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2008-10068 FM/G/IENGINEERING SERVICES DEPARTMENT City Of Capital Improvement Projects Encinitas District Support Services Field Operations Sand. Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 6, 2013 Attn: Preferred Bank 601 South Figueroa Street 20th Floor Los Angeles, CA 90017 RE: 125 Mozart LP 125 Mozart Avenue APN 260 - 351 -31 CDP 07 -193 Grading Permit 10068 -G Final release of security Permit 10068 -G authorized grading as shown on approved plan, all as necessary to build the described project. The Field Inspector has approved the grading and finaled the project. Therefore, a full release of the remaining security deposited is merited. Letter of Credit STB09/00345, (in the original amount of $144,048.48), reduced to $14,344.00, is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. /J S i reelly, 7De ra Geis Engineering Technician Subdivision Engineering Cc: Jay Lembach, Finance Manager 125 Mozart, LP Debra Geishart File Enc. Ja Lemb ch nance Manager Financial Services TEL 1 760 -633 -2600 / FAX 760- 633 -2627 505 S. Vulcan Avenue. Encinitas. California 92024 -3633 TDD 760 -633 -2700 1'V recycled Paper City c!FNGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering January 9, 2012 Attn: Preferred Bank 601 South Figueroa Street 20"' Floor Los Angeles, CA 90017 RE: 125 Mozart LP 125 Mozart Avenue APN 260 - 351 -31 // CDP 07 -193 Grading Permit 10068 -GI Partial release of security - Monumentation Permit 10068 -GI authorized earthwork, storm drainage, site retaining wall, and erosion control, all as necessary to build the described project. The Field Inspector has approved the installation of the monuments and the Land Surveyor of record has verified that the mounuments were set per the recorded map and that they have been paid in full. Therefore, a reduction of the security deposited is merited. Letter of Credit STB09 /00345, in the original amount of $144,048.48, may be reduced to $14,344.00. The document original will be kept until it is released in entirety. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. S inceply, ebra Geisha ;)ay mbach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager 125 Mozart, LP Debra Geishart File TEL 760- 633 -2600 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760- 633 -2700 AD recycled paper ENGINEERING SERVICES DEPARTMENT c4yOf Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering December 5, 2011 Attn: Preferred Bank 601 South Figueroa Street 20`h Floor Los Angeles, CA 90017 RE: 125 Mozart LP 125 Mozart Avenue APN 260- 351 -31 CDP 07 -193 Improvement Permit 10068 -1 Final release of Improvement portion of the security Pen-nit 10068 -I authorized the installation of all improvements as shown on approved plan, all as necessary to build the described project. The Field Inspector has accepted the installation of the improvements and approved the one -year warranty inspection. Therefore, a reduction of the security deposited is merited. Letter of Credit STB09 /00345, (in the original amount of $144,048.48), is hereby reduced to $16,344.00. The document original will be kept until it is released in entirety. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Z-1) / SITYrely, Debra G4 art Engineering Technician Subdivision Engineering Cc: Jay Lembach, Finance Manager 125 Mozart, LP Debra Geishart File 1 Lem$ach finance Manager Financial Services 4ti TEL 760- 633 -2600 / FAX 760- 633 -2627 505 S. Vulcan Avenue, Enciniras, California 92024 -3633 TDD 760- 633 -2700 4� recycled paper City ENGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep lenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering May 25, 2010 Attn: Preferred Bank 601 South Figueroa Street 20 °i Floor Los Angeles, CA 90017 RE: 125 Mozart LP 125 Mozart Avenue APN 260-351-31 CDP 07 -193 Improvement Permit 10068 -I Partial release of security Permit 10068 -I authorized the installation of all improvements as shown on approved plan, all as necessary to build the described project. The Field Inspector has accepted the installation of the improvements and finaled the project. Therefore, a reduction of the security deposited is merited. Letter of Credit STB09 /00345, (in the original amount of $144,048.48), is hereby reduced to 25,849.87. The document original will be kept until it is released in entirety. The retention and a separate assignment guarantee completion.of work and the one -year warranty period has been met and inspected. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. A Sin ely, j i Debra Geish t Engineering Technician Subdivision Engineering Financial Services Services Cc: Jay Lembach, Finance Manager 125 Mozart, LP Debra Geishart File TEL 760- 633 -2600 / FAX 760- 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 -633 -2700 t4 recycled paper J CZty Q NGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep lent shnnent /Stornnwater Compliance Subdivision Engineering Traffic Engineering April 21, 2010 Attn: Preferred Bank 601 South Figueroa Street 20t" Floor Los Angeles, CA 90017 RE: 125 Mozart LP 125 Mozart Avenue APN 260 - 351 -31 CDP 07 -193 Grading Permit 10068 -GI Partial release of security- Undergrounding of overhead utilities Pen-nit 10068 -GI authorized earthwork, stone drainage, site retaining wall, and erosion control, all as necessary to build the described project. This security deposit was for the undergrounding of overhead utilities. The Field hispector has verified the installation. Therefore, a reduction of the security deposited is merited. Letter of Credit STB09 /00345, in the reduced amount of $101,016.48, may be reduced to $54,326.48. (This releases the $46,690.00 held for the undergrounding)The document original will be kept until it is released in entirety. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geish rt Engineering Technician Subdivision Engineering J y Le back finance Manager Financial Services Cc: Jay Lembach, Finance Manager 125 Mozart, LP Debra Geishart File TEL 760- 633 -2600 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 -633 -2700 i recycled paper City O'NGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering September 2, 2009 Attn: Preferred Bank 601 South Figueroa Street 20`" Floor Los Angeles, CA 90017 RE: 125 Mozart LP 125 Mozart Avenue APN 260 - 351 -31 CDP 07 -193 Grading Permit 10068 -GI Partial release of security Permit 10068 -GI authorized earthwork, stonn drainage, site retaining wall, and erosion control, all as necessary to build the described project. The Field Inspector has approved rough grading. Therefore, a reduction of the security deposited is merited. Letter of Credit STB09 /00345, in the amount of $144,048.48, may be reduced to $101,016.48. The document original will be kept until it is released in entirety. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geisha Engineering Technician Subdivision Engineering C� J Le ach finance Manager Financial Services Cc: Jay Lembach, Finance Manager 125 Mozart, LP Debra Geishart File TEL 760- 633 -2600 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760- 633 -2700 140 4 recycled paper ALPINE ENGINEERING SOIL ENGINEERING P.O. Box 2155 CIVIL ENGINEERING Alpine, California 91903 Surveying Subdivis Technical Assistance (619) 445 -2024 ions California Civil Engineer RCE 27697 August 10, 2009 Brett Farrow 125 Mozart Avenue Cardiff by the Sea, Ca. 92007 Dear Mr. Farrow; Subject: COMPACTION REPORT Re: Residence Condominium Project 125 Mozart Avenue Cardiff by the Sea In accordance with your request, this report has been prepared to present the results of the field observations and relative compaction tests performed at the subject site by this firm. These services were per formed between June 16, 2009 and August 10, 2009. SITE DESCRIPTION The Subject site is an irregularly shaped 2,7,765 Square foot parcel of land located on the Southerly side of Mozart Ave. in the City Encinitas area of Cardiff by the Sea, California. The six house pads on said property are located throughout the parcel. Prior to the grading operation presented in this report the grading area was a vacant portion of the property with sloping terrain of about 1 to 30, with no rock outcroppings in the pad area. Existing vegetation prior to grading consisted of a few Trees Brush, low Grass. 