 Plate 4 13.6% 9.5% 117.8 123.5 95% 95% Conform 15 5 9/20/05 Maint. Pad ELE 234.00 Plate 4 11.1% 11.0% 122.1 124.5 98% 95% Conform 7 9/20105 Maint. Pad ELE 234.50 Plate 4 11.1% 10.0% 123.8 126.0 98% 95% Conform 5 9/20/05 Maint. Pad ELE 237.00 Plate 4 11.1% 11.0% 121.6 124.5 98% 95% Conform 18 8 9/20/05 Maint. Pad ELE 238.00 Plate 4 11.1% 9.5% 124.2 128.0 97% 95% Conform 19 1 9/21/05 Maint. Pad ELE 239.00 Plate 4 11.1% 9.5% 123.0 127.5 96% 95% Conform 20 7 9/21/05 Comfort Pad ELE 289.00 Plate 4 9.8% 10.0% 123.5 126.0 98% 95% Conform 21 5 9/21/05 Comfort Pad ELE 292.50 Plate 4 9.8% 11.0% 119.9 124.5 96% 95% Conform 58 5 10/4/05 Plate 3 Clubhouse Key Ele. 169.50 13.6% 11.0% 120.6 124.5 97% 95% Conform 63 5 10/5/05 Plate 3 Clubhouse ELE 193.00 11.1% 11.0% 121.5 124.5 98% 95% Conform 68 5 10/6/05 Plate 3 Clubhouse ELE 219.50 12.3% 11.0% 121.5 124.5 98% 95% Conform 92 8 10/13/05 Plate 3 Clubhouse ELE 218.00 11.1% 10.0% 123.3 128.0 96% 95% Conform 94 8 10/13/05 Plate 1 Clubhouse area ELE 220.00 11.1% 10.0% 123.0 128.0 96% 95% Conform 117 6 10/21/05 Plate 3 Clubhouse ELE 196.00 20m 11.1% 10.5% 116.4 123.0 95% 95% Conform 118 6 10/21/05 Plate 3 Clubhouse ELE 197.00 20m 9.8% 10.5% 116.3 123.0 95% 95% Conform 119 6 10/21/05 Plate 3 Clubhouse ELE 198.00 20m 9.8% 10.5% 118.5 123.0 96% 95% Conform 122 6 10/22/05 Plate 3 Clubhouse Retest ELE 121.50 12.3% 10.5% 111.7 123.0 91% 95% Non-Conform 123 6 10/22/05 Plate 3 Clubhouse Retest ELE 198.50 12.3% 10.5% 112.9 123.0 92% 95% Non-Conform 125 2 10/22/05 Plate 4 Maint bldg area ELE 237.50 12.3% 11.0% 119.3 123.5 97% 95% Conform 127 6 10/24/05 Plate 3 Retest of 123 ELE 198.50 11.1% 10.5% 119.3 123.0 97% 95% Conform 128 6 10/24/05 Plate 3 Clubhouse ELE 209.00 11.1% 10.5% 121.3 123.0 99% 95% Conform 1 6 10/24/05 Plate 3 Retest of #122 ELE 121.50 11.1% 10.5% 117.3 123.0 95% 95% Conform S 3 0 3 0 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY November 15, 2005 Project No. 841363-009 To: Dudek & Associates, Inc. 605 Third Street Encinitas, California 92024 Attention: Mr. George Litzinger Subject: Geotechnical Review of the Golf Course Buildings, Carlsbad Municipal Golf Course, Carlsbad, California References: Douglas Fredrikson Architects, 2005, City of Carlsbad Golf Course Foundation Plans, Hidden Valley Road, Carlsbad, California, Drawing/Sheet Nos. TOO 1, T002, AOO 1, A 101, A201, A202, AMOO1, AM101, AM201, AH201, AC201, S1O1, S102, S201, S301, SM1O1, SL 102, S601, S602, Project No. 96123, dated March 9, 2005 Leighton & Associates, 1998, Geotechnical Investigation for the Proposed Carlsbad . Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998 2000, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000 2005, Geotechnical As-Graded Completion Letter of Rough and Fine Grading, Clubhouse Facility and Maintenance Building Pads, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated October 31, 2005 This letter presents our geotechnical review of the referenced foundation plans (Douglas Fredrikson Architects, 2005) relative to the proposed golf course buildings at the Carlsbad Municipal Golf Course, located in Carlsbad, California. The golf course buildings include the Clubhouse, Maintenance Building, Comfort Stations A and B, and the Halfway House. The purpose of our geotechnical review was to evaluate if the project foundation plans have been prepared in general accordance with the recommendations of the project geotechnical reports (referenced above). Based on our review, we are of the opinion that the plans were prepared in general conformance with the geotechnical report with the following comments and exceptions: Drawing Nos. A300 and A801, Subdrain Detail for Subsurface Retaining Wall: The drawings indicate placement of the subdrain pipe immediately adjacent to the footing. The subdrain pipe should be S 3934 Murphy Canyon Road, Suite B205 m San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 relocated above the top of the footing immediately adjacent to the wall. In addition, we recommend surrounding subdrain pipe with a clean 3/4-inch gravel wrapped with filter fabric. Drawing No. Si 01, Foundations Note, Seismic Design Parameters: Please confirm that the UBC Seismic Design Parameters (i.e., Na = 1.1 and Nv = 1.0) have been considered in the structural design. Drawing No. S10 1, Foundations Note and the Isolated Footing (F) Schedules on Drawing Nos. S201, S301, and SMIOI: As indicated in the foundations note on Drawing No. S101, "all spread footings shall bear on firm, controlled compacted fill 2-0" (i.e. 24-inches) below finished grade". The spread footing schedules on Drawing Nos. S201, S301, and SM 101 should be revised accordingly. Drawing Nos. S201, S301, and SM101, Continuous Footing (WF) Schedule: Continuous footings should extend a minimum of 18 inches below lowest adjacent grade for one-story footings and a minimum of 24 inches below lowest adjacent grade for two-story footings. The minimum reinforcement of the footings should be one No. 5 reinforcement bar top and bottom. Drawing No. SL102, Foundation Plan Notes for the Halfway House and the Comfort Station(s): Continuous footings should extend a minimum of 18 inches below lowest adjacent grade and be reinforced at a minimum with one No. 5 reinforcement bar top and bottom. Limitations The conclusions and recommendations in this review are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological . subsurface conditions can and do occur. Therefore, the findings, conclusions and recommendations presented in this review and previous report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of this project. Only with these observations are we able to confirm that our preliminary findings are representative for the site. If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. Qj William D. Olson, RCE, 45283 Senior Project Engineer Distribution: (4) Addressee -2- Leighton S 4 S 4 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY December 13, 2005 Project No. 841363-009 To: City of Carlsbad 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Attention: Mr. George Litzinger Subject: Addendum Geotechnical Foundation Recommendations Concerning the Clubhouse Facility, Maintenance Building, Comfort Stations, and Half-Way House, Carlsbad Municipal Golf Course, Carlsbad, California Introduction In accordance with the request of representatives of the City of Carlsbad, Leighton and Associates, Inc. (Leighton) has been on-site performing geotechnical observation and documentation services as the geotechnical consultant of record for the Carlsbad Municipal Golf Course located in Carlsbad, California. This letter presents our recommended addendum geotechnical foundation recommendations concerning the construction of the Clubhouse Facility, Maintenance Building, Comfort Stations, and Half-Way House at the Carlsbad Municipal Golf Course. Based on our review of the project geotechnical reports, compaction reports, and foundation plans; knowledge of the existing as-graded conditions; and the results of the laboratory test results of the finish grade soils (Appendix A), the following recommendations should be incorporated into the design and construction of the Clubhouse Facility, Maintenance Building, Comfort Stations, and Half-Way House. Addendum Recommendations Building Slab Underlainment: Based on the anticipated sandy (and low expansion potential) finish grade soils on the building pads, the building slabs may be underlain by a total of 4- inches of clean sand rather than the 6-inches previously recommended in the project geotechnical report (Leighton, 1998). The underlainment should consist of 2-inches of clean sand over a 6-mil moisture barrier over 2-inches of clean sand. 3934 Murphy Canyon Road, Suite 8205 • San Diego, CA 92123-4425 858.292.8030 m Fax 858.292.0771 S 841363-009 Footing Rebar Reinforcement: Based on our review of the project foundations plans (Leighton 2005b) we recommended that the footings contain a minimum of one No. 5 rebar top and bottom. Further review of the foundation plans indicates that the foundation for the buildings consist of a concrete footing and a masonry block stem wall. Since the footing and stem wall both have at least one No. 5 rebar reinforcement (at a minimum), our recommendation of having a minimum of one No. 5 rebar top and bottom is rescinded. Compressive Strength of Concrete in Contact with the On-Site Soils: Laboratory testing of the finish grade soils of the building pads (Testing Engineers, 2005b) indicate the finish grade soils possess a negligible soluble sulfate content (per Uniform Building Code criteria). The recommendation in the project geotechnical report that all concrete in contact with the on-site soil should have a minimum compressive strength of 4,500 pounds per square inch (psi) assumed that the on-site soils in contact with the concrete would have a severe soluble sulfate content. Since laboratory testing of the building pad finish grade soils indicates a negligible soluble sulfate content, the concrete in contact with the on-site soil can have a minimum compressive strength of 2,500 psi (unless a higher compressive strength is required by the structural engineer and/or the City of Carlsbad). Building Slab Subgrade Soil Presaturation: Based on the very low to low the expansion potential of the building pad finish grade soils (Testing Engineers, 2005c and 2005d), we recommend that the slab subgrade soils be presoaked to a minimum moisture content of at least 120 percent of the optimum moisture content to a depth of 12-inches below the slab subgrade elevation prior to placement of the moisture barrier and slab concrete. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted LEIGHTON AND ASSOCIATES, INC. P K 16-1-2 andall K. ag 612 Senior Associate Geologist ENGINEERING Attachments: Appendix A - References Distribution: (4) Addressee $ Leighton 841363-009 APPENDIX A S References Douglas Fredrikson Architects, 2005, City of Carlsbad Golf Course Foundation Plans, Hidden Valley Road, Carlsbad, California, Drawing/Sheet Nos. TOOl, T002, A001, AI01, A201, A202, AM001, AM101, AM201, AH201, AC201, S1O1, S102, S201, S301, SM101, SL 102, S601, S602, Project No. 96123, dated March 9, 2005. Leighton & Associates, 1998, Geotechnical Investigation for the Proposed Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4841363-006, dated January 23, 1998, revised February 16, 1998. ----, 2000, Addendum to Geotechnical Investigation, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 4831363-006, dated May 4, 2000, revised May 10, 2000. -, 2005a, Geotechnical As-Graded Completion Letter of Rough and Fine Grading, Clubhouse Facility and Maintenance Building Pads, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated October 31, 2005. 