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Home My WebLink AboutCT 02-28; LA COSTA CONDOMINIUMS; GEOTECHNICAL OBSERVATION AND TESTING; 2001-10-24REPORT OF OBSERVATION AND TESTING SERVICES DURING STTE GRADING LA COSTA CONDOMINIUMS October 24,2011 F.N. 23280-12 . Corporate Office: 5764 Pacific Center Blvd. n|22725 Old Canal Rd. Suite 112 . Yorba Linda, CA 92887 San Diego, CA 92121 3100 Fite Circle 5600 Spring Mtn. Rd. Suite 103 Suite 201 Sacramento, CA95827 Las Vegas, NV 89146 American Geotechnical Inc. GEOTECHNICAL ENGINEERING/ MATERIALS TESTING & INSPECTION WWW.AMGTCOM American Geotechnical, Inc. GEOTECHNICAL ENGINEERING / MATERIALS TESTING & INSPECTION October 24, 2011 Mr. Kwan So LA COSTA VISTA, LLC 2683 Costebelle Drive La Jolla, California 92037 File No. 23280-12 RECEIVED n^T 27 2011 LAND DEVELOPMENT ENGlNEERf^^^ Subject: REPORT OF OBSERVATION AND TESTING SERVICES DURING SITE GRADING LA COSTA CONDOMINIUMS Lot 185, La Costa Avenue South - Unit 1 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 Project Engineer R.C.E. 70015 GG/ETM: ks Distribution: Mr. Gregg Linhoff- (6) Mr. Kwan So-(1) Edred T. Marsh Principal Engineer G.E. 2387 Via Hand Delivery Via US Mail 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 HAmerican GeotechnicaUnc. File No. 23280-12 October 24, 2011 1.0 INTRODUCTION 1.1 General This report presents the results of our observation and testing services during grading operations for the 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 "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: • Observing the grading operation including the following: • Removal of unsuitable soils including ancient landslide debris, unstable slopes, undocumented fill, topsoil, colluvium and alluvium. • Placement of sub-drains throughout the southern slope during slope reconstruction. • 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 slope. • Excavation of retaining walls footings. • Placement of dry and wet utilities. 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 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. 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 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. ElAmerican GeotechnicaUnc. File No. 23280-12 October 24, 2011 • 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 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 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 strength, expansion index and R-value. Results of the laboratory testing are presented in Appendix D. • Consultation and principal review during grading operations. • Preparation of this report. 2.0 SUMMARY OF GEOTECHNICAL SERVICES 2.1 Grading Prior to grading, the site was cleared of all surface and subsurface obstructions including things such as undocumented fill, debris, buried utilities, and was stripped of vegetation within the proposed pad areas. Vegetation and debris were disposed of off site. Southern Slope Re-construction 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 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 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 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 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. HAmerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 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. Compaction 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). Buildino Pads The 12 pad areas set to receive condominium building structures have been over excavated to a minimum 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 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 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 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 1 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. Roadwav Subgrade 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). HAnnerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 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, 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 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). 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 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 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 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 site soil conditions should be passed along to all future owners at the project. HAnnerican 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 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 recommendations presented in our Geotechnical reports and addendums, still apply. 3.2.1 Post-Tensioned Foundation Foundation Category I MODERATE EXPANSION: Foundation Category II HIGH EXPANSION: Edge Lift: Center Lift: Edge Lift: Center Lift: ,= 5.0 feet, ym= 1 25 inches 1= 9.0 feet, ym= 2.50 inches em em= 5.0 feet, ym= 2.00 inches em= 7.8 feet, ym= 3.50 inches 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). For both conditions it is recommended that the upper 2 feet of soil be pre-soaked to 1.5 times optimum moisture content. HAmerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 Based on our laboratory testing, the foundation categories for building pads 1 through 8 are as follows: Building Pad # Expansion Index Foundation Category 1 97 II 2 87 1 3 84 1 4 96 II 5 75 1 6 83 1 7 72 1 8 58 1 3.2.2 Flatwork As previously discussed, moderately to highly expansive soils will be present beneath future appurtenances. 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 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 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 at least 12 inches in depth. Slip dowels should be provided at a maximum spacing of 24 inches on center to reduce vertical offset where flatwork concrete abuts other existing concrete improvements such as at the building foundation or slab systems, retaining walls, curbs, etc. HAmerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 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 ACI specifications and guidelines. The actual details (if necessary) should be developed by the project architect and/or structural engineer. 3.2.3 Drainage and Erosion Control 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 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 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 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 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. Building Pads 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 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: HAmerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 A. 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. B. Surface water should flow away from structures and slopes and be directed to suitable (maintained) 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 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. C. No drains should be allowed to empty adjacent foundations, appurtenances or over slopes. D. PVC Schedule 40 or equivalent is preferred for yard drains. A corrugated plastic yard drain is not recommended. 3.2.4 Pavement Design Based on a Traffic Index (Tl) of 5.0 for light traffic and an R-value of 7, the pavement section should be as follows: PAVEMENT DESIGN Tl Asphalt Concrete (in) Class 2 Aggregate Base (fn) 5.0 4 10 The aggregate base (AB) should be compacted at 95% of the maximum dry density as determined by ASTM D1557. 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. HAmerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 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 intended by this office to directly receive this advice. The client can only authorize subsequent use of this report. 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. American Geotechnical, Inc. GEOTECHNICAL ENGINEERING / MATERIALS TESTING & INSPECTION 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 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 (RCA), dated 1988, reprinted (revised) 1994. "Geology of California," second edition, prepared by Robert M. Morris and Robert W. Webb, dated 1990. "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. "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. "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 "E.G. 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, 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 "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 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. 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 HAnnerican Geotechnical, Inc. File No. 23280-12 October 24, 2011 APPENDIX A - REFERENCES fCONT) "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 Geotechnical Inc., 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 South, Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc. dated March 21, 2007 "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 "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 "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 - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated February 14, 2008 "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 "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 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 May 13, 2008 HAmerican 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 South - Unit 1, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated September 4, 2008 "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, California," prepared by American Geotechnical, Inc., dated September 29, 2008 "Alternate Landslide Remedial Recommendations, 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 October 3, 2008 "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, California," prepared by American Geotechnical, Inc., dated March 11, 2009 "Alternate Landslide Remedial Recommendations, 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 March 11, 2009 "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, Carlsbad Tract No. 02-28, Carlsbad, California," prepared by American Geotechnical, Inc., dated September 9 2009 "Ground Cracks Banich, Powers, Calso Landslide Slope Repair, 2416 Sacada Circle, Carlsbad, California," prepared by American Geotechnical, Inc., dated October 20, 2009 "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 Avenue, Carlsbad, California 92009," prepared by American Geotechnical, Inc., dated April 23, 2010 HAmerican GeotechnicaUnc. 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 "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 "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 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., dated October 21, 2010 "Restrained Retaining Wall Parameters, La Costa Condominiums, Carlsbad, California," prepared by American Geotechnical, Inc., dated April 8, 2011 "Retaining Wall Design Parameters, La Costa Condominiums, Carlsbad, California," prepared by American 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 "Review Of Post-Tensioned Slab Plans, La Costa Condominiums, Carlsbad, California," prepared by American Geotechnical, Inc., dated August 16, 2011 "Subgrade Compaction Letter For Building Pads 9 To 12, La Costa Condominiums, Carlsbad, California," prepared by American Geotechnical, Inc., dated September 16, 2011 American Geotechnical, Inc. GEOTECHNICAL ENGINEERING / MATERIALS TESTING & INSPECTION APPENDIX B - TIE BACK TESTING 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 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length AMERICAN GEOTECHNICAL. INC. Test Date ///^f:20lCP i /OO Tieback No. Kips Kips inch strands 'feet 'feet 'feet 1 .Ram ID l>Sr-3H9o Gauge ID OO Calibration 1^/3 /2£>/o Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comnrients AL-0.10DL Oooo 0.25 DL fry -7/n 0.50 DL //O /^OO 0.75 DL 1.00 DL zzo 1.25 DL 1.50 DL 1.50 DL(01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL(05min.) 1.50 DL (06 min.) 1.50 DL (10 min.) r —-— Creep rate between 1 min. and 10 min. = ..oO inch Note.