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HomeMy WebLinkAboutCT 02-28; LA COSTA CONDOMINIUMS; OBSERVATION & TESTING SERVICES; 2011-10-24'1 r'!NJ0 1AL'J.L - - - •..• '':•' ••i T11i1 - - • .•- 'C _::; •' orporate ®ffice: 5764 31D0 Fft@iIe' 2 I- ___________________ '2725 ®Id anaIJId. Suite 11'2 Suite 103 orba Linda, ®92i8 a en9i5i27 A' MArnerican Geotechnical, Inc. GEOTECHNICAL ENGINEERING /MATERIALS TESTING & INSPECTION October 24, 2011 File No. 23280-12 Mr. Kwan So LA COSTA VISTA, LLC 2683 Costebelle Drive La Jolla, California 92037 Subject: REPORT OF OBSERVATION AND TESTING SERVICES DURING SITE GRADING LA COSTA CONDOMINIUMS Lot 185, La Costa Avenue South - Unit I Carlsbad Tract No. 02-28 Carlsbad, California Dear Mr. So: American Geotechnical is pleased to present this report for the project referenced above. In accordance with our proposal dated April 29, 2009, American Geotechnical has provided geotechnical services in the form of observation and testing services during site grading operations for the La Costa Condominiums development located in Carlsbad, California. The geotechnical reports and various addendums, interim reports and response letters prepared during the design phases of the project are referenced in Appendix A. Our field services during earthwork operations were initiated in July of 2010 and are currently on-going. Based on the results of the observations and testing, it is our opinion that the grading observed has been completed in general conformance with the recommendations provided in the referenced geotechnical reports and the intentions of this office. This report addresses the referenced site with the exception of buildings pads 9 through 12 and their respective retaining walls, where currently grading is being conducted. A supplemental report addressing those areas currently being graded will be issued upon completion. We appreciate the opportunity to be of service. If you should have any questions or concerns, please do not hesitate to contact our office. Sincerely, AMERICAN GEOTECHNICAL Guillaume Gau No. C70015 Project Engineer EXP_' R.C.E. 70015 Distribution: Mr. Gregg Linhoff-(6) Mr. Kwan So —(1) Edred T. Marsh ccNo. GE 2337 Principal Engineer k\ ExpP.i_ G.E. 2387 \ \ \TEC Via Hand Delivery Via US Mall 22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814 3100 Fite Circle, Suite 103, Sacramento, CA 95827— (916) 368-2088 - FAX (916) 368-2188 5.600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457 I File No. 23280-12 October 24, 2011 tiAmerican Geotechnical, Inc. 1.0 INTRODUCTION I 1.1 General This report presents the results of our observation and testing services during grading operations for the I proposed La Costa Condominiums development in Carlsbad, California. The grading contractor for the project was Sukut, Inc. The project grading plans were prepared by O'Day Consultants, and are titled I "Grading and Erosion Control Plans For: La Costa Condominiums, May 2008". 1.2 Scope of Services The scope of services performed during grading included the following: I . Observing the grading operation including the following: . Removal of unsuitable soils including ancient landslide debris, unstable slopes, undocumented I fill, topsoil, colluvium and alluvium. . Placement of sub-drains throughout the southern slope during slope reconstruction. I . Placement of compacted fill layered with geogrid reinforcement during slope reconstruction. Placement of compacted fill for building pad areas and retaining walls. Drilling, installation and grouting of tie-backs during stabilization efforts along the southern I slope. Excavation of retaining walls footings. I . Placement of dry and wet utilities. I Field memos prepared during the grading operations are presented in Appendix E. As-built changes documented during the grading operation are presented on Plate 1. The locations of the as-built sub- drains placed during slope re-construction are presented in Appendix F. Monitoring inclinometers during slope reconstruction. As part of the remedial grading procedures I developed for the slope re-construction, a series of inclinometers were installed just above the limits of grading to monitor the slopes above the backcuts that were being made during slot grading operations. I The locations where the inclinometers were installed are depicted on Plate 1. These inclinometers were monitored continuously during the slot grading process as a precaution for those areas above the I cuts including the existing residential lots situated along the top of the hillside..No appreciable movement was detected during the grading procedure at any of the locations being monitored. I I flAmerican Geotechnical, Inc I File No. 23280-12 October 24, 2011 I • Performing tie-back testing. Tie-backs were installed along one section of slope (See Plate 1) to increase the overall stability of the slope and to allow grading to take place beneath that area. The 1 results of the tie-back testing are presented in Appendix B. Performing In-place density and moisture content tests during fill placement. The results of the I compaction testing are presented in Appendix C. The test locations are shown on Plate 2. Performing laboratory testing consisting of maximum dry density and optimum moisture content, shear I strength, expansion index and R-value. Results of the laboratory testing are presented in Appendix D. I . Consultation and principal review during grading operations Preparation of this report. 2O SUMMARY OF GEOTECHNICAL SERVICES I 2.1 Grading Prior to grading, the site was cleared of all surface and subsurface obstructions including things such as I undocumented fill, debris, buried utilities, and was stripped of vegetation within the proposed pad areas. Vegetation and debris were disposed of off site. I Southern Slope Re-construction I The grading operation started with rebuilding the slope located along the southern side of the site. The grading was performed in slots as described in the referenced project grading plans and as depicted on Plate 1. A licensed engineering geologist from our staff observed and documented the exposed geologic I conditions and provided additional recommendations based on exposed field conditions related to landslide removals, keyway depths, and placement of sub-drains during the reconstruction of the slope. After I excavation of the keyways in the respective slots, the keyways were backfilled with a combination of on-site material and imported granular material The fill material was placed in thin lifts and compacted to a relative compaction of at least 90%. The remainder of the slope above the keyways was constructed with compacted fill and the outer 4 meters (approximately 13 feet) was reinforced with geo-grid at a 2 foot I vertical spacing. During reconstruction of the slope, compaction tests were performed by using a nuclear gauge (ASTM D 2922 and D 3017) and a sand cone apparatus (ASTM D 1556). The results of our I compaction testing are presented in Appendix C The locations of the compaction tests are shown on Plate 2 Any areas where failing tests were initially recorded were re-worked and re-compacted until passing tests were achieved I . I or222%ih12 flAmerican Geotechnical, Inc File No. Oct It is our opinion that the remedial grading for the southern slope was performed in general accordance with our recommendations and the design intent. Any field changes made to the original design are detailed in our field memos presented in Appendix E and illustrated on the As-Graded Plans included as Plate 1. Other Slopes Other 2:1 fill and cut slopes were constructed for the pad area as depicted on the approved grading plans and our referenced geotechnical report/s. Compaátion tests for these areas were performed during the fill placement by using a nuclear gauge (ASTM D 2922 and D 3017). The results of our compaction testing are presented in Appendix C. The locations of the compaction tests are shown on Plate 2. Site observations made during construction of the slopes are included in the field memos (Appendix E). Building Pads - The 12 pad areas set to receive condominium building structures have been over excavated to a minimum I depth of five (5) feet below finish grade. The limits of the work extended a minimum of five (5) feet beyond the edge of the proposed structures. A representative from American Geotechnical was present to observe the excavated areas. Surveying of the proposed building locations was performed by others, therefore the I accuracy of the building footprints and over-excavation limits were not verified by our firm. Observations made during building pad construction are presented in the field memos (Appendix E). The pads were 1 backfilled using a mix of on-site material mixed with granular import material. During the placement of the structural fill, compaction tests were taken. The results of our compaction testing are presented in I Appendix C. The locations of the compaction tests are shown on Plate 2. At the time of this report, finish grade was completed on Pads I through 8. As recommended, the structural fill used for construction of the pads was tested for expansion potential. Expansion Index testing performed on the prevailing soil conditions within five feet of finish grade ranged from 58 to 97, which classifies as moderately to highly expansive. Once Pads 9 through 12 are completed, we will issue a pad certification report for these areas. I Roadway Subgrade I Subgrade fill set to receive aggregate base (AB) for roadway construction (including trench backfills) was compacted to a minimum of 90% percent of the maximum dry density per ASTM D-1557. Compaction tests were performed using a nuclear gauge (ASTM D 2922 and D 3017). The results of our compaction testing. are presented in Appendix C. The locations of the compaction tests are shown on Plate 2. Site observations made during roadway subgrade preparation are included in the field memos (Appendix E). I I I I or2%i1i2 llAmerican Geotechnical, Inc File No. Oct 2.2 Tie-back Wall As indicated before, a single row of tie-backs were installed during grading of a portion of the southern slope. The location of the tie-back wall is presented on the As-Graded Plans (Plate 1). The drilling, I : installation and grouting of the tie-backs were performed under the supervision of a representative of American Geotechnical. In our opinion, the tie-backs were installed in conformance with the approved plans I and specifications. The tie-back testing results prepared by American Geotechnical are included in Appendix B and our observations are presented in the field memos (Appendix E). 1 2.3 Retaining Walls During the backfilling for site retaining walls, a representative from American Geotechnical was on-site to perform observation and testing services. The backfill material consisted of non to low expansive import material that was reviewed by our office. Laboratory testing performed on the import material are presented in Appendix D. The retaining wall backfill was placed in thin lifts (6-8 inches) and compacted by, mechanical means to a relative compaction of at least 90%. Compaction tests were performed using a nuclear gauge (ASTM D 2922 and D 3017) and the results are presented in Appendix C. The locations of the compaction tests are shown on Plate 2. Site observations made during backfilling operations are included in the field memos (Appendix E). 3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 General I American Geotechnical has provided geotechnical services in the form of observation and testing services during the earthwork operations for the La Costa condominium project described as Lot 185, La Costa Avenue South - Unit 1, Carlsbad, California. Our field services started in July of 2010 and are currently on- going. Based on the results of our observation and testing, it is our opinion that the grading observed has been I completed in general conformance with the recommendations provided in the referenced geotechnical investigation report/s and the intentions of this office. Because of the extensive work performed to stabilize on-site slopes it will be imperative to provide appropriate landscaping, erosion control and adequate surface I drainage devices. In addition, it will be necessary to continually maintain the slopes for the life of the project. Adequate reserves should be set up for this process and information regarding the sensitivity of the I site soil conditions should be passed along to all future owners at the project. I flAmerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 Site soil conditions at and near grade are moderately to highly expansive and as such will require special attention during construction of site improvements such as appurtenances. It can be expected that flatwork and other shallow improvements will experience problems related to shallow expansive soil influence. As such, measures should be taken during design and construction of these improvements to minimize problems. Regardless of the measures taken, some movement of these shallow improvements should be expected. Some common methods to reduce the impacts of expansive soil include thicker, heavily reinforced sections, thickened edges, proper jointing and enhanced drainage. 3.2 Recommendations There were construction changes during the grading operation. The construction changes are documented in our field memos (Appendix E). One of the main construction changes that occurred at the owner's request was to use the on-site expansive soil to grade the building pad areas outside of the southern slope ' area. As such, the soil used at or near grade is moderately to highly expansive. Our recommendations presented in our Revised Update Geotechnical Report were based under the assumption that the site would I be graded using non to low expansive soil. Upgraded recommendations reflecting these changes were presented in an update letter referenced in Appendix A and are also presented below. The I recommendations presented in our Geotechnical reports and addendums, still apply. 3.2.1 Post-Tensioned Foundation Foundation Category I I MODERATE EXPANSION: Edge Lift: em= 5.0 feet, ym= 1.25 inches Center Lift: em= 9.0 feet, y,= 2.50 inches I Foundation Category II HIGH EXPANSION: Edge Lift: em= 5.0 feet, Ym 2.00 inches Center Lift: em 7.8 feet, Ym 3.50 inches I The parameters presented above are in accordance with the Design of Post-Tensioned Slabs-On-Ground Manual Third Edition prepared by the Post-Tensioning Institute (PTI) I For both conditions it is recommended that the upper 2 feet of soil be pre-soaked to 1.5 times optimum moisture content. I I flArnerican Geotechnical, Inc. I File No. 23280-12 October 24, 2011 I Based on our laboratory testing, the foundation categories for building pads 1 through 8 are as follows: I. Building Pad # Expansion Index Foundation Category I 97 2 87 3 84 4 96 5 . 75 6 83 7 72. 8 58 I I 3.2.2 Flatwork As previously discussed, moderately to highly expansive soils will be present beneath future appurtenances. I As such, appropriate measures should be taken during design and construction of these improvements. Regardless of the measures taken, some movement of these shallow improvements should be expected. To reduce the impacts of expansive soil, consideration should be given to using a combination of thicker, heavily reinforced sections, thickened edges, proper jointing and enhanced drainage. Minimum I recommendations are provided below. Other recommendations can be provided upon request. All flatwork should be a minimum of 5-inch thick net reinforced with No. 4 rebar placed at 16 inches on I center each way. The flatwork sections should have a minimum 9-inch thickened edge reinforced with No. 4 rebar at the top and bottom. The flatwork sections should be placed on 4-6 inches of compacted class II base material or other approved coarse grained material. The subgrade should be moisture conditioned to I at least 12 inches in depth. Slip dowels should be provided at maximum spacing of 24 inches on center to reduce vertical offset where flatwork concrete abuts other existing concrete improvements such as at the I building foundation or slab systems, retaining walls, curbs, etc. I. I.. U File No. 23280-12 October 24, 2011 flAmerican Geotechnical, Inc. In addition, proper jointing should be provided to control cracking in accordance with ACI specifications and at no time should the spacing be greater than ten feet or 1.25 times the narrow dimension of the concrete. All steel and concrete materials, details, placement procedures and curing should be performed strictly in accordance with ACl specifications and guidelines. The actual details (if necessary) should be developed by the project architect and/or structural engineer. I 3.2.3 Drainage and Erosion Control I Because of the sensitive slope environment and the expansive nature of the soil present at the site, it is important to maintain good drainage and erosion control for the slopes and building pad areas. Slopes I The slopes were rebuilt using a blend of on-site expansive soil and imported granular material and reinforced in the outer zone with geogrid to enhance the surficial stability. As will all slopes, some lateral I movement is expected and measures should be taken to minimize slope movement and erosion. Although special measures were taken in the design of the slopes, retaining walls and drainage systems, these improvements should be adequately maintained for favorable long-term performance. Slopes should be properly landscaped and irrigated on a regular basis to maintain uniform conditions and to help prevent erosion. A landscape architect should be consulted with to provide recommendations for sensitive slope I environments. It is recommended that deep rooted, drought resistant plants be used on site slopes. Drainage swales and surface drainage should be maintained and checked on a regular basis. Slope I subdrains, surface drainage systems and irrigation systems should be regularly inspected and maintained to prevent runoff from flowing over slopes and to prevent excess infiltration of water. I Building Pads I Proper surface drainage should be incorporated into the design for the proposed project. Because of potential problems associated with poor drainage conditions, proper surface drainage should be maintained I at all times. As a minimum, the following standard drainage guidelines are recommended and should be considered by the builder/developer and civil engineer during final plan preparation: I flAmerican Geotechnical, Inc. I File No. 23280-12 October 24, 2011 Roof drains should be installed on all structures and tied via a "tight line" to a drain system that empties to a storm drain, terrace drain or other suitable disposal area. Surface water should flow away from structures and slopes and be directed to suitable (maintained) I disposal systems such as yard drains, drainage swales, street gutters, .etc. A minimum of 5% drainage directed away from structures is recommended. Planter areas adjacent the foundations or I other improvements are not recommended, unless the plants are self-contained with appropriate drainage outlets (i.e., drainage outlets tied via a "tight line" to a yard drain system). Concentrated irrigation adjacent foundations or other improvements should also be avoided. Drip irrigation systems are recommended. No drains should be allowed to empty adjacent foundations, appurtenances or over slopes. PVC Schedule 40 or equivalent is preferred for yard drains. A corrugated plastic yard drain is not recommended. 