125 Mozart Ave. G- 10068 -I Page 2 August 10, 2009 PROPOSED GRADING AND CONSTRUCTION The subject site is being developed to receive Five New, one and /or two story single family residences, associated access roads and parking. It is anticipated that the proposed residences will be of Wood frame construction founded on shallow foundations and a conventional slab -on -grade floor system. AVAILABLE PLANS To assist in determining the location and elevations of our field density tests and to define the general extent of the site grading for this phase of work, we used a Grading Plan prepared by Wallace M. Beron R.C.E. 27697 of Alpine Engineering and approved by the City of Encinitas by the issuance of a Grading Permit. FIELD OBSERVATION AND TESTING Observations and field density tests were performed by a representative of Alpine Engineering, during the mass grading operations perform by Camilli Grading. The density tests were taken according to A.S.T.M. Test D 1556 and the results of these tests are shown on the attached plates. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush, trees and debris derived operations were removed, and disposed of legall, Soils were removed to firm natural ground which situ density of at least 900 of its maximum dry Rocks over 6" in diameter were removed from the area. from clearing i off Site. possesses an in- density. All compacted pad The original ground was stepped or benched. Keys were cut into firm competent soil conditions. The keyway was graded horizontal and was compacted prior to receiving fill as specified herein for compacted natural ground. 125 Mozart Ave. G- 10068 -I Page 4 August 10, 2009 3. The concrete slab -on -grade should be a minimum of 4 inches in thickness of 2500 psi mix and be underlain by a 4 inch blanket of clean Poorly Graded Sand. Soil Sulfates at this site tested nil. Both exterior and interior continuous footings should be reinforced with two #5 bar positioned near the bottom of the footing and two #5 bar positioned near the top of the footing. The slab should be reinforced with No. 3 bars @ 18" O.C. in each direction. However, it is imperative that the rebar be placed approximately at the middle of the slab. The reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. Where moisture sensitive floor coverings are planned, a visqueen barrier should be placed in the middle of a blanket of clean Poorly Graded Sand. 4. It is our understanding that any building will be constructed utilizing conventional type foundations, footings and conventional type building materials in conformance with the California Building Code, 2007 edition. 5. Any backfill soils placed in utility trenches or behind retaining walls which support structures or other improvements shall be compacted to at least 90 percent relative compaction. We will accept no responsibility for damage to structures as a result of improperly backfilled trenches, etc. 125 Mozart Ave. G- 10068 -I Page 5 August 10, 2009 6. Compacted fill soils that occur within 7 feet of the face of slope possess poor lateral stability, even though they have been certified to a relative compaction of 90 percent or better. Proposed structures and other improvements that are located within 7 feet of the face of compacted fill slopes could suffer differential movement as a result of the poor lateral stability of these soils. 7. Therefore, foundations and footings for the proposed structures or other improvements should be placed at least 7 feet back from the top of these slopes. Foundations placed closer to the top of slope than 7 feet should be deepened such that the face of foundation at the level of the bottom is at least 7 feet back from the face of slope at that level. 8. Adequate measure shall be undertaken to properly finish grade the site after the structures and other improvements are in place, such that the drainage waters from within the site and the adjacent higher properties are directed away from the foundations, footings, floor slabs and tops of slopes via surface swales and subsurface drains towards the lower level of the building site onto the natural drainage direction for this area. Proper surface and subsurface drainage will insure that no water will seek the level of the bearing soils under the foundations, footings and floor slabs which could result in undermining and differential settlement to the structures and other improvements. 9. Drainage should be maintained such that surface waters are not permitted to flow over the top of exposed fill slopes. 10. Water should not be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from the structures and the top of slopes into swales or other controlled drainage devices. 