- Maximum allowable creep rate = 0.04 Inch. If creep rate is less than 0.04 Inch, begms lock-off. Note: If creep rate between 1 min. and 10 min. exceeds 0.04 Inch, hold load for additional 50 min. 1.50 DL (15 min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 mm.) 1.50 DL (40 min.) 1.50 DL(45min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL(60min.) Note: Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-Off Load = 2}^'^ Kips ( j,} Actual Lock-off Pressure = "^1 ^ psi = Field Technician Date % Design Load) Kips Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length i /OO Tieback No. Kips Kips inch strands "feet 'feet 'feet X AMERICAN GEOTECHNICAL, INC. Test Date \\ j Z j?ola _ Ram ID Dfll-y^/ 9o Gauge ID <'g' op Calibration ^^3 ^ ZO/o Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10 DL 2.Z. 0.25 DL 7/n 0.50 DL /lO /<roo 0.75 DL 2,/tO 1.00 DL zzo 2.3/0 1.25 DL C^cfl 1.50 DL i/2.Z.O 1.50 DL(01 min.) \ 1.50 DL(02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL(06 min.) 1.50 DL(10min.) \ \ Creep rate between 1 min. and 10 min. = Q poO inch Note; Maximum allowable creep rate = 0.04 inch, if creep rate is less than 0.04 inch, begins /oc/f-off. Note; If creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum ailowabie creep rate between 6 and 60 minutes - 0.08 inci Design Lock-off Load = U^T^ Kips ( Actual Lock-off Pressure = "S? dc^ Psi = ich. ll % Design Load) Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length Tieback No. Kips Kips inch strands "feet "feet "feet AMERICAN GEOTECHNICAL, INC. Test Date /I j^jlol^ Ram ID D^JT-J'^ 9o Gauge ID <"/? OO Calibration •\/3 /2JO/0 /OO Gauge Dial Load Load Pressure Reading Comments Increment (Kips) (psi) (inch) AL-0.10DL Z-L ICO n.oco 0.25 DL 7/n 0.50 DL //O /<roo 0.75 DL •2./I0 1.00 DL ZZO 2.3/0 1.25 DL -?^7JO 1.50 DL 330 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) ^.m 1.50 DL (06 min.) 1.50 DLdOmin.) \ 1 —i I inch Creep rate between 1 min. and 10 min. = 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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = ISj^ Kips ( Actual Lock-off Pressure = "iXod psi = Field Technician Date % Design Load) Kips Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length AMERICAN GEOTECHNICAL, INC. Test Date li j^jl^^l^ /OO /^o Tieback No. Kips Kips inch strands 'feet 'feet 'feet Ram ID D^X-J'^ 9o Gauge ID Qp Calibration / 2o/o Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL •Z-L lOO 0.25 DL 7/n 0.50 DL /lO /<roo 0.75 DL 2.//C? 1.00 DL ZZO 2.0/0 1.25 DL ITTJO 6.XSI 1.50 DL 320 ^ZZO 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL(10min.) V V t Creep rate between 1 min. and 10 min. = Q O^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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum ailowabie creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-Off Load = lijl Kips ( ^" Actual Lock-off Pressure = 'hi.od psi = _% Design Load) Kips Field Technician 7^ Date H^^^7g/Z) Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length /OO /^o Tieback No. Kips Kips inch strands 'feet 'feet 'feet AMERICAN GEOTECHNICAL, INC. Test Date U^^ l2o)0 .Ram ID 1>S:C-3H 9o Gauge ID <-g qp Calibration ^20/0 Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL (S.noo 0.25 DL ^s-7/n 0.50 DL /lO /<roo 0.75 DL '2./I0 1.00 DL zzo 7^0/0 1.25 DL PL7S-TTTJO 1.50 DL 330 1.50 DL (01 min.) 1.50 DL(02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL(10min.) \ / ^— Creep rate between 1 min. and 10 min. = (^rOoa inch Note; Maximum ailowabie creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: if creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold toad for additional 50 min. 1.50 DL (15 min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL(30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum ailowabie creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = Kips ( t Actual Lock-off Pressure = '^\^V psi = % Design Load) Kips Field Technician Date 4 Page 1 of 1 TIEBACK PERFORMANCE 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 Tieback No. Kips [Kips (1.10 DL) inch strands "feet 'feet 'feet A. Test Date Ram ID Gauge ID Calibration Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 0.25 DL AL-0.10DL 0.25 DL ' . 0.50 DL AL-0.10DL 0.25 DL %LO 0.50 DL \<>CP 0.75 DL lAKO AL-0.10DL 0.25 DL TJO 0.50 DL 0.75 DL 1.00 DL AL-0.10DL 0.25 DL Hd> 0.50 DL 2.TZ-8 0.75 DL 1.00 DL 1.25 DL (L.ciQ^ AL-0.10DL 0.25 DL 0.50 DL iSbo 0.75 DL 1.00 DL 1.25 DL 1.50 DL 1.50 DL(01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL (10 min.) \ y Creep rate between 1 min. and 10 min. = (IDOO inch Note; Maximum aiiowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off Note: if creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. Page 1 of 2 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Actual Lock-off Pressure = Field Technician Kips ( H % Design Load) Kips Date Page 2 of 2 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length AMERICAN GEOTECHNICAL, INC. Test Date j/jzjza^ 7^ZO i Co /OO Tieback No. Kips Kips inch strands "feet "feet "feet .Ram ID D^JZ-3^9o Gauge ID <'g Op Calibration /? / 2JO/O Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10 DL 0.25 DL 7/n 0.50 DL /to /<roo 0.75 DL 2.//0 1.00 DL zzo 20/0 1.25 DL P.75-irzc 1.50 DL 320 1.50 DL (01 min.) , ^/ftZ 1.50 DL (02 min.) 1.50 DL (03 min.) %HHZ 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DLdOmin.) \ \ Creep rate between 1 min. and 10 min. — inch ^ —.... ..^r* '.^"><•" v.vrr •iit'li. lucn-c Note; If creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL (15 min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL(40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Actual Lock-off Pressure = Field Technician Kips psi = iA. % Design Load) Kips Date 20P Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length 7,?Z8^- /Z AMERICAN GEOTECHNICAL, INC. Test Date /I j'-J ^2D\P 7LZO -a /OO Tieback No. Kips Kips _inch strands "feet "feet "feet .Ram ID ^SJZ-3H9O Gauge ID OP Calibration r^ /g /2c/o Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10 DL 0.25 DL ^s-7/n 1' 17^ 0.50 DL /lO /roQ 0.75 DL 2.//C? 1.00 DL zzo 2.0/0 1.25 DL 1.50 DL 4'^^o 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL (10 min.) \i •i Creep rate between 1 min. and 10 min. = ^,00"2, inch Note; Maximum ailowabie creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Actual Lock-off Pressure = 2-42- Field Technician Kips psi = ( I' % Design Load) Kips Date 2^ Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length 7,?Z8<g-/Z AMERICAN GEOTECHNICAL, INC. Test Date t/|^|2ot6 y-zo ?MZ i /OO /fro Tieback No. Kips Kips inch strands "feet 'feet "feet 1 Ram ID DfJZ-3H 9o Gauge ID .<'/? Op Calibration -^^/^ ^ 2JO/O Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10 DL •Z-L 0.25 DL 7/n 0.50 DL /lO /<roo 0.75 DL /(.<' 2.//0 1.00 DL ZZO 2.0/0 1.25 DL 1.50 DL 330 i/2.Z.O 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL(03 min.) 1.50 DL(04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1 1.50 DLdOmin.) i 4 Creep rate between 1 min. and 10 min. = OA(X> inch Note; Maximum aiiowable creep rate = 0.04 inch, if creep rate is less than 0.04 inch, begins lock-off. Note: if creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL (15 min.) 1.50 DL(20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL(35 min.) 1.50 DL(40 min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL(60 min.) Note; Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = ZM"^ Kips ( Actual Lock-off Pressure = y.'^O psi = % Design Load) Kips Field Technician Date ll/VmP Page 1 of 1 TIEBACK PROOF TEST File Number Project Name 7,?Z8<g- /Z AMERICAN GEOTECHNICAL, INC. Test Date if L( / 7ol/i Tieback Row No. Tieback No. Ram ID Dfi:- 3^9o Design Load 7..ZO Kips Gauge ID t^f? Op Lock-off Load Kips Calibration -^/j / 2JO/O Hole Diameter inch No. of Strands strands Bonded Length .<o feet Unbonded Length /OO feet Total Length /fro feet Gauge Dial Load Load Pressure Reading Comments Increment (Kips) (psi) (inch) AL-0.10DL Z2. ICO 0.25 DL 7/n 0.50 DL //o /<roo 0.75 DL /Qf< •Z./IO 1.00 DL ZZO 2.0/0 1.25 DL I^TJO 1.50 DL 320 i/ZZO 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) S.ciS 1.50 DL (06 min.) \ 1.50 DL(10min.) inch Creep rate between 1 min. and 10 min. = Note; Maximum aiiowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: if creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL(20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL(50 min.) 1.50 DL (55 min.) 1.50 DL(60 min.) Note; Maximum ailowabie creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = OHl- Kips ( j.l Actual Lock-off Pressure = "^i&O psi = % Design Load) Kips Field Technician Date 44 Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number Project Name 7.?Z8^- /Z Test Date Tieback Row No. _^ Tieback No. 11 Ram ID Design Load 7i.ZO Kips Gauge ID Lock-off Load Kips Calibration Hole Diameter Pi inch No. of Strands strands Bonded Length .<o feet Unbonded Length /OO feet Total Length /<ro feet DSI:-3H9O Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 7.1. /^,l^0 0.25 DL 7/n 0.50 DL /lO /<roo 0.75 DL 2.//0 \ni-s 1.00 DL zzo 2.0/0 1.25 DL P.7S-TTZJO r:m 1.50 DL 330 f.o^? 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DLdOmin.) I V / Creep rate between 1 min. and 10 min. = <0 ,600 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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL(25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum ailowabie creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = 7^1_ Kips ( (. \ Actual Lock-off Pressure = 0 Psi = Field Technician Date _% Design Load) Kips 1\ M7<?)<^ Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length ?.?Z8^- /Z AMERICAN GEOTECHNICAL, INC. Test Date i\ J j|:2Q\Q y-zo ?MZ i /OO Tieback No. Kips Kips inch strands 'feet 'feet 'feet is. .Ram ID '^S3Z-3H9O Gauge ID qp Calibration r^^j / 2JO/O Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10 DL .7C0 0.25 DL f^r 7/n 0.50 DL /lO /<roo 0.75 DL /(e< •2./10 1.00 DL zzo 2.0/0 1.25 DL P.7S-ITTJO 1.50 DL 330 1.50 DL(01 min.) 1.50 DL(02 min.) %. 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL (10 min.) \ —i, Creep rate between 1 min. and 10 min. = OOP 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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15 min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum aiiowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = '2M'2. Kips ( \iV Actual Lock-off Pressure = •a,2ot> psi = _ % Design Load) Kips Field Technician Date 1^1 mo Page 1 of 1 TIEBACK PROOF TEST File Number Project Name ?,?Z8^'/Z U C^ic, Condon AMERICAN GEOTECHNICAL, INC. Test Date //^^j^latir Tieback Row No. Tieback No. Ram ID DSJZ-3H9O Design Load Kips Gauge ID op Lock-off Load ?^^ Kips Calibration -^/j / 2JO/O Hole Diameter fi inch No. of Strands strands Bonded Length feet Unbonded Length /OO feet Total Length /<ro feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 2.1. 3C0 0.25 DL 7/0 0.50 DL /lO /TOO 0.75 DL /(.^ 2.//C? 1.00 DL zzo 20/0 1.25 DL P.7S-TI-TJO 1.50 DL 330 W2.ZO 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) (<- W 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL (10 min.) V V Creep rate between 1 min. and 10 min. = /b ,6cX^ inch Note; Maximum ailowabie creep rate = 0.04 inch, if creep rate is less than 0.04 inch, begins lock-off. Note: if creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL (15 min.) 1.50 DL (20 min.) 1.50 DL(25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL(40 min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Actual Lock-off Pressure = Field Technician 4^ Kips psi = • 0.08 inch. ( u« Date % Design Load) Kips Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length AMERICAN GEOTECHNICAL, INC. Test Date /y^y^ZotO ?MZ i /OO Tieback No. Kips Kips inch strands "feet 'feet "feet 4^ Ram ID Gauge ID Calibration ^fr-3^9o <'f?oo •%J3 /2x)/o Gauge Dial Load Load Pressure Reading Comments Increment (Kips) (psi) (inch) AL-0.10DL •Z1. 