3.2.4 Pavement Design I Based on a Traffic Index (TI) of 5.0 for light traffic and an R-value of 7, the pavement section should be as follows: PAVEMENT DESIGN TI Asphalt Concrete (in) Class 2 Aggregate Base (in) 5.0 4 10 The aggregate base (AB) should be compacted at 95% of the maximum dry density as determined by ASTMD1S57. For higher impact areas such as large trash areas, we recommend at least 8 inches of reinforced Portland cement concrete (PCC) over 4 inches of Class 2 aggregate base. Proper reinforcing and crack-control jointing should be provided as designed by the project structural engineer. I I U or2220o11i2 flAme rican Geotech nical, Inc Oct File No. 4.0 LIMITATIONS This report has been prepared for the sole use and benefit of our client in accordance with generally accepted geologic and geotechnical engineering principles and practices. Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly with time. The intent of the report is to advise our client on geotechnical matters involving the proposed development. We are not responsible for any conclusions or recommendations made by others regarding the site without an opportunity to review such conclusions and recommendations and concur in writing. It should be understood that the geotechnical consulting provided and the contents of this report are not perfect. Any errors or omissions noted by any party reviewing this report, and/or any other geotechnical aspects of the project, should be reported to this office in a timely fashion. The client is the only party I intended by this office to directly receive this advice. The client can only authorize subsequent use of this report. I Conclusions and recommendations presented herein are based upon observation and testing, the evaluation of technical information gathered, experience, and professional judgment. Other consultants could arrive at different conclusions and recommendations. Final decisions on matters presented are the responsibility of the client and/or the governing agencies. I I I I I I I I I Location Map 2 €4-25 18 I 17 I - - 61 I! 612 65 32 628] 564] /1 N U Legend Approximate location density tests 0 -100) Approximate location density tests (101-200) Approximate location density tests (201-300) Approximate location density tests (301-400) Approximate location density tests (401-500) Approximate location density tests (501-600) Approximate location density tests (601-700) Approximate location density tests (601-718) -- 674 - C \; \_____-__ -J \ .' N6 67 \ \ ..'. / / 2 LI 58 F65~ M574 _L664 F 688 68~ / F51 9] L . C ,1 - 19 •. LJ II Q02 9j • • C ,, [Lt1 \ C C F M55 C C / LJ C 55 156 7111 57 689 @4) N5 M60 161 34 67 28 31 175 15 33 591 C 708 C C _ M61 3 _ .50 C N648 25 C • '165 !9-- . 19 51 X 16 .. r 169 185 38 (D.191 "cD 72 0 36 33 22 19 1 68 00 115 12 ~4- §6 70 3 69 03 196 C CC C 91 93 33 13 139 19 32 155 37 38 42 93 41 45 9 44 (46~% @ go 48 '(~, 53 102 OC o 35 25 30 334 14 3 51 5 55 ,zk 5 (®r. 62 67 N -- • ,/ SCALE : I = 40 0 20 40 80 Location Map -4. IV Ad r C) i 40 - __-__--------- \ 5 Ad ---- - M — —T X I dO Op 1 /7 - - -_- - - A f A f I \ N I U / Ad c :1; - 000 Ad 1000 I4 I log /i--- ('\ (Y) / F /i P212 Tsa 4.2 , I 15/ Tsa Qcol cf Legend 0.00 Ad \ -.1 (15 - Ad - / - - - - 1 AG 1-6 Approximate location of Inclinometer (i) Pad number F-91 Slot number of tie-back wall POSSIBLE L1$ 'QRADING — — - Approximate Location of as-built buttress — • Approximate Location of tie-back wall -12-5-- Approximate Location of as-graded keyway / keyway elevation Ad Compacted Fill isa Santiago Formation, Circled Where Buried, Queried Where Uncertain QIs Landslide Deposits removed/stablized by remedial grading 2 Qcol Colluvium - - - - Approximate Location of Geologic Contact, Dashed Where Approximate,, Dotted Where Buried, Queried Where Uncertain Conc 0100" /'b Ad ' QIS F9_1 ( :' - - - - - - - / - _____________ - 4\ /' - Approx. as-built buttress A f / r , —----- N limits of / V 49, QIS Pool 01 Ir - — \\ Ash Sff DAMH LS Q // 7 7% W \ PLAN 2 4 N / Cnc 27J / 2J24' GV F11 7- 2186 GV N - Mft AGI-2 ' --- 2J/5 2J22 'T7 / 2i 2 A OR Conc Ic CUR I /7 '115 6 N Gate Ccrr 3\ F J SCALE I = 40' 0 20 40 80 I American Geotechnical, Inc. U GEOTECHNICAL ENGINEERING / MATERIALS TESTING & INSPECT!W APPENDIX A - REFERENCES "Soils Investigation, La Costa Views Lot 185, La Costa South Unit No. 1, San Diego County, California," prepared by Benton Engineering, Inc. dated August 23, 1971. (only boring logs were available for review) "Geology of the San Diego Metropolitan Area, California, Bulletin 200," prepared by Michael P. Kennedy, dated 1975. "Simplified Procedures for the Evaluation of Settlements in Sands Due to Earthquake Shaking," Earthquake I Engineering Research Center University of California at Berkeley, prepared by Kohji Tokimatsu and Bolton Seed, dated 1984. "Design and Control of Concrete Mixtures," prepared by Portland Cement Association (PCA), dated 1988, I reprinted (revised) 1994. - "Geology of California," second edition, prepared by Robert M. Morris and Robert W. Webb, dated 1990. I "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California," California Division Of Mines and Geology, 1995, prepared by Siang S. Tan and Desmond G. Giffen. I "Damage and Distortion Criteria for Residential Slab-on-Grade Structures, ASCE Journal of Performance of Constructed Facilities," prepared by Edred T. Marsh and Scott Thoeny, dated August 1999. I "Preliminary Geotechnical Investigation, lot 185, La Costa Avenue South, Unit 1, Carlsbad California, Project No. 4980161-001," prepared by Leighton and Associates, Inc., dated September 24, 1999 I E.Q. Fault," version 3.0, prepared by Thomas F. Blake, dated 2000. E.Q. Search," version 3.0, prepared by Thomas F. Blake, dated 2000. "Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Landslide Hazards in California," Published by the Southern California Earthquake Center, dated June, I 2002. "Update Preliminary Geotechnical Report, Lot 185, La Costa Avenue, South Unit 1, Carlsbad, California, Project No. 980161-002," prepared by Leighton and Associates, Inc., dated October 30, 2002 I 'Remedial Grading Procedures Relative to the Existing Ancient Landslides and North-Facing Hillside, La Costa Condominiums, Lot 185 of La Costa South Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by I Leighton and Associates, Inc. dated January 18, 2005 (revised October 27, 2006) "Public Improvement Plans for La Costa Condominiums sheets 1-9," prepared by O'Day Consultants, dated May, 2005. "Grading and Erosion Control Plans for La Costa Condominiums sheets 1-9," prepared by O'Day Consultants," May, 2005. I I 22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814 3100 Fite Circle, Suite 103, Sacramento, CA 95827 —(916) 368-2088 - FAX (916) 368-2188 5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146- (702) 562-5046 - FAX (702) 562-2457 I. flAmerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 APPENDIX A -REFERENCES (CONT) "Preliminary Repair Recommendations, Banich Residence Landslides, 2516 Sacada Circle, Carlsbad, California," prepared by American Geotechnical Inc., dated October 19, 2006. "Supplemental Repair Recommendations, Banich, Powers, Calso Landslides, 2416 Sacada Circle, Carlsbad, California," prepared by American GeotechnicalInc.., dated February 19, 2007. "Grading Plans for Banich, Powers, Calso Landslide Stabilization, 2416 Sacada Circle, Carlsbad, California," prepared by American Geotechnical Inc., dated March 27, 2007. "Remedial Grading Procedures, La Costa Condominiums, Lot 185 of La Costa South Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc. dated March 10, 2007 "Proposal For Observation & Testing During Site Development, La Costa Condominiums, Lot 185 of La Costa South, Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc. dated March 19, 2007 "Proposal For Observation & Testing During Site Development, La Costa Condominiums, Lot 185 of La Costa I South, Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc. dated March 21, 2007 I "Recommended Remedial Grading Procedures, La Costa Condominiums, Lot 185 of La Costa South Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California, Project No. 980161-004," prepared by American Geotechnical, Inc. dated May 31, 2007 "Update Geotechnical Report, Proposed La Costa Condominiums, Lot 185, La Costa Avenue South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc. dated May 31, 2007 I "Response To Plan Check, La Costa Condominiums, Lot 185 of La Costa South Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc. dated November 5, 2007 I "Additional Phase, La Costa Condominiums, Lot 185 of La Costa South Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc. dated November 30, 2007 "Responses To The Third Party Review, Proposed La Costa Condominiums, Lot 185, La Costa Avenue South - I Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated February 14, 2008 I "Revised Update Geotechnical Report, Proposed La Costa Condominiums, Lot 185, La Costa Avenue South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated February 14, 2008 I "Second Responses To The Third Party Review, Proposed La Costa Condominiums, Lot 185, La Costa Avenue South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated I April 30, 2008 "Second Responses To The Third Party Review, Proposed La Costa Condominiums, Lot 185, La Costa Avenue South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated I May 13, 2008 llAmerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 APPENDIX A -REFERENCES (CONT) "Geotechnical Report Addendum, Proposed La Costa Condominiums, Lot 185, La Costa Avenue South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated May 27, 2008 "Interium Repair Report - Tieback Walls, La Costa Condominiums - Landslide Stabilization, Banich, Powers, Calso Landslide, Carlsbad, California," prepared by American Geotechnical, Inc., dated June 23, 2008 "Alternate Landslide Remedial Recommendations, Proposed La Costa Condominiums, Lot 185, La Costa Avenue I South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated September 4, 2008 I "As - Built Banich Slope Repair Details & Observations" prepared by American Geotechnical, Inc., dated September 8, 2008 "As-Built Report, Landslide Stabilization, Banich, Powers, Calso Landslide, 2416 Sacada Circle, Carlsbad, I California," prepared by American Geotechnical, Inc., dated September 29, 2008 "Alternate Landslide Remedial Recommendations, Proposed La Costa Condominiums, Lot 185, La Costa Avenue I . South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated October 3, 2008 I "Proposal For Observation & Testing During Site Development, La Costa Condominiums, Carlsbad, California," prepared by American Geotechnical, Inc., dated February 6, 2009 "Revised Proposal For Observation & Testing During Site Development, La Costa Condominiums, Carlsbad, I California," prepared by American Geotechnical, Inc., dated March 11, 2009 "Alternate Landslide Remedial Recommendations, Proposed La Costa Condominiums, Lot 185, La Costa Avenue I South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated March 11, 2009 I "Proposal For Observation & Testing During Site Development, La Costa Condominiums, Carlsbad, California," prepared by American Geotechnical, Inc., dated April 29, 2009 "Response to Third Party Review Proposed La Costa Condominiums, LOT 185, La Costa Avenue South - Unit 1, I Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated September 9, 2009 I "Ground Cracks Banich, Powers, Calso Landslide Slope Repair, 2416 Sacada Circle, Carlsbad, California," prepared by American Geotechnical, Inc., dated October 20, 2009 I "Response To RFI By Soil Retention Designs Inc., La Costa Condominiums, Carlsbad, California," prepared by American Geotechnical, Inc., dated April 15, 2010 "Response To Request For Information #3, La Costa Condominiums, Lot 185,La Costa South Unit 1, La Costa I Avenue, Carlsbad, California 92009," prepared by American Geotechnical, Inc., dated April 23, 2010 I I I flAmerican Geotechnical, Inc. I File No. 23280-12 October 24, 2011 APPENDIX A -REFERENCES (CONT) "Plan Review, Proposed La Costa Condominiums, Lot 185, La Costa South Unit 1, La Costa Avenue, Carlsbad, California 92009," prepared by American Geotechnical, Inc., dated May 24, 2010 I "Proposal For Supplemental Exploratory Drilling, Proposed La Costa Condominiums, Lot 185, La Costa Avenue South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated June 7, 2010 I "Seepage Control During Grading, Proposed La Costa Condominiums, Lot 185, La Costa Avenue South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated June 15, 2010 "Boring Log Report, La Costa Condominiums Project, Undeveloped Property Adjacent to E. side of 2431 La Costa Ave., Carlsbad, California 92117, Permit: LMON-107042," prepared by American Geotechnical, Inc., dated August I 20,2010 "Compaction Requirements For Slope Reconstruction, Proposed La Costa Condominiums, LOT 185, La Costa Avenue South - Unit 1, Carlsbad Tract No. 02-28 Carlsbad, California," prepared by American Geotechnical, Inc., I dated October. 21, 2010 "Restrained Retaining Wall Parameters, La Costa Condominiums, Carlsbad, California," prepared by American I Geotechnical, Inc., dated April 8, 2011 "Retaining Wall Design Parameters, La Costa Condominiums, Carlsbad, California," prepared by American I Geotechnical, Inc., dated April 29, 2011 "Updated Post-Tensioned Slab Design Parameters, La Costa Condominiums, Carlsbad, California," prepared by American Geotechnical, Inc., dated June 17, 2011 I "Review Of Post-Tensioned Slab Plans, La Costa Condominiums, Carlsbad, California," prepared by American Geotechnical, Inc., dated August 16, 2011 I "Subgrade Compaction Letter For Building Pads 9 To 12, La Costa Condominiums, Carlsbad, California," prepared by American Geotechnical, Inc., dated September 16, 2011 I I I I I I TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. - Test Date 1-a C.c1c. Cando Tieback No. 1- Ram ID 1)51: - 3'1 90 zoKips Gauge ID <-B 00 g 2_Kips Calibration a/3_/ 2c'/o inch g_strands feet /00 ioo feet /p _feet File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL 300 0-000 0.25 DL 0.50 DL 0.75 DL 1.00 DL zto 7-9/0 5-524 1.25 DL 2.75 7Z6 7S.61 1.50 DL 330 g?0 R,, a 1.50 DL (01 min.) q- CLIz 1.50DL (02 mm.) 1.50 DL (03 mm.) 1.50DL(04m1n. __ 1.50DL 05 min.)- * 1L2 1.50DL(06min.)l 9-6 1.50DL (10 mm.)l Creep rate between 1 mm. and 10 min. = ( 00 inch Note: Maximum allowable creep rate = 0.04 Inch. If creep rate is less than 0.04 Inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 Inch, hold load for additional 50 mm. 1.50DL(15mm.) 1:50DL(20mm.) 1.50DL(25mm.) 1.50DL(30mEn.) I_50DL(35miii.) 1.50DL (40 mm.) 1.50DL(45mm.)- 1.50DL(50mm.) 1.50DL(55miii. 1.50DL(60mEn.) Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = ?LrL.Kips ( % Design Load) Actual Lock-off Pressure = _ psi = Kips Field Techniciai d4'P Date Page 1 of I TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. I File Number - 12. Test Date Project Name t.c c2av,dos I I Tieback Row No. . Tieback No. 2.. Ram ID 5C _3'-190 Design Load o Kips Gauge ID ç8 00 Lock-off Load g 2 Kips Calibration /3 / 20/0 Hole Diameter inch I No. of Strands strands Bonded Length feet Unbonded Length loo feet I Total Length /p feet I 1 I II I 1 I I. I I I , i I Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL Z. 200 6, Coo 0.25 DL 7/0 c3,-L6 0.50 DL j/ iroo 2.fZ 0.75 DL /,( z//C 1.00 DL Z ZO Z/O c.ôgô 1.25 DL 27.5- 7r 2.O c'I 1.50 DL j30 61220 V3I 1.50 DL (01 mm.) 1.50 DL (02 mm.) 1.50 DL (03 mm.) 1.50 DL (04 mm.) 1.50 DL (05 mm.) 1.50 DL (06 mm.) 1.50 DL (10 mm.) Creep rate between 1 mm. and 10 min. = G000 inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 min.) Note: maximum allowable creep rate between b and 60 minutes = 0.08 incl . Design Lock-off Load = U2, Kips ( I, % Design Load) Actual Lock-off Pressure = __ - - psi = Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number (Z Test Date Polo______________ Project Name k Condo I Tieback Row No. Design Load Lock-off Load I Hole Diameter No. of Strands Bonded Length I Unbonded Length Total Length Tieback No. 3 Ram ID j5J_3L/ O _zo Kips Gauge ID <80o ?g 2 Kips Calibration 3/3 /20/0 inch strands rc feet /ao feet ,/,ç-p feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL 2Z ?OO r) 600 0.25 DL cs- 710 0.50 DL j/ lcbo 2.5s- 0.75 DL ,,(' z//O 3,.97...,. 1.00 DL Z0 z8/6 1.25 DL 27S '5W 1.50 DL 330 '1220 5G3 =1.50 DL (01 mm.) I ___ ______ _____ 1.50 DL (02 mm.) 1.50 DL (03 mm.) 1.50 DL (04 mm.) 2,673 1.50 DL (05 mm.) 1.50 DL (06 mm.) 1.50 DL (10 mm.) Creep rate between 1 mm. and 10 mm. = inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-oft Note: If creep rate between i mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) =1.50 DL (60 mm.) Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = 2J-2.._ Kips ( t,( % Design Load) Actual Lock-off Pressure = noc) psi = Kips Field Technician 62 Date 1-,;IJJ2.8Q Page 1 of 1 TIEBACK PROOF TEST File Number Project Name o Tieback Row No. . Tieback No. L..( Design Load z o Kips Lock-off Load ? g Kips Hole Diameter inch No. of Strands strands Bonded Length çp feet Unbonded Length ,ao feet Total Length /5_0 feet AMERICAN GEOTECHNICAL, INC. st Date Ram ID isi- yqqo Gauge ID '80o Calibration /3 / W/o Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL 22 200 ( oc' 0.25 DL 7/0 M. 9qq 0.50 DL i/p icoo 0.75 DL ,iç 2.//0 1.00 DL ZO 2-8/6 1.25 DL Z7S nw - 1.50 DL 330 _4d?.0 ALc 1.50 DL (01 min.) _ _1.50 DL (02 min.) , 50 _1.50 DL (03 mm. . çg 1.50 DL (04 mm. 1.50 DL (05 min.)_________ ________ 1.50 DL (06 min.)________ 1.50DL(10min.54 4 Creep rate between 1 mm. and 10 mm. inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm. 1.50 DL (40 mm.) 1.50 DL (45 mm. 1.50 DL (50 mm.) 1.50 DL (55 mm. 1.50 DL (60 mm. svore: maximum aiiowaoie creep rare berween b and bO minutes 0.08 inch. Design Lock-off Load = 212. Kips ( j % Design Load) Actual Lock-off Pressure = 26 6 psi = Kips Field Technician ________________________ Date __________________________ Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. I File Number z32. fa Test Date V-3jZ010 Project Name ando s I Tieback Row No. IL Tieback No. 5 Ram ID js - yq 90 Design Load o Kips Gauge ID <q 00 Lock-off Load £ 2 Kips Calibration -/3 / 2.0/0 Hole Diameter ____inch I No. of Strands strands Bonded Length ço feet Unbonded Length ,00 feet Total Length /5_0 feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL Z2_ 20 0.25 DL .cc 7/0 0.50 DL j,'p jç'rj 0.75 DL /(0ç' 2.1/0 1.00 DL 0 0-9/6 1.25 DL Z7Se- ?5Z (3L( - 1.50 DL 337 4'220cqs 1.50 DL (01 mm.) 1.50 DL (02 mm.) _1.50 DL (03 mm.) 1.50 DL (04 mm.) 1.50 DL (05 mm.) __ 1.50 DL (06 mm.) Creep rate between 1 mm. and 10 mm. = inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL_(25_mi 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL_(40_mi 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 min.), 1.50 DL (60 mm.)l Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = i-fZ_ Kips ( ( I % Design Load) Actual Lock-off Pressure = 59V psi = Kips Field Technician Date I([3J 1o\t' Page 1 of 1 TIEBACK PERFORMANCE TEST AMERICAN GEOTECHNICAL, INC. File Number 1,519 O -t2Test IA /3j70tO Project Name 1-A (c4 (04065 Tieback Row No. .L Tieback No. Ram ID Dsr - -5410 Design Load 220 Kips Gauge ID Lock-off Load i..f2.. Kips (1.10 DL) Calibration Hole Diameter inch No. of Strands 8' strands Bonded Length c' feet Unbonded Length W feet Total Length LCO feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL _11 yD O,OOO 0.25 DL -4- 10 C,.'tZO AL-0.10DL 0.25 DL -LC) 6-sgq 0.50 DL E506 ,,t.