2005b, Geotechnical Review of the Golf Course Buildings, Carlsbad Municipal Golf Course, Carlsbad, California, Project No. 841363-009, dated November 15, 2005. S Testing Engineers, 2005a, As-Graded Compaction Report, Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, California, Contract No. 108078, dated November 3, 2005. 2005b, Laboratory Test Report No.3, Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, California, Contract No. 108078, dated November 17, 2005. 2005c, Laboratory Test Report No.2, Carlsbad Municipal Golf Course Project, Carlsbad, California, Contract No. 108078, dated November 21, 2005. -, 2005d, Laboratory Test Report No.4, Carlsbad Municipal Golf Course, Palomar Airport Road/Palomar Oaks Way, Carlsbad, California, Contract No. 108078, dated December 8, 2005. A-i 5 5 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY January 17,2006 Project No. 841363-009 To: City of Carlsbad 1645 South Rancho Santa Fe Road, Suite 202 San Marcos, California 92078 Attention: Mr. George Litzinger Subject: Pavement Section Design Recommendations for the Clubhouse Parking Lot, Carlsbad Municipal Golf Course, Carlsbad, California References: City of Carlsbad, 2004, Engineering Standards, Volume 1 - General Design Standards, 2004 Edition, www.ci.carlsbad.ca.us/engineering/stdlpdfNollchqp4.pdf.. P & D Consultants, Inc., 2000, Clubhouse, Comfort Station, and Maintenance Building Plans, City of Carlsbad Golf Course, Hidden Valley Road, Carlsbad, California, Sheets C1O1 to C105, dated June 11, 2000 San Diego County Regional Standard Drawings, April 2003 www.regional-stds.com/drawings.html Testing Engineers - U.S. Laboratories, 2006, Laboratory Test Report No. 5, Carlsbad-Municipal Golf Course, Contract No. 108078, dated January 5, 2006 Introduction In accordance with the requirements of the City of Carlsbad, this letter presents our pavement design recommendations for the clubhouse parking area of the Carlsbad Municipal Golf Course located in Carlsbad, California. Based on the project plans (P&D, 2000), a clubhouse parking area and associated improvements are proposed to the west and northwest of the clubhouse facility (that is located adjacent to Hidden Valley Road in the western portion of the golf course). Two subgrade R-value tests were conducted by Testing Engineers on samples from within the proposed parking area. The test results indicate the subgrade soils have an R-value of between 15 and 34. The test report (Testing Engineers, 2006) is presented in Appendix A. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 • Fax 858.292.0771 841363-009 We have considered that the parking and light auto traffic areas of the parking lot have a Traffic Index (TI) of 4.5; the drive areas have a TI of 5; and the truck areas and fire lanes have a TI of 6. Based on the project plans (P&D, 2000), the minimum pavement section for parking and light auto traffic areas is 3 inches of Asphalt Concrete (AC) over 4 inches of Aggregate Base (AB); for the drive areas, the minimum pavement section is 4 inches of AC over 5 inches of AB; while, the minimum pavement section for the truck areas and fire lanes is 4 inches of AC over 7 inches of AB, regardless of the R-Value. Per Chapter 4 Section 6 of the City of Carlsbad Engineering Standards (City of Carlsbad, 2004), the minimum section is to be 4 inches of asphalt concrete, unless modified by the City Engineer., Pavement Section Utilizing Class 2 Aggregate Base Material Based on the above information, pavement sections were calculated using the Caltrans Highway Design Manual Method and compared with the City of Carlsbad's minimum section thickness requirements. The calculated pavement sections are presented on Table 1. Table 1 Recommended Pavement Section Utilizing Class 2 Aggregate Base Asphalt Class 2 Location Traffic Index Design Concrete Aggregate R-Value Thickness Base Thickness (inches) (inches) Parking and Light Auto 4.5 15 4 5 Drive Areas 5 15 4 6 Truck Areas and Fire Lanes 6 15 4 10 Prior to placement of the aggregate base material, the upper 12 inches of subgrade soils (including beneath the curb and gutter and 6-inches behind the curb and gutter) should be scarified, moisture- conditioned (or dried back) as necessary to at least optimum moisture content and compacted to a minimum 95 percent relative compaction based on American Standard of Testing and Materials (ASTM) Test Method D1557. Class 2 Aggregate Base should then be placed and compacted at a minimum 95 percent relative compaction in accordance with ASTM Test Method D1557. The aggregate base material should be a maximum of 6 inches thick below the curb and gutters and extend a minimum of 6 inches behind the back of the curb. The Class 2 Aggregate Base should conform to and be placed in accordance with the latest revision of the California Department of Leighton 841363-009 Transportation Standard Specifications (Section 26), the Greenbook specifications, and/or the City of Carlsbad requirements. Asphalt Concrete should conform to and be placed in accordance with the "Greenbook" Standard Specifications for Public Works Construction and the City of Carlsbad requirements. Portland Cement Concrete Pavements Concrete driveways should be constructed in accordance with San Diego Regional Standard Drawing (SDRSD) G-17 except that the concrete apron should be 7-1/2 inches thick. An apron should be provided at trash enclosures with a minimum thickness of 7-1/2 inches. The upper 12 inches of subgrade beneath concrete pavements should be compacted to 95 percent. Drainage Where pavement is planned adjacent to landscaped areas, we recommend that appropriate measures be taken (such as keeping the amount of landscape irrigation to a minimum, installing area drains or other devices, etc.) to reduce the possible adverse effects of water on the pavement subgrade. If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service. 0 -.000MMU01— Respectfully submitted, ri.C"0 LEIGHTON AND ASSOCIATES, iNC. 2507 ç)1 \ Ex. 12131/01 / II Sean Color 507 Director of Engineering Attachments: Appendix A - Laboratory Testing Procedures and Test Results Distribution: (6) Addressee (2) City of Carlsbad, Attention: Mr. Don Moore . . .4 -3- Leighton 841363-009 S APPENDIX A Laboratory Testing Procedures and Test Results See Laboratory Test Report No. 5 by Testing Engineers dated January 5, 2006. C C A-i 01/13/2806 13:41 850-7155810 TESTING FNGINEERS SA PAGE 02/04 City of Carlsbad 5950 El Camino Real Carlsbad, CA 92009 Attention: Mr. Skip I-Iammann Subject: Laboratory Test Report No. 5 Project: Carlsbad - Municipal Golf Course Palomar Airport Road/Palomar Oaks Way Carlsbad, CA January 5, 2006 Contract No.: 108078 Dear Mr. Harnniann: Submitted herewith are the results of laboratory testing performed on on-site material samples used at the above referenced project site. Thc sample locations and their respective classifications are presented below: Sample No. Dale Sapled - Location - -...- Description 15 12/7/2005 On-site: Center of Parking Lot brown Silty Sand 16 12/7/2005 On-site: Center of Parking Lot Brown Clayey Sand 17 12/8/2005 On-site: East of College Greenish Brown Sandy Silt 18 12/9/2005 On-site: Commercial Pad Yellow Silty Sand Maximum density and optimum moisture values determined in accordance with the ASTM 1)- 1557-91 laboratory test standard for subsequent compaction monitoring purposes were as IhIlows: Sample Max Dry Optimum No. Classification (USCS) Moisture Density (pcf) 17 .- -. .. 113.0 13.0 18 -. SM 1170 13.0 An evaluation of the grain-size distribution of selected soil samples was performed in general accordance with the latest version ol ASTM D422. These test results were utilized in evaluating Testing Engineers - U.S. Laboratories 7895 Convoy Court. Suite I S • Sin Ok, Calitörnki 92111 • (858) 7155800 Pax: (858) 715-58 Ii) 011ice Nationwide 01/13/2006 13:41 858-7155810 TESTING FNGINEERS SA PAGE 03/04 City of Carlsbad •.•.; ... Contract No.: 108078 Municipal Golf Course the soil classifications in accordance with the Unified Soil Classification System. The results are presented below: Sieve Size Sample No.15 Sample No16 Sample No.17 Sample No.18 Percent Passing_ Percent passing Percent Passing Percent - Passing - -- iii. 100 100 . 100 100 98 100 100 - .. 100 ll2iri. 97 -- 99 100 100 3/8in. ,._96 ••, 99 99 99 .97 98 98 #8 90 94 89 94 #16 86 #20 ._ 89 77 89 #30 81 #40 80 69 86 #50 65 #60 62 ._ 63 81 - 100 -. 37 6 44 58 55 #200 19.8 31.1 1 50.4 221 R-Value testing performed on representative sample(s) in accordance with Caltrans Test Method 301 are presented below: Sample No. 34 (I) Valuo inlcrpnkitcd at an exudation prcssurc o1300 pi It should be noted that test results contained herein are for geotechnical purposes and do not reflect compliance with United States Environmental Protection Agency and State of Calilbrnia regulations regarding environmental concerns. The laboratory test results indicate compliance with the project plans and specifications excluding any exceptions, as noted under individual tables. These laboratory tests were performed in accordance with generally accepted standards and do not constitute engineering opinions or project control. It is the responsibility of the contractor to schedule retests or re- inspections of any areas that do not meet project specifications as a result of the attached information. T-IJSL neither controls nor supervises the work at the site. We are not responsible for errors and onisSiOflS of the contractor, nor for the contractors failure to keep the work on schedule or carry it out in accordance with the project plans, specifications, and all applicable codes. 