3CO 0.25 DL ^s-7/n 0.50 DL /to /TOO 0.75 DL /LC Z.//0 1.00 DL zzo 2.0/0 1.25 DL P.7S--?r7jO 1.50 DL 330 ^ZZO 1.50 DL (01 min.) f 1.50 DL (02 min.) 1.50 DL (03 min.) 1 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DLdO min.) V / Creep rate between 1 min. and 10 min. = /''j^OOd 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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL(25 min.) 1.50 DL(30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum ailowabie creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = "T^Z Kips ( ' Actual Lock-off Pressure = V-t^O psi = % Design Load) Kips Field Technician Date ^^^^ Page 1 of 1 TIEBACK PERFORMANCE TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length AMERICAN GEOTECHNICAL, INC. Test Date 7H^ -21 loo Tieback No. Kips ^Kips (1.10 DL) inch strands 'feet 'feet 'feet Ram ID Gauge ID Calibration ^jx. jTJJlQ Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10 DL 70 O /O.OOO 0.25 DL ixo AL-0.10DL loo 0.25 DL 0.50 DL \Socs AL-0.10DL 0.25 DL 0.50 DL 0.75 DL •ZMC-y AL-0.10DL 0.25 DL 0.50 DL 0.75 DL 7110 1.00 DL AL-0.10 DL 0.25 DL 0.50 DL r^oc 0.75 DL 1.00 DL 1.910 1.25 DL ^C20 AL-0.10 DL lc?0 0.25 DL ^0 0.50 DL 0.75 DL '7UO 1.00 DL 1.25 DL ^C70 1.50 DL 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL (10 min.) V Creep rate between 1 min. and 10 min. = Q'COd 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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. Page 1 of 2 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Actual Lock-off Pressure: Field Technician Kips •^2,<9a psi = % Design Load) Kips Page 2 of 2 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length 7,?Z8^' /Z y-zo i /OO /.TO Tieback No. Kips Kips inch strands 'feet 'feet 'feet AMERICAN GEOTECHNICAL, INC. Test Date ///v /Zall^ .Ram ID Dfi:-3^9o Gauge ID <-g op Calibration /3 / ZO/o Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 71. :?co 0.25 DL 7/n 0.50 DL /lO /<roo 0.75 DL Z.//0 ^ L:ip, 1.00 DL zzo 20/0 1.25 DL TTTJO 1.50 DL 330 ^ZZO 1.50 DL(01 min.) 1.50 DL (02 min.) 1.50 DL(03 min.) ^.2PfZ 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL(10min.) Creep rate between 1 min. and 10 min. = /^.00\ inch Note; Maximum ailowabie creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL(35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum ailowabie creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-Off Load = 2i42^ Kips ( | Actual Lock-off Pressure = 'X-zc^O psi = _% Design Load) Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length ?,?Z8^- /Z ?HZ i /OO Tieback No. Kips Kips inch strands 'feet 'feet 'feet AMERICAN GEOTECHNICAL, INC. Test Date //^V^aJt^ _Ram ID V^i:-3H9O "Gauge ID go Calibration /3 / 2JO/O Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10 DL 71. ICO 6.God 0.25 DL ^s-7/n A.8^2. 0.50 DL /lO /<roo 7,M^3 0.75 DL Z.//0 1.00 DL zzo 2^0/0 1.25 DL P.7S--?rzo 1.50 DL 330 W2.ZO 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL(10min.) i 1 Creep rate between 1 min. and 10 min. = OiO^ inch Note; Maximum ailowabie creep rate = 0.04 inch. If creep rate Is less than 0.04 inch, begins lock-off. Note: if creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL (15 min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum aiiowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = U42. Kips ( /«I Actual Lock-off Pressure = 'sxqc) psi = % Design Load) Kips Field Technician Date Page 1 of 1 TIEBACK PERFORMANCE TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length AMERICAN GEOTECHNICAL, INC. Test Date ti ["^[zglO X A. loo Tieback No. Kips ^Kips (1.10 DL) inch _ strands "feet "feet "feet 1. Ram ID Gauge ID Calibration Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 0.25 DL •rr AL-0.10DL 0.25 DL 0.50 DL AL-0.10DL 0.25 DL (\.<^<^ S 0.50 DL \<roo 0.75 DL iwo AL-0.10DL 0.25 DL 0.50 DL 0.75 DL Z-110 1.00 DL AL-0.10DL -v^ 0.25 DL 0.50 DL 7.go2. 0.75 DL 1.00 DL -2.941 1.25 DL AL-0.10 DL 0.25 DL 0.50 DL iToO 0.75 DL 7J lO 1.00 DL 1.25 DL 1.50 DL 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL (10 min.) Creep rate between 1 min. and 1 Note; Maximum aiiowable creep rate = Note: if creep rate between 1 min. and Omin. = O.Qo^ inch 0.04 inch, if creep rate is less than 0.04 inch, begins lock-off 10 min. exceeds 0.04 inch, hold load for additional 50 min. Page 1 of 2 1.50 DL (15 min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL(35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Actual Lock-off Pressure = Field Technician Kips psi - % Design Load) Kips Date Page 2 of 2 TIEBACK PROOF TEST File Number ?^?Z8^ - /Z Project Name Uk C^irc Con6o^ AMERICAN GEOTECHNICAL, INC. Test Date UjH jZo\jb Tieback Row No. Tieback No. Ram ID DfJZ-3^9o Design Load Kips Gauge ID oo Lock-off Load Kips Calibration -^/j / zo/o Hole Diameter fi inch No. of Strands strands Bonded Length .<o feet Unbonded Length /OO feet Total Length /<ro feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 71. 0.25 DL 7/n 0.50 DL /lO /<roo 0.75 DL /Q>< 2.//0 1.00 DL ZZO 2,0/0 1.25 DL P.75- 1.50 DL 330 i/Z,ZO 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL(10min.) \ \ f Creep rate between 1 min. and 10 min. = /^,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 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL (15 min.) 1.50 DL(20 min.) 1.50 DL (25 min.) 1.50 DL(30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL(60 min.) Design Lock-off Load = Actual Lock-off Pressure = Field Technician Kips psi = % Design Load) Kips Date Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length 7.?Z8^' ^Z AMERICAN GEOTECHNICAL, INC. Test Date uli-f l'2C>\T> 7.ZO ?MZ i /OO /tro Tieback No, Kips Kips inch strands "feet 'feet "feet Ram ID Gauge ID Calibration D^J:-3^9O <fiOo % /3 /2£>/0 Gauge Dial Load Load Pressure Reading Comments Increment (Kips) (psi) (inch) AL-0.10 DL 71. :^co C>.ooo 0.25 DL ^S' 7/n 0.50 DL /lO /<roo 7.<^5?« 0.75 DL Z.//0 1.00 DL ZZO 2.0/0 1.25 DL P.7S- 1.50 DL 330 1.50 DL(01 min.) 1.50 DL (02 min.) 1.50 DL(03 min.) 1.50 DL (04 min.) 1.50 DL(05 min.) 1.50 DL (06 min.) —1 1.50 DLdOmin.) V Creep rate between 1 min. and 10 min. = (^.d^O inch Note; Maximum ailowabie creep rate = 0.04 inch. If creep rate Is less than 0.04 inch, begins lock-off. Note: If creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL(25 min.) 1.50 DL(30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL(60 min.) Design Lock-off Load = Actual Lock-off Pressure = 2^ Kips psi = Field Technician Id % Design Load) Kips .Date UN Una Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 7..?Z8^-Test Date MNI'^O Project Name u, Tieback Row No. _^ Tieback No. Ram ID DfJZ - 3^9o Design Load P.ZO Kips Gauge ID OO Lock-off Load Kips Calibration / 2JO/O Hole Diameter fj inch No. of Strands strands Bonded Length Co feet Unbonded Length /OO feet Total Length /TO feet Gauge Dial Load Load Pressure Reading Comments Increment (Kips) (psi) (inch) AL-0.10DL 71. 0'C)O0 0.25 DL 7/n r\M 0.50 DL /lO /<roo 0.75 DL •z.tio 1.00 DL zzo 2.0/0 1.25 DL P.75--?T7JO 1.50 DL 330 i/^ZO 1.50 DL (01 min.) 1 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) / 1.50 DL (06 min.) / 1.50 DL(10min.) Creep rate between 1 min. and 10 min. = ^ inch Note; Maximum aiiowable creep rate = 0.04 inch. If creep rate Is less than 0.04 inch, begins lock-off. Note: If creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum aiiowable creep rate between 6 and 60 minutes = 0.08 in Design Lock-off Load = "Z-H"L Kips ( Actual Lock-off Pressure = tl •^I'a) psi = % Design Load) Kips Field Technician Date 11 W 2m. Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length 7^?Z8<g- /Z AMERICAN GEOTECHNICAL, INC. Test Date ///v/ igjfi y-zo ?MZ /OO /fro Tieback No. Kips Kips inch strands 'feet "feet "feet Ram ID Gauge ID Calibration i>?r-3H9o <8 00 %/3 /20/0 Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 71. 0.25 DL 7/n 0.50 DL /lO /<roo 0.75 DL Z.//0 1.00 DL ZZO 2.0/0 1.25 DL P.75-TTTJO 1.50 DL 330 «r 1.50 DL (01 min.) «i 1.50 DL (02 min.) V 1.50 DL (03 min.) 1.50 DL(04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DLdOmin.) \ ( Creep rate between 1 min. 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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = ^^ Z- Kips ( [i Actual Lock-off Pressure = "^l ^n psi = % Design Load) Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length ?,?Z8^- (Z U Cjo^iro. Ccn6o^ AMERICAN GEOTECHNICAL, INC. Test Date /j j/y^2Ql5 y.zo Kips ?^ 2 Kips fi inch strands .Co feet /OO feet /<ro feet Tieback No. 23 Ram ID Gauge ID Calibration i>si:-3'^9o Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 71. r^co 6.c>oC> 0.25 DL ^s-7/n 0.50 DL /lO /r<?o 7.^«?7. 0.75 DL /uC z,//o 1.00 DL zzo 2.0/0 1.25 DL P.7S-7^-ZO 1.50 DL 330 ^zzo ^,Z7_2- 1.50 DL (01 min.) <?. ^2,-2, 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL(10min.) \1 ^.27^ Creep rate between 1 min. and 10 min. = ,002... inch Note; Maximum aiiowable creep rate = 0.04 inch, if creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL (15 min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL(40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Actual Lock-off Pressure = Field Technician Kips psi = ( iJ Date _% Design Load) Kips Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number Project Name Test Date /|^ i Tieback Row No. _^ Tieback No. Ram ID J^SXi-3H9O Design Load P.ZO Kips Gauge ID oo Lock-off Load Kips Calibration -^/j / 2x)/o Hole Diameter inch No. of Strands 1 strands Bonded Length <ro feet Unbonded Length /OO feet Total Length /TO feet Gauge Dial Load Load Pressure Reading Comments Increment (Kips) (psi) (inch) AL-0.10 DL Z1. :?C0 C) ,QO0 0.25 DL 7/n 0.50 DL /lO /<roo 0.75 DL Z.//0 1.00 DL zzo 2.0/0 1.25 DL ?,!$• 1.50 DL 330 ^ZZO 1.50 DL(01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL(04 min.) 1.50 DL(05 min.) 1.50 DL (06 min.) 1.50 DL(10min.) \ z —s; f-— Creep rate between 1 min. and 10 min, = O^.bO^ 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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15 min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL(40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum allowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = iH"^ Kips ( \, \ Actual Lock-off Pressure = _32^^__psi = % Design Load) Kips Field Technician i£. Date K jl]zo]o Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 7.?Z8^-/Z Test Date //A*;/2010 Project Name U Coc.fe. Corydo^ • ' • Tieback Row No. -JL Tieback No, Ram ID l>sr-3H9o Design Load 7.ZO Kips Gauge ID <"g' OO Lock-off Load ?^?. Kips Calibration -^/j / Zo/o Hole Diameter fi inch No. of Strands strands Bonded Length .<-o feet Unbonded Length /OO feet Total Length /fro feet Gauge Dial Load Load Pressure Reading Comments Increment (Kips) (psi) (inch) AL-0.10DL 71. 0.0CO 0.25 DL f^r 7/n O.^J 0.50 DL /lO /<roo 2.441 0.75 DL 2./10 1.00 DL zzo 2.0/0 1.25 DL P.7S- 1.50 DL 330 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 5?,^;i5: 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DL(10min.) v N! 1 Creep rate between 1 min. and 10 min. = Q.