ç9-5 AL-0.10DL c o.Lz( 0.25 DL -(c 0.50 DL Io' 2,c3 0.75 DL ZU2' 3.f-3 AL-0.10DL rAIg3. 0.25 DL 7d 0.50 DL cao 7.,C23' 0.75 DL 2_1 10 3."- 1.00 DL 2910 -Z tog AL-0.10DL o 0P3 0.25 DL •1-t Ii3 0.50 DL t 2. .7-2 0.75 DL 2.,1,t.O 1.00 DL 2.c0 5330 1.25 DL czO .qOS AL-0.10DL 0.25 DL 40 (,2Z. 0.50 DL iO 0.75 DL 2Jt.O i-1.00 1.00 DL çO ç9a( 1.25 DL 3c2P 1.50 DL LjZ9 1.50 DL (01 mm.) 1.50 DL (02 mm.) 1.50 DL (03 mm.) - 1.50 DL (04 mm.) - 1.50 DL (05 mm.) - 1.50 DL (06 mm.) - - g 1.50 DL (10 mm.) Creep rate between 1 mm. and 10 min. = (1D6 inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. Page 1 of 2 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = 7Uj- Kips ( 24 % Design Load) Actual Lock-off Pressure = z7/.o psi = Kips Field Technician Date Page 2 of 2 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 2_3zelo IZ Test Date l///zate Project Name j cock odo Tieback Row No. . Tieback No. 7 Ram ID - 34/ Vo Design Load ZZ O Kips Gauge ID <8 00 Lock-off Load _?_q Kips Calibration /3 / W/o Hole Diameter inch No. of Strands strands Bonded Length feet Unbonded Length ,00 feet Total Length /p feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL z2 200 0.25 DL '117 15— 70 0.50 DL j,' iroo ig 0.75 DL /(,( 7—//0 -c'-i 1.00 DL 20 19/C 1.25 DL Z7 ?5Z.0 (Z 1.50 DL 330 4'220 $,t42 1.50 DL (01 mm.) - ' L(a 1.50 DL (02 mm.) 1.50 DL (03 mm.) 1.50 DL (04 mm.) 1.50 DL (05 mm.) - 1.50 DL (06 mm.) - 1.50 DL (10 mm.) \., Creep rate between 1 mm. and 10 mm. = inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 min.) ivore: maximum allowable creep rare between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = Kips ( L % Design Load) Actual Lock-off Pressure = psi = Kips Field Technician 41 Date ))/3 /20 10 Page 1 of 1 I I if I I I I I I I I I I I I I I I I TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 2sp 80 - Test Date (l Ji 1oo Project Name 1.-ce. côc 6 and 05 Tieback Row No. Tieback No. Ram ID ]$7 - 34/ go Design Load z o Kips Gauge ID (8 00 Lock-off Load _?_q 2 Kips Calibration 3/3 /W/o Hole Diameter inch No. of Strands strands Bonded Length 'ç, feet Unbonded Length ,ao feet Total Length /$p. feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL Z 2O0 low 0.25 DL çç 0.50 DL //o icoo 0.75 DL 1.00 DL Z ZO Z9/6 c.2.9/ 1.25 DL 2-75 - 1.50 DL 330 4'Og, 5ge) 1.50 DL (01 mm.) RICNO 1.50 DL (02 mm.) - I .:1S42. 1.50 DL (03 mm.) 1.50 DL (04 mm.) - I 1.50 DL (05 mm.) - I _______ _1.50DL(06min.) 1.50 DL (10 mm.) -' Creep rate between 1 mm. and 10 mm. = inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 min.) ,yoL: svix:mum ditowavie creep rare oerween to ana bU minutes 0.06 inql. Design Lock-off Load = 2- 4L Kips ( I I % Design Load) Actual Lock-off Pressure = psi Kips Field Technician Date Page 1ofl TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 72 - (Z Test Date __________________ Project Name S I 2P46 Tieback Row No. __Tieback No. g Ram ID D5i -,7q 90 Design Load 2.z o Kips Gauge ID <8 00 Lock-off Load 7 g 2 Kips Calibration 3.13 .12.010 Hole Diameter inch No. of Strands strands Bonded Length .co feet Unbonded Length ,ao feet Total Length /$q feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 2.2.. 200 0.25 DL $- 7/0 0.50 DL ,'/o icoo t9lf 0.75 DL zf/O 3I2, 1.00 DL zZO 0-9/0 '23 1.25 DL 79 7 57 Z,O 1.50 DL - 330 6'lZ.6 -C 1.50DL(01min. 1.50DL(02min.) _______ 1.50 DL (03 mm. _______ 1.50 DL (04 mm.) 1.50 DL (05 min.) 1.50DL(06min.) 1.50 DL (10 mm.) Creep rate between 1 mm. and 10 mm. = 1) .OcO inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. =1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 min.) Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = 2,'42_.. Kips ( [l % Design Load) Actual Lock-off Pressure = 2p psi = Kips Field Technician ,4. Date il Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number - (2. Test Date [ IU L Project Name LG Gey,o s _TT I Tieback Row No. Design Load Lock-off Load I Hole Diameter No. of Strands Bonded Length I Unbonded Length Total Length Tieback No ZO Kips ?Z Kips inch strands .'ço feet iao feet /3p feet Ram ID I,51-3g90 Gauge ID <8 00 Calibration /3 / 20/0 Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL 200 ñooO 0.25 DL g 7/ 0.50 DL j/c iroo 2_'S Z-0 0.75 DL ,'i,( z//O .cDI 1.00 DL Z0 2-8/6 1.25 DL 2-75 75ZO - 1.50 DL 330 '/220 S%S 1.50 DL (01 mm.) 91 5175 1.50 DL (02 mm.) I 1.50DL(03min.) J ________ 1.50DL(04min.) 1.50 DL (05 mm.) 1.50 DL (06 mm.) _1.50 DL (10 mm.) Creep rate between 1 mm. and 10 mm. = c3.00c inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 mm.) ,vue; ivieximum dnowdoie creep rare oerween b ana DU minutes = 0.05 inch. Design Lock-off Load = 2i.(L. Kips ( hi % Design Load) Actual Lock-off Pressure = -3'c) psi = Kips Field Technician ________________________ Date Page 1 of 1 TIEBACK PROOF TEST File Number Project Name AMERICAN GEOTECHNICAL, INC. Test Date u ji (7416 Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length :1. Tieback No. Ram ID DS.1 - 7'i 90 _zo_Kips Gauge ID '~800 2 g Kips Calibration 3/3_/ 2./0 inch strands feet /00 ,ao feet /5-0 feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 0.25DL çg- 71p 0.50DL i/o /!roo 194 0.75 DL z//O oS 1.00 DL 1.25 DL zS 75Z.O123 1.50 DL 330 'iao g37 1.50DL(01mm.) - .633 1.50DL(02mm.) - - 1.50DL(03mm.) - - 1.50DL(04mm.) 1.50DL(05mm.) 1.50DL(06mm.) 1.50DL(10mm.) _ v Creep rate between 1 mm. and 10 min. = O_6oO inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50DL(15mm.) 1.50DL(20mm.) 1.50DL(25mm.) 1.50DL(30mm.) 1.50DL(35mm.) 1.50DL(40mm.) 1.50DL (45mm.) 1.50DL(50mm.) 1.50DL (55mm.) =1.50DL(60mm.) IVU(. gvldAlmulll CFIIUWdL#IV creep ree verween 0 ano ov minutes = u.uij incfl. Design Lock-off Load = 7 -tL. Kips ( ( % Design Load) Actual Lock-off Pressure =_"Szo psi = Kips Field Technician AR________________________ Date Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. I File Number - (a Test Date U / 3'/zot 0 Project Name j I Tieback Row No. Tieback No. 17 Ram ID — yg 90 Design Load . o Kips Gauge ID <8 00 Lock-off Load p g 2 Kips Calibration s/3 / zc',o Hole Diameter inch I No. of Strands S strands Bonded Length çp feet Unbonded Length /00 feet I Total Length /5_0 feet I I I I I I I I I , I I I ..:) I Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.1ODL Z2_ 300 _no __ 0.25 DL qç- 7/0 _ 0.50 DL i/c ic'o Z , S 0.75 DL z//O 1.00 DL Z ZO 19/O e- 1.25 DL 2.79 —7 r W gig 1.50 DL 1.50 DL (01 mm.) 1.50 DL (02 mm.) - - ,, V zX 1.50 DL (03 mm.) 1.50 DL(04min.) 1.50 DL (05 mm.) 1.50 DL (06 mm.) 1.50 DL (10 mm.) Creep rate between 1 mm. and 10 min. = 01 £7O inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL L5 mm.) 1.50 DL (60 min.) ivore: maximum auowaoie creep rare Derween b ana bU minutes = U.08 inch. Design Lock-off Load = 7.42. Kips ( ! % Design Load) Actual Lock-off Pressure = psi = Kips Field Technician h2- ________________________ Date Page 1 of 1 - TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 2Z"- (2. Test Date 11412- at e Project Name Condo Tieback Row No. Tieback No. I Ram ID J5J - 3'j 90 Design Load o Kips Gauge ID <8 00 Lock-off Load 2 '1 2 Kips Calibration 2,/3 / 2c/0 Hole Diameter inch No. of Strands strands Bonded Length çp feet Unbonded Length ,00 feet Total Length /$0 feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL ZQ 2CC 0.25 DL 1.O gj 0.50 DL i/o 15-00 2l1gg 075 DL Z//C i.: -q 1.00 DL ZZO za/O .rg3 1.25 DL 2-79 75,W - 1.50 DL 1.50 DL (01 mm.) . _1.50DL(02min.) - _1.50DL(03min.) - - 1.50 DL (04 mm.) - q 1.50 DL (05 mm.) - 1.50 DL (06 mm.) - __ 1.50 DL (10 mm.) V Creep rate between 1 mm. and 10 mm. =606 inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL_(40_mi 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 min.). 1.50 DL (60 mm.)l Ivore: ,v,ex,mum eiiowaoie creep rare oerween b and eQ minutes = 0.08 inch. Design Lock-off Load = 2.L4I2_. Kips ( % Design Load) Actual Lock-off Pressure = 0 psi Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 2S a - Test Date .1 Tieback Project Name 4c.. Cdc, os I Tieback Row No. .. Tieback No. _ ILI Ram ID j51r - yg 90 Design Load z o Kips Gauge ID <8 00 Lock-off Load 2 g Kips Calibration /3 12.010 Hole Diameter inch No. of Strands strands Bonded Length o feet Unbonded Length oo feet Total Length /$p feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL 2 0.25 DL '5 7/0 Ô 0.50 DL i/O Iroa LL-fc. 0.75 DL j,ç z//O 3.g 1.00 DL ZO i/O .25 DL Z7Sc- ?5W .50 DL 330 6'2O -ç o 1.50 DL (ul mm.) g1 !,5G 1.50 DL (02 mm.) 35-6 , 1.50 DL (03 mm.) R' 'S50 1.50 DL (04 mm.) , 3ç0 1.50 DL (05 mm.) 2 1.50 DL (06 mm.) 1.50DL(10min.) Creep rate between I mm. and 10 mm. = (-) . 60e inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 min.), 1.50 DL (60 mm.)l Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch Design Lock-off Load = ___ Kips ( % Design Load) Actual Lock-off Pressure = 32.J,9J psi Kips Field Technician ' Date )LI /7010 Page 1 of 1 TIEBACK PERFORMANCE TEST AMERICAN GEOTECHNICAL, INC. File Number 7 - (2 Test Date i.J/t//zorf Project Name ta. ik CcjttA,5 r* Tieback Row No. j Tieback No. I S Ram ID Design Load 'iZ,O Kips Gauge ID _______________________ Lock-off Load 2... Kips (1.10 DL) Calibration Hole Diameter inch No. of Strands ' strands Bonded Length feet Unbonded Length too feet Total Length __feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL _50 o 0.25 DL -110 ri-- AL-0.10DL 300 0.25 DL •7i0 I (L'f 0.50 DL I'S oO AL-0.10DL 3cc) ('1557 0.25 DL 74o 1 IjL.LLII 0.50 DL 1çoo 0.75 DL 21116 2-' AL-0.10DL 0.25 DL 0.50 DL 0.75 DL 2110 Ik -(Q 1.00 DL 7$10 5333 AL -0.10 DL ,oO 0.25 DL (f 0.50 DL ;coO 0.75 DL 21 10 1.,133 1.00 DL 2910 1.25 DL AL-0.10DL 03 0.25 DL LqLf 0.50 DL 0.75 DL 71 LO 14p5 1.00 DL 2-19 5!,O 1.25 DL cZD 6f If) 1.50 DL t.47-20 1.50 DL (01 mm.) 1.50 DL (02 mm.) 1.50 DL_(03_mi 1.50 DL_(04_mi 1.50 DL (05 mm.) 1.50DL(06min. 1.50DL(10min.) Creep rate between 1 mm. and 10 min. = inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off Note: If creep rate between 1 mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. Page 1 of 2 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 mm.)l Design Lock-off Load = 242._. Kips ( It/ % Design Load) Actual Lock-off Pressure = zOO psi = Kips Field Technician Date Page 2 of 2 F TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length 2-3 Z80 - (a Test Date ii/ L- CiocA6 car,do s Tieback No. I Ram ID I5.1-3'190 zo Kips Gauge ID <800 P 2 Kips Calibration 3/3 / ,'o _______ inch gr strands o feet 'ao feet /;çp feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL zz 200 l),640 0.25 DL 'T5 7/0 0.50 DL j/ icoo a33 0.75 DL 1.00 DL ZO Z9/O 1 1.25 DL zs 7.51W - 1.50 DL 330 4'2.20 .2-I 1.50 DL (01 mm.) 1.50 DL (02 mm.) 1.50 DL (03 mm.) : 2- 1.50 DL (04 mm.) 2,121.50 DL (05 mm.) 1.50 DL (06 mm.) 1.5ODL(l0min.) ________ V Creep rate between 1 mm. and 10 mm. = /3.00 1 inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, holçl load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 min.) Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = 2& Kips ( ______ % Design Load) Actual Lock-off Pressure = -o psi = Kips Field Technician Ab Date Page 1 of 1 TIEBACK PROOF TEST File Number 213zeo -. ia Project Name /.-c. Gôc, k.. 600J 5 AMERICAN GEOTECHNICAL, INC. st Date I//020('o Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length Tieback No. \• Ram ID - 7/ 90 z a o Kips Gauge ID Lc;8 00 2 Kips Calibration '/3 inch strands ..co feet ,ao feet /$p feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL ZZ 200 ó .6oô 0.25 DL qg- 70 (R32 0.50 DL i/o icco 2443 0.75 DL ,',( z//C 1.00 DL ZC z/O ç7t.4 1.25 DL 2-7c ?rzo C1 - 1.50 DL 330 4'220 1.50 DL (01 mm. 8' 1.50 DL (02 mm. , ,cj 1.50 DL (03 mm. 10 1.50 DL (04 mm. 1.50 DL (05 mm. _______ 1.50 DL (06 mm.) 1.50 DL (10 mm.)l V Creep rate between 1 mm. and 10 min. = 01 ô60 inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50DL(40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 min.) Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = 2.LIZ Kips ( ft ' % Design Load) Actual Lock-off Pressure = 2..0ô psi =Kips Field Technician Ak - Date Page 1 of 1 TIEBACK PERFORMANCE TEST AMERICAN GEOTECHNICAL, INC. File Number 2323 Test Date 0 Project Name 1-4 L'cL &4,' Tieback Row No. Tieback No. Ram ID Design Load Kips Gauge ID Sa0c, Lock-off Load Kips (1.10 DL) Calibration 3 JWLd Hole Diameter inch No. of Strands strands Bonded Length __feet Unbonded Length 100 feet Total Length VS0 feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10DL 'Z o,606 0.25 DL çy 40 AL-0.1ODL 3 00 0.25 DL C) n CL,5,4 0.50 DL 7cLt AL-0.10DL 33r -j,7 0.25 DL '-p (h .gq 0.50 DL 0.75 DL _Lt 10 AL-0.1ODL 0.25 DL 0.50 DL Loc 0.75 DL z D 1.00 DL 5•t-:7:?.. AL-0.10DL 3ç) 0.25 DL 74O 1 . 0.50 DL Icoa 7c2. 0.75 DL it L3 3.9..O 1.00 DL çqO cô 1.25 DL AL-0.10DL ?j (,2t 0.25 DL 0.50 DL 0.75 DL -2-1 to t%9 1.00 DL 1.25 DL 35Z0 g 1.50 DL - 47l1 1.50 DL (01 mm.) 1.50 DL (02 mm.) 1.50 DL (03 mm.) 1.50 DL (04 mm.) - 8.333 1.50 DL (05 mm.) - i '7 1.50DL(06min.) 1.50DL(10min.) \1 ç,')3 Creep rate between 1 mm. and 10 mm. = inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. Page 1 of 2 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 min.) Design Lock-off Load = 2/7- Kips ( It! % Design Load) Actual Lock-off Pressure = —32W psi = Kips Field Technician Date ______________________ Page 2 of 2 TIEBACK PROOF TEST , AMERICAN GEOTECHNICAL, INC. I File Number 237L" - 12. Test Date 1.70 Project Name . Condos Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length Tieback No. 4 Ram ID 1)5.2:: - '' go zo Kips Gauge ID <800 Kips Calibration 3/3 /'o inch strands .co feet /00 feet ,/,çp feet Load Increment Load (Kips) Gauge Pressure . (psi) Dial Reading (inch) Comments AL -0.10 DL Z? 300 ()oO 0.25 DL 0.50 DL j/c 0.75 DL ,,ç z//C I' 1.00 DL ZC .9/O c.- 1.25 DL 2.7S C. lk J 1.50 DL. 3j2 4220 54 1.50 DL (01 mm.) 1.50 DL (02 mm.) - g 1.50DL(03min.) 1.50DL(04min.) 1.50'DL (05 min.) _1.50 DL (06 mm.) . 1.50 DL(1 0min.) V Creep rate between 1 mm. and 10 mm. = ,', ooO inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between 1 mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mi 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 mm.) rnw; ,v,umurr, duuwaole creep rare oeiween 0 ana ou minutes = U.Ud :ncn. Design Lock-off Load = Z'!Z... Kips ( f,f % Design Load) Actual Lock-off Pressure psi Kips Field Technician 4P Date Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. 2SZ (Z Test.Date lo L- C1 Cando? - Tieback No. Ram ID J5..J - 3',' 9c, o Kips Gauge ID P g Kips Calibration inch strands dcb feet ,OO feet /cD feet File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL ZZ 200 0.25 DL s -ç 7/Q 0.50 DL j/t /00 2.S?3g 0.75 DL ic'c ___ 1.00 DL ZZO zp/O 1.25 DL _7ç 1.50 DL 30 112o 4,64' 1.50 DL (01 mm.) ____ 1.50 DL (02 mm.) 1.50 DL (03 mm.) 1.50 DL (04 mm.) ggq 1.50 DL (05 mm.) 916,81 1.50 DL (06 mm.) q G911 1.50DL(10min.) V Creep rate between 1 mm. and 10 mm. = _________ inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-oft Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) .1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 min.) 1.50 DL (60 min.) ivore: maximum aiiowaie creep rare between 6 and 60 minutes 0.08 inch. Design Lock-off Load = 2-IZ- Kips ( ('1 % Design Load) Actual Lock-off Pressure ,jçj psi = Kips Field Technician Date 11)t/ )7O Ih Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. 2. 8,0 - 12. Test Date 1/11, 1 zoo ondcs Tieback No. 24 Ram ID J)51 - 31/ 9Q Kips Gauge ID <'R 00 p g Kips Calibration inch strands feet ,ao feet /co feet File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length I) I I I I I I I I Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL 2 20 OcoO 0.25 DL I5 7/0 0.50 DL i/O irbo 2..L1'/ 0.75 DL j,( z//O icz 1.00 DL ZZO z8/6 c2Z'1 1.25 DL 2.7S ?5Z0 14 qW 1.50 DL 330 '1220 42J( 1.50 DL (01 mm.) 1.50 DL (02 mm.) 1.50 DL (03 mm. 1.50 DL(04min.) 1.50 DL (05 min.) 1.50 DL (06 mm.) 1.50 DL (10 min.) Creep rate between 1 mm. and 10 mm. = inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 min.). 1.50 DL (60 mm.)l NoTe: maximum aiiowaoie creep rare between b and bU minutes = 0.08 in h. Design Lock-off Load = 2_4L Kips ( % Design Load) Actual Lock-off Pressure = psi = Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. I File Number - 12. Test Date 111111200 Project Name j Caido I Tieback Row No. Tieback No. 2_2-. Ram ID J)5.J. - yj 90 Design Load o Kips Gauge ID (8 00 Lock-off Load ?q Kips Calibration /3 / 20/0 Hole Diameter inch No. of Strands I strands Bonded Length ç, feet Unbonded Length /00 feet I Total Length ,,,çp feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL zz. 300 .(OOO 0.25 DL iç$ 7/0 A,,g'iI 0.50 DL j,' jcoo 0.75 DL /c,(' zf/0 3,J +7- 1.00 DL z Z0 /O Ei, ig 1.25 DL Z75 ?rZ.O - 1.50 DL 330 '12200,qIq _1.50 DL (01 mm.) - - 1.50 DL (02 mm.) 1.50 DL (03 mm.) - LIN 1.50 DL (04 mm.) - - R. L-U9 1.50 DL (05 mm.) - - - , '-I 1fl 1.50 DL (06 min.) 1.50 DL (10 mm.) 1/ Creep rate between 1 mm. and 10 min. = inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) =1.50 DL (60 mm.) Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = '2.412.-. Kips ( 4 % Design Load) Actual Lock-off Pressure = 31 _D psi = Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 2.32, IZ Test Date I) Project Name / 600a I Tieback Row No. Tieback No. 23 Ram ID J$J - go _7q Design Load z o Kips Gauge ID <8 00 Lock-off Load p g 2 Kips Calibration /3 /W/o Hole Diameter inch I No. of Strands strands Bonded Length çp feet Unbonded Length ,00 feet I Total Length /5_0 feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL 2.2_ 200 6 0.25 DL -ç 7/0 AXY 0.50 DL ,,o icoo 2.S2- 0.75 DL W/O 39);o 1.00 DL ZO 1.25 DL 2-7g 75Z 1.50 DL _330 4'220 cZ22- 1.50 DL (01 mm.) - . 1.50 DL (02 mm.) 2-2. 1.50 DL (03 mm.) 1.50 DL (04 mm.) 1.50 DL (05 mm.) - 2.22 =1.50 DL (06 mm.) _ d due- 4, p'ec 1.50 DL (10 mm.) Creep rate between 1 mm. and 10 mm. = OOZ.. inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-oft Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) =1.50 DL (60 min.) Note: maximum aiiowaoie creep rate between b and bO minutes = 0.08 inch. Design Lock-off Load = 7..i41 Kips ( . I % Design Load) Actual Lock-off Pressure 2AS6 psi = Kips Field Technician 4.i Date lIL/;7Ifl Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC File Number SZ80 - (Z Test Date IJI3J2.c)v3 Project Name C6116 60080 .5 Tieback Row No. j.. Tieback No. 21 Ram ID ]SJ — 3'/ 90 Design Load a Kips Gauge ID (8 00 Lock-off Load 11' 2 Kips Calibration 3/3 / 2.0/0 Hole Diameter inch No. of Strands strands Bonded Length !cb feet Unbonded Length ,00 feet Total Length /50 feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL 0.25 DL i$— 7/Q 1') .. 0.50 DL i/o /coo Lg 0.75 DL /ç z//O —f. &CiS 1.00 DL ZO z/O c.oa 1.25 DL 27c ?5Z0 4.2C 1.50 DL 30 41 220 1.50 DL (01 mm.) _1.50 DL (02 mm.) 1.50 DL (03 mm.) - 1.50 DL (04 mm.) - - 1.50 DL (05 mm.) - -(21 -;:i-z Lzck L&c 4.CtktZt 14J4O 1.50 DL (06 mm.) 1.50DL(lOmin.) Creep rate between 1 mm. and 10 min. = C,Oc. g inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) 1.50 DL (60 min.) iVULV. Ir,a.,,,,urtt crituwatim creep re oerween 0 ana ou minures = U.UU ,ncn. Design Lock-off Load = 29— Kips ( h % Design Load) Actual Lock-off Pressure = 3a psi Kips Field Technician Date kv) if)3J2.o10 Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC.. I File Number Project Name I Tieback Row No. Design Load Lock-off Load I Hole Diameter No. of Strands Bonded Length I Unbonded Length Total Length - 12. Test Date ii/fzoio 4-ce. Cc6 ado5 IL Tieback No. 2.5 Ram ID ])51 - 311 ('J 2O Kips Gauge ID <8 00 Kips Calibration 3/3 /2o/o inch strands feet ,ao feet /3_p feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL Q 0.25 DL i3_ 7/0 ),-:Jtj 0.50 DL ,,'p . 2.941 0.75DL ,'iç 2.