2 W./1J/200b 13:41 858-7155810 City of Carlsbad Municipal Golf Course Respectfully submitted, TESTING ENGINEERS U.S. Labs, Inc. TESTING FNGINEERS SA PAGE 04/@4 Contract No.: 108078 Van W. Olin, GE 2578 Geotechnical Department Manager Nick Tracy, EIT Staff Engineer NT/vU: es Distribution: (1) Addressee (I) Office File 3 0 4; Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY March 29, 2006 Project No. 841363-009 To: Dudek and Associates 5800 Hidden Valley Road Carlsbad, California 92008 Attention: Mr. Jim Courtney Subject: Pavement Section Design Recommendations for the Maintenance Facility, Carlsbad Municipal Golf Course, Carlsbad, California References: City of Carlsbad, 2004, Engineering Standards, Volume 1 - General Design Standards, 2004 Edition, www.ei.carlsbad.ca.us/engineerinWstdlpdfNollchqp4.pdf P & D Consultants, Inc., 2000, Clubhouse, Comfort Station, and Maintenance . Building Plans, City of Carlsbad Golf Course, Hidden Valley Road, Carlsbad, California, Sheets C 101 to C 105, dated June 11, 2000 San Diego County Regional Standard Drawings, April 2003 www.regional-stds.comldrawings.html Testing Engineers - U.S. Laboratories, 2006, Facsimile of Laboratory R-Value #3 Test Result, Maintenance Facility, Carlsbad-Municipal Golf Course, Carlsbad, California, received March 2006 Introduction In accordance with the requirements of the City of Carlsbad, this letter presents our pavement design recommendations for the maintenance facility of the Carlsbad Municipal Golf Course located in Carlsbad, California. Based on the project plans (P&D, 2000), parking areas and associated improvements are proposed on the north, east, and south sides of the maintenance building (that is located north of the terminus of Palomar Oaks Way in the southeastern portion of the golf course). One subgrade R-value test was conducted by Testing Engineers on a sample from within the proposed parking area. The test result indicated the subgrade soils have an R-value of 18 (Testing Engineers, 2006). S 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 m Fax 858.292.0771 841363-009 S We have considered that the parking and light auto traffic areas of the parking lot have a Traffic Index (TI) of 4.5; the drive areas have a TI of 5; and the truck areas and fire lanes have a TI of 6. Based on the project plans (P&D, 2000), the minimum pavement section for parking and light auto traffic areas is 3 inches of Asphalt Concrete (AC) over 4 inches of Aggregate Base (AB); for the drive areas, the minimum pavement section is 4 inches of AC over 5 inches of AB; while, the minimum pavement section for the truck areas and fire lanes is 4 inches of AC over 7 inches of AB, regardless of the R-Value. Per Chapter 4 Section 6 of the City of Carlsbad Engineering Standards (City of Carlsbad, 2004), the minimum section is to be 4 inches of asphalt concrete, unless modified by the City Engineer. Pavement Section Utilizing Class 2 Aggregate Base Material Based on the above information, pavement sections were calculated using the Caltrans Highway Design Manual Method and compared with the City of Carlsbad's minimum section thickness requirements. The calculated pavement sections are presented on Table 1. Table 1 Recommended Pavement Section Utilizing Class 2 Aggregate Base Asphalt Class 2 Location Traffic Index Design -Concrete Aggregate R- Value Thickness Base Thickness (inches) (inches) Parking and Light Auto 4.5 18 4 5 Drive Areas 5 18 4 6 Truck Areas and Fire Lanes 6 18 4 10 Prior to placement of the aggregate base material, the upper 12 inches of subgrade soils (including beneath the curb and gutter and 6-inches behind the curb and gutter) should be scarified, moisture- conditioned (or dried back) as necessary to at least optimum moisture content and compacted to a minimum 95 percent relative compaction based on ASTM Test Method D1557. Class 2 Aggregate Base should then be placed and compacted at a minimum 95 percent relative compaction in accordance with ASTM Test Method D1557. The aggregate base material should be 6 inches thick below the curb and gutters and extend a minimum of 6 inches behind the back of the curb. The Class 2 Aggregate Base should conform to and be placed in accordance with the latest revision of S IN -2- - Leighton 841363-009 the California Department of Transportation Standard Specifications (Section 26), the Greenbook S specifications, and/or the City of Carlsbad requirements. Asphalt Concrete should conform to and be placed in accordance with the "Greenbook" Standard Specifications for Public Works Construction and the City of Carlsbad requirements. Portland Cement Concrete (PCC) Concrete Pavements PCC Concrete driveways should be constructed in accordance with San Diego Regional Standard Drawing (SDRSD) G-17 except that the concrete apron should be 7-1/2 inches thick. An apron should be provided at trash enclosures with a minimum thickness of 7-1/2 inches. The upper 12 inches of subgrade beneath concrete pavements should be compacted to a minimum 95 percent relative compaction. Drainage Where pavement is planned adjacent to landscaped areas, we recommend that appropriate measures be taken (such as keeping the amount of landscape irrigation to a minimum, installing area drains or other devices, etc.) to reduce the possible adverse effects of water on the pavement subgrade. If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. 91 Randall K. Wagner, EG 1612 Director of Geology oFES No 2507 Sean xp:12/31/O7 Director of Engineering Distribution: (4) Addressee (2) City of Carlsbad, Attention: Mr. Don Moore (2) City of Carlsbad, Attention: Mr. George Litzinger S -3- Leighton 7 fl 7 0 City of Carlsbad June 5, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: Compaction Jesting Report (Utilities) Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA Re'ièrcnces: I . Con/car'! Document.v and Supplemental Provisions ''. /r (or/shari Municipal Go!!' ('anise Pro/ed. Project No. 39721-1 c/alec! June /3. 200.5. 2. "(.ompact/on 7 rs'iing Report (Rough Grading), Car/shad Municipal (_;It (au/se. prepared iw Testing Engineers -. San 1)/ego, c/a/cd .Jm.,l 18, 2006. 3 "Supplemental (.'ompaclion Testing Report (Rough Grading), (or/shad Municipal Go/i ( oui'se, " prepared by Testing Engineers San Diego, (Jutted March. 19, 200?. i)ear Mr. 1-iarnmann: In accordance with \OUr request. Testing Engineers San Diego (TESt)) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by 'I'ESD from December 10, 2005 to September 27, 2006. It should he noted that this report refers to testing performed during utility trench backfill operations. Results of compaction testing during rough grading operations have previously been submitted (see References 2 and 3). A representative o'f'this office observed the backfill and compaction of water (note: 4 to 5 feet. deep). sewer (note: 6 to 7 feet deep), and interior plumbing trenches (note: I to 2 feet. deep). The backfill of an off-site water trench approximately 3 to 4 feet deep along Hidden Valley Road was also observed. All backfill areas were tested in accordance with the project specifications unless otherwise directed by the Geotechnical Engineer of Record (i.e. Leighton and Associates). The approximate site location is presented on Figure. 1 . Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided ill Appendix A., Tables 1 and 2.. respectively. On site and import material was used as fill for the L trench backfill. Fill was placed. compacted and tested for compliance with minimum 90%. and 95% relative compaction based on ASTM D- 1557, as applicable. Testing Engineers San Diego, Inc. A Bureau Verita.c Company Main; (858) 715-5800 7895 Convoy Court, Suitt 18 F (858715-5810 San Diego, CA 92111 www.us.bureauvetitas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing ngineers - San Diego, inc. S el * Nick Tracy, EIT Van W. Olin, Staff Engineer Principal Geotechnica Ni/VU Attachments: Figure 1: Site Location Map Figure 2: Plot Plan Appendix A: Table I and Table 2 Distribution: *(4) Addressee * Includes copies for building department submittal 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course L-] Figures 0 : ...<- Av .4 1: ( 1. . • / . . . • V SITE LOCATION ...-., ..' \ . .. .- -. /. . • .. I is FOR SCHEMATIC USE ONLY — NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel:(858)715-5800 Fax: (858)715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: June, 2007 1 4 1 i = 1900 ft. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. omaufff g!AIU4 A NOT TO SCALE 11 Reference: "Grading Plans for Carlsbad Municipal Goff Course, Phase 2," provided by P&D Consultants, dated April 15, 2005. LEGEND: Kj Compaction Test Locations (Approx.) FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego 0 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwri: NJT Contract No: 108078 Date: Figure No: June, 2007 2 City of Carlsbad Contract No.: 108078 Municipal Golf Course Appendix A S City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE I RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) On-site: Grayish Silty SAND 127.5 9.5 import: Mixed Gray Silty SAND 123.5 11.0 On-site: Red Brown Clayey SAND 127.0 11.0 On-site: Yellowish Brown Silly SAND 114.5 14.5 On-site: Greenish Brown Silty SAND 124.5 11.0 On-site: Mixed Brown Silty SAND 123.0 10.5 On-site: Dark Green & Brown 126.0 10.0 Clayey SAND On-site: Brown Silty SAND 128.0 9.5 On-site: Tan Clayey SAND 119.0 13.5 On-site: Brown Clayey SAND 1 21 .5 10.5 On-site: Brown Sandy CLAY 124.5 10.5 On-site: Yellow Silly SAND 117.0 13.0 On-site: Brown Sandy SILT 113.0 13.0 . . . TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course Location: Carlsbad, California Test Moisture Dry Density (pcf) Relative Comp. Conform Test Sample # Test Location Elev. (ft) Date Field Opt. Field Max. jbt. Req. Non-Conform 1 9 12/1 0/200b Maint oicg piumoing ZA.7 0.070 I.).070 .0 W.0 0.370 U70 INUFI'.U11JU11U 2 9 12/10/2005 Maint bldg plumbing SC 10.0% 13.5% 98.7 119.0 83% 90% Nonconform 3 9 12/10/2005 Maint bldg plumbing SG 8.3% 13.5% 100.6 119.0 85% 90% Nonconform 4 4 12/10/2005 Club House lower level plumbing SG 8.3% 14.5% 100.1 114.5 87% 90% Nonconform 5 4 12/10/2005 Retest #4 SG 7.9% 14.5% 102.5 114.5 90% 90% Conform 6 4 12/10/2005 Club House lower level plumbing SG 8.0% 14.5% 101.3 114.5 88% 90% Nonconform 7 9 1/12/2006 Retest of#1 SC 12.9% 13.5% 112.7 119.0 95% 90% Conform 8 9 1/12/2006 Retest of #2 SG 13.7% 13.5% 113.3 119.0 95% 90% Conform 9 9 1/13/2006 Retest of #3 SG 14.2% 13.5% 111.4 119.0 94% 90% Conform 10 5 1/14/2006 Maint. Bldg interior plumbing trench SG 11.1% 11.0% 115.4 124.5 93% 90% Conform 11 5 1/14/2006 Maint. Bldg interior plumbing trench SG 111% 11.0% 114.5 124.5 92% 90% Conform 12 5 1/14/2006 Maint. Bldg interior plumbing trench SG 11.1% 11.0% 114.8 124.5 92% 90% Conform 13 5 1/14/2006 Maint. Bldg interior plumbing trench SG 11.1% 11.0% 114.9 124.5 92% 90% Conform 14 5 1/14/2006 Maint. Bldg interior plumbing trench SG 12.3% 11.0% 112.8 124.5 91% 90% Conform 15 5 1/14/2006 Maint. Bldg interior plumbing trench SG 9.8% 11.0% 116.9 124.5 94% 90% Conform 16 5 1/14/2006 Maint. Bldg interior plumbing trench SG 9.8% 11.0% 116.6 124.5 94% 90% Conform 17 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 113.6 119.0 95% 90% Conform 18 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 111.1 119.0 93% 90% Conform 19 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 110.2 119.0 93% 90% Conform 20 5 1/16/2006 Maint. Bldg interior plumbing trench re- SG 11.1% 11.0% 111.0 124.5 89% 90% Nonconform compacted 21 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 111.0 119.0 93% 90% Conform 22 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 107.6 119.0 90% 90% Conform 23 9 1/16/2006 Maint. Bldg interior plumbing trench SG 12.3% 13.5% 107.9 119.0 91% 90% Conform 24 9 1/16/2006 Club House Interior Plumbing Trench SG 12.3% 13.5% 111.6 119.0 94% 90% Conform 25 9 1/16/2006 Club House Interior Plumbing Trench SG 12.3% 13.5% 110.6 119.0 93% 90% Conform 26 9 1/16/2006 Club House Interior Plumbing Trench SG 12.3% 13.5% 109.5 119.0 92% 90% Conform Contract Number: 108078 Project Name: Carlsbad Golf Course Location: Carlsbad, California TABLE 2 REPORT OF FIELD DENSITY TESTS Test Moisture Dry Density (pcf) Relative Comp. Conform Test Samole f Test Location Elev. (It) Date Field Opt. Field Max. ObtT Req. Non-Conform 27 5 1/15/2006 Club House Interior Plumbing Trench SG 11.1 /. 