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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note; Maximum aiiowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = 7y\~^ Kips ( || ] Actual Lock-off Pressure = "^T-oO psi = Field Technician Date % Design Load) Kips Page 1 of 1 TIEBACK PROOF TEST AMERICAN GEOTECHNICAL, INC. File Number 7.?Z8<P-/Z Test Date ///5/20iO Project Name u. Cjgy^ka. Ci?odos Tieback Row No. -JL Tieback No. Ram ID DSr-31190 Design Load 7.ZO Kips Gauge ID <-fiOO Lock-off Load Kips Calibration s/s /20/0 Hole Diameter fl inch No. of Strands strands - Bonded Length feet Unbonded Length /OO feet Total Length /<ro feet Gauge Dial Load Load Pressure Reading Comments Incrennent (Kips) (psi) (inch) AL - 0.10 DL '^CO (5,000 0.25 DL 7/n 0.50 DL /lO /<roo 0.75 DL /uC 1.00 DL zzo 2.0/O 1.25 DL P.7S- 1.50 DL Z30 ^Z.ZO 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DLdO min.) \! r Creep rate between 1 min. and 10 min. = 0.60^ 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 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL d5min.) 1.50 DL (20 min.) 1.50 DL(25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL{40 min.) 1.50 DL(45min.) 1.50 DL (50 min.) 1.50 DL(55 min.) 1.50 DL (60 min.) Note: Max/mum ailowabie creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = 2.4"^ Kips ( ji | Actual Lock-off Pressure = "^lo Q psi = % Design Load) Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length ?L?Z8^-/Z U ^>odos AMERICAN GEOTECHNICAL, INC. Test Date Ifj^^TOUp 7.ZO i /OO /TO Tieback No. Kips Kips inch strands "feet 'feet 'feet Ram ID Gauge ID Calibration Dsr-3^9o <8 OQ '\/3 /ao/o Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 7.1. 0.25 DL ^s-7/n 0.50 DL /lO /^oo 0.75 DL 1.00 DL zzo 2.0/O 1.25 DL 7.75-T5-ZO 1.50 DL 330 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL(05 min.) 1.50 DL(06min.) 1.50 DLdOmin.) r Creep rate between 1 min. and 10 min. = (^.QC>6 inch Note: Maximum aiiowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL d5min.) 1.50 DL(20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL(40min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note: Maximum allowable creep rate between 6 and 60 minutes - 0.08 inch. Design Lock-off Load = 7J^~^ Kips ( \\) Actual Lock-off Pressure = "^19^ P^'~ % Design Load) Kips Field Technician Date if/<5/^lO Page 1 of 1 TIEBACK PERFORMANCE TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length AMERICAN GEOTECHNICAL, INC. Test Date il j2ol0 •2.Z0 too Tieback No. '2SI Kips I Kips (1.10 DL) inch strands [feet [feet "feet Ram ID Gauge ID Calibration DSJ -^^^6 Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 100 0.25 DL ^10 AL-0.10 DL -KOO 0.25 DL -fio 0.50 DL Z.<,Z£> AL-0.10DL 0.25 DL 0.50 DL r/.^'^l- 0.75 DL 2.110 AL-0.10DL 100 0.25 DL 1.661 0.50 DL 0.75 DL 1.00 DL AL-0.10DL 0.25 DL -fio 0.50 DL 7.=^zo 0.75 DL 1.00 DL 2S\0 ^MOO 1.25 DL AL-0.10DL -^oo 0.25 DL 0.50 DL ISbo 0.75 DL 7lf.O 1.00 DL -Z910 ^A'{% 1.25 DL 1.50 DL H2:IO 1.50 DL(01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) ^.Qf(^ 1.50 DL(10min.) J Creep rate between 1 min. and 10 min. = Note: Maximum aiiowable creep rate = Note: if creep rate between 1 min. and inch 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off 10 min. exceeds 0.04 inch, hold load for additional 50 min. Page 1 of 2 1.50 DL(15min.) 1.50 DL (20 min.) 1.50 DL (25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Actual Lock-off Pressure = Field Technician Kips ^2.00 psi = I.; Date % Design Load) Kips Page 2 of 2 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length U Cxy^^c Condon Tieback No. "2^ Kips Kips inch strands "feet "feet 'feet AMERICAN GEOTECHNICAL, INC. Test Date f/jslmiCJ ?.HZ Ram ID D/X-JF^fo Gauge ID ^"8 qo Calibration %^3 ^ ao/o /OO Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 7.1. 0^006 0.25 DL 7/n 0.50 DL no /^oo IMO^ 0.75 DL /uC ^/fO 1.00 DL zzo 2.0/0 C. 2.-23 1.25 DL P.75-7TZO 1.50 DL 2?o ^2.ZO 1.50 DL (01 min.) \ 1.50 DL (02 min.) 1.50 DL(03min.) ^> (0 1.50 DL (04 min.) ^1 16 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DLdO min.) V -4 IT. Hit) O.0Q6 inch Creep rate between 1 min. and 10 min. = Note; Maximum ailowabie creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: if creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL dSmin.) 1.50 DL (20 min.) 1.50 DL(25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL (45 min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL(60 min.) Design Lock-off Load = Actual Lock-off Pressure = "^^00 Kips psi = Field Technician Date % Design Load) Kips Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length 7,?Z8^-/Z AMERICAN GEOTECHNICAL, INC. Test Date fljs^TIQSC/ P-ZO /OO /fro Tieback No. ^3 Kips Kips inch strands "feet 'feet "feet Ram ID D^JT-^^^O Gauge ID qp Calibration '*,^3 ^20/0 Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 7.1. 300 0.25 DL ^s-7/n 0.50 DL //O /<roo 7_,C44 0.75 DL /uC Z./fO 1.00 DL ZZO 2.0/0 ^.IS-^ 1.25 DL P.7S-TT-ZJO 1.50 DL 330 iz-zzo 1.50 DL(01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DLdO min.) r Creep rate between 1 min. and 10 min. - Q X/oG> inch Note: Maximum a/totvab/e creep rate » 0.04 jncft. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL d5min.) 1.50 DL (20 min.) 1.50 DL(25min.) 1.50 DL(30min.) 1.50 DL (35 min.) 1.50 DL(40min.) 1.50 DL(45min.) 1.50 DL(50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Note: Maximum ailowabie creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-off Load = 2H"^ Kips ( {1 \ Actual Lock-off Pressure = l2-g>0 Psi = % Design Load) Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST File Number Project Name Tieback Row No. Design Load Lock-off Load Hole Diameter No. of Strands Bonded Length Unbonded Length Total Length 7^?Z8<g-/Z AMERICAN GEOTECHNICAL, INC. Test Date II^^^TOlCj 4 /OO /fro Tieback No. Kips Kips inch strands "feet "feet 'feet ?/ Ram ID DSJZ" 3H9O Gauge ID <"g qp Calibration "^/^ / 20/o Gauge Dial Load Load Pressure Reading Comments Increment (Kips) (psi) (inch) AL-0.10DL 7.1. 3CO 0.25 DL 7/n 0.50 DL //O /<roo 0.75 DL -2.110 1.00 DL ZZO 2.0/O 1.25 DL P.7S- 1.50 DL 330 i/Z.ZO 1.50 DL(01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL (04 min.) 1.50 DL (05 min.) 1.50 DL(06min.) 1.50 DLdO min.) V 0,0oo inch Creep rate between 1 min. and 10 min. = Note: Maximum aiiowable creep rate = 0.04 inch. If creep rate is less than 0.04 inch, begins lock-off. Note: If creep rate between l min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL d5min.) 1.50 DL (20 min.) 1.50 DL(25 min.) 1.50 DL(30min.) 1.50 DL (35 min.) 1.50 DL(40min.) 1.50 DL(45 min.) 1.50 DL (50 min.) 1.50 DL(55 min.) 1.50 DL (60 min.) Note: Maximum aiiowable creep rate between 6 and 60 minutes = 0.08 inch. Design Lock-Off Load = 2>^"^ Kips ( }i) Actual Lock-off Pressure = P^' ~ % Design Load) Kips Field Technician Date Page 1 of 1 TIEBACK PROOF TEST File Numlser Project Name 7,?Z8^- /Z AMERICAN GEOTECHNICAL, INC. Test Date ffjz^TOlCJ Tieback Row No. Tieback No. 3X Ram ID l>Sr-3H9o Design Load P^ZO Kips Gauge ID oo Lock-off Load Kips Calibration -^A / 20/o Hole Diameter fl inch No. of Strands strands Bonded Length feet Unbonded Length /OO feet Total Length /TO feet Load Increment Load (Kips) Gauge Pressure (psi) Dial Reading (inch) Comments AL-0.10DL 7.1. 0,0OQ 0.25 DL frr 7/n 0.50 DL //o /<roo 0.75 DL /LC 1.00 DL zzo 2.0/O 1.25 DL P.7S-irzc 1.50 DL 330 ^/^ZO 1.50 DL (01 min.) 1.50 DL (02 min.) 1.50 DL (03 min.) 1.50 DL(04min.) 1.50 DL (05 min.) 1.50 DL (06 min.) 1.50 DLdO min.) \ 1 Creep rate between 1 min. and 10 min. = f)-OO 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 1 min. and 10 min. exceeds 0.04 inch, hold load for additional 50 min. 1.50 DL dSmin.) 1.50 DL(20 min.) 1.50 DL(25 min.) 1.50 DL (30 min.) 1.50 DL (35 min.) 1.50 DL (40 min.) 1.50 DL(45min.) 1.50 DL (50 min.) 1.50 DL (55 min.) 1.50 DL (60 min.) Design Lock-off Load = Actual Lock-off Pressure = Field Technician Kips psi = % Design Load) Kips Page 1 of 1 American GeotechnicaUnc GEOTECHNICAL ENGINEERING / MATERIALS TESTING & INSPECTION APPENDIX C - RELATIVE COMPACTION TEST RESULTS 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 Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE UBORATORY MAXIMUM DRY DENSITY fpcO FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS ] 10/01/10 120,0 On Site "A" 118,3 103,2 18,7 87,3 90 NU Fail 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 90,0 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 •• SC-- Nuclear Gauge Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (pcf) FIELD DRY DENSITY (pcf) MOISTURE (%} REUTIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS 25 B 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 1 17.0 112,0 13,2 95,8 90 NU Pass 27 10/14/10 124,0 Mixed Fill 1 17,0 107,2 14,3 91,6 90 NU Pass 28 10/14/10 126,5 Mixed Fill 1 17,0 105,3 15,3 90.0 90 NU Pass 29 10/14/10 128,0 Mixed Fill 1 17,0 105,9 16,4 90.5 90 NU Pass 30 10/15/10 150,0 Mixed Fill 1 17,0 106,9 14,1 91.4 90 NU Pass 31 10/15/10 132,0 Mixed Fill 1 17,0 110,0 17,9 94,1 90 NU Pass 32 10/15/10 134,0 Mixed Fill 1 17,0 100,1 21,0 85.6 90 NU Fail 33 10/15/10 152,0 Mixed Fill 1 17,0 101,2 16,0 86.5 90 NU Fail 34 10/15/10 132,5 Mixed Fill 1 17,0 108,0 18,3 92.3 90 NU Pass - Retest of #32 35 10/15/10 152,0 Mixed Fill 1 17,0 106,9 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 1 17,0 103,2 16,1 88.2 90 NU Foil 38 10/15/10 136,0 Mixed Fill 1 17,0 109,1 17,7 93,3 90 NU Pass - Retest of #37 39 10/15/10 138,0 Mixed Fill 1 17,0 101,6 16,9 86.8 90 NU Fail 40 10/15/10 155,0 Mixed Fill 1 17,0 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 SO = Nuclear Gauge •- Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) 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 "B" 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 so = Nuclear Gauge •• Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY [pcf] FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) 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 Foil 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 SC : Nuclear Gauge •• Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (pcf) FIELD DRY DENSITY (pcf) MOISTURE {%) REUTIVE COMPACTION (%) REQUIRED COMPACTION (%) 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 Foil 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 Fail 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 i18 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 Foil 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 1 1/18/10 182.0 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 SC = Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (pcf) FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS 128 11/19/10 168,0 On Site Mix 118,0 104,1 13,9 88,2 90,0 NU Foil 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 1 1,9 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 NU 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 NU 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 NU 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 NU 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 NU 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 NU Pass 153 12/02/10 181,0 On Site Mix 118,0 110,2 17,2 93,4 90,0 NU Pass NU SC = Nuclear Gauge •• Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (pcf) FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS 154 12/02/10 160,0 On Site Mix 1 18,0 103,6 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 NU 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 11 1,9 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 SC : Nuclear Gauge ' Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (pcf) FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) 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 1 10,6 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 1 12,3 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 1 10,2 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 12/09/10 182.0 On Site Mix 118,0 107.6 18,0 91,2 90,0 NU Pass NU = SC = Nuclear Gauge Sand Cone < s a O 3 o Ul a. s o o 3 z o s St >- £ c o S £ « t O S 5! < < ^ _1 ^ Q 5 0) 5 Q) 2 0) 5 0) 5 0) 2 0) 5 0 2 2 0) c O 2 5 0) 5 5 0 5 0) 5 5 0 < > E o •D c o o n 5 O CN O (J o E O i I u a p • < Q i/> o 3 O E o •o c O O _D in O u O a E o I .5!. t O D < S a O 6? a z 3 o 22 "s o u 6? > g I— P o o 6? o s -I St O ° Q X < S ' o o cd 5 0) 5 0) 2 5 0) 2 5 0 2 2 o o CO 2 2 (1) 2 (0 2 2 (1) 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 z o q CO o 00 CO v» o Ul S I— z =) o ~ CO auoQ puBS = OS s6nB9 jeapnN = nN 6LZ# io (setea - ssDd ON 0'06 0>6 J6l 6'01 I 0'8U X!W 8|!S uo 0'S9l I1/9S/10 £8Z SSDd ON 0'S6 /•86 Z'9 6Z£1 O'SEl l|ij>|aDg youaji '^lllltn 53'0 ll/SS/lO Z2Z 08Z# JO (soiajj - ssDd nN 0'S6 0'S6 Vt. £'6Zl o'sei ll!j>|ODa Mouaji At!l!in Zl'S ll/SS/lO 18Z l!Dd nN 0'S6 L'Z6 Z£ t'-93L 0'S£1 \\\ppoq Moueji A(!l!tn ££'S ll/SS/lO 0S3 lIDd nN 0'06 162 0'61 £'SOl O'Sll xiw s\\s uo 0'S9l II/SS/IO bLZ SSDd ON 0'06 £'16 S'6l Z701 0811 xjiA/ 9|is uo 0'£9l II/SS/IO 8ZS SSDd ON 0'06 S'l6 £•61 9V01 0'811 x!W ailS uo 0'191 ll/SS/lO LLZ SSDd nN 0S6 ZZ6 85 6'1£1 0'S£l ll!j>|aDg L|Ouaji A)!i!in - eoDjjns ll/SS/lO 9LZ SSDd nN 0'06 9'16 S7L I 801 0'8ll xiiA/ 3(!S uo O'SSl I I/^S/IO SZZ SSDd nN 0'06 668 0'8l [•901 O'Sli xiw e(!S uo edois I l/fS/lO VLZ ZIZ* io (satsaa - ssDd nN 0-06 n6 8'£l S'ZOl O'Sll xii^v a(!S uo o'sei Il/f2/l0 ZLZ IPd nN 006 C78 3Zl O'COl 0'8ll XIW S|!S uo O'ZSl Il/fS/lO ZLZ SSDd nN 0S6 l'S6 L'Z K8SI 0'S£l IIU>|ODa qoueji '^iimn 0' I II/IS/IO \LZ SSDd ON ffS6 0S6 £'8Sl OS£l ||IJ>|0D9 H0U3J1 /^tiiiin Gz II/IS/IO OLZ SSDd ON 0'06 0Z6 £•/! 