//0 1.00 DL ZO 19/0 1.25 DL Z7Se_ 7rw 1.50 DL 3?O 4'220GIS 1.50DL(01min.) .61 __ 1.50DL(02mm.) 1.50DL(03mm.) 1.50DL(04mm.) 1.50DL(05mm.) 1.50DL(06mm.) 1.50DL(10min.) 19 llis Creep rate between 1 mm. and 10 mm. = 0 ,006 inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50DL(15mm.) 1.50DL(20mm.) 1.50DL(25mm.) 1.50DL(30mm.) 1.50DL(35mm.) 1.50DL(40mm.) 1.50DL(45mm.) 1.50DL(50mm.) 1.50DL(55mm.) 1.50DL(60mm.) Note: maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = j-L Kips ( h) % Design Load) Actual Lock-off Pressure = 3.lbO psi = Kips Field TechniciaI Date 1 7- Page 1 of 1 TIEBACK PROOF TEST File Number Project Name AMERICAN GEOTECHNICAL, INC. Test Date _____zo V'7 _______________ Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length _j.. Tieback No. 2. Ram ID D51 - _?q 90 _ZZO Kips Gauge ID !~8 00 ?q 2 Kips Calibration '!/3 / inch strands o feet iao feet /5_p feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL Z 200 6, MO. _-- 0.25 DL 7/ ()2 0.50 DL //O /SOO 2 0.75 DL z//0 -gg'o 1.00 DL Z0 &8/O -'i'I 1.25 DL 7g ?czc U0 - 1.50 DL 330 41 0 7.3 _1.50 DL (01 mm.) ________ , ç23 1.50DL(02min.) _______ 1.50DL(03min.) _ 7-3 _______ 1.500L(04min.) _______ 1.50 DL (05 mm.) ________ ________ 92-3 _______ 1.50 DL (06 mm.) _________ ________ ., t3 1.5ODL(l0min.) Creep rate between I mm. and 10 mm. = 0. 306 inch Note: Maximum allowable creep rate = 0.04 inch. If creep sate is less than 0.04 Inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 Inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1:50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) =1.50 DL (60 min.) ivore: maximum auowao,e creep rare oetween 0 ana 0(5 minutes = (5.08 inch. Design Lock-off Load = 2.L47-- Kips ( l % Design Load) Actual Lock-off Pressure = Kips psi = Field Techniciah Date Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number Z3 190 - Ia Test Date ii/fzoio Project Name C.64 Ca-,dos I Tieback Row No. Design Load Lock-off Load I Hole Diameter No. of Strands Bonded Length Unbonded Length I Total Length 2. Tieback No. '2 Ram ID D51 _31/ 90 z a Kips Gauge ID <8 00 ? i 2 Kips Calibration inch iY strands feet /00 feet /$p feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL Z 300 .01600 0.25 DL 0.50 DL 0.75 DL z/,O 31-qs 1.00 DL ZZO Z-0 /6 '!;"30s? 1.25 DL 2..7g 75 -- 1.50 DL 330 41,?o 1.50DL(01mm. - 4_, 1.50DL(02m1n. -. _1.50DL(03min. 1.50 DL (04 min.11- ,'4 _1.50DL(05min. - _1.50DL(06mi _______ 1.50 DL(10mm. Creep rate between I mm. and 10 min. = QX inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate Is less than 0.04 inch, begins lock-off. Note: If creep rate between 1 mm. and 10 mm. exceeds 0.04 Inch, hold load for additional 50 mm. 1.50DL(15mm.) 1.50DL(20min. 1.50DL(25mm.) 1.50DL(30mm.) 1.50DL(35mm. 1.50DL(40mm.) 1.50DL(45mm.) 150DL(50mm.) 1.50DL(55mm.) 1.50DL(60mm.), Note: Maximum allowable creep rate between 6 and 80 minutes = 0.08 inch. Design Lock-off Load ?j-rL. Kips ( j, _% Design Load) Actual Lock-off Pressure = psi = Kips Field Techniciar Date Page 1 of 1 TIEBACK PERFORMANCE TEST AMERICAN GEOTECHNICAL, INC. File Number 2 Test Date LI/c/20(o Project Name Lt,&c4,. Cc.A.tdc Tieback Row No. 1. Tieback No. 2, Ram ID DI - Design Load 22.0 Kips Gauge ID _______________________ Lock-off Load g2. Kips (1.10 DL) Calibration Hole Diameter ' inch No. of Strands strands Bonded Length o feet Unbonded Length too feet Total Length ico feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 360 C.)OO 0.25 DL Ic £,S c{:F AL -0.10DL 206 OOU 0.25 DL _ ____ 0.50 DL cOO z,SZL AL-0.1ODL 306 0135 0.25 DL 710 (3 141? 0.50 DL lcco 7,553- 0.75 DL 2(10 "I% AL-0.10DL 3OO 0, 2-23 0.25 DL 0.50 DL IcoO z,tg 0.75 DL 2-U0 ,g-q 1.00 DL 110 ç360 AL-0.10DL 'OO 032-3 0.25 DL -7-10 0.50 DL 10c),21 -2-O 0.75 DL 2-1W. 3.06 1.00 DL 2(O O 1.25 DL 35ZO AL-0.1ODL 0.25 DL 10 0.50 DL 1900 0.75 DL 7j 10 U09f, 1.00 DL 2Sfl0 1.25 DL 352 1.50 DL Z_ -Lo I5 1.50 DL (01 mm.) 1.50 DL (02 mm.) 1.50 DL (03 mm.) 1.50 DL (04 mm.) 1.50 DL (05 mm.) 1.50 DL (06 mm. 1.50DL(10min.) Creep rate between 1 mm. and 10 mm. = O inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off Note: If creep rate between 1 mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. Page 1 of 2 1 .50 DL (15 mm.) 1.50 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Kips ( ii! % Design Load) Actual Lock-off Pressure = psi = Kips Field Technician .4.? Date ///g___________________________11 Page 2 of 2 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. iZ Test Date L-a Co" la 6006 0.5 Tieback No. 2 Ram ID D51 — 3Sj 90 Kips Gauge ID 8Oo ii 2 Kips Calibration S/3 / W/o inch strands - -4—o feet -j 4ev' 4rouL /00 feet 1,5-6 feet WLt1( tJ2Et4 1s4d 2 — I File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL 22.. 700 0,006, 0.25 DL çç 0.50 DL 1/0 _______ • ___________________________ 0.75 DL zf/0 3,696 1.00 DL zZO 49 /6 c223 1.25 DL 2.75 5ZO - 1.50 DL 3?0 1.500L(01min.) ILA 1 0 _1.50 DL (02 mm.) 1.50DL(03m1n.) 1.50 DL (04 mm.) _____ _1.50 DL (05 mm.) _____ _1.50 DL (06 mm.) _____ lito _1.50 DL (10 mm.) _______ Creep rate between 1 mm. and 10 mm. = 0 ,06d inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate Is less than 0.04 Inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 Inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 150 DL (20 mm.) 1.50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.5001(45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.)l 1.50 DL (60 mm.)l .,cv,., ,ULV UVIWVVU u anu at, minutes u.uu inCn. Design Lock-off Load = 7j-rL. Kips ( j % Design Load) Actual Lock-off Pressure = psi = Kips Field Technician Date 1 0 Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 7 - Test Date ,'i//zov Project Name COS 6 Condos I Tieback Row No. Tieback No. Ram ID DSJ _3'l 90 Design Load o Kips Gauge ID <8 00 Lock-off Load ?-q 2 Kips Calibration Hole Diameter inch I No. of Strands iY strands Bonded Length co feet Unbonded Length /00 feet 1 Total Length /p feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL - 0.10 DL .Q 30 C-060 0.25 DL ç- 7/0 0.50 DL i/o iroo 0.75 DL zf/O 3.3 1.00 DL zZo 1.25 DL 2.75 717 17 C2I -- 1.50 DL 330 4"20 3'13 _1.50DL (01mm.) 1.50DL(02mm. .', 3q3 1.50 DL (03 mm. I 1.500L(04min.) ____ _______ 1.50 DL(05 mm. )____ _________ 1.50DL(06min. I _______ 1.50 DL (10 min.)_ Creep rate between 1 mm. and 10 mm. = 0 inch Note: Maximum allowable creep sate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1:50 DL (20 mm.)I 1.50 DL (25 mm.)l 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 min.). 1.50 DL (60 mm.)l Note: Maximum allowable creep rate between band 60 minutes = 0.08 inch. Design Lock-off Load = 7j-rL. Kips ( i) % Design Load) Actual Lock-off Pressure = psi = Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 2? Z - 12. Test Date Project Name Cos Or,dQS Tieback Row No. L. Tieback No. 31 Ram ID D5 - 3'/ 90 Design Load z o Kips Gauge ID <8 00 Lock-off Load 7 g 2 Kips Calibration Hole Diameter inch No. of Strands strands Bonded Length co feet Unbonded Length ,00 feet Total Length /çp feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL z2.. 20 O,OO 0.25 DL çç 7/0 0.50 DL ,qo icoo 0.75 DL z//O 3.914 1.00 DL zZo 9/O 1.25 DL 27Sc- ?5Z - 1.50 DL 3?0 '/2o _1.50 DL (01 mm.) _1.50 DL (02 mm.)_________ _________ %3 __________________________________ _1.50DL(03min. _1.50 DL (04 mm.) 1.500L(05min.) 1.50DL(06m1n.) 1.50 DL (10 mm.) Nk Creep rate between I mm. and 10 mm. = 0, 000 inch Note: Maximum allowable creep rate = 0.04 Inch. If creep rate is less than 0.04 Inch, begins lock-off. Note: If creep rate between I mm. and 10 mm. exceeds 0.04 inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1.50 DL (20 mm.) .50 DL (25 mm.) 1.50 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 mm.) =1.50 DL (60 min.) Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 Inch. Design Lock-off Load = t-L. Kips ( 1 I % Design Load) Actual Lock-off Pressure = psi = Kips Field Technician Date Page 1 of 1 V-..... TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 2 Z180 - 12. Test Date ktzoio Project Name Cado U.) Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length Tieback No 2O Kips ?WZ Kips inch strands .40 feet /00 feet /5p feet 3L Ram ID D51-3'190 Gauge ID <800 Calibration /20/0 Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL -0.10 DL 0.25 DL 0.50DL_116 1cco '1M31 0.75 DL ,i(7 1.00 DL zZ 1.25 DL 275 ?r C. 1.50 DL 330 4'20 '1 H _1.50 DL (01 mm.) _1.50DL(02min.) 1.50 DL (03 mm.) 1.50 DL (04 mm.) _1.50 DL (05 mm.) - _1.50 DL (06 mm.) 01-415 1.500L(10min.) 4 Creep rate between 1 mm. and 10 mm. = ")LO I inch Note: Maximum allowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If deep rate between I mm. and 10 mm. exceeds 0.04 Inch, hold load for additional 50 mm. 1.50 DL (15 mm.) 1:50 DL (20 mm.) 1.50 DL (25 mm.) 450 DL (30 mm.) 1.50 DL (35 mm.) 1.50 DL (40 mm.) 1.50 DL (45 mm.) 1.50 DL (50 mm.) 1.50 DL (55 min.). 1.50 DL (60 mm.)l ayore: maximum aiiowan:e creep rate between b am: bO minutes = 0.08 inch. Design Lock-off Load = 4L Kips ( 111 % Design Load) Actual Lock-off Pressure = psi = Kips Field Techniciar __________________________ Date 0 Page 1 of 1 I American Geotechnical, Inc. I GEOTECHNICAL ENGINEERING/ MATERIALS TESTING & INSPECTION APPENDIX C - RELATIVE COMPACTION TEST RESULTS I I I I I I I I I I I I I I I 22725 Old Canal Road, Yorba Linda, CA 92887 . (714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814 3100 Fite Circle, Suite 103, Sacramento, CA 95827— (916) 368-2088 -FAX (916) 368-2188 5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046- FAX (702) 562-2457 Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUD FIELD DRY DENSITY (pc MOISTURE RELATIVE COMPACTION (%)COMPACTION REQUIRED TEST METHOD REMARKS 1 10/01/10 120.0 On Site "A" 118.3 103.2 18.7 87.3 90 NU Foil 2 10/01/10 120.0 On Site "A" 118.3 108.3 13.6 91.6 90 NU Pass - Retest of #1 3 10/01/10 123.0 On Site "A" 118.3 107.7 12.1 91.0 90 NU Pass 4 10/04/10 127.0 On Site "A" 118.3 104.3 17.2 88.2 90 NU Fail 5 10/04/10 127.0 On Site "A" 118.3 106.6 16.5 90.1 90 NU Pass 6 10/04/10 127.0 On Site "A" 118.3 108.1 15.5 91.4 90 NU Pass - Retest of #4 7 10/04/10 130.0 On Site "A" 118.3 106.5 11.7 90.0 90 NU Pass 8 10/04/10 133.0 On Site "A" 118.3 107.5 14.1 90.9 90 NU Pass 9 10/05/10 136.5 On Site "A" 118.3 109.2 14.9 92.3 90 NU Pass 10 10/07/10 141.0 On Site "A" 118.3 105.9 15.7 89.6 90 NU Pass 11 10/07/10 142.0 On Site "A" 118.3 106.6 17.6 90.1 90 NU Pass 12 10/07/10 144.0 On Site "A" 118.3 110.0 16.6 93.0 90 NU Pass 13 10/08/10 120.0 . On Site "A" 118.3 111.8 13.1 94.5 90 NU Pass 14 10/08/10 125.0 On Site "A" 118.3 109.7 15.0 92.8 90 NU Pass 15 10/12/10 130.0 On Site "A' 118.3 110.5 11.8 93.4 90 NU Pass 16 10/12/10 . 132.0 On Site "A" 118.3 105.0 17.3 88.8 90 NU Fail 17 10/12/10 132.0 On Site "A" 118.3 110.9 15.2 93.8 90 NU Pass - Retest of #16 18 10/12/10 134.0 On Site "A" 118.3 105.1 18.0 88.9 90 NU Fail 19 10/12/10 134.0 On Site "A" 118.3 106.8 17.0 90.3 90 NU Pass - Retest of#18 20 10/12/10 140.0 On Site "A" 118.3 105.7 17.8 89.3 90 NU Fail 21 10/12/10 140.0 On Site "A" 118.3 106.9 16.6 90.4 90 NU Pass - Retest of #20 22 10/12/10 142.0 On Site "A" 118.3 100.2 17.3 84.7 90 NU Fail 23 10/13/10 142.0 On Site "A" 118.3 106.4 14.6 96.0 90 NU Pass - Retest of #22 24 10/13/10 143.0 On Site "A" 118.3 104.6 15.7 88.4 90 NU Fail 25 10/14/40 150.0 Mixed Fill 117.0 98.1 29.1 83.8 90 NU Fail 25A 10/14/10 150.0 Mixed Fill 117.0 101.6 20.5 86.8 90 NU Pass - Retest of #25 NU = Nuclear Gauge Sc = Sand Cone - - - - Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY(pcq MOISTURE RELATIVE COMPACTION (%) REQUIRED COMPACTION(%) TEST METHOD REMARKS 25B 10/14/10 150.0 Mixed Fill 117.0 101.4 18.5 86.7 90 NU Pass 26 10/14/10 122.0 Mixed Fill 117.0 112.0 13.2 95.8 90 NU Pass 27 10/14/10 124.0 Mixed Fill 117.0 107.2 14.3 91.6 90 NU Pass 28 10/14/10 126.5 Mixed Fill 117.0 105.3 15.3 90.0 90 NU Pass 29 10/14/10 128.0 Mixed Fill 117.0 105.9 16.4 90.5 90 NU Pass 30 10/15/10 150.0 Mixed Fill 117.0 106.9 14.1 91.4 90 NU Pass 31 10/15/10 132.0 Mixed Fill 117.0 110.0 17.9 94.1 90 NU Pass 32 10/15/10 134.0 Mixed Fill 117.0 100.1 21.0 85.6 90 NU Fail 33 10/15/10 152.0 Mixed Fill 117.0 101.2 16.0 86.5 90 NU Fail 34 10/15/10 132.5 Mixed Fill 117.0 108.0 18.3 92.3 90 NU Pass - Retest of #32 35 10/15/10 152.0 Mixed Fill 117.0 106.9 15.9 91.4 90 NU Pass - Retest of #33 36 10/15/10 134.0 Mixed Fill 117.0 110.2 15.1 94.2 90 NU Pass 37 10/15/10 136.0 Mixed Fill 117.0 103.2 16.1 88.2 90 NU Fail 38 10/15/10 136.0 Mixed Fill 117.0 109.1 17.7 93.3 90 NU Pass - Retest of #37 39 10/15/10 138.0 Mixed Fill 117.0 101.6 16.9 86.8 90 NU Fail 40 10/15/10 155.0 Mixed Fill 117.0 99.8 16.7 85.3 90 NU Fail 41 10/15/10 137.0 Mixed Fill 117.0 104.9 17.8 89.7 90 NU Pass - Retest of #39 42 10/15/10 137.0 Mixed Fill 117.0 105.9 17.1 90.6 90 NU Pass 43 10/28/10 136.0 Mixed Fill 117.0 107.6 12.8 92.0 90 NU Pass 44 10/28/10 137.0 Mixed Fill 117.0 107.9 15.7 92.3 90 NU Pass 45 10/28/10 138.0 Mixed Fill 117.0 109.8 16.8 . 93.9 90.0 NU Pass 46 10/28/10 139.0 Mixed Fill 117.0 107.3 16.7 91.8 90.0 NU Pass 46A 10/29/10 139.0 Mixed Fill 117.0 107.2 18.5 91.7 90.0 NU Pass 47 10/29/10 142.0 Mixed Fill 117.0 108.5 18.0 92.8 90.0 NU Pass 48 10/29/10 143.5 Mixed Fill 117.0 106.9 18.3 91.4 90.0 NU Pass 49 11/01/10 144.0 Mixed Fill 117.0 112.7 16.8 96.4 90.0 NU Pass NU = Nuclear Gauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (Pcf) FIELD DRY DENSITY (pcf) MOISTURE RELATIVE COMPACTION (%) REQUIRED COMPACTION(%) TEST METHOD REMARKS 50 11/01/10 146.0 Mixed Fill 117.0 109.1 18.1 93.3 90.0 NU Pass 51 11/01/10 155.0 Mixed Fill 117.0 107.6 13.6 92.0 90.0 NU Pass 52 11/01/10 148.0 On Site Mix 118.0 107.3 17.9 - 91.0 90.0 NU Pass 53 11/01/10 149.0 On Site Mix 118.0 109.0 16.3 92.4 90.0 NU Pass 54 11/01/10 157.0 On Site Mix 118.0 93.1 23.2 78.9 90.0 NU Fail (To wet) 55 11/02/10 157.0 On Site Mix 118.0 106.8 16.9 90.6 90.0 NU Pass - Retest of #54 56 11/02/10 152.0 On Site Mix 118.0 107.4 15.3 91.1 90.0 NU Pass 57 11/02/10 159.0 On Site Mix 118.0 107.3 18.5 91.0 90.0 NU Pass 58 11/02/10 154.0 On Site Mix 118.0 110.1 15.4 93.4 . 90.0 NU . Pass 59 11/03/10 160.0 On Site Mix 118.0 106.4 15.7 90.2 90.0 NU Pass 60 11/03/10 156.0 On Site Mix 118.0 106.7 15.2 90.5 90.0 NU Pass 61 11/03/10 161.5 On Site Mix 118.0 105.2 16.2 89.2 90.0 NU Fail 62 11/03/10 158.0 On Site Mix 118.0 106.0 18.0 89.8 90.0 NU Pass 63 11/03/10 161.5 On Site Mix 118.0 107.0 16.2 90.7 90.0 NU Pass - Retest of #61 64 11/03/10 160.0 On Site Mix 118.0 107.1 15.9 90.8 90.0 NU Pass 65 11/03/10 162.0 On Site Mix 118.0 106.1 18.1 89.9 90.0 NU Pass 66 11/04/10 164.0 On Site Mix 118.0 104.1 19.5 88.3 90.0 NU Fail 67 11/04/10 164.0 On Site Mix 118.0 109.5 10.2 92.8 90.0 NU Pass 68 11/04/10 164.0 On Site Mix 118.0 106.2 15.2 90.0 90.0 NU Pass - Retest of #66 69 11/04/10 121.0 On Site Mix 118.0 104.5 14.7 88.6 90.0 NU Fail 70 11/04/10 121.0 On Site B 117.5 113.2 • 11.6 96.4 90.0 NU Pass - Retest of #69 71 11/04/40 124.0 On Site "8" 117.5 109.2 10.6 93.0 90.0 NU Pass 72 11/04/40 126.0 On Site B 117.5 109.1 11.5 92.9 90.0 NU Pass 73 11/05/10 128.0 On Site Mix 118.0 114.0 12.2 96.6 90.0 NU Pass 74 11/05/10 130.0 On Site Mix 118.0 109.2 12.5 92.6 90.0 NU Pass 75 11/05/10 132.0 On Site Mix 118.0 109.5 14.2 92.9 90.0 NU Pass NU = Nuclear Gauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) DENSITY (pcf) REQUIRED COMPACTION (%) TEST METHOD REMARKS 76 11/05/10 134.0 On Site Mix 118.0 108.8 16.4 92.3 90.0 NU Pass 77 11/05/10 136.0 On Site Mix 118.0 108.3 15.7 91.8 90.0 NU Pass 78 11/05/10 166.0 On Site Mix 118.0 107.4 16.3 91.0 90.0 NU - Pass 79 11/05/10 136.0 On Site Mix 118.0 109.3 14.6 92.7 90.0 NU Pass 80 11/05/10 138.0 On Site Mix 118.0 110.8 13.0 94.0 90.0 NU Pass 81 11/09/10 168.0 On Site Mix 118.0 106.2 16.2 89.9 90.0 NU Pass 82 11/09/10 139.0 on Site Mix 118.0 96.4 21.6 81.7 90.0 NU Fail 83 11/09/10 139.0 On Site Mix 118.0 106.6 14.9 90.4 90.0 NU Pass - Retest of #82 84 11/09/10 140.0 On Site Mix 118.0 108.7 13.6 92.2 90.0 NU Pass 85 11/09/10 143.0 On Site Mix 118.0 107.7 13.6 91.3 90.0 NU Pass 86 11/09/10 171.0 On Site Mix 118.0 107.2 15.3 90.8 90.0 NU Pass 87 11/10/10 146.0 On Site Mix 118.0 109.8 11.4 93.1 90.0 NU Pass 88 11/10/10 148.0 On Site Mix 118.0 108.9 13.0 92.3 90.0 NU Pass 89 11/10/10 173.0 On Site Mix 118.0 102.4 19.0 86.8 90.0 NU Fail 90 11/10/10 173.0 On Site Mix 118.0 108.3 16.8 91.8 90.0 NU Pass - Retest of#89 91 11/10/10 150.0 On Site Mix 118.0 112.5 16.4 95.3 90.0 NU Pass 92 11/10/10 175.0 On Site Mix 118.0 107.4 16.2 91.1 90.0 NU Pass 93 11/10/10 153.0 On Site Mix 118.0 108.2 14.5 91.8 90.0 NU Pass 94 11/15/10 - 176.0 - On Site Mix 118.0 118.9 14.0 88.4 90.0 NU Fail 95 11/15/10 176.0 On Site Mix 118.0 100.3 14.6 85.0 90.0 - NU Fail 96 11/15/10 155.0 On Site Mix 118.0 104.7 17.6 88.7 90.0 NU Fail 97 11/15/10 176.0 On Site Mix 118.0 106.5 11.6 90.3 90.0 NU Pass - Retest of #94 98 11/15/10 176.0 On Site Mix 118.0 106.4 14.8 90.2 90.0 NU Pass - Retest of #95 99 11/15/10 155.0 On Site Mix 118.0 106.8 12.6 90.5 90.0 NU Pass - Retest of #96 100 11/15/10 157.0 On Site Mix 118.0 104.5 17.1 88.7 90.0 NU Fail 101 11/15/10 157.0 On Site Mix 118.0 109.4 11.6 92.8 90.0 NU . Pass - Retest of #100 NU = Nuclear (iauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 T DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY(pCO MOISTURE RELATIVE COMPACTION (%)COMPACTION REQUIRED TEST METHOD REMARKS 102 11/16/10 159.0 On Site Mix 118.0 101.9 16.0 86.4 90.0 NU Fail 103 11/16/10 178.0 On Site Mix 118.0 102.9 16.8 87.2 90.0 NU Fail 104 11/16/10 178.0 - On Site Mix 118.0 106.1 15.6 90.0 90.0 NU Pass - Retest of #103 105 11/16/10 159.0 On Site Mix 118.0 106.6 15.6 90.4 90.0 NU Pass - Retest of #102 106 11/16/10 124.0 On Site Mix 118.0 107.9 18.7 91.4 90.0 NU Pass 107 11/16/10 126.0 On Site Mix 118.0 100.4 18.9 85.0 90.0 NU Fail 108 11/17/10 126.0 On Site Mix 118.0 108.3 17.9 91.8 90.0 NU Pass - Retest #107 109 11/17/10 178.0 On Site Mix 118.0 106.0 14.3 89.9 90.0 NU Pass - Retest of #103 110 11/17/10 160.0 On Site Mix 118.0 107.9 15.0 91.5 90.0 NU Pass 111 11/17/10 162.0 On Site Mix 118.0 105.0 15.3 89.1 90.0 NU Foil 112 11/17/10 164.0 On Site Mix 118.0 107.6 14.4 91.3 90.0 NU Pass - Retest of #111 113 11/17/10 129.0 On Site Mix 118.0 106.5 19.0 90.3 90.0 NU Pass 114 11/17/10 130.0 On Site Mix 118.0 109.3 19.3 92.6 90.0 NU Pass 115 11/17/10 131.0 On Site Mix 118.0 106.1 15.3 89.9 90.0 NU Pass 116 11/17/10 132.0 On Site Mix 118.0 107.6 17.1 91.2 90.0 NU Pass 117 11/17/10 180.0 On Site Mix 118.0 107.3 13.2 91.0 90.0 . NU Pass 118 11/18/10 134.0 On Site Mix 118.0 106.8 15.8 90.5 90.0 NU Pass 119 11/18/10 163.0 On Site Mix 118.0 104.1 13.1 88.2 90.0 NU Fail 120 11/18/10 165.0 On Site Mix 118.0 105.9 13.5 89.8 90.0 NU Pass - Retest of #119 121 11/18/10 136.0 On Site Mix 118.0 108.1 17.7 91.7 90.0 NU Pass 122 11/18/10 138.0 On Site Mix 118.0 112.2 15.1 95.1 90.0 NU Pass 123 11/18/10 182.0 On Site Mix 118.0 105.6 13.2 89.5 90.0 NU Pass 124 11/18/10 166.0 On Site Mix 118.0 105.9 15.8 89.8 90.0 NU Pass 125 11/18/10 140.0 On Site Mix 118.0 107.8 15.0 91.4 90.0 NU Pass 126 11/18/10 142.0 On Site Mix 118.0 107.2 14.1 90.8 90.0 NU Pass 127 11/19/10 182.0 On Site Mix 118.0 106.6 14.9 90.4 90.0 NU Pass Nt.) = Nuciear uauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280.12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY(pcO MOISTURE RELATIVE COMPACTION (%)COMPACTION(%) REQUIRED TEST METHOD REMARKS 128 11/19/10 168.0 On Site Mix 118.0 104.1 13.9 88.2 90.0 NU Fail 129 11/19/10 169.0 On Site Mix 118.0 108.6 15.1 92.0 90.0 NU Pass - Retest of #128 130 11/19/10 144.0 On Site Mix 118.0 109.7 16.7 93.0 90.0 NU Pass 131 11/19/10 146.0 On Site Mix 118.0 109.8 11.4 93.1 90.0 NU Pass 132 11/19/10 170.0 On Site Mix 118.0 109.0 14.2 92.4 90.0 NU Pass 133 11/29/10 147.0 On Site Mix 118.0 108.3 14.4 91.8 90.0 NU Pass 134 11/29/10 171.0 On Site Mix 118.0 107.5 11.9 91.1 90.0 NU Pass 135 11/29/10 184.0 On Site Mix 118.0 102.6 16.1 86.9 90.0 NU Fail 136 11/29/10 148.0 On Site Mix 118.0 111.4 16.2 94.4 90.0 NI) Pass 137 11/29/10 186.0 On Site Mix 118.0 106.1 15.4 90.0 90.0 NU Pass - Retest of #135 138 11/29/10 172.0 On Site Mix 118.0 108.1 16.1 91.6 90.0 NU Pass 139 11/29/10 149.5 On Site Mix 118.0 111.3 17.2 94.4 90.0 NU Pass 140 11/29/10 187.5 On Site Mix 118.0 107.0 14.1 90.7 . 