125 Mozart Ave. G- 10068 -I Page 6 August 10, 2009 11. The results of our test and observations indicate that the fill soils placed on the subject site have been compacted to at least 90 percent of maximum dry density, and the area under the house and five beyond was over excavated a minimum of Three feet. 12. During Footing Excavation a representative of Alpine Engineering shall be present to inspected the footing soil. A certification letter is required for placement of concrete. 13. The Site as Graded is suitable to be built on, as shown on the approved Plans. 14. All statements, recommendations and conclusions made in this report are applicable only for grading operation which we inspected and are representative of the site at the time our report was prepared. The Engineer is not to be responsible for fill soils placed at a future time or subsequent changes to the site by others which directly or indirectly cause poor surface or subsurface drainage and /or water erosion which could alter the strength of the compacted fill soils. If you have any question concerning this letter, please feel free to call me at your earliest convenience. Sincerely, Wallace M. Be Civil Enginee R.C.E. 27697 125 Mozart Ave. G- 10068 -I Page A -1 August 10, 2009 LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the fill materials as determined by the A.S.T.M. D 1557, which uses 25 blows of a 10 pound hammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder, are presented as follows: Soil Description Maximum Optimum Dry Density Moisture 1. Light- Brownish, 115.7 12.0 Fine to Medium Sand. Classification SM 2. Light- Brownish, Clayey 128.8 9.2 Silty, Sandy. Import Classification SM Expansive Index 15 Water Soluble Sulfate 0.0020 ALPINE ENGINEERING SOIL ENGINEERING P.O. Box 2155 CIVIL ENGINEERING Alpine, California 91903 Surveying Subdivi Technical Assistance (619) 445 -2024 lions California Civil Engineer RCE 27697 City of Encinitas August 11, 2009 Engineering Services Permits 505 South Vulcan Avenue Encinitas, Ca. 92024 Re: Engineer's Pad Certification for Project No. 07 -193 and Grading Permit Number 10068 -G PAD CERTIFICATIION Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification letter for lots 1 through 6. As the Engineer of Record for the subject project, I hereby state all rough grading for these units has been completed in conformance with the approved with the approved plans and requirements of the requirements of the City of Encinitas, Codes and Standards. 23.24.310 (B). The following list provides the pad elevations as field verified and shown on the approved grading plan: Pad Elevation Lot No. Per plan 1 93.00 2 92.80 3 92.60 No Grading 4 92.50 92.55 93.05 5 89.10 90.10 6 91.00 91.50 92.00 Pad Elevation per field measurement 92.91 92.88 92.60 92.43 92.53 92.97 89.01 90.05 90.92 91.41 92.00 125 Mozart Ave. G- 10068 -I Page 2 August 11, 2009 23.24.310(8)1. Construction of line and grade for all engineered drainage devices and /or retaining walls have been verified and are in substantial conformance with the subject grading plan. 23.24.310(B)5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subjected grading plan. 23.24.310(B)6. The construction of earthen berms and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plan. Sincerely, Wallace M. Beron Civil Engineer R.C.E. 27697 ALPINE ENGINEERING P.O. Box 2155 Alpine, California 91903 Technical Assistance (619) 445 -2024 April 18, 2013 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 SOIL ENGINEERING CIVIL ENGINEERING Surveying Subdivisions California Civil Engineer RCE 27697 f Re: Engineer's Final Grading Certification for Project No. 07 -193 TM and Grading Permit Number 10068 - G. The grading under permit number 08 -1497 & 08 -1524 has been performed in substantial conformance with the approved grading plan or as shown on the attached 'As Graded' plan. Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of 1 % to the street and /or an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part II were constructed and are operational, together with the required maintenance covenant(s). �OQROFESS�QN9 Engineer of Record o� hie \pcE M. Wallace M. Beron R.C.E. 27697 NO. 276 z * April 18, 2013 ExP• 3/31//4 OF Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector: Dated: ALPINE ENGINEERING SOIL ENGINEERING P.O. Box 2155 CIVIL ENGINEERING Alpine, California 91903 Surveying Technical Assistance (619) 445 -2024 Subdivisions California Civil Engineer RCE 2769 April 18, 2013 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Re: Engineer's Final Grading Certification for Project No. 07 -193 TM and Grading Permit Number 10068 - G. The grading under permit number 08 -1497 & 08 -1524 has been performed in substantial conformance with the approved grading plan or as shown on the attached 'As Graded' plan. Final grading inspection has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of 1 % to the street and /or an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing and required by the Best Management Practice Manual Part II were constructed and are operational, together with the required maintenance covenant(s). �OQROFESS�Q� E Engineer of Record Oe�90 c Wallace M. Beron R.C.E. 27697 No. 27 z M * EXP• 3/31/Ly April 18, 2013 r} cML Verification by the Engineering Inspector of this fact is done by the Inspector's signature hereon and will take place only after the above is signed and stamped and will not relieve the Engineer of Record of the ultimate responsibility: Engineering Inspector: Dated: HYDROLOGY STUDY for 125 MOZART— CONDOMINIUM SUBDIVISION City of Encinitas, CA PREPARED FOR: Brett Farrow 125 Mozart Avenue Encinitas, CA 92027 DATE: November 13, 2008 Revised: January 22, 2009 Revised: March 9, 2009 1S 9• ,r .'i ,L W4JUSTINUTTER, RCE 68964 DATE HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F TABLE OF CONTENTS SECTION Executive Summary 1.0 Introduction 1.1 Existing Conditions 1.2 Proposed Project 1.3 Conclusions 1.4 References 1 Methodology 2.0 Introduction 2.1 County of San Diego Criteria 2.2 City of Encinitas Standards 2.3 Runoff coefficient determination 2.4 100 Year Pre & Post Development Calculations 3.0 Hydraulic Calculations 4.0 Appendix 5.0 N: \Hydrology & Hydraulics \1631 Farrow \1631F HYDRO.doc PE # 1304 1:52 PM 3/9/2009 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Hydrology Study for 125 Mozart Avenue — 6 unit condominium subdivision has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre - developed (existing) conditions and the post - developed (proposed) conditions produced by the 100 year 6 hour storm. In addition this report will propose the sizing of all necessary storm drain facilities and storm drain piping necessary for the storm drain system to safely convey the runoff from the 100 -year rainfall event. 1.2 Existing Conditions The property is geographically located at N33 001'26" W117 °17'00 ". The site is bordered by residential development on the north, west and south sides of the site. The site is bordered by steep slopes and habitat on the east side of the site. The project site is located in the Carlsbad Hydrologic Unit, Escondido Creek Hydrologic Area and more specifically, the San Elijo Hydrologic Sub -Area (904.61). The project is located approximately 200 feet east of the intersection of Mozart Avenue and San Elijo Ave. The existing project site consists of one 0.64 acre lot which is currently occupied by a single family residence. Drainage from the existing site is primarily conveyed in a north- westerly direction across the project site. Currently the site accepts runoff from the adjacent eastern lot. This runoff generally sheet flows across the open site where it ultimately sheet flows onto the adjacent alley. The existing 100 year flow for the existing site was determined to be 1.14 cfs based on the rational method hydrology calculations which can be found in Section 3.0 of this report. 1.3 Proposed Project The intent of the proposed project is to construct 5 additional units for condominium use while retaining the existing single family residence. The proposed development will include the construction of hardscape areas and all underground utilities typically associated with residential development. As previously stated, the site currently accepts runoff from the adjacent eastern lot. Portions of the proposed masonry site walls and fences will be constructed in a manner to continue to accept upstream flows consistent with California drainage case law. The proposed drainage system includes BMP rock lined treatment swales and a detention structure for storm water quality. The primary treatment Swale is sized to adequately contain and convey the 100 year storm event. Capacity calculations for the primary treatment swale along with inlet calculations can be seen in section 4.0 of this