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O =i S » ^35 "So p u> > < O z o i O ST O- D 5 n _, o iA o o 3 a o 3 S p •D 5 3 O 59 O O 2 - 2i z 59 o b o b o b o b n o I" O c: Z O 9 O o 3 > cn i_ o c= II II cn z m i: 2 " °- a 0 0 1 n 0 0) c (Q 0 O b O "D 0 O "D 0 O "D 0 O "D ro o "D 0 O b CO o x> ro 0 2 ro 2 ro 2 0 2 ro 2 ro 2 0 2 0 2 ro 2 0 2 ro 2 ro 2 ro 2 0 2 0 2 0 2 0 2 ro 2 0 2 ro 2 ro 2 ro 2 0 2 0 2 • £ " 215 lis O !2 > < > O o 3 a o 3 55 •D 3 3 O n o 2i P< 59 o O I" I? m 2 s O m Z D 9 O 3 > cn : o I 0 o a CT (Q 3 a 0 a 0 i a a 0 D O a Q O o Q > ro 2 0 2 0 2 0 2 ro 2 0 2 ro 2 ro 2 0 2 ro 2 Q. 0 i O Q a ro ro 2 o b ro 2 ro 2 ro 2 ro 2 ro 2 ro 2 ro 2 0 2 0 2 0 2 ro 2 m > > Z X w i£ g o -I * w ei5 3 3 - < > O z 3 a o z o 3 a r-a n o Ul a n o 3 a o 3 z = (/> p 3 O o o o > o S z "> I" Si O m Z D 9 X O 3 > Project Nome: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY IVIAXIMUM DRY DENSITY (pcf) FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) TEST METHOD REMARKS 622 08/22/11 117.0 On Site Mix 118,0 103,8 10,0 88,0 90,0 NU Foil 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 Foil 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 1 10,0 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 •• SC = Nuclear Gauge Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (pcf) 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 1 18,0 107,7 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 SC = Nuclear Gauge •• Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY DENSITY (pcf) FIELD DRY DENSITY (pcf) MOISTURE (%) RELATIVE COMPACTION (%) REQUIRED COMPACTION (%) 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 1 17,0 On Site Mix 118,0 103,7 19,8 87.5 90,0 NU 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 1 1,7 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 ^ SC = Nuclear Gauge Sand Cone Project Name: La Costa Condominiums Start Date: October 1, 2010 File No. 23280-12 TEST NO. DATE ELEVATION (ft) SOIL TYPE LABORATORY MAXIMUM DRY 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 10/11/1 1 Retaining Wall Import #3 116.0 113.2 10,1 97,6 90,0 NU Pass 710 10/11/11 Surface Trencti Bacicfill 135,0 127,6 7,2 94,5 95,0 NU Pass 711 10/12/11 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 10/12/11 112,0 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 1 14,1 15,4 96.6 90,0 NU Pass 718 10/12/11 1 12.0 On Site Mix 118,0 113,1 13,1 95.8 90,0 NU Pass NU = Nuclear Gauge SC = Sand Cone American GeotechnicaUnc. GEOTECHNICAL ENGINEERING / MATERIALS TESTING & INSPECTION APPENDIX D - LABORATORY DATA 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 135 133 131 129 127 125 123 121 119 117 115 113 111 109 107 105 103 101 99 97 95 93 91 89 87 85 83 81 79 77 75 \ \ \ Job No. 23280.01 Date IS 05/15/07 Project: La Costa Condominiun Date IS \ Project: "\ \ \ csampie locanon Description of Material sand/clav mixture-greenish/grev \ Description of Material sandv clav \ / Test Method ASTMD1557-02, "A" \ / Test Method ASTMD1557-02, "A" ) -V- •,, J / f '•• f \ L TCCT DCCI II TO / \ / \ \ \ iviaximum ury uensity 11o.J ri^r f Optimum Water Content 12.0 % } \ ^ % / 1 \ \ CURVES OF 100% SATURATION CURVES OF 100% SATURATION \ \ o on \ 2.70 2.70 \ \ s v. \ \ \ \ 0 10 15 20 25 WATER CONTENT (Percent) 30 35 40 45 MOISTURE-DENSITY RELATIONSHIP ^i?>IAm erica n Geotechnical, Inc F.N. 23280.01 May 2007 135 133 131 129 127 125 123 121 119 D R 117 Y D E N 113 S I T Y Ul 109 107 P o u n d 105 103 101 99 97 95 93 91 89 87 85 83 81 79 77 75 \ Job No. 23280.01 Date IS 05/15/07 Project: La Costa Condominiun Date IS \ Project: —\ \ \ \ isampie location D Description of Material sandy fill soil-vellow/brown clavev Description of Material sand ./ Test Method ASTM D1557-02, "A" \ r Test Method ASTM D1557-02, "A" ./ -\- • \ / \ / f / \ TCCT DCCI II TO r \ V / \ \ \ iviaximum urv uensity 11 /.J r\^r \ Optimum Water Content 13.0 % % \ \ CURVES OF 100% SATURATION I7r»D CTlt:^-^TT7T/-i r^-n A \ m-^r T7/-.T TAT .rr\. CURVES OF 100% SATURATION I7r»D CTlt:^-^TT7T/-i r^-n A \ m-^r T7/-.T TAT .rr\. \ \ 9 on \ • 2.70 • 2.70 -7 fin \ \ \ \ \ v N \ \ 10 15 20 25 WATER CONTENT (Percent) 30 35 40 45 MOISTURE-DENSITY RELATIONSHIP ^aAmerican Geotechnical, Inc F.N. 23280.01 May 2007 MAXIMUM DENSTT (ASTM D1557 ASTM D 698 ) Excavation No DEPTH DESCRIPTION SIEVE SIZE MOLD SIZE NO OF LAYERS Mixed Fill Olive Gray Clayey Sand FILE NO Poreject TESTED BY DATE 23280-12 SAM/ RM 10/6/2010 % RETAINED METHED test point number 1 2 3 4 wet \Art soil + mold g 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 128.18 133.39 133.78 133.06 dry density pcf 114.83 117.40 116.48 113.62 Moisture determination by ( oven ) container number 4 A 13 11 wet wt of soii+tare g 952.4 1015.8 915.3 965.4 dry wt soil+tare g 870.3 914.6 818.7 849.5 tare wt g 164.4 171.3 168.1 172.2 wt of moisture g 82.10 101.20 96.60 115.90 dry wt of soil g 705.90 743.30 650,60 677.30 moisture content g 11.63 13.61 14.85 17.11 Max Density 150.00 140.00 u a 130.00 10 c X} T3 120.00 110,00 100.00 — 1 1 > 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 % 14 MAXIMUM DENSTY (ASTM D1557 ASTM D 698) Excavation No Site FILE NO 23280-02 DEPTH Import X-Poreject Lacosta Condo DESCRIPTION Med. Browrn Clayey Sand TESTED BY DD/BD DATE 2/10/2011 SIEVE SIZE 3/4" % RETAINED None MOLD SIZE 4" NO OF LAYERS 5 METHOD A Sample Location 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 4.10 4.10 4.10 wet wt of soil lbs 4.34 4.70 4.78 4.64 wet density pcf 130.16 141.06 143.44 139.21 dry density pcf 123.86 131.51 131.32 125.44 Moisture determination by ( oven ) container number 1 13 16 as wet vd of soil+tare g 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 g 11.90 11.00 20.20 33.50 dry wrt of soil g 233.90 151.50 218.80 305.30 moisture content g 5.09 7.26 9.23 10.97 Max Density 150.00 140.00 u Q. ^ 130.00 'm c 120.00 T3 110,00 100.00 0.00 5.00 10.00 15.00 20.00 Moisture % 25.00 30.00 Maximum Density PCF 132 Optimum Moistue % 8 MAXIMUM DENSTY (ASTM 01557 ASTM D 698) Excavation No DEPTH DESCRIPTION SIEVE SIZE MOLD SIZE NO OF LAYERS Max#2 Sand Clay Mix #4 4" % RETAINED FILE NO 23280-12 Poreject Lacosta Condos TESTED BY Ben DATE None METHOD 2/16/2011 test point number 1 2 3 4 wet wrt soil + mold g 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 pcf 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 g 1004 857 967.6 940.5 dry wt soil+tare g 953.6 803.9 891.1 852.5 tare wt g 178.1 176.9 172.4 170.1 wt of moisture g 50.40 53.10 76.50 88.00 dry wt of soil g 775.50 627.00 718.70 682.40 moisture content g 6.50 8.47 10.64 12.90 140.00 130,00 u a 120,00 (0 c <D T3 £• •a 110.00 100.00 90.00 Max Density 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 Moisture % Maximum Density PCF 124 Optimum Moistue % 11 D R Y D E N S I T Y P 0 u n d s P e r C u b i c F o o t 5 •a \ Job No. Project: 23280-12 Date 05/25/11 J Job No. Project: Date Job No. Project: 1 — 0 \ n { \ sample locanon uuuuri »j c \ Description of Material yellow brown siltv sand 3 Test Method 3-A L —-1 Test Method ASTM Dl 557 "A" 1 \ \ Test Method 1 \ \ 0 \ \, y \ •y \ 7 / / X TEST RESULTS c { TEST RESULTS \ Maximum Dry Density 116.0 PCF Optimum Water Content 13.5 % P \ Maximum Dry Density 116.0 PCF Optimum Water Content 13.5 % J \ Maximum Dry Density 116.0 PCF Optimum Water Content 13.5 % 1 \ 1 n > 7 \ / y e \ 3 • • ? CURVES OF 100% SATURATION FOR SPECIFIC GRAVITY EQUAL TO: 1 '' • FOR SPECIFIC GRAVITY EQUAL TO: - 2.80 / 2.70 7 2.70 I 2.60 2.60 5 I 5 s L ] i \ f \ > "\ \ 1 10 15 20 25 WATER CONTENT (Percent) 30 35 40 45 MOISTURE-DENSITY RELATIONSHIP American GeotechnicaUnc F.N. 23280-12 May 2011 MAXIMUM DENSTY ( ASTM D1557 ) American Geotechnical PROJECT La Costa Excavation No DEPTH DESCRIPTION SIEVE SIZE MOLD SIZE NO OF LAYERS Import # 3A Sand Slightly Clay FILE NO 23280-12 TESTED By DATE RM 6/2/2011 4" % RETAINED P reject Location METHED None test point number 1 2 3 4 wet wt soil + mold g 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 129.76 137.46 138.78 133.51 dry density pcf 122.88 127.59 126.91 119.28 Moisture determination by ( oven ) container number b 14 g c wet wt of soil+tare g 616.2 1025.7 1029.7 1036.2 dry wt soil+tare g 606.7 1015 1016.6 1019.2 tare wt g 436.9 876.7 876.5 876.7 wt of moisture g 9.50 10.70 13.10 17.00 dry wt of soil g 169.80 138.30 140.10 142.50 moisture content g 5.59 7.74 9.35 11.93 130,00 1 r Max Density 120.00 u (0 c Oi •a T3 110.00 100.00 90,00 0,00 10.00 20.00 30.00 40.00 Moisture % 50.00 60,00 Maximum Density PCF 128 Optimum Moistue % 8 23280-12 Job No Project: La Costa Condos 05/26/11 Sample location Import #4 Description of Material light brown siltv sand Test Method ASTM Dl557-02. "A" TEST RESULTS Maximum Dry Density 113.0PCF Optimum Water Content 14.5 % CURVES OF 100% SATURATION FOR SPECIFIC GRAVITY EQUAL TO: — 2.80 2.70 2.60 10 15 20 25 WATER CONTENT (Percent) 30 35 40 45 MOISTURE-DENSITY RELATIONSHIP American Geotechnical, Inc F.N. 23280-12 May 2011 MAXIMUM DENSTY (ASTM 01557 ) Excavation No DEPTH DESCRIPTION SIEVE SIZE MOLD SIZE NO OF LAYERS Import # 5 Redish B. Silty Sand With Some Gravel and Asphalt concrete # 4 % RETAINED FILE NO Poreject TESTED BY DATE none 23280-12 La Costa Condos D. D 6/16/2011 METHOD test point number 1 2 3 4 wet wt soil + mold g 3776 3937 3965 3943 wet wt soil + mold lbs 8.32 8.67 8.73 8.69 wt of mold 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 125.89 136.47 138.31 136.87 dry density pcf 120.04 127.36 126.69 123.76 Moisture determination by ( oven ) container number wet wt of soil+tare g 957.7 983.4 473.3 912.3 dry wt soil+tare g 920.9 928.9 447.8 841.9 tare wt g 165.3 166.7 169.9 176.9 wt of moisture g 36.80 54.50 25.50 70.40 dry wt of soil g 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 O 120.00 Q. 2 110.00 0) T3 •D 100.00 90.00 80.00 / • • 'V-"* 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 % MAXIMUM DENSTY ( ASTM D1557 ASTM D 698 ) Excavation No Import On Site Mix DEPTH DESCRIPTION FILE NO 23280-02 Poreject Olive Clayey Sand SIEVE SIZE MOLD SIZE NO OF LAYERS % RETAINED TESTED BY Delgado DATE None 10/29/2010 4" METHED 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 wrt 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 g 945.3 1017 1081.9 1031 dry wt soil+tare g 876.4 927.7 968.8 911.8 tare wt g 163.4 172.2 167.4 171.3 wt of moisture g 68.90 89.30 113.10 119.20 dry wt of soil g 713.00 755.50 801.40 740.50 moisture content g 9.66 11.82 14.11 16.10 Max Density 150.00 140.00 u Q. >, 130.00 w c o •o •o 120.00 110.00 100.