90.0 NI) Pass 141 11/29/10 150.5 On Site Mix 118.0 104.3 18.0 88.4 90.0 NU Fail 142 11/30/10 150.5 On Site Mix 118.0 106.5 18.1 90.3 90.0 NU • Pass - Retest of #141 143 11/30/10 152.0 On Site Mix 118.0 105.9 17.9 89.7 - 90.0 NU Pass 144 11/30/10 174.0 On Site Mix 118.0 109.0 16.1 92.4 90.0 NI) Pass 145 11/30/10 188.5 On Site Mix 118.0 106.6 16.2 90.4 90.0 NU Pass 146 11/30/10 153.5 On Site Mix 118.0 110.8 16.1 94.0 90.0 NU Pass 147 11/30/10 176.0 On Site Mix 118.0 108.3 16.3 91.8 90.0 NU Pass 148 . 11/30/10 154.0 On Site Mix 118.0 107.7 14.9 91.3 90.0 NI) Pass 149 11/30/10 158.0 On Site Mix 118.0 108.8 14.1 92.3 90.0 NU Pass 150 12/01/10 180.0 On Site Mix 118.0 107.0 14.7 90.7 90.0 NI) Pass 151 12/01/10 120.0 On Site Mix 118.0 109.2 14.9 92.6 90.0 NU Pass 152 12/01/10 121.0 On Site Mix 118.0 106.1 14.3 89.9 90.0 NI) Pass 153 12/02/10 181.0 On Site Mix 118.0 110.2 17.2 93.4 90.0 NU Pass NU = Nuclear Gauge Sc = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) DENSITY (pcf) REQUIRED COMPACTION (%) TEST METHOD REMARKS 154 12/02/10 160.0 On Site Mix 118.0 103.6 22.5 87.8 90.0 NU Fail 155 12/02/10 160.0 On Site Mix 118.0 110.0 10.9 93.2 90.0 NU Pass - Retest of #155 156 12/02/10 123.0 On Site Mix 118.0 106.4 18.8 90.2 90.0 NU Pass 157 12/02/10 On Site Mix 118.0 107.8 17.1 91.4 90.0 NU Pass 158 12/02/10 125.0 On Site Mix 118.0 106.7 16.9 90.4 90.0 NU Pass 159 12/02/10 On Site Mix 118.0 107.5 17.4 91.1 90.0 NU Pass 160 12/02/10 127.0 On Site Mix 118.0 104.3 17.7 88.4 90.0 NW Fail 161 12/02/10 On Site Mix 118.0 107.0 18.1 90.7 90.0 NU Pass 162 12/02/10 127.0 On Site Mix 118.0 106.8 17.5 9.5 90.0 NU Fail 163 12/02/10 124.0 On Site Mix 118.0 108.1 20.0 91.6 90.0 NU Pass 164 12/02/10 126.0 On Site Mix 118.0 106.2 19.5 90.0 90.0 NU Pass 165 12/03/10 128.0 On Site Mix 118.0 110.0 17.6 93.3 90.0 NU Pass 166 12/03/10 162.0 On Site Mix 118.0 111.9 15.9 94.9 90.0 NU Pass 167 12/03/10 131.0 On Site Mix 118.0 111.7 16.9 94.7 90.0 NU Pass 168 12/03/10 183.0 On Site Mix 118.0 113.8 15.8 96.5 90.0 NU Pass 169 12/03/10 134.0 On Site Mix 118.0 109.5 17.6 92.8 90.0 NU Pass 170 12/03/10 166.0 On Site Mix 118.0 108.7 15.0 92.1 90.0 NU Pass 171 12/03/10 185.0 On Site Mix 118.0 108.7 15.7 92.2 90.0 NU Pass 172 12/03/10 137.0 On Site Mix 118.0 110.8 18.5 94.0 90.0 NU Pass 173 12/03/10 127.0 On Site Mix 118.0 108.5 16.4 91.9 90.0 NU Pass 174 12/03/10 128.0 On Site Mix 118.0 106.2 16.4 90.0 90.0 NU Pass 175 12/03/10 128.0 On Site Mix 118.0 106.4 14.1 90.1 90.0 NU Pass 176 12/03/10 129.0 On Site Mix 118.0 101.1 20.2 85.7 90.0 NU Fail 177 12/03/10 129.0 On Site Mix 118.0 106.2 18.5 90.0 90.0 NU Pass - Retest of #176 178 12/03/10 130.0 On Site Mix 118.0 109.3 17.1 92.7 90.0 NU Pass 179 12/03/10 131.0 On Site Mix 118.0 108.8 17.6 92.2 90.0 NU Pass NU = Nuclear (iauge Sc = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST DATE ELEVATION (it) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY (pci) MOISTURE (%) RELATIVE COMPACTION (%) DENSITY (pcf) REQUIRED COMPACTION (%) TEST METHOD REMARKS 180 12/06/10 168.0 On Site Mix 118.0 106.5 14.9 90.3 90.0 NU Pass 181 12/06/10 Final On Site Mix 118.0 102.4 17.2 86.8 90.0 NU Fail 182 12/06/10 133.0 On Site Mix 118.0 108.0 16.2 91.5 90.0 NU Pass 183 12/06/10 187.0 On Site Mix 118.0 109.1 15.1 92.5 90.0 NU Pass 184 12/06/10 170.0 On Site Mix 118.0 111.1 12.8 94.2 90.0 NU Pass 185 12/06/10 135.0 On Site Mix 118.0 106.5 16.4 90.3 90.0 NU Pass 186 12/07/10 172.0 On Site Mix 118.0 108.3 14.5 91.8 90.0 NU Pass 187 12/07/10 189.0 On Site Mix 118.0 105.8 16.6 89.7 90.0 NU Pass 188 12/07/10 174.0 On Site Mix 118.0 108.2 16.0 91.8 90.0 NU Pass 189 12/07/10 137.0 On Site Mix 118.0 106.6 16.6 90.4 90.0 NU Pass 190 12/07/10 176.0 On Site Mix 118.0 114.6 15.1 97.2 90.0 NU Pass 191 12/08/10 147.0 On Site Mix 118.0 110.6 13.3 93.8 90.0 NU Pass 192 12/08/10 190.0 On Site Mix 118.0 108.7 15.5 92.2 90.0 NU Pass 193 12/08/10 . 178.0 On Site Mix 118.0 109.3 16.6 91.8 90.0 NU Pass 194 12/08/10 150.0 On Site Mix 118.0 112.3 16.9 95.2 90.0 NU Pass 195 12/08/10 152.0 On Site Mix 118.0 107.8 15.1 91.4 90.0 NU Pass 196 12/07/10 141.0 On Site Mix 118.0 109.5 18.2 92.8 90.0 NU Pass 197 12/07/10 135.0 On Site Mix 118.0 106.5 17.9 90.3 90.0 NU Pass 198 12/07/10 137.0 On Site Mix 118.0 106.4 16.9 90.2 90.0 NU Pass 199 12/07/10 143.0 On Site Mix 118.0 106.7 19.5 90.4 90.0 NU Pass 200 12/07/10 145.0 On Site Mix 118.0 107.5 16.2 91.1 90.0 NU Pass 201 12/08/10 180.0 On Site Mix 118.0 110.2 17.4 93.4 90.0 NU Pass 202 12/08/10 192.0 On Site Mix 118.0 107.9 18.9 91.5 90.0 NU Pass 203 12/09/10 154.0 On Site Mix 118.0 107.2 18.4 90.9 90.0 NU Pass 204 12/09/10 156.0 On Site Mix 118.0 110.2 16.4 93.4 90.0 NU Pass 205 1 12/09/10 182.0 On Site Mix 118.0 107.6 18.0 91.2 90.0 NU Pass NI) = Nuclear (iauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 E DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY (pcf) MOISTURE RELATIVE COMPACTION (%) REQUIRED COMPACTION TEST METHOD REMARKS 206 12/09/10 158.0 On Site Mix 118.0 109.3 16.9 92.6 90.0 NU Pass 207 12/10/10 160.0 On Site Mix 118.0 110.6 16.7 93.7 90.0 NU Pass 208 12/10/10 184.0 On Site Mix 118.0 110.1 16.9 93.3 90.0 NU Pass 209 12/10/10 162.0 On Site Mix 118.0 115.5 15.0 97.9 90.0 NU Pass 210 12/10/10 186.0 On Site Mix 118.0 110.4 16.2 93.6 90.0 NU Pass 211 12/10/10 164.0 On Site Mix 118.0 113.7 16.3 94.4 90.0 NU Pass 212 12/10/10 166.0 On Site Mix 118.0 109.7 15.5 93.0 90.0 NU Pass 213 12/10/10 168.0 On Site Mix 118.0 107.2 18.0 90.9 90.0 NU Pass 214 12/10/10 188.0 On Site Mix 118.0 111.9 17.8 94.8 90.0 NU Pass 215 12/13/10 170.0 On Site Mix 118.0 109.3 15.9 92.6 90.0 NU Pass 216 12/13/10 172.0 On Site Mix 118.0 111.1 18.5 94.1 90.0 NU Pass 217 12/13/10 174.0 On Site Mix 118.0 106.8 18.3 90.5 90.0 NU Pass 218 12/13/10 176.0 On Site Mix 118.0 106.8 19.3 90.4 90.0 NU Pass 219 12/13/10 Final On Site Mix 118.0 109.5 15.5 92.9 90.0 NU Pass 220 12/13/10 Final On Site Mix 118.0 107.1 13.5 90.8 90.0 NU Pass 221 12/14/10 123.0 On Site Mix 118.0 114.6 14.2 97.1 90.0 NU Pass 222 12/14/10 125.0 On Site Mix 118.0 109.4 14.8 92.7 90.0 NU Pass 223 12/14/10 121.0 On Site Mix 118.0 102.5 18.3 86.9 90.0 NU Fail 224 12/14/10 121.5 On Site Mix 118.0 111.2 15.4 94.3 90.0 NU Pass 225 12/14/10 121.0 On Site Mix 118.0 110.8 16.0 93.9 90.0 NU Pass - Retest of #223 226 12/14/10 122.0 On Site Mix 118.0 106.8 17.4 90.5 90.0 NU Pass 227 12/14/10 126.0 On Site Mix 118.0 106.8 15.9 90.5 90.0 NU Pass 228 12/14/10 128.0 On Site Mix 118.0 109.3 14.5 92.7 90.0 NU Pass 229 12/14/10 - 177.0 On Site Mix 118.0 106.3 17.3 90.1 90.0 NU Pass 230 12/14/10 130.0 On Site Mix 118.0 106.8 18.0 9.5 90.0 NU Pass 231 12/14/10 132.0 On Site Mix 118.0 107.4 17.2 91.0 90.0 NU Pass NU = Nuclear (iauge - SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (f t) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (pct) FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS 232 12/14/10 122.0 On Site Mix 118.0 109.2 15.1 92.5 90.0 NU Pass 233 12/14/10 122.0 On Site Mix 118.0 99.2 15.5 84.1 90.0 NU Fail 234 12/14/10 122.0 On Site Mix 118.0 111.0 14.1 94.0 90.0 NU Pass - Retest of #233 235 12/14/10 124.0 On Site Mix 118.0 108.1 14.7 91.7 90.0 NU Pass 236 1 2/14/10 126.0 On Site Mix 118.0 112.1 16.7 95.1 90.0 NU Pass 237 12/14/10 179.0 On Site Mix 118.0 113.3 16.4 96.1 90.0 NU - Pass 238 12/15/10 127.0 On Site Mix 118.0 96.4 24.3 81.7 90.0 NU Fail 239 12/15/10 127.0 On Site Mix 118.0 106.0 16.6 89.9 90.0 NU Pass - Retest of #238 240 12/15/10 129.0 On Site Mix 118.0 108.7 16.5 92.1 90.0 NU Pass 241 12/15/10 129.0 On Site Mix 118.0 111.1 14.2 94.2 90.0 NU Pass 242 12/15/10 130.0 On Site Mix 118.0 111.0 14.9 94.2 90.0 NU Pass 243 12/15/10 130.0 On Site Mix 118.0 108.9 15.0 92.3 90.0 NU Pass 244 12/15/10 131.0 On Site Mix 118.0 105.7 19.3 89.6 90.0 NU Pass 245 12/15/10 134.0 On Site Mix 118.0 107.5 18.7 91.1 90.0 NU Pass 246 12/15/10 136.0 On Site Mix 118.0 108.7 19.3 92.1 90.0 NU Pass 247 12/15/10 138.0 On Site Mix 118.0 108.2 18.2 . 91.7 90.0 NU Pass 248 12/15/10 140.0 On Site Mix 118.0 108.1 16.2 91.6 90.0 NU Pass 249 '12/17/10 141.0 On Site Mix 118.0 106.4 17.0 90.2 90.0 NU Pass 250 12/17/10 143.0 On Site Mix 118.0 112.5 15.8 95.3 90.0 NU Pass 251 12/17/10 145.0 On Site Mix 118.0 110.0 16.1 93.3 90.0 NU Pass 252 01/12/11 138.0 On Site Mix 118.0 105.0 . 21.2 89.0 90.0 NU Fail 253 01/12/11 138.0 On Site Mix 118.0 105.9 18.4 89.7 90.0 NU Pass - Restest of #252 254 01/13/11 141.0 On Site Mix 118.0 109.3 18.5 92.7 90.0 NU Pass 255 01/13/11 144.0 On Site Mix 118.0 108.9 18.6 92.3 90.0 NU Pass 256 01/13/11 148.0 On Site Mix 118.0 105.6 191.1 89.5 90.0 NU Pass 257 01/13/11 - 152.0 On Site Mix 118.0 104.4 19.3 88.5 90.0 NU Fail NW = Nuclear (iauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY(pcO MOISTURE (%) RELATIVE COMPACTION (%)COMPACTION(%) REQUIRED TEST METHOD REMARKS 258 01/13/11 152.0 On Site Mix 118.0 107.1 19.4 90.8 90.0 NU Pass - Restest of #257 259 01/14/11 160.0 On Site Mix 118.0 107.9 19.1 91.5 90.0 NU Pass 260 01/14/11 164.0 On Site Mix 118.0 106.3 19.1 90.1 90.0 NU Pass 261 01/14/11 168.0 On Site Mix 118.0 107.2 18.5 91.0 90.0 NU Pass 262 01/18/11 146.0 On Site Mix 118.0 106.9 17.7 90.6 90.0 NU Pass 263 01/18/11 147.0 On Site Mix 118.0 108.8 19.2 92.2 90.0 NU Pass 264 01/18/11 172.0 On Site Mix 118.0 107.5 18.2 91.1 90.0 NU Pass 265 01/18/11 176.0 On Site Mix 118.0 106.6 18.7 90.3 90.0 NU Pass 266 01/19/11 150.0 On Site Mix 118.0 107.5 18.6 91.1 90.0 NU Pass 267 01/20/11 153.0 On Site Mix 118.0 109.1 18.8 92.5 90.0 NU Pass 268 01/20/11 154.0 On Site Mix 118.0 111.0 14.7 94.1 90.0 NU Pass 269 01/21/11 156.0 On Site Mix 118.0 108.5 17.3 92.0 90.0 NU Pass 270 01/21/11 2.0 Utility Trench Backfill 135.0 128.3 2.3 95.0 95.0 NU Pass 271 01/21/11 1.0 Utility Trench Backfill 135.0 128.4 2.7 95.1 95.0 NU Pass 272 01/24/11 182.0 On Site Mix 118.0 103.0 12.2 87.3 90.0 NU Fail 273 01/24/11 182.0 On Site Mix 118.0 107.5 13.8 91.1 90.0 NU Pass - Restest of #273 274 01/24/11 Slope On Site Mix 118.0 106.1 18.0 89.9 90.0 NU Pass 275 01/24/11 158.0 On Site Mix 118.0 108.1 17.5 91.6 90.0 NU Pass 276 01/25/11 Surface- Utility Trench Backfill 135.0 131.9 5.8 97.7 95.0 NU Pass 277 01/25/11 161.0 On Site Mix 118.0 107.6 19.3 91.2 90.0 NU Pass 278 01/25/11 163.0 On Site Mix 118.0 107.7 19.2 91.3 90.0 NU Pass 279 01/25/11 165.0 On Site Mix 118.0 105.3 19.0 89.2 . 90.0 NU Fail 280 01/25/11 2.33 Utility Trench Backfill 135.0 126.4 3.7 93.7 95.0 NU Fail 281 01/25/11 2.17 Utility Trench Backfill 135.0 129.3 3.4 95.0 95.0 NU Pass - Retest of #280 282 01/25/11 0.25 Utility Trench Backfill 135.0 132.9 6.2 98.7 95.0 NU Pass 283 01/26/11 1 165.0 On Site Mix 118.0 110.9 19.2 94.0 90.0 NU Pass - Retest of #279 NU = Nuclear Gauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY fpcf) FIELD DRY DENSITY (pc MOISTURE RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS 284 01/26/11 167.0 On Site Mix 118.0 111.0 18.8 94.1 90.0 NU Pass 285 01/26/11 169.0 On Site Mix 118.0 108.9 19.4 92.1 90.0 NU Pass 286 01/26/11 171.0 On Site Mix 118.0 108.6 18.7 92.0 90.0 NU Pass 287 01/26/11 Subcfrain On Site Mix 118.0 105.5 22.2 89.5 90.0 NU Pass 288 01/26/11 4.0 Above Utility On Site Mix 118.0 112.1 14.1 95.0 90.0 ' NU Pass 289 01/26/11 4.0 Above Utility On Site Mix 118.0 105.9 19.0 89.8 90.0 NU Pass 290 01/27/11 Subdroin On Site Mix 118.0 106.6 15.3 90.4 90.0 NU Pass 291 01/27/11 171.5 On Site Mix 118.0 106.8 18.9 90.5 90.0 NU Pass 292 01/27/11 173.0 On Site Mix 118.0 110.4 17.8 93.6 90.0 NU Pass 293 01/27/11 175.0 On Site Mix 118.0 108.6 18.9 92.0 90.0 NU Pass 294 01/27/11 Slope On Site Mix 118.0 110.3 16.2 93.5 95.0 NU Pass 295 01/28/11 177.0 On Site Mix 118.0 107.8 18.9 91.4 95.0 NU Pass 296 01/31/11 2.0 Above Utility On Site Mix 118.0 107.1 13.8 90.8 90.0 NU Pass 297 01/31/11 4.0 Above Utility On Site Mix 118.0 110.6 17.6 . 93.8 90.0 NU Pass 298 02/01/1 1 2.0 Above Utility On Site Mix 118.0 108.9 18.8 92.4 90.0 NU Pass 299 02/01/11 4.0 Above Utility On Site Mix 118.0 110.2 16.7 93.4 90.0 NU Pass 300 02/02/11 2.0 Above Utility Trench Backfill 135.0 134.2 6.2 99.4 - 95.0 NU Pass 301 02/02/11 4.0 Above Utility Trench Backfill 135.0 127.8 5.9 - 94.6 95.0 NU Pass - 302 02/02/11 125.0 On Site Mix 118.0 107.9 14.7 91.5 90.0 NU Pass 303 02/02/11 126.0 On Site Mix 118.0 106.9 15.0 90.7 90.0 NU Pass 304 02/02/11 128.0 On Site Mix 118.0 109.0 15.3 92.4 90.0 NU Pass 305 02/03/11 129.0 On Site Mix 118.0 107.9 17.7 91.5 . 90.0 NU Pass 306 02/03/11 131.0 On Site Mix 118.0 106.8 17.1 90.6 90.0 NU Pass 307 02/03/11 132.0 On Site Mix 118.0 114.0 15.8 96.6 90.0 NU Pass 308 02/03/11 134.0 On Site Mix 118.0 113.8 16.3 96.5 90.0 NU . Pass 309 02/03/11 136.0 On Site Mix 118.0 106.6 17.7 90.3 90.0 NU Pass NU = Nuclear iauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TES NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY fpcf) FIELD DRY DENSITY(pcf MOISTURE RELATIVE COMPACTION (%) REQUIRED co (%) TEST METHOD REMARKS 310 02/03/11 138.0 On Site Mix 118.0 109.8 18.2 93.1 90.0 NU - Pass 311 02/03/11 139.0 On Site Mix 118.0 113.0 15.7 95.8 90.0 NU Pass 312 02/04/11 140.0 On Site Mix 118.0 110.5 16.9 89.7 90.0 NU Pass 313 02/04/11 141.0 On Site Mix 118.0 102.1 23.3 86.6 90.0 NU Fail 314 02/04/11 126.0 On Site Mix 118.0 109.0 16.5 92.4 90.0 NU Pass 315 02/04/11 141.0 On Site Mix 118.0 107.3 17.1 91.0 90.0 NU Pass - Retest of #313 316 02/04/11 . 2.0 Above Utility Trench Backfill 135.0 128.2 3.0 94.9 95.0 NU Pass 317 02/04/11 4.0 Above Utility Trench Backfill 135.0 124.2 4.8 92.0 95.0 NU Fail 318 02/04/11 4.0 Above Utility Trench Backfill 135.0 128.1 3.2 94.9 90.0 NU Pass - Retest of #317 319 02/04/11 144.0 On Site Mix 118.0 104.3 21.5 88.5 90.0 NU Fail 320 02/04/11 129.0 On Site Mix 118.0 107.0 18.9 90.7 90.0 NU Pass 321 02/04/11 144.0 On Site Mix 118.0 110.8 16.7 94.0 90.0 NU Pass - Retest of #319 322 02/04/11 3.0 Above Utility On Site Mix 118.0 108.3 17.1 91.8 90.0 NU Pass 323 02/04/11 129.0 On Site Mix 118.0 108.3 18.3 91.8 90.0 NU Pass 324 02/04/11 147.0 On Site Mix 118.0 103.0 21.9 87.4 95.0 NU Fail 325 02/03/11 2.0 Above Utility Trench Backfill 135.0 131.4 5.5 97.3 95.0 NU Pass 326 02/03/11 4.0 Above Utility Trench Backfill 135.0 129.6 4.7 96.0 95.0 NU Pass 327 02/07/11 147.0 On Site Mix 118.0 107.0 17.9 90.7 90.0 NU Pass - Retest of #324 328 02/07/11 148.0 On Site Mix 118.0 102.3 20.6 86.7 90.0 NU Fail 329 02/07/11 148.0 On Site Mix 118.0 105.8 20.8 89.7 90.0 NU Pass - Restest of #328 330 02/07/11 150.0 On Site Mix 118.0 106.5 19.4 90.3 90.0 NU Pass 331 02/07/11 151.0 On Site Mix 118.0 106.7 19.7 90.5 90.0 NU Pass 332 02/07/11 152.0 On Site Mix 118.0 108.1 17.0 91.6 90.0 NU Pass 333 02/07/11 141.0- Utility On Site Mix 118.0 107.7 15.9 91.3 90.0 NU Pass 334 02/07/11 154.0 On Site Mix 118.0 108.3 19.8 91.8 90.0 NU Pass 335 02/07/11 139.0- Utility On Site Mix 118.0 108.0 17.2 91.5 90.0 NU Pass NU = Nuclear Gauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 E DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY(pcf) MOISTURE RELATIVE COMPACTION (%)COMPACTION(%) REQUIRED TEST METHOD REMARKS 336 02/07/11 141.0- Utility On Site Mix 118.0 107.6 19.0 91.2 90.0 NU Pass 337 02/07/11 143.0- Utility On Site Mix 118.0 105.9 18.0 90.0 90.0 NU Pass 338 02/07/11 145.0- Utility On Site Mix 118.0 115.5 17.4 94.5 90.0 NU Pass 339 02/08/11 156.0 On Site Mix 118.0 106.9 19.5 90.6 90.0 NU Pass 340 02/08/11 157.0 On Site Mix 118.0 103.6 19.9 87.9 90.0 NU Fail 341 02/08/11 157.0 On Site Mix 118.0 107.7 19.4 91.3 90.0 NU Pass - Retest of #340 342 02/08/11 160.0 On Site Mix 118.0 102.8 19.9 87.1 90.0 NU Fail 343 02/08/11 160.0 On Site Mix 118.0 107.0 21.1 90.7 90.0 NU Pass - Retest of#342 344 02/09/11 162.0 On Site Mix 118.0 103.2 23.1 87.5 90.0 NU Fail 345 02/09/11 162.0 On Site Mix 118.0 106.7 20.3 90.5 90.0 NU Pass - Retest of #344 346 02/09/11 164.0 On Site Mix 118.0 107.3 20.6 91.0 90.0 NU Pass 347 02/10/11 165.0 On Site Mix 118.0 101.6 20.2 86.1 90.0 NU Fail 348 02/01/11 166.0 On Site Mix 118.0 109.2 19.2 92.5 90.0 NU Pass - Retest of #347 349 02/10/11 168.0 On Site Mix 118.0 103.7 21.4 87.9 90.0 NU Fail 350 02/10/11 168.0 On Site Mix 118.0 108.3 20.3 91.8 90.0 NU Pass - Retest of #349 351 02/10/11 170.0 On Site Mix 118.0 106.1 19.9 90.0 90.0 NU Pass 352 02/11/11 172.0 On Site Mix 118.0 109.7 19.1 93.0 90.0 NU Pass 353 02/11/11 150.0- Utility On Site Mix 118.0 106.2 20.8 90.1 90.0 NU Pass 354 02/11/11 154.0- Utility On Site Mix 118.0 106.1 21.3 90.0 90.0 NU Pass 355 02/11/11 174.0 On Site Mix 118.0 107.9 20.6 91.5 90.0 NU Pass 356 02/11/11 176.0 Import #1 Mix 125.0 112.8 15.0 90.3 90.0 NU Pass 357 02/14/11 178.0 On Site Mix 118.0 103.3 17.5 87.5 90.0 NU Fail 358 02/14/11 178.0 On Site Mix 118.0 106.3 14.5 90.1 90.0 NU Pass - Retest of #357 359 02/14/11 178.0 On Site Mix 118.0 106.2 15.1 90.1 90.0 NU Pass 360 02/14/11 180.0 On Site Mix 118.0 107.8 16.6 91.4 90.0 NU Pass 361 02/14/11 94.0- Lower Key . On Site Mix 118.0 101.3 18.3 85.9 90.0 NU Fail NU = Nuclear (iauge Sc = Sand Cone Project Name: La Costa Condominiums File No. 23280.12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY EL DRY DENSITY(pcO MOISTURE RELATIVE COMPACTION (%) EQUIRED TEST METHOD REMARKS 362 02/14/11 94.0- Lower Key On Site Mix 118.0 106.3 15.5 90.1 90.0 NU Pass - Retest of #361 363 02/14/11 88.0 - Lower Key On Site Mix 118.0 107.3 13.0 91.0 90.0 NU Pass 364 02/14/11 182.0 On Site Mix 118.0 104.0 20.3 88.1 90.0 NU Fail 365 02/14/11 182.0 On Site Mix 118.0 110.5 18.5 93.7 90.0 NU Pass - Retest of #364 366 02/15/11 184.0 On Site Mix 118.0 18.8 16.8 92.3 90.0 NU Pass 367 02/15/11 184.0 On Site Mix 118.0 109.5 15.1 92.8 90.0 NU Pass 368 02/15/I1 98.0- Lower Key On Site Mix 118.0 112.8 17.1 95.6 90.0 NU Pass 369 02/15/11 95.0 On Site Mix 118.0 111.4 17.5 94.4 90.0 NU Pass 370 02/15/11 93.0 - Lower Key On Site Mix 118.0 110.0 17.8 .93.2 90.0 NU Pass 371 02/15/11 89.0- Lower Key On Site Mix 118.0 109.4 16.4 92.8 90.0 NU Pass 372 02/15/11 97.0- Lower Key On Site Mix 118.0 115.3 11.6 97.7 90.0 NU Pass 373 02/15/11 95.0- Lower Key On Site Mix 118.0 113.5 16.0 96.2 90.0 NU Pass 374 02/15/11 96.0- Lower Key On Site Mix 118.0 111.0 15.1 94.1 90.0 NU Pass 375 02/15/11 94.0- Lower Key On Site Mix 118.0 111.0 13.7 93.8 90.0 NU Pass 376 02/15/11 186.0 On Site Mix 118.0 111.2 14.3 94.2 90.0 NU Pass 377 02/15/11 186.0 On Site Mix 118.0 111.8 13.4 94.8 90.0 NU Pass 378 02/23/11 186.0 Import #1 132.0 127.8 8.7 96.9 90.0 NU Pass 379 02/23/11 .188.0 Import #1 132.0 125.5 10.0 95.1 90.0 NU Pass 380 02/24/11 190.0 Import #1 Mix 125.0 114.6 13.5 91.7 90.0 NU Pass 381 02/24/11 192.0 Import #1 Mix 125.0 115.3 13.1 92.3 90.0 NU Pass 382 02/24/11 84.0- Lower Key On Site Mix 118.0 102.9 17.6 87.2 90.0 NU Foil 383 02/24/11 84.0 - Lower Key On Site Mix 118.0 writevalues d - 93.2 90.0 NU Pass - Retest of#387 384 02/24/11 85.0- Lower Key On Site Mix 118.0 106.9 20.3 90.6 90.0 NU Pass 385 02/24/11 86.0- Lower Key On Site Mix 118.0 106.3 19.2 90.1 90.0 NU Pass 386 02/24/11 87.0- Lower Key On Site Mix 118.0 104.7 16.5 88.8 90.0 NU Fail 387 02/24/11 87.0 -Lower Key On Site Mix 118.0 113.4 15.8 96.1 90.0 NU Pass - Retest of #386 NU = Nuclear Gauge SC = Sand Cone Project Name: La Costa Condomlnluns File No. 23280-12 Start Date: October 1, 2010 NO. DATE DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY fpcf) FIELD DRY DENSITY(pcf MOISTURE RELATIVE COMPACTION (%)COMPACTION(%) REQUIRED TEST METHOD REMARKS 388 02/24/11 200.0 Import #1 Mix 125.0 114.0 15.7 91.3 90.0 NU Pass 389 03/03/11 123.0- Utility On Site Mix 118.0 106.4 18.6 90.2 90.0 NU Pass 390 03/03/11 125.0 On Site Mix 118.0 108.1 18.8 91.7 90.0 NU Pass 391 03/03/11 103.0 On Site Mix 118.0 106.6 18.4 90.4 90.0 NU Pass 392 03/03/11 103.0 On Site Mix 118.0 100.6 22.0 85.3 90.0 NU Fail 393 03/04/11 103.0 Import #2 124.0 116.1 12.4 93.6 90.0 NU Pass 394 03/04/11 106.0 On Site Mix 118.0 106.6 21.2 90.4 90.0 NU Pass 395 03/04/11 109.0 On Site Mix 118.0 107.7 18.0 91.3 90.0 NU - Pass 396 03/04/11 . 