11 .0'7o 11 U.4 124.5 897o U7o i'onconTorm 28 9 1/17/2006 Club House Interior Plumbing Trench SG 12.3% 13.5% 111.8 119.0 94% 90% Conform 29 5 1/17/2006 Retest of#27 SG 11.1% 11.0% 113.5 124.5 91% 90% Conform 30 5 1/17/2006 Club House Interior Plumbing Trench SG 11.1% 11.0% 1135 124.5 91% 90% Conform 31 5 2/7/2006 Water trench backfill NW of clubhouse -2'SG 12.3% 11.0% 116.0 - 124.5 93% 90% Conform 32 5 2/7/2006 Water trench backfill NW of clubhouse -2'SG 11.1% 11.0% 114.3 , 124.5 92% 90% Conform 33 5 2/8/2006 Water trench backfill NW of clubhouse -2'SG 12.3% 11.0% 113.2 124.5 91% 90% Conform 34 5 2/8/2006 Water trench backfill NW of clubhouse -2'SG 11.1% 11.0% 116.3 124.5 93% 90% Conform 35 6 2/9/2006 Water trench backfill NW of clubhouse -2'SG 11.1% 10.5% 119.3 123.5 97% 95% Conform 36 6 2/9/2006 Water trench backfill N\Nofclubhouse , -2' SG 11.1% 10.5% 118.3 123.5 96% 95% Conform 37 6 2/10/2006 Water trench backfill NW of clubhouse -2'SG 11.1% 10.5% 121.E 123.5 98% 90% Conform 38 ' 5 2/10/2006 Water trench backfill NW of clubhouse -2'SG 12.3% 11.0% 113.5 124.5 91% 90% ' Conform 39 8 2/13/2006 Water trench backfill NW of clubhouse -1.5 SC 11:1% 9.5% 117.9 128.0 92% 90% Conform 40 5 2/13/2006 Water trench backfill NW of clubhouse -2'SG 9.8% 11.0% 117.2 124.5 94% . ' 90% Conform 41 5 2/14/2006 Water trench backfill NW of clubhouse -.5' SG 9.8% 11.0% 120.5 124.5 ' 97% 95% 'Conform 42 5 2/14/2006 Water trench backfill NW of clubhouse ' -.75'SG 11,1% 11.0% 119.8 124.5 96% 95% Conform 43 6 2/15/2006 Water trench backfill NW of clubhouse . -.75' SC 11.1°!. 10.5°!. 118.7 123.0 97% 95% . Conform 44 6 2/15/2006 Water trench backfill NW of clubhouse -.5' SG 11.1% 10.5% 118.1 123.0 96% 95% Conform 45 6 2/16/2006 Water trench backfill Wof clubhouse -2'SG 11,1% 10.5% 115.5 123.0 94°!. 90% Conform 46 5 2/16/2006 Water trench backfill W of clubhouse -2' SC 11.1% 11.0% 119.4 124.5 96% 95% Conform 47 5 . 2/17/2006 Water trench backfill Wof clubhouse -2'SG 11.1% 11.0% 116.9 124.5 94% . 90% Conform 48 5 2/17/2006 Water trench backfill Wof clubhouse -1' SG 11.1% 11.0% 118.6 124.5 95% 95% - Conform 49 6 2/21/2006 Water trench backfill W of clubhouse -1' SG 11.1% 10.5% 118.8 123.0 97% 95% Conform 50 5 2/21/2006 Water trench backfill Wof clubhouse -1'SG 11.1% 11.0°!. 120.0 124.5 96% 95% Conform 51 5 2/22/2006 Water trench backfill Wof clubhouse -1' SG 11,1% 11.0% 120.9 124.5 97% 95% Conform 52 5 2/23/2006 Water trench backfill W of clubhouse -2.5' SC 11.1% 11.0% 120.5 124.5 97% 90% Conform . . . TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Names Carlsbad Golf Course Location: Carlsbad, California Test Moisture Dry Density (pcf) Relative Comp. Conform Test Sample # Test Location Elev. (if) Date Field Opt. Field Max. I Obt. Rec. Non-Conform 53 b 2/23/2006 Water trench DaCKIIII vvoTcluonouse -.O 11.170 I i .Lryo ll.O I Z-+.O J070 M1 to L,UIIRJIIIT 54 3 2/2312006 Water trench backfill W of clubhouse -2.5'SG 11.1% 11.0% 123.6 127.0 97% 95% Conform 55 5 2/24/2006 Water trench backfill Wof clubhouse -2.5'SG 12.3% 11.0% 121.4 124.5 98% 90% Conform 56 5 2/24/2006 Water trench backfill Wof clubhouse -2.5'SG 11.1% 11.0% 121 1 124.5 97% 90% Conform 57 3 2/24/2006 Water trench backfill Wof clubhouse -2.5'SG 11.1% 11.0% 120.7 127.0 95% 90% Conform 58 3 2/24/2006 Water trench backfill W of clubhouse -2.5' SC 11.1% 11.0% 120.8 127.0 95% 90% Conform 59 13 4/19/2006 Sewer line SE corner of maintenance bldg -5' SC 12.5% 13.0% 107.3 113.0 95% 95% Conform 60 13 4/19/2006 Sewer line SE corner of maintenance bldg -3 SG 12.9% 13.0% 103.7 113.0 92% 95% Nonconform 61 13 4/19/2006 Sewer line SE corner of maintenance bldg -5' SC 12.7% 13.0% 108.0 113.0 96% 95% Conform 62 13 4/19/2006 Retest #60 -3'SG 13.2% 13.0% 108.6 113.0 96% 95% Conform 63 13 4/19/2006 Sewer line SE corner of maintenance bldg -1' SG 12.3% 13.0% 109.1 113.0 97% 95% Conform 64 13 4/20/2006 Maintenance bldg SE corner sewer line -5 SG 12.9% 13.0% 107.4 113.0 95% 95% Conform 65 13 4/21/2006 Maintenance bldg SE corner sewer line -3' SG 11.8% 13.0% 106.9 113.0 95% 95% Conform 66 13 4/22/2006 Maintenance bldg SE corner sewer line -1 SG 13.2% 130% 108.6 113.0 96% 95% Conform 67 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -5 SG 12.3% 11.0% 115.5 127.0 91% 90% Conform 68 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -3' SC 12.3% 11.0% 114.4 127.0 90% 90% Conform 69 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -2' SG 12.3% 11.0% 116.3 127.0 92% 90% Conform 70 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -2.5'SG 12.3% 11.0% 114.4 127.0 90% 90% Conform 71 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -2'SG 11.1% 11.0% 114.5 127.0 90% 90% Conform 72 3 4/27/2006 Sewer trench backfill SE of Maintenance bldg -1.5' SG 11.1% 11.0% 115.0 127.0 91% 90% Conform 73 3 5/2/2006 Sewer trench backfill SE of Maintenance bldg -3 SG 11.1% 11.0% 117.2 127.0 92% 90% Conform Contract Number: 108078 Project Name: Carlsbad Golf Course Location: Carlsbad. California TABLE 2 REPORT OF FIELD DENSITY TESTS Test Moisture I Dry Density (pcf) Relative Comp. Conform Test Sample # Test Location Elev. (ft) ______________________ Date Field ___ EEI Opt. Max. Obt. Req. Non-Conform 74 3 51212006 Sewer trench backfill Lot Maintenance bid (3 11.l'7o ]1.U'Yo ]11.b ]L(.0 i'Yo 1J U'7o Conform 75 3 5/2/2006 Sewer trench backfill E of Maintenance bldg -1' SG 123% 11.0% 114.6 127.0 90% 90% Conform 76 2 5/3/2006 Sewer trench backfill E of Maintenance bldg -3' SG 11.1% 11.0% 111.9 123.5 91% 90% Conform 77 2 5/3/2006 Sewer trench backfill E of Maintenance bldg -2' SG 11.1% 11.0% 111.5 123.5 90% 90% Conform 78 2 5/3/2006 Sewer trench backfill E of Maintenance bldg -1' SG 11.1% 11.0% 109.5 123.5 89% 90% Nonconforrn 79 2 5/3/2006 Sewer trench backfillE of Maintenance bldg -1' SG 11.1% 11.0% 112. 123.5 91% 90% Conform 1* 7 8/16/2006 Off site water trench backfill - Hidden Valley -3' SG 111% 10.0% 122.3 126.0 97% 95% Conform Rd. 2* 7 8/16/2006 Off site water trench backfill -Hidden Valley -2' SG 11.1% 10.0% 122.' 126.0 97% 95% Conform Rd. 3* 7 8/17/2006 Off site water trench backfill - Hidden Valley -1.5, SG 11.1% 10.0% 121.A 126.0 96% 95% Conform Rd. 4* 7 8/17/2006 Off site water trench backfill - Hidden Valley -0.5' SG 11.1% 10.0% 124.4 126.0 99% 95% Conform Rd. 5* 7 8/18/2006 Off site water trench backfill - Hidden Valley -2' SG 11.1% 10.0% 121.2 126.0 96% 95% Conform Rd. 6* 7 8/18/2006 Off site water trench backfill - Hidden Valley -1' SG 9.8% 10.0% 121.7 126.0 97% 95% Conform Rd. 7* 7 8/18/2006 Off site water trench backfill - Hidden Valley -0.5" SG 9.8% 10.0% 122.6 126.0 97% 95% Conform Rd. 8* 7 8/18/2006 Off site water trench backfill - Hidden Valley -1.5' SG 11.1% 10.0% 122. 126.0 97% 95% Conform Rd. 80 5 9/18/2006 Sewer trench backfill NW of Clubhouse -3' SG 12.3% 11.0% 114.2 124.5 92% 90% Conform Contract Number: 108078 Project Name: Carlsbad Golf Course Location: Carlsbad, California TABLE 2 REPORT OF FIELD DENSITY TESTS Test Moisture Dry Density (pcf) Relative Comp. Conform Test Same # Test Location Elev. (ft) ___________________________ Date Field Opt. Field Max. Obt. Req. Non-Conform 81 3 9/18/2006 Sewer trench backfill NW of Clubhouse -1' S( 11.1% 11.U'70 115.3 12(.0 l'/o 9U170 Uontorm 82 3 9/18/2006 Sewer trench backfill NW of Clubhouse -3' SG 11.1% 11.0% 115.6 127.0 91% 90% Conform 83 5 9/18/2006 Sewer trench backfill NW of Clubhouse -1 SG 12.3% 11.0% 113.2 124.5 91% 90% Conform 84 3 9/19/2006 Sewer trench backfill NW of Clubhouse -3' SG 12.3% 11.0% 115.2 127.0 91% 90% Conform 85 5 9/19/2006 Sewer trench backfill NW of Clubhouse -1 SG 111% 11.0% 113.2 124.5 91% 90% Conform 86 3 9/19/2006 Sewer trench backfill NW of Clubhouse -3' SG 11.1% 11.0% 115.0 127.0 91% 90% Conform 87 5 9/19/2006 Sewer trench backfill Wof Clubhouse -I' SG 12.3% 11.0% 113.0 124.5 91% 90% Conform 88 5 9/20/2006 Sewer trench backfill W of Clubhouse -3' SG 11.1% 11.0% 116.2 124.5 93% 90% Conform 89 3 9/20/2006 Sewer trench backfill Wof Clubhouse -3' SG 11.1% 11.0% 116.5 127.0 92% 90% Conform 90 5 9/20/2006 Sewer trench backfill W of Clubhouse -2' SG 12.3% 11.0% 113.2 124.5 91% 90% Conform 91 5 9/20/2006 Sewer trench backfill Wof Clubhouse -1' SG 12.3% 11.0% 112.6 124.5 91% 90% Conform 92 5 9/20/2006 Sewer trench backfill W of Clubhouse -2' SG 11.1% 11.0% 112.9 124.5 91% 90% Conform 93 3 9/20/2006 Sewer trench backfill Wof Clubhouse -1' SG 11.1% 11.0% 115. 127.0 91% 90% Conform 94 5 9/25/2006 Sewer trench backfill S of Clubhouse --1.5' SG 11.1% 11.0% 115. 124.5 92% 90% Conform 95 5 9/25/2006 Sewer trench backfill S of Clubhouse -1' SG 11.1% 11.0% 115.4 124.5 93% 90% Conform 96 5 9/26/2006 Sewer trench backfill S of Clubhouse -2' SG 12.3% 11.0% 116.0 124.5 93% 90% Conform 97 5 9/26/2006 Sewer trench backfill S of Clubhouse -1' SG 12.3% 11.0% 115.9 124.5 93% 90% Conform 98 5 9/27/2006 Sewer trench backfill S of Clubhouse -2' SG 12.3% 11.0% 113.2 124.5 91% 90% Conform 99 5 9/27/2006 Sewer trench backfillS of Clubhouse -1' SG 12.3% 11.0% 114.5 124.5 92% 90% Conform 100 5 9/27/2006 Sewer trench backfillS of Clubhouse -1.5' SG 12.3% 11.0% 112.0 124.5 90% 90% Conform 1 Marginally non -conforming tests subject to further compaction effort * Compaction tests taken on offsite utility trenches. fl [;] S City of Carlsbad 5950 El Camino Real Carlsbad, CA 92009 A ttenti on: Mr. Skip H arnmann Subject: Compaction Testing Report (Retaining Wall) June 6. 