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 Moisture % 35.00 40.00 45.00 50.00 n Maximum Density PCF 118 Optimum Moistue % 12.5 MAXIMUM DENSTY (ASTM D1557 ASTM D 698 ) Excavation No Trench Backfill DEPTH DESCRIPTION 36" FILE NO 23280-12 Poreject La Costa Condominiums Silty Sand #4 4" SIEVE SIZE MOLD SIZE NO OF LAYERS Sample Location6029 Highland Gardens Dr % RETAINED TESTED BY Delgado DATE None 1/24/2011 METHED A test point number 1 2 3 4 wet wt soil + mold g 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 wt of soil lbs 4.66 4.80 4.93 4.83 wet density pcf 138.97 143.38 147.12 144.10 dry density pcf 133.03 135.25 135.19 131.00 Moisture determinati on by( oven ) container number wet wt of soil+tare g 422.4 326.2 330.3 445.7 dry wt soil+tare g 410 314 314.3 415.7 tare wt ^ 132.2 111 133.1 115.7 wt of moisture g 12.40 12.20 16.00 30.00 dry wt of soil g 277.80 203.00 181.20 300.00 moisture content g 4.46 6.01 8.83 10.00 I Max Density 140.00 130.00 120 00 u Q. '« c o 110.00 TJ 100 00 90.00 •¥ 0.00 5.00 10.00 15.00 20.00 25.00 Moisture % 30.00 35.00 40.00 Maximum Density PCF 135 Optimum Moistue % 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 Sample Location 7330 Rear Quiet test point numljer 1 2 3 4 wet wt soil + mold g 3862 3933 3935 3888 wet wt soil + mold lbs 8.51 8.66 8.67 8.56 virt 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 131.84 136.51 136.64 133.55 dry density pcf 122.40 125.05 122.22 117.43 Moisture determination by ( oven ) container number wet wt of soil+tare g 404.5 391.4 363.9 358.8 dry wt soil+tare g 385 369.7 337.1 329.4 tare wt g 132 132.9 109.9 115.2 wt of moisture g 19.50 21.70 26.80 29.40 dry wt of soil g 253.00 236.80 227.20 214.20 moisture content g 7.71 9.16 11.80 13.73 Max Density 130.00 O 120.00 Q. 10 c (» XJ 110.00 100.00 0.(X) 5.00 10.00 15,00 20.00 Moisture % 25.00 30.00 Maximum Density PCF 125 Optimum Moistue % 9 Note: Mixing AGTP-1 @ 0-18 " and AGTP-1 @ 18-41 " Samples MAXIMUM DENSTY (ASTMD1557 ) Excavation No FS-15 Vulcam DEPTH DESCRIPTION SIEVE SIZE MOLD SIZE NO OF LAYERS Light brown Silty Sand With Gravel # 4 % RETAINED FILE NO Poreject TESTED BY DATE none 23280-12 La Costa Condos D. D 6/16/2011 METHOD test point number 1 2 3 4 wet wt soil + mold g 3755 3850 3907 3911 wet wt soil + mold lbs 8.27 8.48 8.61 8.61 wt of moid lbs 4.10 4.10 4.10 4.10 wet wt of soil lbs 4.17 4.38 4.51 4.51 wet density pcf 124.51 130.75 134.50 134.76 dry density pcf 117.33 120.52 121.19 119.81 Moisture determination by ( Direc Heat) container number wet wt of soil+tare g 1011.5 1040.2 915 1068.3 dry wt soil+tare g 962.9 971.6 842.1 968.9 tare wt g 168.4 163.5 178.1 172.2 wt of moisture g 48.60 68.60 72.90 99.40 dry wt of soil q 794.50 808.10 664.00 796.70 moisture content g 6.12 8.49 10.98 12.48 Max Density 140.00 130.00 O 120.00 Q. <n c 0) •D TJ 110.00 100.00 90,00 80,00 ^—, \ • \ 1 , 1 N 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 121 Optimum Moistue % 10 MAXIMUM DENSTY (ASTM 01557 ) Excavation No NE Onsite DEPTH DESCRIPTION Olive Clayey sand SIEVE SIZE MOLD SIZE NO OF LAYERS #4 % RETAINED FILE NO Poreject TESTED BY DATE none 23280-12 La Costa Condos D. D 6/17/2011 4" METHOD A test point number 1 2 3 4 wet wt soil + mold g 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 130.03 134.50 134.70 130.75 dry density pcf 118.17 120.09 117.21 111.45 Moisture determination by ( Direc Heat) container number wet wt of soil+tare g 269 270.2 229.5 235.1 dry wt soil+tare g 256.6 255.4 214 217.4 tare wt g 133 132.1 110.1 115.2 wt of moisture g 12.40 14.80 15.50 17.70 dry wt of soil g 123.60 123.30 103.90 102,20 moisture content g 10.03 12.00 14.92 17.32 ' '— — ' Max Density 140.00 130.00 O 120.00 (0 C o •o 110 00 - 100.00 90.00 80.00 • r — \^ — —. —— 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 DEPTH DESCRIPTION FILE NO 23280-12 SIEVE SIZE MOLD SIZE NO OF LAYERS Olive Brown Sandy Clay and Sand Mix 4 % RETAINED METHED Poreject La Costa Condo TESTED BY AP DATE 10/6/2010 4" test point number 1 2 3 4 wet wt soil + mold g 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 determinati on by { oven ) container number As 4 5 3 wet wt of soil+tare g 833.5 913 874.6 847.4 dry wt soil+tare g 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 91.10 97.00 dry wt of soil 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 u Q. >, 130.00 '« c 120.00 TJ 110,00 100,00 t \ f v\ i . 00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40,00 45.00 50 Moisture % Maximum Density PCF 118 Optimum Moistue % 13 131 121 115 N S I 113 Y 111 P o u n d 107 s 105 P e 103 r C 101 u b 99 i c 97 95 F o o t 93 91 89 87 85 83 81 79^ 77 75 \ \ Job No. Project: 23280-12 Date 04/29/11 Job No. Project: Date Job No. Project: i^a v.^osia ^^onaos V \ \ sample location aiie •. \f Description of Material vellow/brown silty sand-PM: GG Test Method Test Method ASTM Dl 557-02, "A" )^ \ Test Method \ V \ ', V / \ TEST RESULTS —s TEST RESULTS \ Maximum Drv Density 122.0 PCF Optimum Water Content 12.0% Maximum Drv Density 122.0 PCF Optimum Water Content 12.0% \ \ Maximum Drv Density 122.0 PCF Optimum Water Content 12.0% \ ^— \ \ CURVES OF 100% SATURATION FOR SPECIFIC GRAVITY EQUAL TO: FOR SPECIFIC GRAVITY EQUAL TO: — 2.80 2.70 — 2.70 2.60 2.60 \ \ \ \ \ \ N 1 10 15 20 25 WATER CONTENT (Percent) 30 35 40 45 MOISTURE-DENSITY RELATIONSHIP liAmerican GeotechnicaUnc F.N. 23280-12 April 2011 PARTICLE-SIZE ANALYSIS (A.S.T.M. D 422-63{2002)/D421-85) file no. ^g:2-?Q,|7> job name: l^/V-C3S'nV (^Q^, c sample location: "X^po/g- date: T/ j f / . }\ /l A tested by: American Geotechnical 5764 Pacific Center Blvd., suite 1 • San Diego, California 92121 total sample uncorrected for hygroscopic moisture |Kr-? grams total sample corrected for hygroscopic moisture JoS^^ grams coarse material —-~ " grams hygroscopic moisture data- wet soil + tare f^g.^ dry soil + tare kl T/^^ moisture lost dry soil weight ^^f-\.Q tare weight ^\\/i-7in^ moisture content (%) ^ f^ PARTICLE SIZE ANALYSIS ( ASTM C 136 ) AG File # AMRERICAN GEOTECHNICA PO fLT 5 23280-12 Attn Project Name La Costa Condos Adsress DateSamolt 6/14/2011 Bv = 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 GRAMS % RETAINED % 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 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 • Was • 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 / Tiyle PARTICLE SIZE ANALYSIS (ASTM C 136 ) AMRERICAN GEOTECHNICA AG File # 23280-12 Excavation No Wall Back Fill Project Name Lacosta Condos Adsress DateSampk 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 GRAMS % RETAINED % ACCUMLATIVE % PASSING Specation 3" 2 1/2" 0.00 0.00 100.00 0.00 0.00 100.00 1 1/2" 1 " 0.00 0.00 0.00 100.00 0.00 100.00 3/4" 1/2" 3/8" #4 #10 # 16 #40 #50 #60 #100 #200 PAN 27.13 16.5 36,76 29.12 91,63 99.48 97.11 30.21 60,76 27.13 43.63 80.39 109.51 109.51 201.14 300.62 397.73 427.94 488.7 0.00 5.55 3.38 7.52 5.96 0.00 18.75 20.36 0.00 19.87 6.18 12.43 0.00 5.55 8.93 16.45 22.41 22.41 41.16 61.51 61.51 81.39 87.57 100.00 100.00 94.45 91.07 83.55 77.59 77.59 58.84 38.49 38.49 18.61 12.43 0.00 • U.S. SIEVE OPENING IN INCHES 100 95 90 85 80 1.5 2Z4 3/g 3 f U.S. SIE'/E NUMBERS 8lO]4l6 2o 30 40 50 70 100 II I II I HYDROMETER r 1 140 T 200 T p 75 E R70 C E 65 N ^60 F I 55 N E 50 R ^40 W E 35 G30 ^25 20 15 10 5 0 100 10 1 GRAIN SIZE IN MILLIMETERS 0.1 0.01 0.001 COBBLES GRAVEL SAND 1 specimen Identification Classi fication MC% LL PL PI Cc Cu 1 • Site CLAYEY SAND(SC) 33 21 12 Specimen Identification DlOO(mm) D60(mm) D30(mm) DlO(mm) %Gravel % Sand %Si] t 1 "Yi )Clav 1 Site 19.00 0.23 0.033 0.4 67.4 19.1 13.0 DATE 05/02/11 GRADATION CURVES liAmerican GeotechnicaUnc VULCAN MATERIALS COMPANY - Western Division Contractor: Whitson Project: La Cosfa Condo's Attn: Ryan Plant: Vulcan Materials I Carroll Canyon Fax/Email: Material: Non-Screened FS 15 June 15, 2011 Vulcan Materials Connpany, Western Division, Carroll Canyon, will supply Non-Screened FS 15 to the above listed project. This product is a Non- Specification material. Sieve Size Percent Passing 25.0mm 19.0mm 12.5mm 9.50mm 4.75mm 2.36mm 1.18mm 600um 300um 150um 75um (1") (3/4") (1/2") (3/8") (No. 4) (No. 8) (No. 16) (No. 30) (No. 50) (No. 100) (No. 200) 100 100 100 97 92 87 83 77 44 25 17.5 Submitted by: SE 22 If you should have any questions regarding this submittal please contact the San Diego Regional Laboratory at (858) 547-4981. * Please Note: ** NOT VALID IF ALTERED ** 10051 Black Mountain Rd, San Diego, California 92126«Telephone (858) 547-4981'FAX (858) 547-9056 • American Geotechnical SOIL, FOUNDATION AND GEOLOGIC STUDIES ATTERBERG LIMITS DETERMINATION Project No: Sample No: Project: Depth: _ Oate:-^' LIQUID LIMIT WL AUN NUMBER IT TAKE NUMBEit * WEIGHT OF wer SOIL* TAOe • WEIGHT OF CRT SOIL •* TAHE o C WEIGHT OF i»ATE?»,W,(A-8) 0 WEIGHT OF TANE /i .of /f .^f E WEIGHT OF PHY SOIL.W, (8-0) WATER CONTENT W=(-|-"iioo) NUMBEH OF BLOWS 3^ PI - (Wt-W,) 41 10 20 30 40 50 PLASTIC LIMIT W» NATURAL WATER CONTENT RUN NUMBER NATURAL WATER CONTENT TARE NUMBER V F WEIGHT OF WET SOIL + TARE 6 WEIGHT OF DRY SOIL • TARE H WEIGHT OF WATER, W,(F-G) 1 WEIGHT OF TARE i r. y"? J WEIGHT OF DRY SOIL. W,(C-I) WATER CONTENT W--(^iJOo) RLASTIC LIMIT, Wp (AVERAGE Wl SOIL CLASSIFICATION: Tested Computed By: Checked By ( SOIL a TESTING. tt^C- SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET, P. O. BOX 600627, SAN DIEGO, CA 92160 (619) 280-4321 PLASTICITY INDEX - ASTM D 4318 Job Name: Vulcan Date: 10/26/10 Job No: 1012011 By: D.Bartlett Sample No: FS-15 Unscreened-Carrol Canyon Liquid Limit: 30.59 Plastic Limit: Plasticity Index: NP NP Sample No: Liquid Limit: Plastic Limit: Plasticity Index: Reviewed By: to Date EXPAi^lSlOW IWDEX TEST American Geotechnical file no. •'2.SZ-60'" 12- . , /M rl-,c.r-,r, - ^ ' ' — "^^"J^^'"^"^^^ J:'LCOSrR mjbOS ,,,,, or; '? . 20n tested by- sample location: iMPpRr |2nv •SamplB pffpar^tjnn ~ ~ moisture content (w) of 300g sample /2.S wet soil + tare ^35-o ring weight toO.t) diy soil + fare ^T-^Vb ' " ~ — grams wet soil + ring weigh. f 7Q, / moisture lost |0-' [ " grams wet soil(Wt) 3 6f.S soil weight llH ' " — .. grams /o saturatjon=2.7wWt/(556+556w-Wt)=: • / tare weight H Q where: w=molsture content as a decimal moisture content (%) Wt=weight of wet soil in grams testing riatg A. initial dial reading ,loof B. dial reading at 10 minutes .zoo o C. final dial reading after 24 hours , >Of ^ : final nerrftn' saturation ' final weight of soil + ring <^ inches . inches . inches grams wet soiKWn 111J____ grams dry soil(Ws) ZjO . | final water content (w) l-O , ^ ^ final % saturation= 2.7wWs/556(i+(C-A)]-Ws= o/ expansion potential: expansion index fC-Bkinnn= ^ 1.0+{B-A) S . grams EXPAi^SlOW IWDEX TEST American Geotechnical file no. Sli^^j^ p^^jg^j j^Q ^05^^ rn/yMC Ar- •' i<^ in,/ sample location: TmpHP-r . ^^^^^t. • ^ date. H .2^1/ tested by: JJOf^r^ moisture content (w) of 300g sample. wet soiK tare 5^ Ill ~ ~ • % • iestiogjjaii A. initial dial reading _ • 15 H'l B. dial reading at 10 minutes .^57 • . inches . inches C. final dial reading after 24 hours - ^ ^ ^ I ^~T~ • • inches "DaLBsiEstiLsaUiraliQo final weight of soil + ring 57'=), ? wetsoll(Wf) ?<?0. <^ dry soil(Ws) _ i'^.g' final water content (w) ^21>. 1 final % saturatlon= 2.7wWs/556(i+(C-A)]-Ws= expansion potential: _ grams _ grams . grams -% % expansion index {CiSMJOOs. 1.0+{B-A) nng weight ig^g^g dry soil + tare V_ • • grams wet soil + ring weight i<n moisture lost ri £ 3 .g . grams wetsoil(Wt) lL^-h.°l dry soil weight 21. % saturation=2.7wWt/(556.556w-Wt)= IZZZIiiZZZZ~ ^ ""^'^ - Where: ™Jsture cm as a decimal ^isture content (%) ? Wt-weight of wet soilin grams — r EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 AMEMCAN GEOTECHNICAL EXCAVATION NO.: DEPTH: SOIL DESCRIPTION: ADDRESS: Import # 5 FILE NO. 23280-12 Light brown sand with Some gravel And Asphalt Concrete PROJECT NAME: Lacosta Condos TESTED BY: SAM SAMPLE PREPARATION PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-Ib SAMPLE MOIST A % 8.5 WT.RING 1 B 194.1 WT. RING + WET SOIL C 607.7 WT. WET SOIL D = C-B 413.6 INITIAL SATURATION E = 2.70 X A X D / [556(1 + A/100) - D] % 50.0 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F g 669.1 WT. RING + TARE + DRY SOIL G 8 607.7 TARE H no. 14 WT.TARE I 8 30 WT. MOISTURE LOSS J = F-G 8 61.4 WT. DRY SOIL K = G-I-B 8 383.6 FINAL MOISTURE CONTENT L=100x(J/K) % 16.0 FINAL SATURATION M = 2.7xLxK/[556 (1 +P-0)-Kl % 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 O 6/16/2011 2:24 AM 0.4890 11 minute WATER ADDED P 6/17/2011 7:12 AM 0.49 EXPANSIO^ fINDEX EI=1000x(P-O) 1 CORRECTED EI INITIAL DRY DENSITY INITL\L MOISTURE CONTENT (%) INmAL SATURA- TION (%) SWELL (%) EXPANSION INDEX FINAL DRY DENSITY FINAL MOISTURE CONTENT (%) FINAL SATURA- TION (%) 115.2 8.5 50.0 0.1 1 83.2 16.0 95.9 EXPANSIOM INDEX TEST file no. iO^Jl^p,„j3,, „3^3^ U doST^ GM/)0^ date: / cation: Stfe, iT^ ^ sample location: 3t te samolB prfj^i-aiijon final nerrBnt cat^r^^^pp final weight of soil + ring 6/0.1^ wet soil(Wf) ^(i.