110.5 On Site Mix 118.0 106.3 18.7 90.1 90.0 NU Pass 397 03/04/11 112.0 On Site Mix 118.0 103.1 23.2 87.4 90.0 NU Fail 398 03/04/11 112.0 Impart #2 124.0 116.7 12.4 94.2 90.0 NU Pass - Retest of #397 399 03/04/11 113.0 On Site Mix 118.0 108.7 17.1 92.1 90.0 NU Pass 400 03/04/11 114.0 On Site Mix 118.0 18.5 19.7 92.0 90.0 NU Pass 401 03/08/11 112.0 On Site Mix 118.0 107.5 18.8 91.2 90.0 NU Pass 402 03/08/11 113.0 On Site Mix 118.0 109.6 19.1 92.9 90.0 NU Pass 403 03/08/11 114.0 On Site Mix 118.0 105.1 19.6 89.1 90.0 NU Fail 404 03/08/11 114.0 On Site Mix 118.0 109.8 18.5 93.1 90.0 NU Pass - Retest of #403 405 03/08/11 113.0 On Site Mix 118.0 103.7 - 19.4 87.9 90.0 NU Fail 406 03/08/11 113.0 On Site Mix 118.0 107.5 20.0 91.1 90.0 NU Pass - Retest of #405 407 03/08/11 115.0 On Site Mix 118.0 108.8 18.8 92.2 90.0 NU Pass 408 03/14/11 98.0- Utility On Site Mix 118.0 109.0 17.2 92.4 90.0 NU Pass 409 03/14/11 93.0- Utility On Site Mix 118.0 106.7 19.5 90.4 90.0 NU Pass 410 03/15/11 142.0 On Site Mix 118.0 1109.9 14.6 94.1 90.0 NU Pass 411 03/15/11 -3.0- Utility On Site Mix 118.0 . 100.9 19.7 85.5 90.0 NU Fail 412 03/15/11 -3.0- Utility On Site Mix 118.0 107.8 17.7 91.4 90.0 NU Pass - Retest of #411 413 03/16/11 145.0 Import #2 124.0 114.2 14.6 - 92.2 90.0 NU Pass I'lUcledl '.dUye Sc = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (Pcf) FIELD DRY DENSITY(pcfl MOISTURE (%) RELATIVE COMPACTION (%) co (%) TEST METHOD REMARKS 414 03/16/11 -4.0- Utility On Site Mix 118.0 107.6 16.1 91.2 90.0 NU Pass 415 03/16/11 116.0 On Site Mix 118.0 106.8 15.8 90.5 90.0 NU Pass 416 03/17/11 3/4 Asphalt - 147.0 - - 96.2 95.0 NU Pass 417 03/17/11 3/4 Asphalt - 147.0 - 94.9 95.0 NU Pass 418 03/17/11 3/4 Asphalt - 147.0 - - 96.2 95.0 NU Pass 419 03/17/11 3/4" Asphalt - 147.0 - - 96.1 95.0 NU Pass 420 03/17/11 -6.0- Utility Trench Backfill 135.0 129.9 6.5 96.2 95.0 NU Pass 421 03/17/11 3/4' Asphalt - 147.0 - - 96.8 95.0 NU Pass 422 03/17/11 3/4" Asphalt - 147.0 - - 96.2 95.0 NU Pass 423 03/30/11 -5.0- Utility On Site Mix 118.0 113.2 15.6 95.9 90.0 NU Pass 424 03/30/11 -2.0- Utility On Site Mix 118.0 111.3 15.6 94.3 90.0 NU Pass 425 04/20/11 112.0 On Site Mix 118.0 109.3 18.1 92.6 90.0 NU Pass 426 04/20/11 114.0 On Site Mix 118.0 107.1 17.6 90.7 90.0 NU Pass 427 06/01/11 98.0 . On Site Mix 118.0 113.4 18.1 96.1 90.0 NU Pass 428 06/01/11 99.0 On Site Mix 118.0 115.7 17.8 98.0 90.0 NU Pass 429 06/01/11 97.0 Import #3A 128.0 113.6 7.9 88.8 90.0 NU Fail 430 06/01/11 93.0 Import #3A 128.0 . 118.0 11.3 92.2 90.0 NU Pass 431 06/01/11 90.5 Import #3A 128.0 110.3 10.2 86.2 90.0 NU Fail 432 06/01/11 90.5 Import #3A 128.0 111.8 8.9 87.3 90.0 NU Fail 433 06/01/11 87.0 Import #3A 128.0 111.3 12.2 87.0 90.0 NU Fail 434 06/01/11 86.0 Import #3A 128.0 108.7 13.1 85.0 90.0 NU Fail 435 06/02/11 88.0 Import #3A 128.0 114.7 9.5 89.6 90.0 NU Pass 436 06/02/11 87.0 Import #3A 128.0 108.6 11.5 85.0 90.0 NU Fail 437 06/02/11 84.0 Import#3A 128.0 111.8 10.5 87.3 90.0 NU Fail 438 06/02/11 88.5 Import #3A 128.0 116.1 9.7 90.6 90.0 NU Pass 439 06/02/11 91.5 Import #3A 128.0 117.1 8.7 91.4 90.0 NU Pass NU =Nuclear Gauge Sc = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (Pcf) FIELD DRY DENSITY(pcfl MOISTURE RELATIVE COMPACTION (%) co (%) TEST METHOD REMARKS 440 06/02/11 94.0 Import #3A 128.0 116.0 9.9 90.6 90.0 NU Pass 441 06/02/11 89.0 On Site Mix 118.0 110.3 17.1 93.5 90.0 NU Pass 442 06/03/11 91.0 Import #3A 128.0 115.0 10.1 89.8 90.0 NU Pass 443 06/03/11 - 88.5 Import #3A 128.0 114.9 11.8 89.7 90.0 NU Pass 444 06/03/11 98.0 Import #3A 128.0 115.2 12.6 90.0 90.0 NU Pass 445 06/03/11 98.5 Import #3A 128.0 119.0 9.4 92.9 90.0 NU Pass 446 06/06/11 92.0 On Site Mix 118.0 107.7 18.4 91.3 90.0 NU Pass 447 06/06/11 91.0 On Site Mix 118.0 107.8 15.1 91.3 90.0 NU Pass 448 06/06/11 93.0 On Site Mix 118.0 106.0 20.6 89.8 90.0 NU Pass 449 06/07/11 97.0 On Site Mix 118.0 106.0 18.5 89.8 90.0 NU Pass 450 06/08/11 108.0 On Site Mix 118.0 107.1 18.2 90.7 90.0 NU Pass 451 06/08/11 109.0 On Site Mix 118.0 110.7 17.9 93.8 90.0 NU Pass 452 06/08/11 111.0 On Site Mix 118.0 103.7 18.5 87.9 90.0 NU Foil 453 06/08/11 111.0 On Site Mix 118.0 111.2 . 14.8 94.2 90.0 NU Pass - Retest of #445 454 06/08/11 112.0 On Site Mix 118.0 . 114.6 14.6 97.1 90.0 NU Pass 455 06/10/11 107.0 On Site Mix 118.0 104.9 18.3 88.9 90.0 NU Fail 456 06/10/11 107.0 On Site Mix 118.0 109.4 17.7 92.7 90.0 NU Pass - Retest of #448 457 06/10/11 111.0 On Site Mix 118.0 106.7 16.9 90.4 - 90.0 NU Pass 458. 06/10/11 112.0 On Site Mix 118.0 109.3 17.6 92.6 90.0 NU Pass 459 06/15/11 . 109.0 On Site Mix 118.0 108.6 19.2 92.0 90.0 NU Pass 460 06/15/11 108.0 On Site Mix 118.0 109.2 18.6 92.5 90.0 NU Pass 461 06/15/11 111.0 On Site Mix 118.0 105.9 19.5 89.7 90.0 NU Pass 462 06/15/11 112.0 On Site Mix 118.0 104.0 19.2 88.1 90.0 NU Fail 463 06/15/11 112.0 On Site Mix 118.0 106.0 19.2 89.8 90.0 NU Pass - Retest of #455 464 06/16/11 122.0 Retaining Wall Import #3A 128.0 115.0 11.2 89.8 90.0 NU Pass 465 06/16/11 121.0 Retaining Wall Import #3A 128.0 114.6 14.7 89.5 90.0 NU Pass NU = Nuclear Gauge SC = Sand Cane Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMU FIELD DRY DENSITY(pcU MOISTURE RE LATIVE COMPACTION (%) REQUIRED COMPACTION(%) TEST METHOD REMARKS 466 06/17/11 142.0 Retaining Wall Import #3A 128.0 120.5 10.0 94.1 90.0 NU Pass 467 06/17/11 143.0 Retaining Wall Import #3A 128.0 123.7 8.9 96.6 90.0 NU Pass 468 06/17/11 146.0 Retaining Wall Import #3A 128.0 117.4 13.4 91.7 90.0 NU Pass 469 06/17/11 147.0 Retaining Wall Import #3A 128.0 118.7 8.3 92.7 90.0 NU Pass 470 06/20/11 141.0 Retaining Wall Import #3A 128.0 120.2 11.7 93.9 90.0 NU Pass 471 06/20/11 143.0 Retaining Wall Import #3A 128.0 115.5 9.3 90.2 90.0 NU Pass 472 06/21/11 97.0 On Site "A 118.3 103.4 24.3 87.4 90.0 NU Fail 473 06/21/11 Retaining Wall Import #3A 128.0 116.0 12.1 90.6 90.0 NU Pass 474 06/21/11 104.0 Slope On Site A 118.3 106.6 20.9 90.0 90.0 NU Pass 475 06/21/11 103.0 Slope On Site A 118.3 107.9 22.7 91.1 90.0 NU Pass 476 06/21/11 102.0 Slope On Site A 118.3 108.9 19.0 92.1 90.0 NU Pass 477 06/22/11 99.0 Slope On Site Mix 118.0 109.1 18.9 92.5 90.0 NU Pass 478 06/22/I1 102.0 Slope On Site Mix 118.0 109.3 18.9 92.6 90.0 NU Pass 479 06/22/11 98.0 Retaining Wall Import #4 113.0 106.2 13.9 93.9 90.0 NU Pass 480 06/23/11 100.0 Retaining Wall Import #4 113.0 103.9 13.8 91.9 90.0 NU Pass 481 06/24/11 99.0 Slope On Site Mix 118.0 110.1 20.0 93.3 90.0 NU Pass 482 06/24/11 102.0 Slope On Site Mix 118.0 108.9 19.5 92.2 90.0 NU Pass 483 06/24/11 110.0 Retaining Wall Import #4 113.0 102.9 9.2 91.1 . 90.0 NU Pass 484 06/24/I1 104.0 Retaining Wall Import #4 113.0 104.2 10.1 92.2 90.0 NU Pass 485 06/24/11 100.0 Slope On Site Mix 118.0 110.0 18.5 93.1 90.0 NU Pass 486 06/24/11 103.0 Slope On Site Mix 118.0 108.4 19.6 91.9 90.0 NU Pass 487 06/24/11 106.0 Slope Import #4 113.0 104.9 12.4 92.8 90.0 NU Pass 488 06/24/11 105.0 Slope On Site Mix 118.0 106.1 19.4 89.9 90.0 NU Pass 489 06/24/11 107.0 Slope On Site Mix 118.0 107.8 19.4 91.3 90.0 NU Pass 490 06/27/11 113.0 Retaining Wall Import #4 113.0 102.8 11.0 . 91.0 90.0 NU Pass 491 06/27/11 114.0 Retaining Wall Import #4 113.0 106.6 10.5 94.3 90.0 NU Pass NU = Nuclear Gauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (Pcf) FIELD CORY DENSITY(pCO MOISTURE RELATIVE COMPACTION (%) REQUIRED (%) TEST METHOD REMARKS 492 06/27/11 112.0 On Site Mix 118.0 99.2 22.3 84.0 90.0 NU Fail 493 06/27/11 112.0 On Site Mix 118.0 106.2 17.3 90.0 90.0 NU Pass - Retest of #485 494 06/27/11 111.0 On Site Mix 118.0 106.0 21.5 89.8 90.0 NU Pass 495 06/27/11 115.0 On Site Mix 118.0 106.1 18.4 89.9 90.0 NU Pass 496 06/27/11 111.0 Slope On Site Mix 118.0 103.6 20.6 - 87.8 90.0 NU Fail 497 06/28/11 111.0 Slope On Site Mix 118.0 105.9 21.3 89.7 90.0 NU Pass - Restest of #489 498 06/28/11 113.0 Slope On Site Mix 118.0 107.3 14.5 90.9 90.0 NU Pass 499 06/28/11 150.0 Slope On Site Mix 118.0 111.5 14.8 94.4 90.0 NU Pass 500 06/28/11 155.0 Slope On Site Mix 118.0 109.0 12.9 92.4 90.0 NU Pass 501 06/29/11 134.0 Import #4 113.0 109.9 9.5 97.2 90.0 NU Pass 502 06/29/11 136.0 Import #4 113.0 110.2 10.6 97.5 90.0 NU Pass 503 06/30/11 132.0 On Site Mix 118.0 107.4 14.8 91.0 90.0 NU Pass 504 06/30/11 North Slope Face Lower 15.0' On Site Mix 118.0 106.7 14.8 90.4 90.0 NU Pass 505 07/06/11 North Slope Face Upper 15.0 On Site Mix 118.0 100.5 15.2 85.2 90.0 NU Fail 506 07/06/11 North Slope Face Lower 15.0 On Site Mix 118.0 106.8 16.0 90.5 90.0 NU Pass 507 07/07/11 North Slope Face Upper 15.0 On Site Mix 118.0 102.8 13.4 87.0 90.0 NU Fail 508 07/07/11 North Slope Face Upper 15.0' On Site Mix 118.0 105.8 18.0 89.7 90.0 NU Pass 509 07/07/11 North Slope Face Upper 15.0 On Site Mix 118.0 110.7 13.4 93.8 90.0 NU Pass 510 07/07/11 108.0 On Site Mix 118.0 107.0 21.9 90.6 90.0 NU Pass 511 07/07/11 North Slope Face Upper 15.0 On Site Mix 118.0 107.5 20.1 91.1 90.0 NU Pass - Retest of #505 512 07/07/11 112.0 On Site Mix 118.0 107.1 16.9 90.7 90.0 NU Pass 513 07/07/11 North Slope Face Upper 15.0 On Site Mix 118.0 107.8 17.5 91.3 90.0 NU Pass 514 07/07/11 North Slope Face Upper 15.0' On Site Mix 118.0 108.4 7.0 91.8 90.0 NU Pass 515 07/07/11 110.0 On Site Mix 118.0 108.2 15.8 91.6 90.0 NU Pass 516 07/08/11 112.0 On Site Mix 118.0 105.9 17.8 89.7 90.0 NU Pass 517 07/08/11 I I 119.0 I Import #4 I 113.0 I 103.9 20.3 91.9 I 90.0 t NU Pass NU = Nuclear Gauge SC = Sand Cone - - - - - - - - - - - - - - - - - - Project Name: La Costa Condominiums • File No. 23280-12 Start Date: October 1, 2010 TEST DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DYCO MOISTURE I RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS 518 07/08/11 114.0 On Site Mix 118.0 96.7 18.6 81.9 90.0 NU Foil 519 07/08/11 114.0 On Site Mix 118.0 106.8 18.4 90.5 90.0 NU Pass 520 07/08/11 118.0 Retaining Wall Import #4 113.0 101.8 19.0 90.1 90.0 NU Pass 521 07/08/11 115.0 On Site Mix 118.0 108.9 17.9 92.2 90.0 NU Pass 522 07/08/11 116.0 Retaining Wall Import #4 113.0 101.7 16.7 90.0 90.0 NU Pass 523 07/11/11 119.5 Retaining Wall Import #4 113.0 105.6 14.6 93.5 90.0 NU Pass 524 07/11/11 119.0 Retaining Wall Import #4 113.0 102.3 12.8 90.5 90.0 NU Pass 525 07/11/11 120.0 Retaining Wall Import #4 113.0 101.8 12.9 90.1 90.0 NU Pass 526 07/12/11 111.0 Import #4 113.0 109.2 19.5 92.5 90.0 NU Pass 527 07/12/11 112.5 Import #4 113.0 108.5 19.5 92.0 90.0 NU Pass 528 07/12/11 115.0 Import #4 113.0 106.1 17.6 89.9 90.0 NU Pass 529 07/13/11 -8.0- Utility On Site Mix 118.0 . 111.4 16.9 94.4 90.0 NU Pass 530 07/13/11 -4.0- Utility On Site Mix 118.0 108.0 18.1 91.5 90.0 NU Pass 531 07/14/11 Slope On Site Mix 118.0 106.9 16.5 90.6 90.0 NU Pass 532 07/14/11 Slope On Site Mix 118.0 108.7 16.1 92.1 90.0 NU Pass 533 07/14/11 Slope On Site Mix 118.0 109.5 15.3 92.7 90.0 NU Pass 534 07/15/11 -6- Utility On Site Mix 118.0 107.1 18.3 90.7 90.0 NU Pass 535 07/22/11 118.0 On Site Mix 118.0 111.2 16.3 94.2 90.0 NU Pass 536 07/22/11 Retaining Wall Import #3 116.0 115.4 9.5 99.4 90.0 NU Pass 537 07/22/11 116.0 On Site Mix 118.0 107.1 16.8 90.7 90.0 NU Pass 538 07/22/11 114.0 On Site Mix 118.0 110.4 16.1 93.6 90.0 NU Pass 539 07/22/11 117.5 On Site Mix 118.0 106.8 14.7 90.5 90.0 NU Pass 540 07/25/11 117.0 On Site Mix 118.0 106.3 13.2 90.1 90.0 NU Pass 541 07/25/11 117.5 Retaining Wall Import #3 116.0 112.9 12.1 97.3 90.0 NU Pass 542 07/25/11 118.0 Import #3 116.0 105.1 9.9 90.6 90.0 NU Pass 543 07/25/11 119.0 Slope On Site Mix 118.0 107.0 17.2 90.7 90.0 NU Pass NI.) = Nuclear uauge SC = Sand Cane Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUMDRY DENSITY (pc FIELD DRY DENSITY (pc 1 MOISTURE RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS 544 07/25/11 121.0 Slope On Site Mix 118.0 108.5 17.2 91.9 90.0 NU Pass 545 07/25/11 118.0 Retaining Wall Import #3 116.0 107.3 11.8 92.5 90.0 NU Pass 546 07/26/11 120.0 Retaining Wall Impart #3 116.0 113.1 10.8 97.5 90.0 NW Pass 547 07/26/11 123.0 Slope On Site Mix 118.0 112.4 15.5 95.2 90.0 NU Pass 548 07/26/11 119.0 Slope On Site Mix 118.0 108.5 18.4 91.9 90.0 NU Pass 549 07/26/11 122.0 Slope On Site Mix 118.0 101.2 19.5 85.7 90.0 NU Fail 550 07/26/11 122.0 Slope On Site Mix 118.0 107.3 17.8 90.9 90.0 NU Pass - Retest of#549 551 07/26/11 124.0 On Site Mix 118.0 109.3 21.0 92.6 90.0 NU Pass 552 07/26/11 126.0 On Site Mix 118.0 110.0 18.2 93.2 90.0 NU Pass 553 07/27/11 122.0 Slope On Site Mix 118.0 105.6 18.1 89.5 90.0 NU Pass 554 07/27/11 125.0 Slope On Site Mix 118.0 106.9 20.2 90.5 90.0 NU Pass 555 07/27/11 127.0 Slope On Site Mix 118.0 110.6 21.0 93.7 90.0 NU Pass 556 07/27/11 126.0 Slope On Site Mix 118.0 108.3 17.9 91.8 90.0 NU Pass 557 07/27/11 128.0 Slope On Site Mix 118.0 108.5 18.0 91.9 90.0 NU Pass 558 07/27/11 125.0 Slope On Site Mix 118.0 114.0 16.2 96.6 90.0 NU Pass 559 07/28/11 100.0 Retaining Wall Import #3 116.0 113.4 9.6 97.8 90.0 NU Pass 560 07/28/11 110.0 Retaining Wall Import #3 116.0 112.8 10.0 91.0 90.0 NU Pass 561 07/29/11 113.0 Retaining Wall Import #3 116.0 105.3 11.0 90.8 90.0 NU Pass 562 07/29/11 105.0 Retaining Wall Impart #3 116.0 105.7 9.9 91.2 90.0 NU Pass 563 07/29/11 106.5 Slope On Site Mix 118.0 108.2 12.2 91.8 90.0 NU Pass 564 07/29/11 . Retaining Wall Impart #3 116.0 108.0 9.4 93.1 90.0 NU Pass 565 07/29/11 -6.0- Utility On Site Mix 118.0 107.1 18.0 90.8 90.0 NU Pass 566 07/29/11 Retaining Wall On Site Mix 118.0 106.1 13.2 89.9 90.0 NU Pass 567 08/01/11 -8.0- Utility On Site Mix 118.0 107.6 11.3 91.2 90.0 NU Pass 568 08/02/11 -4.0- Utility On Site Mix 118.0 110.5 14.6 93.7 90.0 NU Pass 569 08/02/11 -2.0- Utility On Site Mix 118.0 106.0 19.0 89.9 90.0 NU Pass NU = Nuclear Gauge SC = Sand Cane Project Name: La Costa Condominiums File No. 23280.12 Start Date: October 1, 2010 TEST DATE ELEVATION (it) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (pc FIELD DEITY(pcO 1 MOISTURE (%) COMPACTION (%) COMPACTION (%) TEST METHOD REMARKS 570 08/02/11 -8.0- Utility On Site Mix 118.0 106.2 15.8 90.0 90.0 NU Pass 571 08/02/11 -6.0- Utility On Site Mix 118.0 106.3 16.2 90.1 90.0 NU Pass 572 08/03/11 -4.0- Utility On Site Mix 118.0 107.0 16.5 90.7 90.0 NU Pass 573 08/03/11 -4.0- Utility On Site Mix 118.0 102.5 19.2 86.9 90.0 NU Fail 574 08/03/11 -4.0- Utility On Site Mix 118.0 106.2 18.7 90.0 90.0 NU Pass - Retest #573 575 08/03/11 -2.0- Utility On Site Mix 118.0 99.1 19.2 84.0 90.0 NU Fail 576 08/03/11 -2.0- Utility On Site Mix 118.0 106.5 15.5 90.3 90.0 NU Pass - Retest of #575 577 08/03/11 120.0 Slope On Site Mix 118.0 107.1 17.6 90.7 90.0 NU Pass 578 08/03/11 127.0 Slope . On Site Mix 118.0 110.3 16.6 93.5 90.0 NU Pass 579 08/03/11 114.0 Slope On Site Mix 118.0 109.8 16.8 90.0 90.0 NU . Pass 580 08/04/11 -2.0 - Utility On Site Mix 118.0 103.4 17.6 87.7 90.0 NU Fail 581 08/04/11 -2.0- Utility On Site Mix 118.0 107.7 17.2 91.3 90.0 NU Pass - Retest of #580 582 08/05/11 115.0 Slope On Site Mix 118.0 110.2 14.7 93.5 90.0 NU Pass 583 08/08/11 131.0 Slope On Site Mix 118.0 106.7 16.3 90.4 90.0 NU Pass 584 08/08/11 109.0 Slope On Site Mix 118.0 105.5 17.9 89.4 90.0 NU Pass 585 08/08/11 111.0 - Utility On Site Mix 118.0 109.0 17.4 92.4 90.0 NU Pass 586 08/08/11 112.0- Utility On Site Mix 118.0 106.3 17.5 90.1 90.0 NU Pass 587 08/08/11 114.0- Utility On Site Mix 118.0 106.5 17.6 90.2 90.0 NU Pass 588 08/09/11 135.0 On Site Mix 118.0 108.7 15.0 92.2 90.0 NU Pass 589 08/09/11 -2.0- Utility On Site Mix 118.0 105.6 14.9 89.5 90.0 NU Pass 590 08/09/1 1 -2.0- Utility On Site Mix 118.0 106.3 12.2 90.1 90.0 NU Pass 591 08/09/1 1 139.0 On Site Mix 118.0 109.0 13.9 92.4 90.0 NU Pass 592 08/10/11 -4.0- Utility . On Site Mix 118.0 107.5 15.6 91.2 90.0 NU Pass 593 08/10/11 -6.0- Utility On Site Mix 118.0 107.6 17.2 91.3 90.0 NU Pass 594 08/10/11 110.0-Utility On Site Mix 118.0 104.4 18.0 88.5 90.0 NU Fail 595 08/10/11 110.0- Utility On Site Mix 118.0 111.4 14.7 94.4 90.0 NU Pass - Retest of #594 NU = Nuciear siauge Sc = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMU FIELD DRY DENSITY (pcf) MOISTURE RELATIVE COMPACTION (%) REQUIRED COMPACTION(%) TEST METHOD REMARKS 596 08/12/11 -4.0- Utility On Site Mix 118.0 10.0 16.4 93.3 90.0 NU Pass 597 08/12/11 -2.0- Utility On Site Mix 118.0 106.8 15.7 90.5 90.0 NU Pass 598 08/15/11 0.0- Utility On Site Mix 118.0 107.2 14.8 90.9 90.0 NU Pass 599 08/15/11 0.0- Utility On Site Mix 118.0 107.7 13.6 91.3 90.0 NU Pass 600 08/15/11 0.0- Utility On Site Mix . 118.0 110.7 14.0 93.8 90.0 NU Pass 601 08/15/11 -4.0- Utility On Site Mix 118.0 107.2 14.6 90.9 90.0 NU Pass 602 08/15/11 -4.0- Utility On Site Mix 118.0 106.2 12.9 90.0 90.0 NU Pass 603 08/15/11 -2.0- Utility On Site Mix 118.0 99.4 17.3 84.3 90.0 NU Fail 604 08/15/11 -4.0- Utility On Site Mix 118.0 107.1 14.0 90.8 90.0 NU Pass - Retest of #603 605 08/15/11 -4.0- Utility On Site Mix 118.0 108.1 13.6 91.7 90.0 NU Pass .606 08/15/11 -2.0- Utility On Site Mix 118.0 109.8 14.8 93.1 90.0 NU Pass 607 08/16/11 -2.0- Utility On Site Mix 118.0 101.9 16.3 86.4 90.0 NU Fail 608 08/16/11 -2.0- Utility On Site Mix 118.0 107.1 16.5 90.8 90.0 NU Pass - Retest of #607 609 08/16/11 0.0- Utility On Site Mix 118.0 108.1 14.7 91.7 90.0 NU Pass 610 08/17/11 Finish Sidewalk Grade On Site Mix 118.0 107.2 13.0 90.9 90.0 NU Pass 611 08/17/11 Utility Trench La Costa Ave On Site Mix 118.0 107.3 12.9 91.0 90.0 NU Pass 612 08/17/11 SidewalkSubgrade On Site Mix 118.0 109.0 11.4 92.4 90.0 NU Pass 613 08/17/11 -4.0- Utility On Site Mix 118.0 104.1 15.3 88.3 90.0 NU Fail 614 08/17/11 - On Site Mix 118.0 106.4 15.7 90.2 90.0 NU Pass - Retest of #613 615 08/18/11 -1.5.0 - Utility On Site Mix 118.0 107.3 13.0 91.0 90.0 NU Pass 616 08/19/11 Subgrade sidewalk On Site Mix 118.0 110.8 16.3 93.9 90.0 NU Pass 617 08/19/11 0 On Site Mix 118.0 113.2 14.8 96.0 90.0 NU Pass 618 08/22/11 117.0 On Site Mix 118.0 109.3 10.0 92.6 90.0 NU Pass 619 08/22/11 117.0 On Site Mix 118.0 108.2 11.7 91.7 90.0 NU Pass 620 08/22/11 117.0 On Site Mix 118.0 111.0 8.6 94.1 90.0 NU Pass 621 08/22/11 117.0 On Site Mix 118.0 110.7 8.5 93.9 90.0 NU Pass NU = Nuclear Gauge SC = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 E DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY(pcf) MOISTURE RELATIVE COMPACTION (%) REQUIRED co TEST METHOD REMARKS 622 08/22/11 117.0 On Site Mix 118.0 103.8 10.0 88.0 90.0 NU Fail 623 08/22/11 117.0 On Site Mix 118.0 12.4 10.6 86.8 90.0 NU Fail 624 08/22/11 -117.0 On Site Mix 118.0 108.6 9.8 92.1 90.0 NU Pass 625 08/22/11 117.0 On Site Mix 118.0 117.2 14.0 99.3 90.0 NU Pass 626 08/22/11 117.0 On Site Mix 118.0 115.2 9.3 97.6 90.0 NU Pass 627 08/22/11 117.0 On Site Mix 118.0 115.9 6.9 98.3 90.0 NU Pass 628 08/22/11 117.0 On Site Mix 118.0 115.1 - 12.3 97.6 90.0 NU Pass 629 08/22/11 116.0 On Site Mix 118.0 . 