report. N:1Hydrology & Hydraulics11631 Farrow11631 F HYDRO.doc PE # 1304 2:07 PM 3/9/2009 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F The site also incorporates porous pavement over a crushed rock base to limit the amount of impervious surfaces created by the project. As a result of the proposed project, a small increase in net run -off will be mitigated for with a small detention basin. Runoff from the site will be conveyed thru rock lined swales and discharge into the detention structure located towards the north - western corner of the site. The addition of the detention structure results in no net increase in runoff from the development. Calculations for this basin can be found in part 4.0 of the report. To address the storm water quality goals established for this development proposed permanent BMPs as discussed above will be incorporated into the storm drain system design. The rocky biofiltration swales proposed are intended to filter shallow concentrated storm water; thereby filtering the storm water due to its relatively slow velocity and shallow depth, and allowing suspended pollutants to settle and deposit within the swale prior to entering the detention structure. The 100 year flow for the post - developed site was detennined to be 1.38 cfs based on the rational method hydrology calculations which can be found in Section 3.0 of this report. 1.4 Conclusions Based on the information and calculations contained in this report it is the professional opinion of Pasco, Laret, Suiter & Associates, Inc. that the system as proposed on the corresponding Grading Plan will function to adequately intercept, contain and convey Qioo to the appropriate points of discharge. We contend that this development is not a priority project and we have-proposed standard BMP's on -site to handle source treatment while including low impact design practices. WHydrology & Hydraulics11631 Farrow11631 F HYDRO.doc PE # 1304 1:52 PM 3/9/2009 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 1.5 References "San Diego County Hydrology Manual", revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. "Grading, Erosion and Sediment Control Ordinance /Chapter ", City of Encinitas, Engineering Services and Community Development Department, revised November 2002. "California Regional Water Quality Control Board Order No. 2001 -01, " California Regional Water Control Board, San Diego Region (SDRWQCB). "City of Encinitas Storm Water Best Management Practices Manual, Part II, Storm Water Manual for New Development and Redevelopment, " City of Encinitas, Revised April 9, 2003. "City of Encinitas Storm Water Program Best Management Practices Manual, " City of Encinitas. "Chapter 20.08, Storm Water Management, Ordinance 2002 -14, " City of Encinitas. WHydrology & Hydraulics \1631 Farrow \1631F HYDRO.doc PE # 1304 1:52 PM 3/912009 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perform the hydrologic analysis presented in this report utilizes the Ration Method (RM) equation, Q =CIA. The RM formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. The rainfall intensity (I) is equal to: I= 7.44xP6 xD0,645 Where: I = Intensity (in/hr) P6 = 6 -hour precipitation (inches) D = duration (minutes — use Tc) Using the Time of Concentration (Tc), which is the time required for a given element of water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation determines the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per minute (,c--,pm)). The RM equation is as follows: Q =CIA Where: Q= flow (in cfs) C = runoff coefficient, ratio of rainfall that produces storm water runoff (runoff vs. infiltration /evaporation/absorption/etc) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. A = drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop falls at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, I, or the precipitation zone number. In addition to the above Ration Method assumptions, the conservative assumption that all runoff coefficients utilized for this report are based on type "D" soils. 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the rational method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within WHydrology & Hydraulics \1631 Farrow \1631 F HYDRO.doc PE # 1304 1:52 PM 319/2009 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100 -year, 6 -hour storm). One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each of the categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for detennining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially limits the flow path Length for the initial time of concentration to lengths of 100 feet or less, and is dependent on land use and slope. 