^ dry soil(Ws) 1 final water content (w) 'l^j ,7 final % saturation= 2.7wWs/556(i+(C-A)]-Ws= ^7 5 expansion potential: _ grams . grams _ grams .% % expansion index (C-B)xinnp= 1.0+(B-A) 'S-^ American Geotechnical tested by: moisture content (w) of 300g sample ILZ wet soil + tare 1 _ % ring weight / , dry soil + tare '^Hj.Q —— grams . wet soil + ring weight 5" 76 . O moisture lost /3.b • ' '•—• grams wetsoil(Wt) -Zfl-.O dry soil weight l^'^-^ ' — grams . % saturaBon=2.7wWt/(556H-556w-Wt)= jf*?. ^ tare weight J_^2i2_ where: w=moisture content as a decimal moisture content (%) (IS Wt=weight of wet soil in grams testing da|q A. initial dial reading __jr24___ inches B. dial reading at 10 minutes ^ 77 f .^^^^^^ C. final dial reading after 24 hours ,/44P • ^ ' • 1- inches < SOIL & TESTING. ^hC S SiC SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 1 6280 RIVERDALE STREET, P. 0. BOX 600627, SAN DIEGO, CA 92160 (619) 280-4321 1 EXPANSION INDEX - (ASTM D4829 \ UBC 29-2) DATE: 10/26/10 BY: ORB SAMPLE NO: FS-15 Unscreened-Carrol Canyon SAMPLE WT .(Before) + TARE = 600.6 g CONSOLIDOMETER NO: 1 TARE = 201 g JOB NO: 1012011 SAMPLE WT. (Before) = 399.6 9 JOB NAME: Vulcan WET SAMPLE WT. = 427.4 g REMARKS: EXPANSION INDEX DRY SAMPLE WT. = 363.9 g MOISTURE CONTENT(Before) = 9.8 % MOISTURE CONTENT (After) = 17.4 % LOADING: 17K, H20, OFF DENSITY = 109.8 Ibs/ft3 DATE TIME WTS. LOAD DIAL AH i DATE TIME WTS. LOAD DIAL AH 10/26/10 1250 17K 12.63 2000 130 11 It 2006 H2O 1301 11 tl 1973 10/27/10 0630 11 11 1859 0730 II 1859 E.I. = 15 E.I. = 15 EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 AMERICAN GEOTECHNICAL EXCAVATION NO.: DEPTH: SOIL DESCRIPTION: LOT# 1 0-6 Olive Gray Sandy Clay, Clayey Sand FILE NO. PROJECT NAME:" TESTED BY:' 23280-12 La Costa Condos RM ADDRESS: Project Manager SAMPLE PREPARATION 111 Elevation PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-Ib SAMPLE MOIST A % 11.8 WT.RING B g 193 WT. RING-t-WET SOBL C 571.9 WT. WET SOIL D = C-B 378.9 INITIAL SATURATION E = 2.70 X A X D / [556(1 + A/100) - Dl % 49.7 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F g 658,2 WT. RING + TARE + DRY SOIL G g 565.6 TARE H no. 12 WT.TARE I 8 30 WT. MOISTURE LOSS J = F-G g 92.6 WT. DRY SOIL K = G-I-B g 342.6 FINAL MOISTURE CONTENT L= 100x(J/K) % 27.0 FINAL SATURATION M = 2.7xLxK/[556(l +P-0)-Kl % 93.62 TEST BWORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED Ominvite N 9/9/2011 1.50 PM 0.5340 10 minute O 9/9/2011 2.00 PM 0.5335 11 minute WATER ADDED P 9/12/2011 8.00 AM 0.63 EXPANSION INDEX EI = 1000 x (P - O) 97 INITIAL DRY DENSITY INITLAL MOISTURE CONTENT (%) INITL\L SATURA- TION (%) SWELL (%) EXPANSION INDEX FINAL DRY DENSITY FINAL MOISTURE CONTENT (%) FINAL SATURA- TION (%) 102.4 11.8 49.7 9.7 97 82.2 27.0 93.6 EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 AMERICAN GEOTECHNICAL EXCAVATION NO.: DEPTH: SOIL DESCRIPTION: LOT #2 0-6 ' Olive Gray Sandy Clay. Clayey Sand FILE NO. PROJECT NAME: TESTED BY: 23280-12 La Costa Condos RM ADDRESS: Project Manager 113 Elevation PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SUR( :HARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 11.6 WT. RING 1 B g 198 WT. RING + WET SOIL C g 580.3 WT. WET SOIL D = C-B g 382.3 INITIAL SATURATION E = 2.70 X A X D / [556(1 + A/100) - Dl % 50.3 WT. RING + TARE + WET. SOIL F g 661.5 WT. RING + TARE + DRY SOIL G g 568.8 TARE H no. 10 WT.TARE I g 30 WT. MOISTURE LOSS J = F-G g 92.7 WT. DRY SOIL K = G-I-B g 340.8 FINAL MOISTURE CONTENT L= 100x(J/K) % 27.2 FINAL SATURATION M = 2.7 X L X K / [556 (1 +P - O) - Kl % 95.04 PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 9/9/2011 11.35 AM 0.7480 10 minute O 9/9/2011 11.45 AM 0.7475 11 minute WATER ADDED P 9/12/2011 8.00 AM 0.8341 EXPANSION J INDEX EI = lOOC x(P-0) 87 INITL\L DRY DENSITY miTLy. MOISTURE CONTENT (%) INITL\L SATURA- TION (%) SWELL (%) EXPANSION INDEX FINAL DRY DENSITY FINAL MOISTURE CONTENT (%) FINAL SATURA- TION (%) 103.5 11.6 50.3 8.7 87 83.6 27.2 95.0 EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 AMERICAN GEOTECHNICAL EXCAVATION NO.: DEPTH: SOIL DESCRIPTION: Lot #3 0-6 Olive Brown Sandy Clay FILE NO. 23280-12 PROJECT NAME: La Costa condos TESTED BY: D.D ADDRESS: Project Manager SAMPLE PREPARATION 116 Elevation PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 12.2 WT. RING 1 B g 194.9 WT. RING + WET SOIL C g 573.5 WT. WET SOIL D = C-B g 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 g 621.7 WT. RING + TARE + DRY SOIL G g 532.5 TARE H no. WT.TARE I g 0 WT. MOISTURE LOSS J = F-G g 89.2 WT. DRY SOIL K = G-I-B g 337.6 FINAL MOISTURE CONTENT L=100x(J/K) % 26.4 FINAL SATURATION M = 2.7xLxK/[556(l +P-0)-Kl % 90.87 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 9.12/11 9.30 AM 0.1955 10 minute O 9/12/2011 9.40 AM 0.1950 11 minute WATER ADDED P 9/14;^011 9.00 AM 0.2789 EXPANSION INDEX EI = lOOfl x(P-0) 84 INITIAL DRY DENSITY INTTIAL MOISTURE CONTENT (%) INITIAL SATURA- TION (%) SWELL (%) EXPANSION INDEX FINAL DRY DENSITY FINAL MOISTURE CONTENT (%) FINAL SATURA- TION (%) 101.9 12.2 50.9 8.4 84 83.5 26.4 90.9 EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 AMERICAN GEOTECHNICAL EXCAVATION NO.: DEPTH: SOIL DESCRIPTION: LOT #4 0-6 Olive Gray Sandy Clay. Clayey Sand FILE NO. PROJECT NAME:' TESTED BY:' 23280-12 La Costa Condos D.D ADDRESS: Project Manager SAMPLE PREPARATION 117 Elevation PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SUR( :HARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 13.6 WT.RING 1 B g 199.9 WT. RING + WET SOIL C g 562.6 WT. WET SOIL D = C-B g 362.7 INITIAL SATURATION E = 2.70 xAxD/[556(1 + A/100)-Dj % 49.5 WT. RING + TARE + WET. SOIL F g 420.1 WT. RING + TARE + DRY SOIL G g 319.5 TARE H no. WT.TARE I g WT. MOISTURE LOSS J = F-G g 100.6 WT. DRY SOIL K=G-I-B g 319.5 FINAL MOISTURE CONTENT L=100x(J/K) % 31.5 FINAL SATURATION M = 2.7xLxK/[556(l-^P-0)-Kl % 93.83 PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 9/13/2011 9.00 AM 0.0565 10 minute O 9/13/2011 9.10 AM 0.0560 11 minute WATER ADDED P 9/16/2011 8.00 AM 0.1515 EXPANSION INDEX EI = lOOO x(P-0) 96 INITIAL DRY DENSITY DMITLAL MOISTURE CONTENT (%) INITIAL SATURA- TION (%) SWELL (%) EXPANSION INDEX FINAL DRY DENSITY FINAL MOISTURE CONTENT (%) FINAL SATURA- TION (%) 96.5 13.6 49.5 9.6 96 76.1 31.5 93.8 EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 AMERICAN GEOTECHNICAL EXCAVATION NO.: DEPTH: SOIL DESCRIPTION: ADDRESS: Project Manager Lot 5 FILE NO. 23280-12 12' PROJECT NAME: La Costa Condos Olive Gray Clayey Sand TESTED BY: D.D SAMPLE PREPARATION PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-lb SAMPLE MOIST A % 12.3 WT. RING 1 B g 194.2 WT. RING + WET SOIL C g 574.1 WT. WET SOIL D = C-B g 379.9 INITIAL SATURATION E = 2.70 x A x D / [556(1 + A/100) - Dl % 51.6 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F g 793.5 WT. RING + TARE + DRY SOIL G g 703.1 TARE H no. 8 WT.TARE I g 169.4 WT. MOISTURE LOSS J = F-G g 90.4 WT. DRY SOIL K = G-I-B g 339.5 FINAL MOISTURE CONTENT L=100x(J/K) % 26.6 FINAL SATURATION M = 2.7 X L X K / [556 (1 + P - O) - Kl % 94.53 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 10/12/2011 11.00 AM 0.4609 10 minute O 10/12/2011 11.10 AM 0.4605 11 minute WATER ADDED P 10/14/2011 8.00 AM 0.5355 EXPANSIO^ f INDEX EI = 1000 X (P - O) 75 INITL^L DRY DENSITY INITIAL MOISTURE CONTENT (%) INITIAL SATURA- TION (%) SWELL (%) EXPANSION INDEX FINAL DRY DENSITY FINAL MOISTURE CONTENT (%) FINAL SATURA- TION (%) 102.2 12.3 51.6 7.5 75 84.3 26.6 94.5 EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 AMERICAN GEOTECHNICAL EXCAVATION NO.: DEPTH: SOIL DESCRIPTION: ADDRESS: Project Manager Lot 6 FILE NO. 23280-12 112.5 ' PROJECT NAME: La Costa Condos Olive Gray Clayey Sand TESTED BY: D.D SAMPLE PREPARATION PARAMETER FORMULA UNITS DATA DEVICE NO. no. SPECIFIC SURCHARGE psf 144 RING DIAMETER in. 4 2-Ib SAMPLE MOIST A % 11.0 WT.RING B g 194.7 WT. RING + WET SOIL C g 582.2 WT. WET SOIL D = C-B g 387.5 INITL^LL SATURATION E = 2.70 X A X D / [556(1 + A/100) - Dl % 50.1 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F g 798.6 WT. RING + TARE + DRY SOIL G g 712.5 TARE H no. 5 WT.TARE I g 169.9 WT. MOISTURE LOSS J = F-G g 86.1 WT. DRY SOIL K = G-I-B g 347.9 FINAL MOISTURE CONTENT L=100x(J/K) % 24.7 FINAL SATURATION M = 2.7xLxK/[556 (1 + P-0)-Kl % 91.43 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 10/12/2011 9.00 AM 0.1870 10 minute O 10/12/2011 9.10 AM 0.1865 11 minute WATER ADDED P 10/14/2011 8.00 AM 0.2695 EXPANSION INDEX EI = 1000 x (P - O) 83 INITL^L DRY DENSITY INITIAL MOISTURE CONTENT (%) INITIAL SATURA- TION (%) SWELL (%) EXPANSION INDEX FINAL DRY DENSITY FINAL MOISTURE CONTENT (%) FINAL SATURA- TION (%) 105.5 11.0 50.1 8.3 83 86.7 24.7 91.4 EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 AMERICAN GEOTECHNICAL EXCAVATION NO.: DEPTH: SOIL DESCRIPTION: Lot? FILE NO. 23280-12 15 PROJECT NAME: La Costa Condos 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 % 12.4 WT.RING 1 B g 194.8 WT. RING + WET SOIL C g 571.5 WT. WET SOIL D = C-B g 376.7 INITL\L SATURATION E = 2.70 x A x D / [556(1 + A/100) - Dj % 50.8 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F g 790.2 WT. RING + TARE + DRY SOIL G g 702.6 TARE H no. 12 WT. TARE I g 164.3 WT. MOISTURE LOSS J = F-G g 87.6 WT. DRY SOIL K = G-I-B g 343.5 FINAL MOISTURE CONTENT L=100x(J/K) % 25.5 FINAL SATURATION M = 2.7 x L x K/ [556 (1 -f- P - O) - K] % 93.76 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 10/12/2011 8.10 AM 0.2030 10 minute o 10/12/2011 8.20 AM 0.2025 11 minute WATER ADDED p 10/14/2011 8.00 AM 0.274 EXPANSION INDEX EI = 1000 x (P - O) 72 INITL\L DRY DENSITY INITL\L MOISTURE CONTENT (%) INITD^L SATURA- TION (%) SWELL (%) EXPANSION INDEX FINAL DRY DENSITY FINAL MOISTURE CONTENT (%) FINAL SATURA- TION (%) 101.3 12.4 50.8 7.2 72 84.6 25,5 93.8 EXPANSION INDEX TEST ASTM DESIGNATION: D4829-03 AMERICAN GEOTECHNICAL EXCAVATION NO.: DEPTH: SOIL DESCRIPTION: Lot 8 FILE NO. 23280- 17 PROJECT NAME: La Costa Condos 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 DLMViETER in. 4 2-lb SAMPLE MOIST A % 12.4 WT. RING 1 B g 195.8 WT. RING + WET SOIL C g 573.6 WT. WET SOIL D = C-B g 377.8 INITL\L SATURATION E = 2.70 X A X D / [556(1 + A/100) - Dl % 51.2 FINAL SAMPLE INFORMATION WT. RING + TARE + WET. SOIL F g 788.9 WT. RING + TARE + DRY SOIL G g 703.6 TARE H no. 12 WT.TARE I g 172.1 WT. MOISTURE LOSS J = F-G g 85.3 WT. DRY SOIL K = G-I-B g 335.7 FINAL MOISTURE CONTENT L=100x(J/K) % 25.4 FINAL SATURATION M = 2.7xLxK/[556 (1 +P-0)-Kl % 91.19 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute N 10/13/2011 8.30 AM 0.0495 10 minute O 10/13/2011 8.40 AM 0.0485 11 minute WATER ADDED P 10/14/2011 11.00 AM 0.1065 EXPANSION INDEX EI = 1000 x (P - O) 58 INITIAL DRY DENSITY INITIAL MOISTURE CONTENT (%) INITIAL SATURA- TION (%) SWELL (%) EXPANSION INDEX FINAL DRY DENSITY FTNAL MOISTURE CONTENT (%) FINAL SATURA- TION (%) 101.6 12.4 51.2 5.8 58 86 25.4 91.2 American GeotechnicaUnc GEOTECHNICAL ENGINEERING / MATERIALS TESTING & INSPECTION APPENDIX E - FIELD MEMOS 22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - F/^ (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 - FAK (916) 368-2188 5600 Spring Mountain Road, Suite 201, Las Vegas, NV 89146 - (702) 562-5046 - FAX (702) 562-2457 American Geotechnical • TRANSMITTAL FORM d'FIELD MEMO • INTER OFHCE MEMO • INTRA OFFICE MEMO TO: Cai^^ /"^^lu-i- DATE: //^f(^/n 7 SUBJECT: Ca^^f^ FILE NO. -z.ZZ.