111.9 13.7 94.9 90.0 NU Pass 630 08/22/11 116.0 On Site Mix 118.0 114.5 16.0 97.1 90.0 NU Pass 631 08/22/11 116.0 On Site Mix 118.0 107.3 13.2 91.0 - 90.0 NU Pass 632 08/22/11 116.0 On Site Mix 118.0 111.8 13.6 94.8 90.0 NU Pass 633 08/22/11 116.0 On Site Mix 118.0 111.0 15.1 94.1 90.0 NU Pass 634 08/22/11 116.0 On Site Mix 118.0 113.0 15.6 95.8 90.0 NU Pass 635 08/22/11 116.0 . On Site Mix 118.0 114.1 14.9 96.7 90.0 - - NU Pass 636 08/22/11 116.0 - On Site Mix 118.0 114.0 9.0 96.7 90.0 NU Pass 637 08/22/11 116.0 On Site Mix 118.0 108.9 10.7 92.3 90.0 NU Pass 638 08/22/11 - 116.0 On Site Mix 118.0 108.1 13.6 91.7 - 90.0 NU Pass 639 08/22/11 -6.0- Utility On Site Mix 118.0 107.2 12.6 90.9 90.0 NU Pass 640 08/22/11 -4.0- Utility On Site Mix 118.0 106.9 13.5 90.6 - 90.0 NU Pass 641 08/22/11 -2.0- Utility On Site Mix 118.0 102.3 14.0 86.7 90.0 NU Fail 642 08/22/11 110.0 On Site Mix 118.0 106.1 11.2 89.9 90.0 NU - Pass 643 08/22/11 110.0 On Site Mix 118.0 115.6 12.4 98.0 90.0 NU Pass 644 08/22/11 110.0 On Site Mix 118.0 109.3 12.0 92.6 90.0 NU- Pass 645 08/22/11 110.0 On Site Mix 118.0 115.3 . 15.3 97.7 - 90.0 NU Pass 646 08/22/11 110.0 On Site Mix 118.0 111.3 13.8 94.3 90.0 NU Pass 647 08/22/11 110.0 On Site Mix 118.0 109.7 13.1 93.0 90.0 NU Pass NU = Nuclear Gauge Sc = Sand Cone Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY FIELD DRY DENSITY(pcf) MOISTURE RELATIVE COMPACTION (%) REQUIRED COMPACTION(%) TEST METHOD REMARKS 648 08/22/11 110.0 On Site Mix 118.0 117.3 12.3 99.4 90.0 NU Pass 649 08/23/11 -2.0 On Site Mix 118.0 111.9 14.7 94.9 90.0 NU Pass - Retest of #641 650 08/25/11 113.0 On Site Mix 118.0 108.5 15.6 92.0 90.0 NU Pass 651 08/25/11 113.0 On Site Mix 118.0 115.5 11.0 97.9 90.0 NU Pass 652 08/25/11 113.0 On Site Mix 118.0 112.8 10.0 95.6 90.0 NU Pass 653 08/25/11 113.0 On Site Mix 118.0 114.5 11.2 97.1 90.0 NU Pass 654 08/25/11 113.0 On Site Mix 118.0 110.2 9.4 93.4 90.0 NU Pass 655 08/25/11 113.0 On Site Mix 118.0 115.7 13.5 98.1 90.0 NU Pass 656 08/25/11 113.0 On Site Mix 118.0 111.3 15.4 94.3 90.0 NU Pass 657 08/25/11 113.0 On Site Mix 118.0 110.7 14.4 93.8 90.0 NU Pass 658 08/30/11 113.0 On Site Mix 118.0 106.2 19.8 90.0 90.0 NU Pass 659 08/30/11 113.0 On Site Mix 118.0 110.0 15.9 93.3 90.0 NU Pass 660 08/30/11 115.0 On Site Mix 118.0 109.2 15.3 92.6 90.0 NU Pass 661 08/31/11 114.0 On Site Mix 118.0 100.6 16.0 85.3 90.0 NU Fail 662 08/31/11 114.0 On Site Mix 118.0 106.1 18.0 89.9 90.0 NU Pass - Retest of #661 663 09/02/11 116.0 On Site Mix 118.0 106.2 13.7 90.1 90.0 NU Pass 664 09/02/11 113.0 - On Site Mix 118.0 106.6 17.4 90.3 90.0 NU Pass 665 09/02/11 114.0 On Site Mix 118.0 106.0 16.5 89.8 90.0 NU Pass 666 09/02/11 - 112.0 On Site Mix 118.0 110.4 12.5 93.6 90.0 NU Pass 667 09/06/11 117.0 On Site Mix 118.0 107.2 16.9 90.9 90.0 NU Pass 668 09/06/11 117.0 On Site Mix 118.0 111.2 9.3 94.3 90.0 NU Pass - Retest of #622 669 09/06/11 113.0 On Site Mix 118.0 105.6 16.7 89.5 90.0 NU Pass 670 09/08/11 Surface On Site Mix 118.0 107.7 15.9 91.3 90.0 NU Pass 671 09/09/11 114.0 On Site Mix 118.0 106.7 13.8 90.4 - 90.0 NU Pass 672 09/13/11 Surface On Site Mix 118.0 108.4 13.3 91.9 90.0 NU Pass 673 09/13/11 Surface On Site Mix 118.0 105.6 18.1 89.5 90.0 NU Pass NU = Nuclear Gauge SC = Sand Cone Project Nome: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (g)cf) FIELD DRY DEITY (pc MOISTURE RELATIVE COMPACTION (%)COMPACTION(%) REQUIRED TEST METHOD REMARKS 674 09/20/11 Surface On Site Mix 118.0 108.9 13.5 92.3 90.0 NU Pass 675 09/23/11 -2- Utility On Site Mix 118.0 112.0 14.2 94.9 90.0 NU Pass 676 10/07/11 Retaining Wall Import #3 116.0 101.2 15.2 87.2 90.0 NU Fail 677 10/07/11 117.0 On Site Mix 118.0 102.8 15.8 97.1 90.0 NU Fail 678 10/07/11 117.0 On Site Mix 118.0 103.0 16.6 97.2 90.0 NU Fail 679 10/07/11 117.0 On Site Mix 118.0 107.5 17.2 91.0 90.0 NU Pass 680 10/07/11 117.0 On Site Mix 118.0 107.6 20.5 91.2 90.0 NU Pass 681 10/07/11 117.0 On Site Mix 118.0 107.7 16.3 91.2 90.0 NU Pass 682 10/07/11 117.0 On Site Mix 118.0 106.2 19.2 90.0 90.0 NU Pass 683 10/07/11 117.0 On Site Mix 118.0 106.5 15.5 90.2 90.0 NU Pass 684 10/07/11 117.0 On Site Mix 118.0 107.5 16.0 91.0 90.0 NU Pass 685 10/07/11 117.0 On Site Mix 118.0 108.3 14.1 91.8 90.0 NU Pass 686 10/07/11 117.0 On Site Mix 118.0 111.4 17.5 94.3 90.0 NU Pass 687 10/07/11 117.0 On Site Mix 118.0 111.5 11.5 94.5 90.0 NU Pass 688 10/07/11 117.0 On Site Mix 118.0 100.2 21.4 84.9 90.0 NU Fail 689 10/07/11 117.0 On Site Mix 118.0 103.7 19.8 87.5 90.0 NW Fail 690 10/07/11 115.0 On Site Mix 118.0 109.1 16.9 92.4 90.0 NU Pass 691 10/07/11 115.0 On Site Mix 118.0 116.9 11.7 99.0 90.0 NU Pass 692 10/07/11 115.0 On Site Mix 118.0 109.6 18.1 92.9 90.0 NU Pass 693 10/07/11 115.0 On Site Mix 118.0 108.2 16.3 91.7 90.0 NU Pass 694 10/07/11 115.0 On Site Mix 118.0 104.2 21.2 88.3 90.0 NU Fail 695 10/07/11 115.0 On Site Mix 118.0 104.9 17.2 88.9 90.0 NU Fail 696 10/07/11 115.0 On Site Mix 118.0 108.0 15.9 91.5 90.0 NU Pass 697 10/07/11 115.0 On Site Mix 118.0 106.9 20.5 90.6 90.0 NU Pass 698 10/07/11 115.0 On Site Mix 118.0 108.7 19.8 92.1 90.0 NU Pass 699 10/07/11 115.0 On Site Mix 118.0 108.7 17.4 92.1 90.0 NU Pass NU = Nuclear Gauge SC = Sand Cane Project Name: La Costa Condominiums File No. 23280-12 Start Date: October 1, 2010 TEST NO. DATE ELEVATION (if) SOIL TYPE LABORATORY MAXIMU DENSITY (Pcf) FIELD DRY DENSITY (pcf) MOISTURE RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS 700 10/11/11 117.0 On Site Mix 118.0 108.9 15.6 92.3 90.0 NU Pass - Retest of #688 & 689 701 10/11/11 115.0 On Site Mix 118.0 110.1 13.0 93.3 90.0 NU Pass - Retest of #694 & 695 702 10/11/11 112.5 On Site Mix 118.0 105.6 16.0 89.5 90.0 NU Pass 703 10/11/11 112.5 On Site Mix 118.0 106.5 17.2 89.6 90.0 NU Pass 704 10/11/11 112.5 On Site Mix 118.0 110.4 16.8 93.6 90.0 NU Pass 705 10/11/11 112.5 On Site Mix 118.0 106.6 14.6 90.3 90.0 NU Pass 706 10/11/11 112.5 On Site Mix 118.0 110.2 15.2 93.4 90.0 NU Pass 707 10/11/11 117.0 On Site Mix 118.0 107.6 14.1 91.2 90.0 NU Pass - Retest of #677 & 678 708 10/11/11 Retaining Wall Import #3 116.0 107.5 12.8 92.6 90.0 NU Pass - Retest of #676 709 10/11/11 Retaining Wall Import #3 116.0 113.2 10.1 97.6 90.0 NU Pass 710 10/11/11 Surface , . Trench Backfill 135.0 127.6 7.2 94.5 95.0 NU Pass 711 10/12/1 1 Surface On Site Mix 116.0 113.5 8.7 97.8 90.0 NU Pass 712 10/12/11 112.5 Import #3 118.0 110.0 16.5 93.2 90.0 NU Pass 713, 10/12/11 112.5 On Site Mix 118.0 113.2 15.5 95.9 90.0 NU Pass 714 10/12/1 1 112.0 On Site Mix 118.0 115.5 14.2 97.8 90.0 NU Pass 715 10/12/11 112.0 On Site Mix 118.0 112.4 15.1 95.3 90.0 NU Pass 716 10/12/11 112.0 On Site Mix 118.0 115.0 15.6 97.4 90.0 NU Pass 717 10/12/11 112.5 On Site Mix 118.0 114.1 15.4 96.6 90.0 NU Pass 718 10/12/11 112.0 On Site MixJ 118.0 - 113.1 13.1 95.8 90.0 ' NU Pass NU = Nuclear Gauge Sc = Sand Cone I American Geotechnical, Inc. I GEOTECHNICAL ENGINEERING / MATERIALS TESTING & INSPECTION I APPENDIX D - LABORATORY DATA I I I I I I I I I I I I I I I 22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4040 - FAX (858) 457-0814 3100 Fite Circle, Suite 103, Sacramento, CA 95827 —(916) 368-2088 - FAX (916) 368-2188 5600 Spring Mountain Road Suite 201 Las Vegas NV 89146 (702) 562-5046 FAX (702) 562-2457. MAXIMUM DENSTY (ASTM 01557 ASTM D 898) Excavation No Mixed Fill FILE NO 23280-12 DEPTH Poreject DESCRIPTION Olive Gray Clayey Sand TESTED BY SAM! RM DATE 10/6/2010 SIEVE SIZE 4 % RETAINED MOLD SIZE 4' NO OF LAYERS 5 METHED A test point number 1 2 3 4 wet wt soil + mold 3815.5 3894.6 3900.6 3889.7 wet wt soil + mold lbs 8.40 8.58 8.59 8.57 wt of mold lbs 4.11 4.11 4.11 4.11 wet wt of soil lbs 4.29 4.47 4:48 4:46 wet density pcf 128:18 1 133.39 133.78 1 133.06 dry density pcf 1 114.83 1 117.40 1 116.48 1 113.62 Mvittirp r1trmIfltInfl fly ( flvfl 1 container number 4 A 13 11 wet wt of soil+tare 952.4 1015.8 915.3 965.4 dry wt soil+tare 870.3 914.6 818.7 849.5 tare wt 164.4 171.3 168.1 172.2 wt of moisture 82.10 101.20 96.60 115.90 dry wt of soil 705.90 743.30 650.60 677.30 moisture content g 11.63 13.61 1 14.85 17.11 ..- Max Density 150.00 140.00 130.00 U) 120.00 110.00 100.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Moisture % Maximum Density PCF 117 Optimum Moistue % 114 I' I ,. 1' I I; I ' I Max Density .. .... 1000 15.00 2000 25.00 30.00 Moisture% I I H MAXIMUM DENSTY (ASTM D1557 ASTM D 698) I Excavation No Site FILE NO 23280-02 DEPTH Import j:.. Poreject Lacosta Condo DESCRIPTION Med. Brown Clayey Sand TESTED BY DD/BD 2/10/2011 - SIEVE SIZE I DATE 3/4" % RETAINED None. MOLD SIZE 4 . I NO OF LAYERS Sample Location 5 METHOD A ° test point number 1 2 3 4 wet wt soil + mold g 3831 3994 4030 3966 wet wt soil + mold . lbs 8.44 8.80 8.88 8.74 wt of mold lbs 4.10 410 4.10 4.10 wet *t Of soil lbs 4.34 4.70 4.78 4.64 Pet density pcf 130.16 j 141.06 143.44 139.21 1 dry density pcf 1 123.86 131.51 131.32 125.44 1 - Moisture determination by ( oven) container number 1 13 16 as wet wtofsoil+tare 378 272.9 354.2 471.8 dry wt soil+tare g 366.1 261.9 334 438.3 tare wt g 132.2 110.4 115.2 .133 wt of moisture 11.90 11.00 20.20 33.50 drywtofsoil g 233.90 1 151.50 218.80 305.30 moisture content I g 5.09 7.26 1 9.23 1 10.97 I: MAXIMUM DENSTY (ASTM 01557 ASTM 0698) Excavation No Max #2 FILE NO 23280-12 DEPTH -.).- - . Poreject Lacosta Condos DESCRIPTION Sand Clay Mix TESTED BY Ben DATE 2/16/2011 SIEVE SIZE #4 % RETAINED None MOLD SIZE 4" NO OF LAYERS 5 METHOD A test point number 1 2 3 4 wet wt soil + mold .9 3716 3831 3941 3936 wet wt soil + mold lbs 8.19 8.44 8.68 8.67 wt of mold lbs 4.11 4.11 4.11 4.11 wet wt of soil lbs 4.08 4.33 4.57 4.56 wet density pd 121.64 129.20 136.44 136.11 dry density=:± pcf 114.22 119.12 123.31 120.56 Moisture determination by ( oven) container number 5 9 10 B wet wt of soil+tare 1004 857 967.6 940.5 dry wt soil+tare 953.6 803.9 891.1 852.5 tare wt 178.1 176.9 172.4 170.1 wt of moisture 50.40 53.10 76.50 88.00 dry wtof soil 775.50 627.00 718.70 682.40 moisture content g 6.50 8.47 10.64 12.90 ;- 01 71, j -1 ---7 Max Density 130.00 120.00 9- C., 0. 110.00 0) 100.00 41, 90.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 Moisture % 4 14 L - .. V - MAXIMUM DENS1Y (ASTM 01557 ) American Geotechnical PROJECT La Costa Excavation No Import # 3A FILE NO 23280-12 DEPTH TESTED By RM DESCRIPTION Sand Slightly Clay DATE 6/2/2011 SIEVE SIZE 4 % RETAINED None MOLD SIZE 4" Preject Location NO OF LAYERS 5 METHED A test point number 1 2 3 4 wet wt soil + mold 3828 3945 3965 3885 wet wt soil + mold lbs 8.43 8.69 8.73 8.56 wt of mold lbs 4.09 4.09 4.09 4.09 wet wt of soil lbs 4.34 4.60 4.64 4.47 wet density pcf 129.76 1 137.46 138.78 133.51 dry density pcf 122.88 1 127.59 126.91 119.28 MoittirP i1Trminat,on fly 1 oven 1 container number - - - b 14 ____ c wet wt of soil+tare 616.2 1025.7 1029.7 1036.2 dry wt soil+tare 606.7 1015 1016.6 1019.2 tare wt 436.9 876.7 876.5 876.7 of moisture 9.50 10.70 13.10 17.00 I wt dry wtof soil 169.80 138.30 140.10 142.50 moisture content I g 5.59 7.74 1 9.35 11.93 Maximum Density PCF 128 Optimum Moistue % 8 MAXIMUM DENSTi' (ASTM 01557) Excavation No Import #5 FILE NO 23280-12 DEPTH Poreject La Costa Condos DESCRIPTION Rethsh B. Silty Sand With Some TESTED BY D. D Gravel and Asphalt concrete DATE 6/16/2011 SIEVE SIZE #4 % RETAINED none MOLD SIZE 4" NO OF LAYERS 5 METHOD A test point number 1 2 3 4 wet wt soil + mold 3776 3937 3965 3943 wet wt soil + mold lbs 8.32 8.67 8.73 8.69 wtofmold lbs 4.10 4.10 4.10 4.10 wet wt of soil lbs 4.22 4.57 4.63 4.59 wet density pcf 1 125.89 1 136.47 138.31 136.87 dry density pcf 1 120.04 1 127.36 126.69 123.76 iviousiure aetermunatuon ov i oven i container number wet wt of soil+tare 957.7 983.4 473.3 912.3 dry wt soil+tare 920.9 928.9 447.8 841.9 tare wt 165.3 166.7 169.9 176.9 wt of moisture 36.80 54.50 25.50 70.40 dry wt of soil 755.60 762.20 277.90 665.00 moisture content g 4.87 7.15 9.18 10.59 Max Density 140.00 130.00 CL 120.00 2 110.00 C) 100.00 90.00 80.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Moisture % Maximum Density PCF 127 Optimum Moistue % 8 MAXIMUM DENSTY (ASTM D1557 ASTM D 698) Excavation No Import On Site Mix FILE NO 23280-02 DEPTH Poreject DESCRIPTION Olive Clayey Sand TESTED BY Delgado DATE 10/29/2010 SIEVE SIZE 4 % RETAINED None MOLD SIZE 4" NO OF LAYERS 5 METHED A test point number 1 2 3 4 wet wt soil + mold g 3784 3878 3918 3875 wet wt soil + mold lbs 8.33 8.54 8.63 8.54 wt of mold lbs 4.11 4.11 4.11 4.11 wet wt of soil lbs 4.22 4.43 4.52 4.43 wet density pcf 126.11 132.29 134.92 132.10 dry density pcf 115.00 118.31 118.24 113.78 - Moisture determination by ( oven) container number 9 11 10 A wet wt of soil+tare 945.3 1017 1081.9 1031 dry wt soil+tare 876.4 927.7 968.8 911.8 tare wt 163.4 172.2 167.4 171.3 wt of moisture g 68.90 89.30 113.10 119.20 dry wtof soil g 713.00 755.50 801.40 740.50 moisture content g 9.66 11.82 14.11 16.10 150.00 Max Density 140.00 C.) 0 > 130.00 U) C 120.00 110.00 100.00 i i I I 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Moisture % Maximum Density PCF 118 Optimum Moistue % 12.5 -- MAXIMUM DEI4STY (ASTM 01557 ASTM 0698) Excavation No Trench Backlill FILE NO 23280-12 DEPTH 36" Poreject La Costa Condominiums DESCRIPTION Silty Sand TESTED BY Delgado DATE 1/24/2011 SIEVE SIZE #4 % RETAINED None MOLD SIZE 4" NO OF LAYERS 5 METHED A -gamnip LoctinnRn29 Hinhiand Grdøns Dr test point number 1 2 3 4 wet wt soil + mold 3975 4042 4099 4053 wet wt soil + mold lbs 8.76 8.90 9.03 8.93 wt of mold lbs 4.10 4.10 4.10 4.10 wet wtof soil lbs 4.66 4.80 4.93 4.83 wet density pcf 138.97 1 143.38 1 147.12 1 144.10 dry density pcf 1 133.03 1 135.25 1 135.19 1 131.00 mnir.t"rp 1?rminTinn flu ( nvn I container number wet wt of soil+tare 422.4 326.2 330.3 445.7 dry wt soil+tare 410 314 314.3 415.7 tare wt 132.2 111 133.1 115.7 wt of moisture 12.40 12.20 16.00 30.00 drywtof soil 277.80 203.00 181.20 300.00 moisture content g 446 6.01 8.83 10.00 Max Density 140.00 130.00 . I.- U 0. 120.00 110.00 100.00 90.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 Moisture % Maximum Density PCF 135 Optimum Moistue % 8 130.00 a 120.00 U, C 0) 110.00 13 100.00 .4 0.00 5.00 10.00 15.00 20.00 Moisture % 25.00 30.00 MAXIMUM DENSTY (ASTM D1557 Excavation No Wall Back Fill FILE NO 23280-12 DEPTH Project Lacosta Condos DESCRIPTION Light Brown Gravely Silty Sand TESTED BY D.D DATE 10/13/2011 SIEVE SIZE 4 % RETAINED None MOLD SIZE 4" NO OF LAYERS 5 METHOD A Samole Location 7330 Rear Quiet test point number 1 2 3 4 wet wt soil + mold 3862 3933 3935 3888 wet wt soil + mold lbs 8.51 8.66 8.67 8.56 wt of mold lbs 4.09 4.09 4.09 4.09 wet wt of soil lbs 4.42 4.57 4.58 4.47 wet density pcf 1 131.84 1 136.51 1 136.64 1 133.55 dry densityL=l pcf 1 122.40 1 125.05 1 122.22 1 117.43 1 Moisture determination by ( oven) container number wet wt of soil+tare 404.5 391.4 363.9 358.8 dry wt soil+tare 385 369.7 337.1 329.4 tare wt 132 132.9 109.9 115.2 wt of moisture 19.50 21.70 26.80 29.40 drywtof soil 253.00 236.80 227.20 214.20 moisture content g 7.71 9.16 11.80 13.73 Max Density Maximum Density PCF 125 Optimum Moistue % 9 Note: Mixing AGTP-1 © 0-18 " and AGTP-1 © 18-41 "Samples MAXIMUM DENSTY (ASTM D1557 Excavation No FS-15 Vulcam FILE NO 23280-12 DEPTH Poreject La Costa Condos DESCRIPTION Light brown Silty Sand With Gravel TESTED BY D. D DATE 6/16/2011 SIEVE SIZE #4 % RETAINED none MOLD SIZE 4 NO OF LAYERS 5 METHOD A test-point number 1 2 3 4 wet wt soil + mold 3755 3850 3907 3911 wet wt soil + mold lbs 8.27 8.48 8.61 8.61 wt of mold lbs 4.10 4.10 4.10 4.10 wet wtof soil lbs 4.17 4.38 4.51 4.51 wet density pcf 1 124.51 1 130.75 1 134.50 134.76 dry density pcf 1 117.33 1 120.52 1 121.19 119.81 Moisture cietermination by ( Uirec heat) container number wet wt of soil+tare 9 1011.5 1040.2 915 1068.3 dry wt soil+tare 9 962.9 971.6 842.1 968.9 tare wt 9 168.4 163.5 178.1 172.2 wt of moisture . 48.60 68.60 72.90 99.40 drywtofsoil 9 794.50 808.10 664.00 796.70 moisture content g 1 6.12 1 8.49 1 10.98 1 12.48 1 Max Density 14000 13000 _II\ iiiiiii 111111 CL 120.00 .\ . . . -- __-- I- 110.00 _ 90.00 .- 8000---- 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Moisture % MaximumDensityPCF 121 Optimum Moistue % 10 MAXIMUM DENSTY (ASTM 01557) Excavation No NE Onsite FILE NO 23280-12 DEPTH Poreject La Costa Condos DESCRIPTION Olive Clayey sand TESTED BY D. D DATE 611712011 SIEVE SIZE #4 % RETAINED none MOLD SIZE 4' NO OF LAYERS 5 METHOD A test point number 1 2 3 4 wet wt soil + mold 3839 3907 3910 3850 Wet wt soil + mold lbs 8.46 8.61 8.61 8.48 Wt of mold lbs 4.10 4.10 4.10 4.10 wet wt of soil lbs 4.36 4.51 4.51 4.38 wet density pcf 1 130.03 134.50 134.70 130.75 dry density pcf 1 118.17 120.09 117.21 1 111.45 Moisture aerermination DV I uirec meat i container number wet wt of soil+tare 269 270.2 229.5 235.1 dry wtsoi(+tare 256.6 255.4 214 217.4 tare wt 133 132.1 110.1 115.2 wt of moisture 12.40 14.80 15.50 17.70 _______ drywtof soil 123.60 123.30 103.90 102.20 _ _______ moisture content g 10.03 12.00 14.92 17.32 Max Density - 140.00 • ---_.- -_---- 13000--- 120.00 I:: _AS 90.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Moisture % Maximum Density PCF 120 Optimum Moistue % 12.5 MAXIMUM DENSTY (ASTM D1557 ASTM D 698) Excavation No FILE NO 23280-12 DEPTH Poreject La Costa Condo DESCRIPTION Olive Brown Sandy Clay and Sand Mix TESTED BY AP DATE 10/6/2010 SIEVE SIZE 4 % RETAINED MOLD SIZE 4" NO OF LAYERS 5 METHED A test point number 1 2 3 4 wet wt soil + mold 3922 4009 4030.9 4013.3 wet wt soil + mold lbs 8.64 8.83 8.88 8.84 wt of mold lbs 4.42 4.42 4.42 4.42 wet wt of soil lbs 4.22 4.41 4.46 4.42 wet density pcf 125.93 131.65 133.09 131.94 dry density pcf 114.36 117.43 115.93 113.17 Moisture determination DV I oven i container number As 4 5 3 wet wt of soil+tare g 833.5 913 874.6 847.4 dry wt soil+tare 773.2 832.1 783.5 750.4 tare wt g 177.3 164.4 168.3 165.3 wt of moisture g 60.30 80.90 1 91.10 97.00 dry wtofsoil g 595.90 667.70 615.20 585.10 moisture content g 10.12 12.12 14.81 16.58 Max Density 150.00 140.00 0 >, 130.00 U) C a, 120.00 V 110.00 100.