2007 Contract No.: 108078 Project: Carlsbad- Municipal Golf Course Palomar Airport Road/ Palomar Oaks Way Carlsbad, CA References: 1. "Contract Documents and Supplemental Provisions ''. for Carlsbad Municipal (ia/f Course Project. Project No. 39721-1 dated ,June 13. 2005. 2. "Compaclion Testing Report, ('ar/shad Mum cipal Golf Course, prepared by Testing Engineers --- San Diego, dated ,luiy 18. 2006. S 3. Suppleinenia.l Compaction Testing Report, Carl ViNid Municipal Go/i' (..'ourse, "prepared by Testing Engineers -- SanDiego, dated March 19, 2007. 4. 'Compaction Testing I? eporl (Utilities), " prepared by Testing Lngineers --San Diego, dated ,ltmei, 2007. Dear Mr. I-lam mann: In accordance with your request, Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from March 13, 2006 to April 26, 2006. It should be noted that this report. refers to testing performed during the main clubhouse retaining wall backfill operations. Results of compaction testing during rough grading and utility trench backfill operations have previously been submitted (see References 2, 3, and ). A representative of this office observed the hackfilling of retaining walls located north, east and west of the main clubhouse. The backfilling began at a bottom elevation of about 209 feet, and was filled LIP to a final elevation of about 222 feet. All retaining wall backfill areas were tested in accordance with the project specifications unless otherwise directed by the Geot.echnical Engineer of Record (i.e. Leighton and Associates). The approximate site location is presented on Figure I, while the overall site layout is shown on S Figure 2. Locations of field density testing are presented on Figure 3. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables I and 2, respectively. On Testing Engineers San Diego, Inc. A Bureau Verit.as Company Main: (858) 715-5800 7895 Convoy Court, Suite 18 Fax (858715-5810 San Diego, CA 92111 www.uLbureauverkas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course site and import material was used as backfill for the retaining wall areas Fill was placed, compacted and tested for compliance with minimum 95% relative compaction based on ASTM D-1557. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing Enginee - San Diego, Inc. 1~4_i r Nick Tracy, T Staff Engineer Van W. Princip NT/VU Attachments: Figure I: Site Location Map Figure 2: Overall Exhibit Drawing Figure 3: Plot Plan Appendix A: Table I and Table 2 Distribution: *(4) Addressee * Includes copies for building department submittal 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course Figures 0 n I FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: June, 2007 1 4 lin= 1900 ft. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. 30-0' Reference: City of Carlsbad Goff Course, Foundation Plan - Lower Level, "Sheet S201, provided by Paul Koehler Consulting Structural Engineers, dated March 9, 2005. N NOT TO SCALE LEGEND: () Compaction Test Locations (Approx.) - - Limits of Backfill (Approx.) FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 4 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT IContract No: 108078 Date: (Figure No: June, 2007 3 City of Carlsbad : Contract No.: 108078 Municipal Golf Course C Appendix A. S City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) 2. Import: Mixed Gray Silty SAND 123.5 11.0 5. On-site: Greenish Brown Silty SAND 124.5 11.0 12. On-site: Yellow Silty SAND 117.0 13.0 17. On-site: Greenish Brown Sandy SILT 117.0 13.0 0 . 'PABLE2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Retaining Wall Backfill Location: Carlsbad, California Moisture Dry Density (pcf) Relative Comp. Conform Test Sample Test Date Test Location Elev. (ft) Field Opt. Field Max. Obt. Req. Non-Conform zo ii 4/1I006 Club house retaining wan line (l-4-I-3) 21 9.0 IU.flyo i J.UIO I I I (.0 070 O70 L,UIIIUIIII 29 11 4/12/2006 Club house retaining wall @ line (4F-4E) 219.0 12.5% 13.0% 110.9 117.0 95% 95% Conform 30 11 4/13/2006 Club house retaining wall @ line (4F-4E) 220.0 13.9% 13.0% 110.7 117.0 95% 95% Conform 31 11 4/13/2006 Club house retaining wall @ line (F4-F2) 220.0 14.0% 13.0% 111.3 117.0 95% 95% Conform 32 11 4/13/2006 Club house retaining wall @ line (4C-4F) 217.0 10.8% 13.0% 114.1 117.0 98% 95% Conform 33 11 4/13/2006 Club house retaining wall @ line (F4-F2) 219.0 12.4% 13.0% 112.6 117.0 96% 95% Conform 34 11 4/14/2006 Club house retaining wall @ line 4D 220.0 14.0% 13.0% 111.5 117.0 95% 95% Conform 35 11 4/14/2006 Club house retaining wall @ line 4D 220.0 12.2% 13.0% 110.9 117.0 95% 95% Conform 36 11 4/14/2006 Club house retaining wall @ line 4C 212.0 13.1% 13.0% 111.7 117.0 95% 95% Conform 37 11 4/17/2006 Club house retaining wall © Line 4C 218.0 12.9% 13.0% 111.2 117.0 95% 95% Conform 38 11 4/17/2006 Club house retaining wall @ Line 4D 218.0 12.5% 13.0% 111.8 117.0 96% 95% Conform 39 11 4/17/2006 Club house retaining wall @ Line F 3.5 221.0 13.5% 13.0% 113.1 117.0 97% 95% Conform 40 11 4/1712006 Club house retaining wall @ Line F 2.3 219.0 12.2% 13.0% 110.8 117.0 95% 95% Conform 41 11 4/18/2006 Club house retaining wall @ Line F 2.5 219.0 13.6% 13.0% 110.7 117.0 95% .95% Conform 42 11 4/18/2006 Club house retaining wall 4F 221.0 15.0% 13.0% 117.0 117.0 100% 95% Conform 43 11 4/18/2006 Club house retaining wall @ line 4-C 219.0 12.2% 13.0% 106.7 117.0 91% 95% Nonconform 44 11 4/18/2006 Retest of #43 219.0 12.7% 13.0% 109.2 117.0 93% 95% Nonconform 45 11 4/18/2006 Club house retaining wall @ line 4F-4C 220.0 13.0% 13.0% 111.6 117.0 950/. 95% Conform 46 11 4/18/2006 Retest of#44 219.0 12.3% 13.0% 111.4 117.0 95% 95% Conform 47 11 4/19/2006 Club house retaining wall @ 4C 218.0 13.6% 13.0% 111.5 117.0 95% 95% Conform 48 11 4/19/2006 Club house retaining wall @ 4D 219.0 12.5% 13.0% 112.3 117.0 96% 95% Conform 49 11 4/19/2006 Club house retaining wall © 4C 220.0 13.0% 13.0% 110.8 117.0 95% 95% Conform 50 17 4/20/2006 Club house retaining @ line C3.5 217.5 12.9% 13.0% 106.9 113.0 95% 95% Conform 51 17 4/20/2006 Club house retaining @ line C3 217.0 12.1% 13.0% 108.0 113.0 96% 95% Conform 52 17 4/20/2006 Club house retaining @ line B3 216.0 13.0% 13.0% 107.4 113.0 95% 95% Conform 53 11 4/21/2006 Club house retaining wall backfill 3 below 11.1% 11.0% 111.7 117.0 95% 95% Conform S . TABLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Retaining Wall BackfiU Location: Carlsbad, California I Moisture Dry Density (pcf) Relative Comp. Conform Test Sample Date Test Location Elev. 1 I 1Test Field Opt. Field Max. Obt. Req. Non-Conform 54 11 4/2112005 Club house retaining wall baclthll 4' below 111% 11.0% 114. 11 (.0 951/0 ib'Yo oniorm 55 11 4/21/2006 Club house retaining wall backfill 4.5' below 9.8% 11.0% 111.2 117.0 95% 95% Conform 56 11 4/24/2006 Club house retaining wall backfill 4' below 9.8% 11.0% 112.2 117.0 95% 95% Conform 57 11 4/24/2006 Club house retaining wall backfill 3.5' below 9.8% 11.0% 111.5 117.0 95% 95% Conform 58 11 4/24/2006 Club house retaining wall backfill below 9,8% 11.0% 112.3 117.0 96% 95% Conform 59 11 4/25/2006 Club house retaining wall backfill 3' below 9.8% 11.0% 110.7 117.0 95% 95% Conform 60 11 4/25/2006 Club house retaining wall backfill 1' below 9.8% 11.0% 110.8 117.0 95% 95% Conform 61 11 4/25/2006 Club house retaining wall backfill 0.5' below 9.8% 11.0% 111.1 117.0 95% 95% Conform 62 11 4/25/2006 Club house retaining wall backfill 4.5' below 9.8% 11.0% 115.7 117.0 99% 95% Conform 63 11 4/26/2006 Club house retaining wall backfill 3' below 9.8% 11.0% 111.9 117.0 96% 95% Conform 64 11 4126/2006 Club house retaining wall backfill 1' below 9.8% 11.0% 113.0 117.0 97% 95% Conform 65 11 4/26/2006 Club house retaining wall backfill 0.5' below 9.8% 11.0% 113.8 117.0 97% 95% Conform 66 11 4/26/2006 Club house retaining wall backfill below 9.8% 11.0% 112.7 117.0 96% 95% Conform 0 9 4 m W City of Carlsbad 5950 El Camino Real Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: Compaction Testing Report (Fl atwork) Project: . Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA. June 7, 2007 Contract No.: 108078 References: 1 "Contract Documents and Supplemental Provisions ", Jor Carlsbad Municipal (Jo/f Course Protect. Project No. 3972.1-1 dated June 13, 2005. 2. ' (.'oinpaction 7'esling Report, Carlsbad Municipal Golf (.'oursel p1 epw ed by 1 e sting En ginr ei s - San Diego dated July 18 7006 5 3. "Supplemental Compaction Testing Report, Ccir/sbad Muncpai Golf Course, -, prepared b Testing Engineers San Diego, dated March.! 9, 2007, 4. rCompaction Testing Report (Utilities). " prepared hi' Testing Engineers -Son Diego, dated June 5, 2017. i. "Compaction Testing Report (Retaining Wail), " prepared by Testing Engineers -San Diego, c/cited June 6, 2007. Dear Mr. Harnmann: In accordance with your request, Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at. the above referenced project site. Services described herein were provided by TESD from January 7. 2006 to April 6, 2007. It should be noted that this report refers to testing performed during flatwork grading operations. Results of compaction testing during rough grading and utility/retaining wall backfill operations have previously been submitted (see References 2, 3, 4, and 5). A. representative of this office observed the grading of parking areas located north of the main clubhouse and concrete walkways surrounding the clubhouse. The subgrade for the parking areas was scarified, moislure conditioned and recompacted. Rock base was then placed and compacted over the final subgrade. All parking areas and concrete flatwork areas were tested in accordance Testing Engineers San Diego, Inc. A Bureau Veritas Company . Main: (858) 715-5800 7895 Convoy Court, Suite 18 Fax: (858 715-5810 San Diego, CA 92111 www.us.bureauveritas.com S City of Carlsbad Contract No.: 108078 Municipal Golf Course with the project specifications unless otherwise directed by the Geotechnical Engineer of Record (i.e. Leighton and Associates). The approximate site location is presented on Figure 1. Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables I and 2, respectively. On site and import material was used as fill for the parking lot and concrete flatwork areas. Fill was placed, compacted and tested for compliance with minimum 90%, and 95% relative compaction based on ASTM Di 557, as applicable. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to he plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. Sincerely, Testing Enginee - San Diego, inc. Nick Tracy, EIT Staff Engineer Van W. C Principal NT/VO Attachments: Figure]: Site Location Map Figure 2: Plot Plan Appendix A: Table I and Table 2 Distribution: *(4) Addressee * Includes copies for building department submittal 0 City of Carlsbad Contract No.: 108078 Municipal Golf Course Figures S 0 .-' - : $ • I t Jt • . •••;-q I 'Oil 1. -I H ie t 44 \. T/t •' I / I _ SITE LOCATION] — 4 I •\ : . .1 I v VA j — — FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 ___ Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: June, 2007 1 4 1 i = 1900 ft. NOTE: This figure may contain areas of color. TE-U.S. Labs cannot be responsible for any subsequent misinterpretation of the information result- ing from black and white reproductions of this figure. H i. 4 NOT TO SCALE LEGEND: (j}) Compaction Test Locations (Approx.) FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: June, 2007 3 Reference: Grading Plans for Carlsbad Municipal Goff Course, Phase 2," provided by P&D Consultants, dated April 15, 2005. City of Carlsbad Contract No.: 108078 Municipal Golf Course C Appendix A S S S City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTMD-1557) Maximum Dry Optimum Moisture Sample # Description Density (PCF) Content (%) 1. On-site.: Grayish Silty SAND 127.5 3. On-site: Red Brown Clayey SAND 127.0 On-site: Greenish Brown Silty SAND 124.5 On-site: Mixed Brown Silty SAND 123.0 On-site: Dark Green & Brown 126.0 Clayey SAND On-site: Brown Silty SAND 128.0 On-site: Tan Clayey SAND 119.0 19. Import: Rock Base 127.0 Import: Rock Base 144.0 import: Rock Base 142.0 S 9.5 11.0 11.0 110.5 10.0 9.5 13.0 8.0 7.0 7.0 . qLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Flatwork Location: Carlsbad, California Moisture Dry Density (pcf) Relative Comp. Conform Test Sample Test Date Test Location Elev. (ft) I Field Opt. Field Max. Obt. I Req. Non-Conform 1 9 1I(/200b Parking lot North or clue nouse t. & G FG 10.67 Ii.UIo i UO.O I i.0 Z1070 2 9 1/7/2006 Parking lot North of club house C & G FG 11.2% 13.0% 109.6 119.0 92% 95% Nonconform 3 9 1/7/2006 Parking lot North of club house C & G FG 10.0% 13.0% 107.8 119.0 91% 95% Nonconform 4 9 1/7/2006 Parking lot North of club house C & G FG 8.9% 13.0% 103.9 119.0 87% 95% Nonconform 5 9 1/7/2006 Parking lot North of club house C & G FG 9.7% 13.0% 108.8 119.0 91% 95% Nonconform 6 9 1/7/2006 Parking lot North of club house C & G FG 10.2% 13.0% 107.3 119.0 90% 95% Nonconform 7 9 1/7/2006 Parking lot North of club house C & G FG 11.1% 13.0% 109.2 119.0 92% 95% Nonconform 8 9 1/9/2006 Retest of#3 FG 14.2% 13.0% 114.6 119.0 96% 95% Conform 9 9 1/9/2006 Retest of#2 FG 13.3% 13.0% 113.5 119.0 95% 95% Conform 10 9 1/9/2006 Retest of#1 FG 12.6% 13.0% 114.2 119.0 96% 95% Conform 11 9 1/9/2006 Retest of#4 FG 12.5% 13.0% 115.7 119.0 97% 95% Conform 12 9 1/9/2006 Retest of#5 FG 13.0% 13.0% 113.3 119.0 95% 95% Conform 13 9 1/9/2006 Retest of#6 FG 13.9% 13.0% 114.5 119.0 96% 95% Conform 14 9 1/9/2006 Retest of#7 FG 13.2% 13.0% 115.0 119.0 97% 95% Conform 15 9 1/9/2006 North Parking lot N of clubhouse C & G FG 12.6% 13.0% 114.2 119.0 96% 95% Conform 16 9 1/9/2006 North Parking lot N of clubhouse C & G FG 11.8% 13.0% 114.8 119.0 96% 95% Conform 17 9 1/9/2006 North Parking lot N of-clubhouse C & G FG 13.2% 13.0% 113.4 119.0 95% 95% Conform 18 6 1/18/2006 C & G Parking lot N of clubhouse SG 12.7% 10.5% 114.9 123.0 93% 95% Nonconform 19 6 1/18/2006 Retest of#18 SG 11.7% 10.5% 117.1 123.0 95% 95% Conform 20 6 1/18/2006 C & G Parking lot N of clubhouse SG 12.2% 10.5% 118.3 123.0 96% 95% Conform 21 7 2/2/2006 Curb & Gutter for parking lot North of club SG 11.1% 10.0% 116.7 126.0 93% 90% Conform house 22 7 2/2/2006 Curb & Gutter for parking lot North of-club SG 11.1% 10.0% 117.2 126.0 93% 90% Conform house 23 7 2/2/2006 Curb & Gutter for parking lot North of club SG 12.3% 10.0% 117.4 126.0 93% 90% Conform house 24 7 2/2/2006 Curb & Gutter for parking lot North of club SG 9.8% 10.0% 120.0 126.0 95% 90% Conform house .*LE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Flatwork Location: Carlsbad, California F Moisture Dry Density (pcf) Relative Comp. Conform Test Sample Test Date Test Location Elev. (ft) Field Opt. Field Max. Obt. Req. Non-Conform 25 7 2/2/2006 Curb & Gutter tor parking lot North Ot Club SG 11.1 Io 1 0.0'7o 11 7.9 i26.0 47o tiUio UonTorm house 26 3 2/2/2006 Clubhouse parking lot SC 12.3% 110% 119.3 127.0 94% 95% Nonconform 27 3 2/2/2006 Clubhouse parking lot SG 11.1% 11.0% 122.3 127.0 96% 95% Conform 28 3 2/2/2006 Clubhouse parking lot SC 11.1% 11.0% 123.8 127.0 97% 95% Conform 29 3 2/2/2006 Clubhouse parking lot SG 11.1% 11.0% 119.3 127.0 94% 95% Nonconform 30 3 2/2/2006 Clubhouse parking lot SC 12.3% 11.0% 119.3 127.0 94% 95% Nonconform 31 3 2/2/2006 Clubhouse parking lot SC 11.1% 11.0% 121.9 127.0 96% 95% Conform 32 3 2/2/2006 Clubhouse parking lot SG 111% 11.0% 122.1 127.0 96% 95% Conform 33 5 ,2/21/2006 Retest #26 SC 11.1% 11.0% 119.3 124.5 96% 95% Conform 34 5 2/21/2006 Retest #29 SC 11.1% 11,0% 118.7 124.5 95% 95% Conform 35 5 2/21/2006 Retest #30 SG 11.1% 11.0% 119.8 124.5 96% 95% Conform 36 7 2/21/2006 Clubhouse parking lot SC 12.3% 11.0% 121.4 126.0 96% 95% Conform 37 3 2/21/2006 Clubhouse parking lot SG 12.3% 11.0% 120.5 127.0 95% 95% Conform 38 3 2/21/2006 Clubhouse parking lot sc 11.1% 11,0% 120.9 127.0 95% 95% Conform 39 7 2/21/2006 Clubhouse parking lot SG 11.1% 10.0% 120.2 126.0 95% 95% . Conform 40 19 2/23/2006 Parking lot North of club house BC 8.6% 8.0% 122.8 127.0 97% 95% Conform 41 19 2/23/2006 Parking lot North of club house BG 8.6% 8.0% 117.9 127.0 93% 95% Nonconform 42 19 2/23/2006 Parking lot North of club house , BC 9.8% 8.0% 116.6 127.0 92% 95% Nonconform 43 19 2/23/2006 Parking lot North of club house BC 8.6% 8.0% 119.0 127.0 94% 95% Nonconform 44 19 2/23/2006 Parking lot North of club house BC 8.6% 8.0% 119.4 127.0 94% 95% Nonconform 45 19 2/23/2006 Parking lot North of club house BG 8.6% 8.0% 122.2 127.0 96% 95% Conform 46 19 2/23/2006 Parking lot North of club house BG 8.6% 8.0% 121.5 127.0 96% 95% Conform 47 19 2/24/2006 Retest of41 BG 8.6% 8.0% 121.7 127.0 96% 95% Conform 48 19 2/24/2006 Retest of 42 BG 8.6% 8.0% 121.6 127.0 96% 95% Conform 49 19 2/24/2006 Retest of43 BC 8.6% 8.0% 123.2 127.0 97% 95% Conform 50 19 2/24/2006 Retest of 44 BG 8.6% 8.0% 124.6 127.0 98% 95% Conform .*LE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Flatwork Location: Carlsbad, California I I Moisture Dry Density (pcf) Relative Comp. Conform Test Sample Test Date Test Location Elev. j I j Field Opt. Field Max. Obt. Req. Non-Conform 51 19 212412006 Parking lot North of club house !3U 6.b/o .UTo 124.0 121.0 rit570 1/0 Lonrorm 52 19 2/24/2006 Parking lot North of club house BG 8.6% 8.0% 123.0 127.0 97% 95% Conform 53 19 2/24/2006 Parking lot North of club house BG 8.6% 8.0% 122.6 127.0 97% 95% Conform 54 19 2/24/2006 Parking lot North of club house BG 8.6% 8.0% 124.9 127.0 98% 95% Conform 55 19 2/24/2006 Parking lot North of club house BG 8.6% 8.0% 122.9 127.0 97% 95% Conform 56 8 1/9/2007 Clubhouse concrete flatwork off putting.green SG 11.1% 9.5% 117.0 128.5 91% 90% Conform 57 5 1/9/2007 Clubhouse concrete flatwork cart path flatwork SG 11.1% 11.0% 111.8 124.5 90% 90% Conform 58 5 1/10/2007 Clubhouse concrete flatwork cart path flatwork SG 11.1% 11.0% 114.0 124.5 92% 90% Conform 59 8 1/10/2007 Clubhouse concrete flatwork cart path flatwork SG 9.8% 9.5% 115.1 128.5 90% 90% Conform 60 8 1/10/2007 Clubhouse concrete flatwork cart path flatwork SG 9.8% 9.5% 115.9 128.5 90% 90% Conform 61 5 1/10/2007 Clubhouse concrete flatwork cart path flatwork SG 11.1% 11.0% 115.1 124.5 92% 90% Conform 62 5 1/10/2007 Clubhouse concrete flatwork cart path flatwork SG 11.1% 11.0% 115.6 124.5 93% 90% Conform 63 5 1/11/2007 Cart path flat work . SG 11.1% 11.0% 113.6 124.5 91% 90% Conform 64 5 1/11/2007 Cart path flat work SG 11.1% 11.0% 113.3 124.5 91% 90% Conform 65 5 1/11/2007 Cart path turn around SG 11.1% 11.0% 112.9 124.5 91% 90% Conform 66 5 1/11/2007 Cart path turn around SG 11.1% 110% 112.6 124.5 90% 90% Conform 67 5 1/12/2007 Side walk over looking putting green SG 11.1% 110% 112.4 124.5 90% 90% Conform 68 8 1/12/2007 Sidewalk over looking putting green SG 9.8% 9.5% 116.6 128.5 91% 90% Conform 69 8 1/12/2007 Sidewalk overlooking putting green SG 9.8% 9.5% 117.8 128.5 92% 90% Conform 70 5 1/15/2007 Cart path W side of turn around SC 11.1% 11.0% 115.0 124.5 92% 90% Conform 71 5 1/15/2007 Cart path W of club house SC 11.1% 11.0% 114.6 124.5 92% 90% Conform 72 5 1/16/2007 Cart path W of club house SG 11.1% 11.0% 114.2 124.5 92% 90% / Conform 73 5 1/16/2007 Cart path Wof club house SG 12.3% 11.0% 113.8 124.5 91% 90% Conform 74 5 1/16/2007 Cart path W of main club house SG 12.3% 11.0% 114.0 124.5 92% 90% Conform 75 8 1/17/2007 Cart path Wof club house SG 9.8% 9.5% 115.8 128.5 90% 90% Conform SqLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Flatwork Location: Carlsbad, California r f' f I Moisture I Dry Density (pcf) I Relative Comp. Conform Test Sample Test Date Test Location Elev. =FieldOpt. Field Non-Conform 76 8 1/17/2007 Cart path W of club house SG 9.8% 1]j.b ]I. 70 U70 INOflCOflTO1111 77 8 1/17/2007 Cart path @Wside of club house SG 11.1% 9.5% 115.5 128.5 90% 90% Conform 78 8 1/17/2007 Retest of #76 SG 9.8% 9.5% 117.9 128.5 92% 90% Conform 79 8 1/18/2007 Club House entry SG 9.8% '9.5% 118.1 128.5 92% 90% Conform 80 8 1/18/2007 Club house refuse SG 9.8% 9.5% 120.1 128.5 93% 90% Conform 81 5 1/18/2007 Clubhouse refuse SG 11.1% 11.0% 118.9 124.5 96% 90% Conform 82 5 1/19/2007 Cart path to half way house SG 11.1% 11.0% 118.8 124.5 95% 90% Conform 83 8 1/19/2007 Cart path to halfway house SG 9.8% 9.5% 119.3 128.5 93% 90% Conform 84 8 1/26/2007 Concrete flat work at club house ADA Ramp SG 11.1% 9.5% 111.9 128.5 87% 90% Nonconform 85 8 1/26/2007 Concrete flat work at club house ADA Ramp SG 11.1% 9.5% 114.4 128.5 89% 90% Nonconform 86 8 1/26/2007 Concrete flat work at club house ADA Ramp SG 11.1% 9.5% 113.3 128.5 88% 90% Nonconform 87 8 1/26/2007 Concrete flat work at club house ADA Ramp SG 11.1% 9.5% 117.7 128.5 92% 90% Conform 88 8 1/29/2007 Retest of84 SG 9.8% 9.5% 119.3 128.5 93% 90% Conform 89 8 1/29/2007 Retest