&O'i'^ ,7^ /W^f Lml^ /?^^ > ]Oyx^ FROM: OFHCE: • 22725 Old Canal Road-Yorba Linda, CA 92887 (714)685-3900 ^^(A Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM -^FIELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: C^(2 /^c^y^o -h DATE: /^fft^fd FILE NO. SUBJECT: ^^X^o^ /•> -A^f"^ ^lA^ /V jDC^<ZiZcf. FROM: /^ji^^C^ .^^^LA^U^ ^//g /&^J?^ C^<=^ OFHCE: • 22725 Old Canal Road-Yorba Linda, CA 92887 (714)685-3900 .^5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM MiELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: <^^gr/^^ ^/fC^^.-A DATE: /^/C/ A, FILE NO. -^^-^^.BG-tZ. SUBJECT: ^^/^ ^^^^^ COAA ^ ^Ao^^i-i^ JiP'sh /-i^ /-^/s. t^i^^ y^Aa^ J^/^ po^^ ^ aL^a^j^ lla^L//'// cgs L^i^r/r'-Lj FROM: —. .^;^y)g OFFICE: • 22725 Old Canal Road-Yorba Linda, C A 92887 (714)685-3900 ^3;;^64 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM <^IELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: /^/4rr S^y^c^t DATE: /oh//l FILE NO. ^ ^Z.&G-(^- SUBJECT: (^<^M /"^g^^r AJLO/ tno-t kuyp G ujo^e^r ^ <^f'^ /hun^ ^c^^J xkn^ y.^^pa<^-/-If .717^4^ r<^ pygj- csi^:f- y^Si6^ i4>?fg ^ L<^T y<=e^^ /^TB, FROM: / /C^^^^^^U^ .^<:^U^ ^ . /^J^n iO^lf^ OFHCE: • 22725 Old Canal Road-Yorba Linda, CA 92887 (714)685-3900 "5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM ^lELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: 4gr / ^,ji&^f DATE: /<^/3/// FILE NO. ^3ze>a-(Z^ SUBJECT: C^U C^o!> FROM: _/L .^^r^^tii^ivv .r-^^tAe^, f^/^ /^t^ OFHCE: •22725 Old Canal Road - Yorba Linda, CA 92887 (714) 685-3900 ^jgL5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM aflFIELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: r.ct fs^ y^So'^i^ -P DATE: "^/so/^ FILE NO. -^SZSO'l-Z SUBJECT: FROM: OFHCE: • 22725 Old Canal Road-Yorba Linda, CA 92887 (714)685-3900 ^3^764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM • INTER OFFICE MEMO TO: kcr • FIELD MEMO • INTRA OFFICE MEMO DATE:_^ FILE NO. ZSZec^-/-^ SUBJECT: /I ^:^ck> i^.h^^l^. ^-^-i^^ty^ /A.J0^ .LtrJc/^/'fee/ c^ji cf>n~- rc^ ^^Au^g^/P Tix>. i-r&^yvcA u^S ^Sji^ ro/(ecf Ar ry>^/)ac:f7rJ,^ Cfjth^t^-^ /^y^c^h^ • FROM: OFFICE: • 22725 Old Canal Road-Yorba Linda, C A 92887 (714)685-3900 1^^764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM aTFIELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: /sTc^ /^c^^^-f DATE: f/^^// FILE NO. ^J^^«g'-^> SUBJECT: ^ <^^l <^3^^j /\/T loo^ f^^'i /n'^(a//ecf iU^ ^ft/»^/a/fcfl^ Art>Ti^ UJR^ ^u-f-. FROM: ^A^^l^^^ -^^V\/U^ "^Cfik /W! /Ln OFHCE: • 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 • TRANSMITTAL FORM OTFIELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: i-A(^^<:.TP4 czs^lti^ DATE: ^/^<g-/:^H FILE NO. a3>-2-eo^f SUBJECT: ^iT^ C^I^T /24^^U f^-r- To aM^tzM^t^. .BH^kLJ^fLc ^ ^MP^ezno^J f^F r-^s. nyZ(Sh/cM AT AU^ .BAcl^tf^,,^\ no-ehj/^vi (AFf^y /A'^/'^^nP) lA/A <: OFFICE: 0 22725 Old Canal Road-Yorba Linda, CA92887 (714) 685-3900 • 5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 • 5600 Spring Mountain Road-Suite 201 - Las Vegas, NV 89146 (702) 562-5046 • 712 Fifth Street-Suite #B - Davis, CA 95616 (530) 758-2088 American Geotechnical yTFIEl • TRANSMITTAL FORM yTFIELD MEMO • ESfTER OFFICE MEMO • INTRA OFFICE MEMO TO- i^^jO^A ^^mo^ DATE: f/^/a^// SUBJECT: ^^fJ Sii-?=^ P^/^ /'jji=:AJT/Z^uf=^ TTS oBse^^ r^,^rJ7. ac:rz?i2 /'lAi^Zb r/J^r^ c^jd/^/^ui-n ^ g.Ac^/d.fiur^') — -. £^i^002. OFFICE: • 22725 Old Canal Road - Yorba Linda, CA 92887 (714) 685-3900 • 5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 • 5600 Spring Mountain Road-Suite 201 - Las Vegas, NV 89146 (702) 562-5046 • 712 Fifth Street-Suite #B - Davis, CA 95616 (530) 758-2088 American Geotechnical • TRANSMITTAL FORM • INTER OFFICE MEMO a-FIELD MEMO • INTRA OFFICE MEMO TO: DATE:_i FILE NO. ^izBc-f-^. SUBJECT: A^L {^Cr^cCa ^ FROM: OFHCE: • 22725 Old Canal Road-Yorba Linda, C A 92887 (714)685-3900 ^SlfA Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM • INTER OFFICE MEMO TO: Z^^/s-cr- / a^FIELD MEMO • INTRA OFFICE MEMO DATE:. FILE NO. 'ZSZBo-\'^ SUBJECT: L FROM: OFFICE: • 22725 Old Canal Road-Yorba Linda, CA 92887 (714)685-3900 • 5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM ^FIELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: Cxx{-.rr / f^uku-h DATE: 'f/z''/n FILE NO. ?.lZS0-f? SUBJECT: /La In C^Ao ^ /)-f\,I^Ki , .7~: G/^O- e^Kuf^ G// V /^uJ prior \rr -f-Lo pLc^l^v<24n -f- r^^hfJ (/Jfk^ .A/>rsJtyi^ XCjtML^ l/\ <^We //-^^ I. /Ylt'^JbutxJ^ uJe>^ ^ A^tQ^ J", y<?^ -1 iw/g ^.s^jg: -kf-f /'n a <^^^r}vn ^y^^TT U^A^^ jki<y<U^. H praGL^ -hU a-l-kjt ^^fev7 r -hU^ a // FROM: X^^^^^^^^ <^/'/^ . y^n^ ^ .^y. _ • 22^25 OFFICE: • 22^25 Old Canal Road-Yorba Linda, C A 92887 (714)685-3900 \ Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM • INTER OFFICE MEMO JafFIELD MEMO • INTRA OFFICE MEMO TO: C JD\ DATE: f FILE NO. Z32^0'/2. SUBJECT: (T^. 4. , 4-Ln lAjn 1 P <^r/e /HZIJI, l^jolal.A^ rr<^ FROM: ^A^^ji^l^ ^-pt^/fu^ , rr?/Yr he A, /Ii/\A (jt£j£L. OFFICE: • 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 • TRANSMITTAL FORM AFIELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: (^^Urr / ^jJrwt DATE: 9//j//l FILE NO. "23^30-1? SUBJECT: rr-^a^ V^v^^ cn $T/^-^ 7)^/ f^c^ . ,AJO<; p)Lfe.d ,r\ t. FROM: ^/^^!2/t^ .-^^TC^^ $oif% 4^4^. r^Tg^ OFHCE: • 22725 Old Canal Road-Yorba Linda, C A 92887 (714)685-3900 HSr5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM J^IELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: ^ f c^ /S^uki.-t DATE: ^ //e/// FILE NO. 23 zeO'\ •? SUBJECT: /id L Cry^Jo T 5) /7;r 2^ { inOrjA. 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SUBJECT: CD^ U ^^CU p/ae.^d I'/i •h^,-iA /••//y ^.^n^/yacJf^r/ /JJI/^ -/IQ ^Co^<7^r FROM: ^ r - - ^ ^^^^^ '^<?(h , 7^ OFHCE: • 22725 Old Canal Road-Yorba Linda, C A 92887 (714)685-3900 ,^^^764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM ^lELD MEMO • INTER OFFICE MEMO OINTRA OFFICE MEMO TO: CALSO nATF.:^^^. g FILE NO. ^3^80 -/^ SUBJECT: /-^ CoSrh:. 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SHEET: / DESCRIPTION:. ^eeoe^ "^(gj^ ^Ayu^ IAA/ ^CGiy^ac^ 'J^Ct^AA Je\^ \J iAf^(ofi. ^Ay e/ev/ /(^^ 7/ Aei^cA I?A fW'fdm.-fe^ Ac<r\ /A^AiACAteA^ ^<iAvicA>/ lolaok American Geotechnical • TRANSMITTAL FORM SFf lELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: isc^ /A DATE: yJe/ll FILE NO. 2.^Z^O-(Z SUBJECT: /XA (A)<^ U Cc^dos /ie.U. AA ^pQiAi A^rcc^/ Ayio\/2'^AY^a^A iAAC$ AoA^A. fZ /pA^/VeA AAP m^klkkcy^ A^ ^ AkAzAAQfiAi /A A\e APLA f/^A nA ^Us/. Kl^. At'll ploA.eA ,A AAP UAaock <: A u^,A AypiGAZ^riA QAJQA^Y ?A. ZZZ COAA 'SAZ^ACAI^I MAU ^AJ^ pt^ZA^ A<^k Ai/lS^ • Ar\j^ /A^III^^ AXA\J2a UJf ^ AV]aA.C\'c.\ \<, ^lAll •^SAA^A'CA CiA>A /tcAATs Aa LcAjJU aU.^AJL£f^ C/Aro^ Cc<A Zt/^ OAAI ^i^-ZAcA^^-h \/-^(kL <AAG^ g-//g AA-.^ ClX.AiA\A'^ Am.^ Aih^A^ rdAvA AA}rAJYlAArGi/lAf<s. FROM: / AP^A^^ y^ju. 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FROM: OFHCE: • 22725 Old Canal Road - Yorba Linda, CA 92887 (714) 685-3900 ^t^7(A Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM • INTER OFFICE MEMO TO- I/-. Z^-L fr^Ay:, I ^i.]cJ~ pfFII FIELD MEMO • ESfTRA OFFICE MEMO \L 1^ ?7.6iO DATE: FILE NO. 7_X 7930-1^ SUBJECT: Ovj A^r a> 4.^ A nlwu^ AHAI ^A rpc/iAU^ ^nrpAii)\id^ . ^^UiA ^^'Sti.y (fP-'^ AA nifNwutU^ cj^cAxjtiuj sMi A 7? ^ AJX.1 ^ , 'ZX: -\^AA— J- Z. c,V \^iAt .-Ui|V..r|,^A flc^^fp ^aLifP—iL SMs—LLZ hi A iU l'A2..4 li'XA. Cy^jM aifi/jU^tl iTr^A^Aid' Ar^'AA IAJUAAIAL/^ {(°cAA^,\iprk 1-7/ A2Z/—^—rg<-^g^fcfv(—auj^—rf^pGfAA iM^Zl c.AzcApAa^p ^ACUIA ^^CAA^ \(AAZ^ C/P^f^dZp^ J ^ S/c/T 2, aa> d cf^. f^r Ae<ieg>( A?//. 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SUBJECT: /yf do^r79 l^cPA^hv Th^ir^oT . ^/br ^ r2e>piAj^cf puf cAA/T^ev^^j^^ cZpy $72p/y£'. /ZZyyipPiA^ cy-2fn AfT>t//^ei^ /AiPmCe-pr po^9T>r/t, cup V"Turret/ 7T> 2>/6nfAfhiep^ To £f/^T y VcNSt ^/p^^ i^AiPAuw i/A^rr. ^A^ATL <^tApa.7yip'i~^ ^A</ s-rrrfPt^ y TZ? .^A^A^ArU /^fX/Zp^Al^zsrsi, r/A7A/lAip^ J^AIA^AA ^ < TTTT^g^ . AeispA^i^ ^ Ahil^rT>er ZI<3A(AIAHJ^ UA^ ^p9-Ttrf^ p^hi^T^ f/riTAj CA&At/Ai<^AA^^ J>G^Ai d^lop^ AAAV er}ce:^Af^n-pp CAGAPC Pu^ Q-A/ err> 7>/p^ 'Bpl /Aiiir:mo^y P^irv7Z^z^nA-AfAO-A^ j2?<g7z^^ov/v^,. OFFICE: 3 22725 Old Canal Road-Yorba Linda, CA 92887 (^4)685-3900 ^ • 5764 Pacific Center Boulevard-Suite 112 - San Di^o, CA 92121 (858) 450-4040 • 5600 Spring Mountain Road-Suite 201 - Las Vegas, NV 89146 (702) 562-5046 • 712 Fifth Street-Suite #B - Davis, CA 95616 (530) 758-2088 American Geotechnical • TRANSMITTAL FORM • INTER OFFICE MEMO TO- L/r.Ax UAckf> hxAAr FIELD MEMO • ES[TRA OFFICE MEMO DATE: \A/Z]2£>10 FILE NO. 7Z\'Z(;^o-l'^ SUBJECT: (7i C;i g> 9:.a) ^ A,r rfnA^Up A^s^ni^dkit^ aHrj Q^^pAAA'^Ay ~^i-Ac ^..A'^i^ AaA.li Xj^n-il mtrCuA —^—2-^ \V-\^mk AiuA t/brl AA iAfdi^rAzA'T Ufii. 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X^yiAt//Kp "fitT Ald^ \t^pk^— ^coiK)A\m hJop . ~jzdc\Aic, ^A u^rs LLZ i peiAA^ OFFICE: • 22725 Old Canal Road - Yorba Linda, CA 92887 (714) 685-3900 • 5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 • 5600 Spring Mountain Road-Suite 201 - Las Vegas, NV 89146 (702) 562-5046 • 712 Fifth Street-Suite #B - Davis, CA 95616 (530) 758-2088 American Geotechnical • TRANSMITTAL FORM ^^lELD MEMO • INTER OFFICE MEMO • INTRA OFFICE MEMO TO: (T^ACXU/^ k "Sok^t- DATE: /<>// kin / FILE NO. 2A^2eo-f Z, SUBJECT: /.a /"cPS A (AAn^^d^s TT/C^AA^ ZJZ z^(^<'f^^eA AVAk p/^AA'tA^xiAAiP AA <^/A?AP^^ ^Zf 7 0^ AA^—A^ of ^/AA ^ M^sr. zT.Ai ^ ^/^k\/dzr i/p O/AA PirA& AAAC.. k<xA iz/epiA^-fLtpjzJ A2Ad^ irr A>. Az/ed. A^ A)(/iJla. i/Ylf^^lP ntAAAcP A\p3At^ '/i/fi.AATk^ pJufofAADAklOPQAAAZ^ TZ aArr CA<^A,PA eAKcadal^Gin of A/^ X-Zz keAA/<couj^ Qp A/G ( AJi2^A OPAAJ cf A^ m IHCXMAA QA^cJgferv<P gf \l<i ' G^^. A IpAcldoatiA rAUQ$ C(A*A^k(ed A^ AAOA eieAgGc/A} ztoij ocA/hPked Ar-fig (ih^A. 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TToAi^ ^ '^B(LA^ o^^r FROM: OFFICE: • 22725 Old Canal Road-Yorba Linda, C A 92887 (714)685-3900 • 5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM • E^ITER OFFICE MEMO TO- C^LSQ/^ui^iJT- • FIELD MEMO • INTRA OFFICE MEMO DATE: nf\n I-ZAOIO FILE NO. ^^'^eo-.\2. SUBJECT: n>o s>\nrg. Peie- CXA€^ ^i'^tupO-Egr Tt) ce>SiEPA/er ^ liM ?\J<c^ DSasi-rY 7F.gr^ SH^JP^ Pg^J^ag-t^eO ^ A'* ^7 3> MSo .^oVvvA \^eFje- TIOAC:^ no^e^ OFFICE: • 22725 Old Canal Road-Yorba Linda, CA 92887 (714)685-3900 • 5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 • 5600 Spring Mountain Road-Suite 201 - Las Vegas, NV 89146 (702) 562-5046 • 712 Fifth Street-Suite #B - Davis, CA 95616 (530) 758-2088 American Geotechnical • TRANSMITTAL FORM • INTER OFFICE MEMO AFIELD MEMO • INTRA OFFICE MEMO TO: k^-A\<i^ /^^^^^ DATE:_^ FILE NO. _ /n/io. Zl^^zAZ. SUBJECT:. Co^^ ^ /^ , A -TZ/AQ-A PdkpP^P>^Mp Ako ^k)^ H/y. 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C/^LSo f 'SoAzdA^ DATE: FILE NO. ^32^g)Q '/^ SUBJECT Gt^pf^ ps/^^Z.. Ag7ftAj(Lg-<^ ?^^>H<g-jLtcvi ^A^dl^^/oP-^ r^/K o-PA^ ^^g^ -TcY'^ tAJt\^ AT^J^ isjfAP^ Anld~-zl'^'^ CJO^ bg€_r GJ^ r^K^^'^^- Jdi J>AA of f Ao /O ^ .Z kAA-^^H A^ A/I ^(^ZL ^ pA^ ^Z/?C_ C^LOUJ- kA^^^% A^ ^-Z*^ *A^^ ^ tr^AllcA. ^A- AJL, A'-S'L^ &f- ^/AiL_ sA^^. /I pzjfAr\A^of A'^Ar^ Hf^ "^"^ l^-zAfPX r^ AA- AY"CACK Coo-^K-C-^/ FROM: P-c^ys^ C/cJ^ 3A^i" OFFICE: • 22725 Old Canal Road-Yorba Linda, C A 92887 (714)685-3900 • 5764 Pacific Center Boulevard-Suite 112 - San Diego, CA 92121 (858) 450-4040 American Geotechnical • TRANSMITTAL FORM • INTER OFFICE MEMO TO: ar^IELD MEMO • INTRA OFFICE MEMO SUBJECT: /AI G^lc. CPMAQCL qj2Z^/AO DATE: FILE NO. -zZ^zeo. /Z I (XLPKA^ J_ CAJO^ op <Z(h (A/rA /Lrp^ A/PAU A/d A hour<; (flJO -/I-'lo) JZ ol?<j^rJed pk^P P3^u,yi py^tiAAp l\.A ^Qj/AA cAblJkdU^d ^Apf ipA ipcivpliA^ UAI^AA Aock ^ <AArGp.Lr^ r dy AA\ ...1 Pk ^ AA^ dhxiAod^C; CUrJL QI.SPA Am <ZlA. 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GEOTECHNICAL ENGINEERING / MATERIALS TESTING & INSPECTION APPENDIX F - SUB DRAINS LOCATION MAP 22725 Old Canal Road, Yorba Linda, CA 92887 - (714) 685-3900 - F/\X (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 - F/KK (702) 562-2457