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Moisture % Maximum Density PCF 118 Optimum Moistue % 13 — — — — MM — — — — — — — — — — — - PARTICLE-SIZE ANALYSIS American Geotechnical (A.S.T.M. D 422-63(2002)/D421-85) 5764 Pacific Center Blvd., suite t San Diego, California 92121 file no. job name: _r-COSTir Couos sample location: Lft poI2q date: tested by:_ total sample uncorrected for hygroscopic moisture grams total sample corrected for hygroscopic moisture to S"f. 0 grams coarse material - grams hygroscopic moisture data: wet soil +tare sieve no. weight retained cumulative weight % retained passing moisture lost____________ dry soil weight qcq4 tare weight iI!! 7 2— moisture content (%)' ____ _________ _________________ cumulative weight sieve no. retained % retained % passing 44 #10 #20 #40 #60 #140 #200 3" 2" 1 1/2" ________ I" 0 3/411 ll. Cl M _______ 3/8" ___ #4 #10 q 1.1 #20 #40 \ ru-.t 76~6 #60 (tf7.7 #140 ) 715(p. % passing #4 x % passing fines = % passing total PARTICLE SIZE ANALYSIS (ASTM C 136) AG File # AMRERICAN GEOTECHNICA -IM Pot T 5 23280-12 Attn Project Name La Costa Condos Adsress Date Samplc 6/14/2011 By = J S Tested By S. M Date Tested 6/16/2011 Sample Size 1358.8 Grame Project Manager J S Material Type SIEVE SIZE WET RETAINED GRAMS ACCUMULATIVE WET RETAINED % RETAINED GRAMS % ACCUMLATIVE % PASSING Specation 3 " 2 1/2" 0 0 0.00 0.00 100.00 2" 0 0 0.00 0.00 100.00 1 1/2" 0 0 0.00 0.00 100.00 1" 53.79 53.79 3.96 3.96 96.04 3/4" 25.14 78.93 1.85 5.81 94.19 1/2" 0 78.93 0.00 5.81 94.19 3/8" 87.52 166.45 6.44 12.25 87.75 #4 43.54 209.99 3.20 15.45 84.55 #10 82.11 292.1 6.04 21.50 78.50 #16 0 292.1 0.00 21.50 78.50 #30 127.8 419.9 9.41 30.90 69.10 # 50 0 419.9 0.00 30.90 69.10 #60 0 0.00 30.90 69.10 #100 603.42 1023.32 44.41 75.31 1 24.69 #200 55.39 1078.71 4.08 79.39 20.61 PAN 280.09 1358.8 20.61 100.00 0.00 The Material EJ Was LJ Was Not Sampleed and tested in Accordance with the requirements of the DSA approved Documents. The Material Tested I Met Did Not Meet the requirements of the DSA approved Documents. Signature Date Print Name I Tiyle PARTICLE SIZE ANALYSIS (ASTM C 136 ) AG File # AMERICAN GEOTECHNICA 23280-12 Excavation No Wall Back Fill Project Name Lacosta Condos Adsress Date Samplc 10/13/2011 By = Ben Tested By SAM Date Tested 10/14/2011 Sample Size : 488.7 Grame Project Manager Passing # 200 12% SIEVE SIZE WET RETAINED GRAMS ACCUMULATIVE WET RETAINED % RETAINED GRAMS ACCUMLATIVE % PASSING Specation 3 " 21/2" 0 0 0.00 0.00 100.00 2" 0 0 0.00 0.00 100.00 1 1/2" 0 0 0.00 0.00 100.00 1" 0 0 0.00 0.00 100.00 3/4" 0 0 0.00 0.00 100.00 1/2" 27.13 27.13 5.55 5.55 94.45 3/8" 16.5 43.63 3.38 8.93 91.07 #4 36.76 80.39 7.52 16.45 83.55 #10 29.12 109.51 5.96 22.41 77.59 #16 0 109.51 0.00 22.41 77.59 #40 91.63 201.14 18.75 41.16 58.84 #50 99.48 300.62 20.36 61.51 38.49 #60 0 0.00 61.51 38.49 #100 97.11 397.73 19.87 81.39 18.61 #200 30.21 427.94 6.18 87.57 12.43 PAN 60.76 1 488.7 12.43 100.00 1 0.00 ED El I VULCAN MATERIALS COMPANY- Western Division Contractor: Whitson June 15, 2011 Project: La Costa Condo's Attn: Ryan Plant: Vulcan Materials I Carroll Canyon Fax/Email: Material: Non-Screened FS 15 Vulcan Materials Company, Western Division, Carroll Canyon, will supply Non-Screened FS 15 to the above listed project. This product is a Non- Specification material. Sieve Size I I Percent Passing 25.0mm (1") 100 19.0mm (3/4") 100 12.5mm (1/2") 100 9.50mm (3/8") 97 4.75mm (No. 4) 92 2.36mm (No. 8) 87 1.18mm (No. 16) 83 600um (No. 30) 77 300um (No. 50) 44 150um (No. 100) 25 75um (No. 200) 17.5 Submitted by: ISE I 22 I I If you should have any questions regarding this submittal please contact the I San Diego Regional Laboratory at (858) 547-4981. I * Please Note: ** NOT VALID IF ALTERED ** 10051 Black Mountain Rd, San Diego, California 92126.Telephone (858) 547-4981 .FAX (858) 547-9056 I.uuIIuuII ii•uiui•i 4 SOIl. a TESTING. IUC. SOUTHERN CALIFORNIA SOIL AND TESTING, INC. , 6280 RIVERDALE STREET, P. 0. BOX 600627, SAN DIEGO, CA 92160 (619) 280-4321 PLASTICITY INDEX ASTM D 4318 Job Name: Vulcan Job No: 1012011 Date: 10/26/10 By: D.Bartlett. Sample No: FS-15 Unscreened-Carrol Canyon Liquid Limit: 30.59 Plastic Limit: NP Plasticity Index: NP Sample No: Liquid Limit: Plastic Limit: Plasticity Index: Cz2~C~_- — to Reviewed By: O(Z1 ( Date 4411-1 2 -I. iki- ITh3 rI0, - - - - - - - - - - - - — — EXPANSION INDEX TEST rile no. L-14 project name:Cb.S17 coNbo sample location: IMPORT 3 sample oreparation wet soil + tare moisture content (w) of 300g sample / 2-. dry soil + tare ring weight 2.-oO1 9, grams moisture lost 10 wet soil + ring weigh_ 7 0. 1 grams dry soil weight fl'l. wet soil(Wt) 31617-S grams tare weight Lio % saturation2.7wWt/(556+556w-WL)= ? .1 moisture content (%) '1 where: w--moisture content as a decimal Wtweight of wet soil in grams testing data A. initial dial reading inches B. dial reading at 10 minutes 2 0 0 0 inches C. final dial reading after 24 hours r inches final percent saturation final weight of soil i- ring 'j '1 grams wet soil(Wt) 3 1.1 I grams dry soil(Ws) 3 3 0. f grams final water content (w) 1,0 % final % saturation 2.7wWsI556[1+(C-A)]-Ws /. C expansion potential: V&--f t-0) expansion index cC-B)xl000= 1 .0+(B-A) American Geolechnical date: I 7 ' 20 11 tested by: R - - - a - - - - - - - - - - — — EXPAi4SI014 INDEX TEST American Geotechnical file no. 12M0 I 2 project name: L,,q CÔSTh CONDOS date: O7 19 ;'2-0-11 tested by: RXY sample location: fl'PQX Sciipps ?M 1 / amoIe orepaiation wetsoil+ tare moisture content (w) of 300g sample 9 '2_ dry soil + tarering t,*~ weight grams moisture lost wet soil + ring weight ' . . 551 .7 ' grams I -, ('7 dry. sod weight wet soil(Wt) grams tare weight % saturation=2.7wWtI(556+556w-W= . - 51.5 moisture content (%) where: wmoisture content as a decimal Wtweight of wet soil in grams . . - testing data A. initial dial reading __- inches . B. dial reading at 10 minutes • '- inches C. final dial reading after 24 hours 2 T inches final percent saturation final weight of soil + ring 579.7 grams wet soil(Wf) ? 4 grams dry soil(Ws) 1. '. grams final water content (w) '7..tk' 2. % final % saturation= 2.7wWs/556[t+(C-A)]-Ws 1t.7 expansion potential: expansion index (C-B)xl000= 1.0-f-(B-A) — 2- EXPANSION INDEX TEST AMERICAN GEOTECHNICAL ASTM DESIGNATION: D4829-03 EXCAVATION NO.: Import #5 FILE NO. 23280-12 DEPTH: PROJECT NAME: Lacosta Condos SOIL DESCRIPTION: Light brown sand with Some gravel TESTED BY: SAM And Asphalt Concrete ADDRESS: SAMPLE PREPARATION PARAMUER FORMULA UNIT'S DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 8.5 WT. RING I B 194.1 WT. RING + WET SOIL C 607.7 WI. WET SOIL D = C-B 413.6 INITIAL SATURATION E = 2.70 x Ax D / [556(1 + A/100) - D % 50.0 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F 669.1 WT. RING + TARE + DRY SOIL G 607.7 TARE H no. 14 WT. TARE 1 30 WT. MOISTURE LOSS = F - G 61.4 WT. DRY SOIL K=G-1-B, 383.6 FINAL MOISTURE CONTENT L100x(J/K) % 16.0 FINAL SATURATION M=2.7xLxK/[556(1 +P- 0)-K] % 95.85 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 6/16/2011 12:00 AM 0.4940 10 minute 0 6/16/2011 2:24 AM 0.4890 11 minute WATER ADDED P 6/17/2011 7:12 AM 0.49 EXPANSION INDEX El = 1000 x (P -0) 1 CORRECTED El INITIAL INITIAL INITIAL FINAL FINAL FINAL DRY MOISTURE SATURA- DRY MOISTURE DENSITY CONTENT TION SWELL EXPANSION DENSITY CONTENT TION (%) (%) (%) INDEX (%) SATURA- (%) 115.2 8.5 50.0 0.1 1 ______ 83.2 16.0 95.9 - - - - - M..- - - - - - - - - - — - EXPANSION INDEX TEST American Geotechnical file no. 3jO -/ 2.- project name: /OYr' cIS1 3 date: /1,' / h tested by: sample location: samole preparation £6 . wet soil + tare moisture content content (w) of 300g sample ii. 3 dry soil + tare ______ ring weight / 0 grams moisture lost wet soil + ring weight 76 . .) grams dry soil weight wet soil(Wt) I grams tare weight % saturation=2.7wWt/(556+556w-Wt)= moisture content (%) where: w=moisture content as a decimal Wtweight of wet soil in grams testing data A. initial dial reading Il'? inches B. dial reading at 10 minutes inches C. final dial reading after 24 hours I inches final percent saturation final weight of soil + ring 6I .) ,i- grams wet soil(Wf) t •',- grams dry soil(Ws) 30 grams final water content (w) 1.-! 77 % final % saturation= 2.7wWs/556[1+(C-A)j-Ws= F7.3 expansion potential: L-OL'J expansion index (C-B)xl000= 1-ft I 1 .0+(B-A) OPPO C SOIL 8 TESTING. INC.. (siè SOUTHERN CALIFORNIA SOIL AND TESTING, INC. (sr) 6280 RIVERDALE STREET, P. 0. BOX 600627, SAN DIEGO, CA 92160 (619) 280-4321 EXPANSION INDEX - (ASTM D4829 \ UBC 29-2) DATE: 10/26/10 BY: ORB SAMPLE WT.(Before) + TARE 600.6 g TARE= 201 g SAMPLE WT. (Before) = 399.69 WET SAMPLE WT. = 427.4 g DRY SAMPLE WT. = 363.9 g MOISTURE CONTENT(Before) = 9.8% MOISTURE CONTENT (After) = 17.4% DENSITY = 109.8 lbs/f t3 SAMPLE NO: FS-15 Unscreened-Carrol Canyon CONSOLIDOMETER NO: 1 JOB NO: 1012011 JOB NAME: Vulcan REMARKS: EXPANSION INDEX LOADING: 17K, H20, OFF TDATE TIME WTS.LOAD DIAL AH DATE TIMEWTS. LOAD DIAL _[H 10/26/10 1250 17K 12.63 2000 130 II 2006 H20 1301 II 1973 10/27/101 0630 1859 0730 II 1859 EL = 15 EXPANSION INDEX TEST AMERICAN GEOTECHNICAL ASTM DESIGNATION: D4829-03 EXCAVATION NO.: LOT # I FILE NO. 23280-12 DEPTH: 0-6" PROJECT NAME:La Costa Condos SOIL DESCRIPTION: Olive Gray Sandy Clay, Clayey Sand TESTED BY: RM ADDRESS: 111 Elevation Project Manager SAMPLE PREPARATION PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 11.8 WT. RING I B 193 1 WT. RING + WET SOIL C 571.9 WT. WET SOIL D = C-B 378.9 INITIAL SATURATION E = 2.70 x Ax D / [556(1 + A/lOO) - D] % 49.7 FINAL SAMPLE INFORMATION WI. RING + TARE + WET. SOIL IF 658.2 WT. RING + TARE + DRY SOIL G 565.6 TARE H no. 12 WT. TARE 1 30 WT. MOISTURE LOSS J = F - G 92.6 1 WT. DRY SOIL K=G-I-B 342.6 FINAL MOISTURE CONTENT IL = 100 x (J / K) % 1 27.0 FINAL SATURATION M=2.7xLxK/[556(1-FP-O)-K] % 93.62 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 9/9/2011 1.50 PM 0.5340 10 minute 0 9/9/2011 2.00 PM 0.5335 11 minute WATER ADDED P 9/12/2011 8.00 AM 0.63 EXPANSION INDEX El = 1000 x (P -0) 97 INITIAL INITIAL INITIAL FINAL FINAL FINAL DRY MOISTURE SATURA- DRY MOISTURE DENSITY CONTENT TION SWELL EXPANSION DENSITY CONTENT TION (%) (%) (%) INDEX (%) SATURA- (%) 102.4 11.8 49.7 9.7 97 ______ 82.2 27.0 93.6 EXPANSION INDEX TEST AMERICAN GEOTECHNICAL ASTM DESIGNATION: D4829-03 EXCAVATION NO.: LOT #2 FILE NO.23280-12 DEPTH: 0-6' PROJECT NAME: La Costa Condos SOIL DESCRIPTION: Olive Gray Sandy Clay, Clayey Sand TESTED BY: RM ADDRESS: 113 Elevation Project Manager SAMPLE PREPARATION PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 11.6 WT. RING I B 198 WT. RING + WET SOIL C 580.3 WT. WET SOIL D = C-B 382.3 INITIAL SATURATION E = 2.70 x Ax D / (556(1 + A/100) - D) % 50.3 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F 661.5 WT. RING + TARE + DRY SOIL G 568.8 TARE Ti no. 10 WT. TARE I 30 WT. MOISTURE LOSS J = F - G 92.7 WT. DRY SOIL K = G - I - B 340.8 FINAL MOISTURE CONTENT L= 100 x (J I K) IM % 27.2 FINAL SATURATION = 2.7 x L x K / [556 (1 + P - 0) - K] % 1 95.04 1 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS - LOAD APPLIED 0 minute N 9/9/2011 11.35 AM 0.7480 10 minute 0 9/9/2011 11.45 AM 0.7475 11 minute WATER ADDED P 9/12/20111 8.00 AM 0.8341 EXPANSION INDEX El = 1000 x (P -0) 87 INITIAL INITIAL INITIAL FINAL FINAL FINAL DRY MOISTURE SATIJRA- DRY MOISTURE DENSITY CONTENT TION SWELL EXPANSION DENSITY CONTENT TION (%) (%) (%) INDEX (%) SATURA- (%) 103.5 11.6 50.3 8.7 87 ______ 83.6 27.2 95.0 EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 EXCAVATION NO.: Lot# 3 DEPTH: 0-6" SOIL DESCRIPTION: Olive Brown Sandy Clay ADDRESS: 116 Elevation Project Manager SAMPLE PREPARATION AMERICAN GEOTECIINICAL FILE NO. 23280-12 PROJECT NAME: La Costa condos TESTED BY: D.D PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 12.2 WT. RING I B 194.9 WT. RING + WET SOIL C 573.5 WT. WET SOIL D = C-B 378.6 INITIAL SATURATION E = 2.70 x A x D / [556(1 + A/100) - Dl % 50.9 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F 621.7 WT. RING + TARE + DRY SOIL G 532.5 TARE H no. WT. TARE 1 0 WT. MOISTURE LOSS J = F - G 89.2 WT. DRY SOIL K=G-I-B 337.6 FINAL MOISTURE CONTENT L = 100 x (J / K) % 1 26.4 FINAL SATURATION M = 2.7 x L x K / [556 (1 + P -0) - K] % 90.87 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED Ominute N 9.12/11 9.30 AM 0.1955 10 minute 0 9/12/2011 9.40 AM 0.1950 11 minute WATER ADDED P 9/14/2011 9.00 AM 0.2789 EXPANSION INDEX El = 1000 x(P -0) 84 INITIAL INITIAL INITIAL FINAL FINAL FINAL DRY MOISTURE SATURA- DRY MOISTURE DENSITY CONTENT TION SWELL EXPANSION DENSITY CONTENT TION (%) (%) (%) INDEX (%) SATURA- (%) 101.9 12.2 50.9 8.4 84 83.5 26.4 90.9 I EXPANSION INDEX TEST AMERICAN GEOTECHNICAL I ASTM DESIGNATION: D4829-03 EXCAVATION NO.: LOT #4 FILE NO. 23280-12 I DEPTH: 0-6" PROJECT NAME: La Costa Condos SOIL DESCRIPTION: OliveGraySandy Clay,Clayey Sand TESTED BY: D.D I ADDRESS: 117 Elevation Project Manager SAMPLE PREPARATION PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 13.6 WT. RING I B 199.9 WT. RING + WET SOIL C 562.6 WT.WET SOIL D = C-B ___ 362.7 INITIAL SATURATION E = 2.70 xA x D I [556(1 + AJl0O) - Dl % _ 49.5 FINAL SAMPLE INFORMATION WT. RING + TARE + WET.SOIL F 420.1 WT. RING + TARE + DRY SOIL G 319.5 TARE H no. WT. TARE I WT.MOISTURE LOSS J _F -0 100.6 WT. DRY SOIL KG-I-B 319.5 FINAL MOISTURE CONTENT L =100 x (J / K) IM=2.7xLxK/[556(l % 31.5 FINAL SATURATION +P- 0)-K] % 93.83 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0minute N 9/13/2011 9.00 AM 0.0565 10 minute 0 9/13/2011 9.10 AM 0.0560 11 minute WATER ADDED P 9/16/2011 8.00 AM 1 0.1515 EXPANSION INDEXEl = 1000 x (P -0) 96 INITIAL INITIAL INITIAL FINAL FINAL FINAL DRY MOISTURE SATURA- DRY MOISTURE DENSITY CONTENT TION SWELL EXPANSION DENSITY CONTENT TION (%) (%) (%) INDEX (%) SATURA- (%) 96.5 13.6 49.5 9.6 96 _____ 76.1 31.5 93.8 EXPANSION INDEX TEST AMERICAN GEOTECIINICAL ASTM DESIGNATION: D4829-03 I EXCAVATION NO,: Lot FILE NO. 23280-12 DEPTH: 112' PROJECT NAME: La Costa Condos SOIL DESCRIPTION: Olive Gray Clayey Sand TESTED BY: D.D I ADDRESS: Project Manager qANUPT.F. PRFPARATU)N PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in 4 2-lb SAMPLE MOIST A % 12.3 WT. RING I B 194.2 WT. RING + WET SOIL C 574.1 WT.WET SOIL D = C-B 379.9 INITIAL SATURATION E = 2.70 x A x / [556(1 + A/100) - D] % 51.6 FINAL SAMPLE INFORMATION WT. RING + TARE ± WET.SOIL F 793.5 WT. RING + TARE + DRY SOIL G 703.1 TARE H no. 8 WT. TARE 1 169.4 WT. MOISTURE LOSS J = F - G 90.4 WT. DRY SOIL K = G - I - B 339.5 FINAL MOISTURE CONTENT L =100 x (J / K) % 26.6 FINAL SATURATION M2.7xLxK/[556(l+P-O)-K] % 94.53 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 10/12/2011 11.00AM 0.4609 10 minute 0 10/12/2011 11.10AM 0.4605 11 minute WATER ADDED P 10/14/2011 8.00 AM 0.5355 EXPANSION INDEX El = 1000 x (P -0) 75 INITIAL INITIAL INITIAL FINAL FINAL FINAL DRY MOISTURE SATURA- DRY MOISTURE DENSITY CONTENT TION SWELL EXPANSION DENSITY CONTENT TION (%) (%) (%) INDEX (%) SATURA- (%) 102.2 12.3 51.6 7.5 75 ______ 84.3 26.6 94.5 EXPANSION INDEX TEST AMERICAN GEOTECHNICAL ASTM DESIGNATION: D4829-03 EXCAVATION NO.: Lot 6 FILE NO.23280-12 DEPTH: 112.5' PROJECT NAME: La Costa Condos SOIL DESCRIPTION: Olive Gray Clayey Sand TESTED BY: D.D ADDRESS: Project Manager SAMPLE PREPARATION PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 11.0 WT. RING I B 194.7 WT. RING + WET SOIL C 582.2 WT.WET SOIL D = C-B 387.5 INITIAL SATURATION E = 2.70 x Ax D / [556(1 +AJI00)- Dl % 50.1 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F 798.6 WT. RING + TARE + DRY SOIL G 712.5 TARE H no. 5 WT. TARE I 169.9 WT. MOISTURE LOSS J = F - G 86.1 WT. DRY SOIL K = G - I - B 347.9 FINAL MOISTURE CONTENT L =100 x (1/K) % 24.7 FINAL SATURATION M2.7xLx K/[556(1+P -O)-KI % 91.43 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 10/12/2011 9.00AM 0.1870 10 minute 0 I0/12/2011 9.10 AM 0.1865 11 minute WATER ADDED P 10/14/2011 8.00AM 0.2695 EXPANSION INDEX El = 1000 x(P -0) 83 INITIAL INITIAL INiTIAL FINAL FINAL FINAL DRY MOISTURE SATUIRA- DRY MOISTURE DENSITY CONTENT TION SWELL EXPANSION DENSITY CONTENT TION (%) (%) (%) INDEX (%) SATURA- (%) 105.5 11.0 50.1 8.3 83 ______ 86.7 24.7 91.4 EXPANSION INDEX TEST AMERICAN GEOTECHNICAL ASTM DESIGNATION: D4829-03 EXCAVATION NO.: Lot 7 FILE NO.23280-12 DEPTH: 115' PROJECT NAME: La Costa Condos SOIL DESCRIPTION: Olive Gray Clayey Sand TESTED BY: D.D ADDRESS: Project Manager SAMPI.R PRRPARATION PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 12.4 WT. RING I 13 RING + WET SOIL 194.8 WT. C WET SOIL 571.5 WT. 0= C-B 4./.d SATURATION 376.7 INITIAL E =2.70xAxD/[556(1 +AJ100)-D]50.8 I?1NA1. RAN"IN INFORMATION WT. RING + TARE + WET. SOIL F 790.2 WT. RING + TARE + DRY SOIL G 702.6 TARE H no. 12 WT. TARE 1 164.3 WT. MOISTURE LOSS J = F - G 87.6 WT. DRY SOIL K=G-I-B 343.5 FINAL MOISTURE CONTENT L =100 x (J / K) % 25.5 FINALSATURATION M = 2.7 x L x K I [556(1 + P -0)- K] % 93.76 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0minute N 10/12/2011 8.10 AM 0.2030 10 minute 0 10/12/2011 8.20 AM 0.2025 11 minute WATER ADDED P 10/14/2011 8.00 AM 0.274 EXPANSION INDEXEl = 1000 x (P -0) 72 INITIAL INITIAL INITIAL FINAL FINAL FINAL DRY MOISTURE SATURA- DRY MOISTURE DENSITY CONTENT TION SWELL EXPANSION DENSITY CONTENT TION (%) (%) (%) INDEX (%) SATURA- (%) 101.3 12.4 50.8 7.2 72 ______ 84.6 25.5 93.8 EXPANSION INDEX TEST AMERICAN GEOTECIIINICAL ASTM DESIGNATION: D4829-03 EXCAVATION NO.: Lot 8 FILE NO.23280-12 DEPTH: 117 PROJECT NAME: La Costa Condos SOIL DESCRIPTION: Olive Gray Clayey Sand TESTED BY: D.D ADDRESS: Project Manager SAMPLE PREPARATION PARAMETER FORMULA UNiTS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING-DIAMETER. in. 4 2-lb SAMPLE MOIST A % 124 WT. RING I B 195.8 WT. RING + WET SOIL C 573.6 WT. WET SOIL D = C-B 377.8 INITIAL SATURATION E2.70xAxD/[556(1+AJIOO)-Dj % 51.2 FINAL SAMPLE INFORMATION WT. RING + TARE + WET.SOIL F 788.9 WT. RING + TARE + DRY SOIL G 703.6 TARE H no. 12 WT. TARE I 172.1 WT. MOISTURE LOSS J = F - G 85.3 WT. DRY SOJL KG-I-B F_ 1 335.7 FINAL MOISTURE CONTENT L = 100 x (J / K) IM =2.7x LxK/[556(1 +P-O)-KI % 25.4 FINAL SATURATION % 1 91.19 TEST iNFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0minute N 10/13/2011 8.30AM 0.0495 10 minute 0 10/13/2011 8.40 AM 0.0485 11 minute WATER ADDED _____________ P 1 10/14/2011 1 11.00 AM 0.1065 EXPANSION INDEX El = 1000 x (P -0) 58 INITIAL INITIAL INITIAL FINAL FINAL FINAL DRY MOISTURE SATURA- DRY MOISTURE DENSITY CONTENT TION SWELL EXPANSION DENSITY CONTENT TION (%) (%) (%) INDEX (%) SATURA- (%) 101.6 12.4 51.2 5.8 58 _____ 86 25.4 91.2 U American Geotechnical, Inc. 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Li FIELD MEMO Li INTER OFFICE MEMO Li INTRA OFFICE MEMO I TO: Ca (5-or- 15-, DATE:____________ FILE NO. _z-3Zc' -'. SUBJECT: 4r A., — rvctk _ 4 ke lad /'i. 71 a c-I-ua f yo.J.- 6 C7" i-IQ 14'\a (OU#4 Ic (3ç- e' ca ( / I a 1 ci -/ k I 1-ee4. ec üd i-4 gç- L 4c iT 0 1cf 4cerved ç/a4 eke &M & S" am I c r tnre k4-' 4 ,'t 'c 6 ç. c'piq I / ' k4 ,L1S 7LJ / ("4 I 1 I I FROM: I OFFICE: Li 22725 Old Canal Road - Yorba Linda, CA 92887 (714) 685-3900 -764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical I Li TRANSMITTAL FORM Li FIELD MEMO Li INTER OFFICE MEMO Li INTRA OFFICE MEMO TO: L& co-c.-TA co ii DATE: 1 1:2 94 121 FILE NO. Z32-_I2 SUBJECT: tl SITE i' AEt ro p—'t6 rE,T I pj ( pfr FW- Su I W A S W bT - FnA s-' u SC%4 Fr 1.2- 1 Lo u A-r o I - A .sri Q- fl2SJ o3€S cp ~. 1~t\pJ. 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FROM: / 1 V OFFICE: 0 22725 Old Canal Road —Yorba Linda, CA 92887 (714) 685-3900 0 5764 Pacific Center Boulevard-Suite 112— San Diego, CA 92121 (858) 450-4040 0 5600 Spring Mountain Road-Suite 201 - Las Vegas, NV 89146 (702) 562-5046 0712 Fifth Street-Suite #B —Davis, CA 95616 (530) 758-2088 I American Geotechnical U TRANSMITTAL FORM JELD MEMO U INTER OFFICE MEMO U INTRA OFFICE MEMO I TO: ¼S( /cLso DATE: be :—, FILE NO. - IS SUBJECT: CDso C 1\cL r 1<— / a I c i_ cCkv '(Wi h -t'J -tT e& e cL LJL '174 Lc+ B pp)c/LfeJeAJ Sei' S ei&u 4 eJ (It I k 4J J(1I chtA( 1I-J( 0k cJ,j ke- - JL -k 4€rcp,L I FROM: /' R.. c:7-( —CeG a 4 Lr I OFFICE: U 22725 Old Canal Road - Yorba Linda, CA 92887 (714) 685-3900 U 5764 Pacific Center Boulevard-Suite 112- San Diego, CA 92121 (858) 450-4040 American Geotechnical LI TRANSMITTAL FORM 6TIELD MEMO LI INTER OFFICE MEMO LI INTRA OFFICE MEMO TO: DATE: /2-1 /7 //Q _________ FILE NO. i2 I SUBJECT: La '(s C-tdo 5 elo 7 a/ Yot 8 it&d 4e5 Wcj i a if 4- a' 4 '( OF 5 }i/1 f-/ 1t ee-&. ,'l wy I 1a &' cA--np(ef .i ch 5Ac4 A5 , . 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I GEOTECHNICAL ENGINEERING /MATERIALS TESTING & INSPECTION APPENDIX F - SUB DRAINS LOCATION MAP I I I I I I I I I I I I I I I 22725 Old Canal Road, Vorba Linda, CA 92887 - (714) 685-3900 - FAX (714) 685-3909 5764 Pacific Center Blvd., Suite 112, San Diego, CA 92121 (858) 450-4049 - FAX (858) 457-0814 3100 Fite Circle, Suite 103, Sacramento, CA 95827 —(916) 368-2088 - FAX (916) 368-2188 5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146- (702) 562-5046 - FAX (702) 562-2457 I Location Map - - - - - - - - -. - - - - - --- ---------- -- --- \ \ ----- --.- \ 9 F U Legend Approximate Location of subd rain Approximate Location of chimney drain I 1 2 • = - \ - - — C I I -•--- --- I \ \ " ---' \ \ ----p. , I \ --- / - ..--- ' -- \ 7<' / • I I ' 7 - I a I 7 I__ -- I L:'1--------:I ;7 - " '_-T----_---- 'I I Ii SCALE : I = 40 0 20 40 80