of85 SG 9.8% 9.5%' 117.9 128.5 92% 90% Conform 90 8 1/29/2007 Retest of86 SG 9.8% 9.5% 118.8 128.5 92% 90% Conform 91 3 1/29/2007 Concrete flat work at club house ADA Ramp SG 12.3% 12.0% 112.1 124.0 90% 90% Conform 92 3 1/29/2007 Concrete flat work at club house, cart ramp to SG 12.3% 12.0% 112.6 124.0 91% 90% Conform cart staging 93 6 1/30/2007 Flat work behind cart storage SG Testing SG 11.1% 10.5% 114.3 123.0 93% 90% Conform 94 6 1/30/2007 Flat work behind cart storage SG Testing SG 11.1% 10.5% 114.2 123.0 93% 90% Conform 95 6 1/30/2007 Flat work behind cart storage SG Testing SG 11.1% 10.5% 113.9 123.5 92% 90% Conform 96 6 1/30/2007 Flat work behind cart storage SG Testing SG 11.1% 10.5% 113.8 123.5 92% 90% Conform 97 1 1/30/2007 Flat work behind cart storage SG Testing SG 9.8% 95% 115.5 127.5 91% 90% Conform 98 7 2/2/2007 Clubhouse drive entry SG 11.1% 10.0% 115.8 126.0 92% 90% Conform 99 5 2/2/2007 Clubhouse drive entry SG 11.1% 11.0% 116.8 124.5 94% 90% Conform 100 5 2/2/2007 Clubhouse drive entry SG 11.1% 11.0% 117.2 124.5 94% 90% Conform StLE 2 REPORT OF FIELD DENSITY TESTS Contract Number: 108078 Project Name: Carlsbad Golf Course - Flatwork Location: Carlsbad, California I Moisture Dry Density (pcf) Relative Comp. I Conform Test Sample DateL Test Location Elev. ____________ Field Opt. Field Max. { Obt. Req. i 1Test Non-Conform 101 5 21212007 ulubflouse drive entry ZJU 11.11/0 11 .U70 I 10.14 1 Z4.0 V 15 ''o jU70 Uonform 102 3 2/2/2007 Clubhouse drive entry SG 12.3% 11.0% 116.4 127.0 92% 90% Conform 103 7 2/2/2007 Clubhouse drive entry SG 9.8% 10.0% 118.8 126.0 94% 90% Conform 104 7 2/2/2007 Clubhouse drive entry SG 9.8% 10.0% 118.7 126.0 94% 90% Conform 105 21 2/8/2007 Parking lot North of club house BG 7.5% 7.0% 136.5 144.0 95% 95% Conform 106 21 2/8/2007 Parking lot North of club house BG 6.3% 7.0% 140.8 144.0 98% 95% Conform 107 21 2/8/2007 Parking lot North of club house BG 7.5% 7.0% 138.7 144.0 . 96% 95% Conform 108 21 2/812007 Parking lot North of club house BG 7.5% 7.0% 138.5 144.0 96% 95% Conform 109 21 2/8/2007 Parking lot North of club house BG 7.5% 7.0% 137.6 144.0 96% 95% Conform 110 21 2/8/2007 Parking lot North of club house BG 6.3% 7.0% 139.9 144.0 97% 95% Conform 111 21 2/8/2007 Parking lot North of club house BG 6.3% 7.0% 141.0 144.0 98% 95% Conform 112 12 4/5/2007 Concrete turn around front of club house SG 12.3% 13.0% 110.0 117.0 94% 90% Conform 113 11 4/5/2007 Concrete turn around front of club house SG 11.1% 10.5% 111.6 124.5 90% 90% Conform 114 11 4/5/2007 Subgrade testing for concrete sub grade SG 11.1% 10.5% 113.5 124.5 91% 90% Conform 115 11 4/5/2007 Subgrade testing for concrete sub grade SG 9.8% 10.5% 114.6 124.5 92% 90% Conform 116 8 4/5/2007 Subgrade testing for concrete sub grade SG 9.8% 9.5% 118.5 128.5 92% 90% Conform 117 8 4/5/2007 Subgrade testing for concrete sub grade SG 11 .1d/ 9.5% 117.0 128.5 91% 90% Conform 118 8 4/5/2007 Subgrade testing for concrete sub grade SG 11.1% 9.5% 118.1 128.5 92% 90% Conform 119 22 4/6/2007 Main club house drive turn around BG 6.3% 7.0% 134.2 142.0 95% 95% Conform 120 22 4/6/2007 Main club house drive turn around BG 6.3% 7.0% 138.3 142.0 97% 95% Conform 121 22 4/6/2007 Main club house drive turn around BG 5.2% 7.0% 138.7 142.0 98% 95% Conform irej 10 City of Carlsbad June 26, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip H.amniann Subject: Compaction Testing Report (Sidewalk Subgrade) Project: Carlsbad- Municipal Golf Course Palomar Airport Road/Palomar Oaks Way Carlsbad, CA References: i. (..00lract L)oci.onents and hupplenienial Provisions '. tar (.nrl.vbacl ivlunrtipul I o/f C 'oz,i's Pro/ed. Project No. 39721-1, (in/ed June 13, 2005. S Coinpoc//on Test/no Report (//o,,r'h Grading). (ni/shad Mon/c/pot (7o1/'Cc ise. prepurc'c/ hi. Testing Lngineers --Son /.)iego, dated July /8, 2006. 'Supplemental (.'rnnpaclion 'Dsiing Report (Rough Grading), (.'ar/sboc/Munb/poi Go/I Course. " prepared by Jetting Engineers Sun Diego doted Ainreh 19, 2007. Compaction 7cc/mg Report (Utilities). '' prepared be Testing Engineers Son Dingo, (bled June 5, 2007. 'Compaction 7cc/trig Report (Retaining Ji'ali), prepared by Tev/ing Engineers - San Die o, daiiiT/.Juiie 6, 2007. (i. Coiupiiclioo Icc/mg Report (i'700 or/). ' prepared be Tesiiii,c' Engineers Suit 1)/ego doted June 7. 2007. 7. 'Ci nipadtion Testing Report (Oli-sce). ' piepaied by Iestiiig Engineei'.r - San l)icgo, cia/ed June 8. 2007. Dear Mr. H.ammann: As requested. Testing Engineers San Diego (TESD) conducted grading observation and random compaction testing during the subgrade preparation on the sidewalk and drive area at the above referenced project site, (Figure 11 Si/c Local/vu Mapf TESD is issuing this report as requested by Mr. Jim Courtney for the services provided on June 19, 2007, to report the testing performed on the sidewalk and drive area off of Hidden Valley Road, as shown in Figure 2, Plot Plan. A representative of this office observed the subgrade preparation for the concrete sidewalk and drive area. off of Hidden Valley Road. The subgrade was moisture-conditioned and compactive effort was applied using a wacker, and random density tests were perfornied in accordance with the project specifications to verify compaction effort. Testing Engineers San Diego, Inc. A Bureau Veritas Company Main: (858) 715-5800 7895 Convoy Court, Suite 18 Fax: (58715-5810 San Diego, CA 92111 www.us.bureauverjtat.com City of Carlsbad - Mur -1 Golf Course Contract No.: 108078 As Graded Report - Sk . alk Subgrade The approximate site location is presented on Figure 1, Site Location Map. Locations of field density testing are presented on Figure 2, Plot Plan. Summaries of laboratory and field compaction test results are provided in Appendix A, Ta b l e s I a n d 2 , r e s p e c t i v e l y . I m p o r t m a t e r i a l was used as fill for the sidewalk and drive areas. Sub g r a d e w a s c o m p a c t e d a n d t e s t e d f o r compliance with minimum 90% relative compaction based o n A S T M D - 1 5 5 7 . It should be noted that the precision of the field and laborat o r y m a x i m u m d r y d e n s i t y t e s t r e s u l t s are subject to variation inherent with testing proc e d u r e s a n d h e t e r o g e n e o u s m a t e r i a l characteristics. Quantitative values of testing precision h a v e b e e n d o c u m e n t e d b y t h e A m e r i c a n Society of Testing and Materials. For example, results i n d i c a t e t h e a c c u r a c y o f t h e A S T M D - 1557 test to be plus or minus 2 percent of the mean density . B a s e d o n t h i s i n f o r m a t i o n , r e l a t i v e compaction results should be interpreted as approximat e v a l u e s s u b j e c t t o v a r i a t i o n s i n l a t e r a l a n d vertical directions. Survey lines and elevations relative to grade modificatio n s , f i n a l d e s i g n g r a d e s , l o c a t i o n s o f various elements, etc., were established by others. Field Monitoring services provided by this office, consisting o f v i s u a l o b s e r v a t i o n o f c o m p a c t i o n operations and random in-place density testing, are inte n d e d a s a s s i s t a n c e t o t h e o w n e r / c l i e n t i n monitoring apparent reasonable compliance with the p r o j e c t e a r t h w o r k s p e c i f i c a t i o n s . T h e presence of our field representative during the work p r o g r e s s d i d n o t i n v o l v e a n y d i r e c t supervision of the contractor/subcontractor, nor any reco m m e n d a t i o n s i n a g e o t e c h n i c a l c a p a c i t y . Technical advice and suggestions were provided upon req u e s t b a s e d u p o n t h e r e s u l t s o f t h e t e s t s and observations. In any case, no warranty or responsibilit y f o r t h e c o n t r a c t o r ' s p e r f o r m a n c e i s intended or implied. If you should have any questions after reviewing this report, pl e a s e d o n o t h e s i t a t e t o c o n t a c t e i t h e r of the undersigned at (858) 715-5800. Sincerely, Testing Engineers - San Diego, Inc. Manasee Paranj ape Senior Staff Engineer MPP/VO: cs Attachments: Figure 1: Site Location Map Figure 2: Plot Plan - Appendix A: Table 1 and Table 2 Van W. Olin, G.E. 2578 Principal Geotechnical Eng!ke *44 OFC1h! Distribution: * (4) Addressee * includes copies tbr Building Department Submittal 0 City of Carlsbad - Mur il Golf Course Contract No.: 108078 As Graded Report - Sio ..,ilk Subgrade S Figures. C C --!--J-- :• - ,- -['-- r 1' I I j_; '\ 4 1 INCH = 1900 FEET NOTE: This figure may contain areas of color. TESD cannot be responsible for any subsequent misinterpretation of the information resulting from black and white reproductions of this figure. FOR SCHEMATIC USE ONLY -NOT A CONSTRUCTION DRAWING Testing Engineers San Diego 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title SITE LOCATION MAP Project: CARLSBAD - MUNICIPAL GOLF COURSE Drawn: MPP Contract No: 108078 Date: Figure: June, 2007 1 PA. IHi Ji , mid J w6w$ S S FOR SCHEMATIC USE ONLY -NOTA CONSTRUCTION DRAWING Testing Engineers San Diego NOT TO SCALE 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title LEGEND PLOT PLAN. ®Number and Apprwdmate Locefim of Project: CARLSBAD -MUNICIPAL GOLF COURSE DendlyTembenSubgmde Drawn: MPP Contract No: 108078 Date: Figure: REFERENCE: GRADING PLANS FOR MUNICIPAL GOLF COURSE, PHASE 2', June, 2007 2 PROVIDED BY P&B CONSULTANTS, DATED APRIL 15, 2005 S City of Carlsbad - Mur ii Golf Course Contract No.: 108078 As Graded Report - Sidewalk Subgrade Appendix A 0 City of Carlsbad - Muni I Golf Course Contract No.: 108078 As Graded Report - Sidewalk Subgrade TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) Maximum Dry Optimum Moisture Sample # Description Density (pcf) Content (%) 2 Import: Mixed Gray Silty SAND 123.5 11.0 0 . . . Table 2 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location: Carlsbad, California Test Proctor Sample Test Date Test Location Moisture (%) Dry Density (pcf) Relative Compaction Conform! Non- Conform Field Optimum Field Maximum Obtained Required 1 2 6/19/2007 Sidewalk Subgrade 11.1 11.0 113.2 123.5 92% 90% Conform 2 2 6/19/2007 Sidewalk Subgrade 11.7 11.0 114.6 123.5 93% 90% Conform 3 2 6/19/2007 Sidewalk Subgrade 11.4 11.0 114.6 123.5 93% 90% Conform 4 2 6/19/2007 Sidewalk Subgrade 12.3 1 11.0 1 113.1 123.5 92% 90% Conform 5 2 6/19/2007 Drive Approach Subgrade 11.1J_1 11.0 1 114.7 1 123.5 939/. 