2.3 City of Encinitas Standards The City of Encinitas has additional requirements for hydrology reports which are outlined in the Grading, Erosion and Sediment Control Ordinance. Please refer to this manual for further details. 2.4 Runoff Coefficient Determination The existing and post - improvement runoff coefficients, used to analyze both conditions, were determined by using weighted "C" average. Weighted runoff coefficients can be found in section 3.0 of this report. N:1Hydrology & Hydraulics11631 Farrow11631 F HYDRO.doc PE # 1304 1:52 PM 3/9/2009 HYDROLOGY STUDY for 125 Mozart Ave - Condo Subdivision PLSA 1631 F 3.0 100 YEAR PRE & POST DEVELOPMENT HYDROLOGY CALCULATIONS Pre - Development Area: 0.636 Ac Cn: 0.90(0.245) + 0.35(0.755) = 0.48 OH : 93.0- 88.9'=4.1' L 190' So = 2% => Ti = 10.9 min. @ L = 85'(from County of San Diego Hydrology manual table 3 -2) Lt = 190'- 85' = 105' => 0.0199 mi. DElevation = 92.0'- 88.9' = 3.1' Tt = {[I 1.9(L) ^3] /AEievation} ^0.385 => {[11.9(0.0199) ^3]/3.11} ^0.385 = 0.018 x 60 Tt = 1.09 min. Tc = Ti + Tt => 1.1 + 10.9 = 12.0 min. I = 7.44 (P6) D^ -0.645 => 7.44(2.5)(12)^ -0.645 = 3.74 in /hr Q100 = Cn I A => (0.48)(3.74)(0.636) = 1.14 cfs Q100 =1_.14 cfs Post - Development Area: 0.636 Ac Cn: 0.90(0.542) + 0.35(0.458) = 0.65 AH : 93.0 - 87.7' = 5.3' L : 400' So = 2% => Ti = 10.9 min. @ L = 85' (from County of San Diego Hydrology manual table 3 -2) Lt = 400'- 85' = 315' => 0.060 mi. DElevation = 91.9' - 87.7' = 4.2' Tt = {[I 1.9(L) ^3] /DElevation} ^0.385 => {[11.9(0.060) ^3]/3.1'} ^0.385 = 0.057 x 60 Tt = 3.45 min. Tc = Ti + Tt => 3.4 + 10.9 = 14.3 min. I = 7.44 (P6) D^ -0.645 => 7.44(2.5)(14.3)^ -0.645 = 3.34 in/hr Q100 = Cn I A => (0.65)(3.34)(0.636) =1.38 cfs Q100 =1.38 cfs N:\Hydrology & Hydraulics \1631 Farrow \1631F HYDRO.doc PE # 1304 1:52 PM 3/9/2009 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 4.0 HYDRAULIC CALCULATIONS Existing Q = 1.14 cfs Volume = 1.14 cfs x 15 min. x 60 s /min = 1,026 cf Post - development Q = 1.38 efs Volume = 1.38 cfs x 15 min. x 60 s /min = 1,242 cf AV= 19242 —1,026 = 216 of - Detention basin, 10'x5'x9' =450 cf - Actual detention assuming 50% void space, ;z 225 cf Total detention z 225 cf N: \Hydrology & Hydraulics \1631 Farrow \1631 F HYDRO.doc PE # 1304 1:52 PM 3/9/2009 Project Description Project File Worksheet Flow Element Method Solve For Primary Drainage Swale 125 Mozart Ave Worksheet for Circular Channel nAhaestedlacademiclfmw1163 i far.fm2 Primary Treatment Swale Circular Channel Manning's Formula Discharge Input Data Mannings Coefficient 0.035 Channel Slope 0.013000 ft/ft Depth 0.45 ft Diameter 48.00 in Results Discharge 1.63 cfs Flow Area 0.78 ftZ Wetted Perimeter 2.74 ft Top Width 2.53 ft Critical Depth 0.37 ft Percent Full 11.25 Critical Slope 0.030893 ft/ft Velocity 2.09 ft/s Velocity Head 0.07 ft Specific Energy 0.52 ft Froude Number 0.67 Maximum Discharge 65.43 cfs Full Flow Capacity 60.83 cfs Full Flow Slope 0.000009 ft/ft Flow is subcritical. 03/09/09 Academic Edition 11:36:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 FlowMaster v5.17 (203) 755 -1666 Page 1 of 1 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F hydraulic Calculatioas 12 "X12" Inlet Use equation 2 -18 per San Diego County Drainage Design Manual (2 -18) Q= CoAe(2gd) ^1/2 Co= Orifice coefficient (Co =0.67) Ae= Effective (clogged) grate area Ca =Area clogging factor (Ca =0.50) A= Actual opening area of the grate g= Gravitational acceleration (ft /s ^2) d= Flow depth above inlet (ft) (assume 0.5' of head above inlet) Ae= (1 -Ca) A Ae =(1 -0.50) 1.0 = 0.50 Q =0.67 *0.50(2 *32.2 *0.5) ^1 /2 =1.90 cfs 1.90 cfs > 1.38 cfs => OIL N:\Hydrology & Hydraulics\1631 Farrow \1631 F HYDRO.doc PE # 1304 1:52 PM 3/9/2009 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 5.0 APPENDIX N:1Hydrology & Hydraulics11631 Farrow11631 F HYDRO.doc PE # 1304 1:52 PM 3/9/2009 O LL l rl ve). a) -0 fn n CL -5 P 0 -a 0 C: E >1 CL — 0 0 0 LL Cn m Q) (IS V-D ro 0 .0 it of U) a_ < OL LO cl) 0 C 4a) z CL CL 4m m a, 10 a LL- .2 C-) < R O LL l rl Cr ON Ql rm 0 CO r > m T " I "I 2 --t CO o 't Do n M m z:, uO TN N - - - - C- Ir, C, m oq as m -r C. r'. 