90% ConfOrm 11 City of Carlsbad October 25, 2007 5950 El Camino Real Contract No.: 108078 Carlsbad, CA 92009 Attention: Mr. Skip Hammann Subject: Compaction Testing Report (Maintenance Building Parking Lot) Project: Carlsbad- Municipal Golf Course Palomar Airport Road! Palomar Oaks Way Carlsbad, CA References: 1. "Contract Documents and Supplemental Provisions", for Carlsbad Municipal Golf Course Project. Project No. 39721-1, dated June 13, 2005. "As-Graded Compaction Report, Carlsbad Municipal Golf Course," prepared by Testing Engineers - U.S. Labs, Inc., Project No. 108078, dated November 3, 2005. "As-Graded Compaction Report-Bridge, "prepared by Testing Engineers - San Diego, dated May 2, 2006. "Compaction Testing Report (Rough Grading), Carlsbad Municipal Golf Course, "prepared by Testing Engineers - San Diego, dated July 18, 2006 "Supplemental Compaction Testing Report (Commercial Sites), Carlsbad Municipal Golf Course, "prepared by Testing Engineers - San Diego, dated March 19, 2007. Compaction Testing Report (Utilities), " prepared by Testing Engineers - San Diego, dated June 5, 2007. Compaction Testing Report (Retaining Wall), "prepared by Testing Engineers - San Diego, dated June 6, 2007. Compaction Testing Report (Flatwork), "prepared by Testing Engineers - San Diego, dated June 7, 2007. Compaction Testing Report (Off-site)," prepared by Testing Engineers - San Diego, dated June 8, 2007. JO. Compaction Testing Report (Sidewalk Subgrade)," prepared by Testing Engineers - San Diego, dated June 26, 2007. Compaction Testing Report (Cart Paths), "prepared by Testing Engineers - San Diego, dated October 11, 2007. Compaction Testing Report (Bridge)," prepared by Testing Engineers - San Diego, dated October 22, 2007. Compaction Testing Report (Wet Well and Irrigation Vault Pad)," prepared by Testing Engineers —San Diego, dated October 24, 2007. Dear Mr. Hammann: In accordance with your request, Testing Engineers San Diego (TESD) has conducted grading observations and compaction testing at the above referenced project site. Services described herein were provided by TESD from August 22, 2006 to October 3, 2006. It should be noted that this report refers to testing performed during grading of the parking lot for the Maintenance Building on the east end of the site. Results of compaction testing during other grading operations have previously been submitted as referenced above. Testing Engineers San Diego A Bureau Veritas Company 7895 Convoy Court, Suite 18 San Diego, CA 92111 Main: (858) 715.5800 Fax: (858)715.5810 www.us.bureauveritas.com City of Carlsbad Contract No.: 108078 Municipal Golf Course A representative of this office observed the upper foot of subgrade for the parking lot scarified, moisture conditioned, and recompacted. Rock base was then placed and compacted per plan on top of the finished subgrade. The approximate site location is presented on Figure 1. Locations of field density testing are presented on Figure 2. Summaries of laboratory and field compaction test results are provided in Appendix A, Tables I and 2, respectively. On site and import material was used as fill for the parking lot grading. Fill was placed, compacted and tested for compliance with minimum 90% and 95% relative compaction based on ASTM D-1557, as applicable. It should be noted that the precision of the field and laboratory maximum dry density test results are subject to variation inherent with testing procedures and heterogeneous material characteristics. Quantitative values of testing precision have been documented by the American Society of Testing and Materials. For example, results indicate the accuracy of the ASTM D- 1557 test to be plus or minus 2 percent of the mean density. Based on this information, relative compaction results should be interpreted as approximate values subject to variations in lateral and vertical directions. Survey lines and elevations relative to grade modifications, final design grades, locations of various elements, etc., were established by others. Field Monitoring services provided by this office, consisting of visual observation of compaction operations and random in-place density testing, are intended as assistance to the owner/client and Geotechnical Engineer of Record (i.e. Leighton and Associates) in monitoring apparent reasonable compliance with the project earthwork specifications. The presence of our field representative during the work progress did not involve any direct supervision of the contractor/subcontractor, nor any recommendations in a geotechnical capacity. Technical advice and suggestions were provided upon request based upon the results of the tests and observations. In any case, no warranty or responsibility for the contractor's performance is intended or implied. If you should have any questions after reviewing this report, please do not hesitate to contact the undersigned at (858) 715-5800. - Sincerely, Testing Engineers - San Diego, Inc. Nick Tracy, EIT Staff Engineer ! ff No. C.60076 I No. E-2 78 l Ilt1lI Exp.6130108 I RCE,RGE 1* Van W. Olin, G.E. 2578 NtOF Principal Geotechnical Engin NT/VO Attachments: Figure 1: Site Location Map Figure 2: Plot Plan Appendix A: Table 1 and Table 2 Distribution: (1) Addressee (2) Dudek & Associates, Inc. (George Litzinger) (1) Leighton (Randy Wagner) City of Carlsbad Contract No.: 108078 Municipal Golf Course Figures 0 0 Al :NRADAY CIO . soy ----.5" AV ç3.? \ I' '&;tA &; • I 1PJ EI.LAA' SITE LOCATI INTION r.4Lfx"q a ( c.•• - . -' I L. . .5.55.. (.LKI& i Wv— - S • A LF .• w'/. -.- - (:- P, ..• -.._--- Ai . ..- - : -. . .5 'ru f . r •..j . .s_1L4 L r -• / I 22 .... ! 2... - —.- -- - - ,.. . 21. . .. - . .. . ..., two 4 1 1, cS_s / • _J . • - : 1.4 :4 • . . . .' 4.-,. 5-."-- - .- . . .. \ . ._ ___._ ..._...4 . 4 .4_ . •. . - .4 . ..--.. - ---.5. - - FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING Testing Engineers San Diego, Inc. 0 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858)715-5800 Fax: (858) 715-5810 Title Site Location Map Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: Figure No: October, 2007 1 4 1 i = 1900 ft. NOTE: This figure may contain areas of color. TESD cannot be responsi- ble for any subsequent misinterpretation of the information resulting from black and white reproductions of this figure. 281 ;7 ®®:~iT 26 J4III I fI PRopo0 1 24 BU1LDI14 I ,® @ 4 Not to Scale Legend: 6 Approximate Compaction Test Locations FOR SCHEMATIC USE ONLY - NOT A CONSTRUCTION DRAWING NOTE: This figure may contain areas of color. TESD cannot be responsi- ble for any subsequent misinterpretation of the information resulting from black and white reproductions of this figure. Testing Engineers San Diego, Inc. 7895 Convoy Court, Suite 18 San Diego, CA 92111 Tel: (858) 715-5800 Fax: (858) 715-5810 Title Plot Plan Project: Carlsbad Municipal Golf Course Drwn: NJT Contract No: 108078 Date: October, 2007 Figure No: 2 City of Carlsbad Contract No.: 108078 Municipal Golf Course S Appendix A City of Carlsbad Contract No.: 108078 Municipal Golf Course TABLE 1 RESULTS OF MAXIMUM DENSITY TESTS (ASTM-D-1557) S 21 Maximum Dry Optimum Moisture Description Density (PCF) Content (%) On-site: Greenish Brown Silty SAND 124.5 11.0 On-site: Dark Green & Brown 126.0 10.0 Clayey SAND Import: Rock Base 144.0 7.0 Sample # 5 7 0 TABLE 2 S S REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course - -Location: ---- - Carlsbad-,California (Maintenance-Building-Parking-Lot) Test Sample Test Date #____ Test Location Elev. Moisture Dry Density (pcf) Relative Compaction __________ Conform Non-Conform Field Optimum Field Maximum Obtained Required J 1 1 I22/2006 Maintenance Building Parking Lot S(3 8.6'7o 1O.0'Yo 11IJ.6 1b.0 7o U70 ionconrorm Subgrade 2 7 8/22/2006 Maintenance Building Parking Lot SG 7.5% 10.0% 107.1 126.0 85% 90% Nonconform Subgrade 3 5 8/22/2006 Maintenance Building Parking Lot SG 75.0% 11.0% 107.9 124.5 87% 90% Nonconform Subgrade 4 5 8/22/2006 Maintenance Building Parking Lot SG 7.9% 11.0% 105.7 124.5 85% 90% Nonconform Subgrade 5 7 8/22/2006 Maintenance Building Parking Lot SG 8.6% 10.0% 103.9 126.0 - 82% 90% Nonconform Subgrade - 6 7 8/30/2006 Maintenance Building Parking Lot SG 8.3% 10.0% 113.5 126.0 - 90% 90% Conform - Subgrade - - 7 7 8/30/2006 Retest No.1 SG 8.9% 10.0% 115.6 126.0 92% 90% Conform 8 7 8/31/2006 Retest No.2 SG 9.0% 10.0% 115.3 126.0 - 92% 90% Conform 9 7 8/31/2006 Retest No.3 SG 9.8% 10.0% 117.3 126.0 93% 90% Conform 10 7 8/31/2006 Retest No.4 SG 9.5% 10.0% 116.4 126.0 92% 90% Conform 11 7 10/3/2006 Retest No.5 SG 9.5% 10.0% 114.2 126.0 91% 90% Conform 12 7 10/3/2006 Maintenance Building Parking Lot SG 11.0% 10.0% 115.6 126.0 92% 90% Conform Subgrade 13 7 10/3/2006 Maintenance Building Parking Lot SG 11.1% 10.0% 117.3 126.0 93% 90% Conform Subgrade 14 7 10/3/2006 Maintenance Building Parking Lot SG 9.8% 10.0% 116.2 126.0 92% 90% Conform Subgrade 15 21 9/8/2006 Maintenance Building Parking Lot Base BG 5.2% 7.0% 135.7 144.0 94% 95% Nonconform 16 21 9/8/2006 Retest No. 15 BG 5.4% 7.0% 137.6 144.0 96% - 95% Conform 17 21 9/8/2006 Maintenance Building Parking Lot Base BG 5.2% 7.0% 137.4 144.0 95% 95% Conform 18 21 9/8/2006 Maintenance Building Parking Lot Base BG 5.6% 7.0% 137.5 144.0 95% 95% Conform - 19 21 9/11/2006 Maintenance Building Parking Lot Base BG 5.8% 7.0% 137.7 144.0 96% 95% Conform - 20 21 9/11/2006 Maintenance Building Parking Lot Base - BG 5.2% 7.0% 137.7 144.0 96% 95% Conform 21 21 9/11/2006 Maintenance Building Parking Lot Base BG 6.0% 7.0% 138.8 144.0 96% 95% Conform 22 21 10/3/2006 Maintenance Building Parking Lot Base BG 6.3% - 7.0% 138.2 144.0 96% 95% Conform I S TABLE 2 REPORT OF COMPACTION TEST DATA Contract Number: 108078 Project Name: Carlsbad Municipal Golf Course Location Carlsbad; California (Maintenance Bullding-ParkingiLot) I Test I Sample Test Date I Test Location I I Elev. I I I Moisture I I Dry Density (pcf) I Relative Compaction I I Conform I I I Non-Conform Field Optimum Field Maximum Obtained Required 23 21 10/3/2006 Maintenance Building Parking Lot Base BG 6.3% 7.0% 141.3 144.0 24 21 10/3/2006 Maintenance Building Parking Lot Base BG 6.0% 7.0% 139.6 144.0 97% 25 21 10/3/2006 Maintenance Building Parking Lot Base BG 6.1% 7.0% 140.2 144.0 97% 26 21 10/3/2006 Maintenance Building Parking Lot Base BG 5.8% 7.0% 140.7 144.0 98% 27 21 10/3/2006 Maintenance Building Parking Lot Base BG 5.9% 7.0% 1 138.6 144.0 96% 28 21 10/3/2006 Maintenance Building Parking Lot Base BG 5.5% 7.0% 136.5 144.0 95% 95Y0 (ontorm 95% Conform 95% Conform 95% Conform 95% Conform 95% Conform