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U bA v cz C/J C1. c 0 0 b T aM o 00 UN o �o � Y r cu i/J Q z 0 M � �z h� w w W O W I G U U ° 0 U w 0 c a CYO o a' O op > a) a) � .0 b0 -o v v r o0 0�0 0�0 0�0 : co O O O O O O O O O O O O O O O aJ � U N � _ c13 � r O N N C/] v, N oo v, `^ .3 (� M d; 1 � � N M v oo0 Do 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 °- cz U L a> � C/) a) c y cz Q °ry N M °M° v vn 000 oo 000 c 00 . b ° � � o W U 'z a o o o o v) o o o v o o v ° Q ,�" O •-, N N M v'i 1p 0o 00 oo a> Q\ L O vi o � O w� o o� v) u) a; of L L L C U Lia cd U O O �Y N MV ct L U � .� c ° c a c O -o -o 0 o d v o tf a .2 U ° U o � R4 ; 4 ° L L ^ L C� Chi CYO N � Q L� Q �• `• v� Q o o U y � O Q- � � U ro cz -o ° > Oq Z aU E 'II b ..0 r N U Q 'O r. C �„ x �I -2 C)x GeoTek, Inc. 1384 Poinsettia Avenue, Suite A Vista. CA 92081 -8505 (760) 599 -0509 (760) 599 -0593 www.geotekusa.com January 15, 2009 Project No.: 3232SD3 Brett Farrow Architect, Inc. 125 Mozart Ave Cardiff by the Sea, California 92007 Attention: Mr. Brett Farrow Subject: Geotechnical Review Unit 05, 125 Mozart Ave Cardiff -by -the Sea, California References: (1) Geotechnical Evaluation Report, Proposed Residential Development, 125 Mozar-- Avenue, Cardiff Area, City of Encinitas, California, by GeoTek, Inc., Dated October 15, 2003. (2) Geotechnical Update Letter, 125 Mozart Ave, Cardiff -by -the Sea, California by GeoTek, Inc. dated (3) Partial Plan Check Comments by Esgil Corporations dated 12/11/08 (4) Structural plans for 125 Mozart Ave. Cardiff by the Sea, Sheets 52.5, S 3.0 and 53.1 by Envision Engineering CDP /DR/TM approval 05/15/08 (5) Grading Plan for 125 Mozart Ave Planning Case No 07 -193, Sheet 2 of 4, by Pasco Laret Suiter and Associates, undated Dear Mr. Farrow: In accordance with your request, we reviewed the referenced documents. This letter presents the results of that review and responds to comments in reference 3. Based on our review, the recommendations contained in reference I are consider applicable with the following clarifications and modification. At the time of our 2003 report, subterranean parking was proposed. This is not the case as pad elevations will be near existing grade and the structure will be founded on compacted fill in accordance with the "Earthwork Recommendations" on pages 6 and 7 in Reference 1. Foundation Recommendations The foundation recommendations previously provided remain applicable and in accordance with current codes as the site soils are not expansive as defined in Section 1802A.3.2 of the 2007 California Building Code. However, the recommendation regarding the subterranean garages no longer is applicable. This includes the 4000 psf bearing capacity recommendation and that for a 5inch slab with #4 bars at 18 "oc. Those recommendations should be replaced with: GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Brett Farrow AIA 125 Mozart Ave. Cardiff, California January 15,20U9 Project No. 32w2SD3 -2 -OF3 • Foundations for support of the proposed structures should be designed using a net allowable bearing value of 2,000 psf, with a minimum depth of embedment of 18 inc=, ws. The bearing capacity value may be increased by 250 psf for each additional foot of depth to a maximum of 3,000 psf. • Concrete floor slabs should be a minimum of 4" thick and reinforced with #3 reinforcing bars at 18" on center in both directions. Seismic Design Parameters Due to code changes Seismic Design Parameters require update. The site is located in Zip Code 92007. Site spectral accelerations (Ss and S I ), for 0.2 and 1.0 second periods and 10 percent probability of exceedance in 50 years (MCE) was determined from the USGS Website, Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Zip Code. Based on the shallow occurrence of formational materials, the site is considered a Site Class "C ". The results are presented in the following table: SITE SEISMIC PARAMETERS Mapped 0.2 sec Period Spectral Acceleration, Ss (g) 1.364 Mapped 1.0 sec Period Spectral Acceleration, S I (g) 0.514 Site Coefficient, Fa 1.00 Site Coefficient, Fv 1.30 Maximum Considered Earthquake Spectral Acceleration Parameter at 0.2 Second, SMS (g) Response 1.364 Maximum Considered Earthquake Spectral Acceleration Parameter at I second, SM I (g) Response 0.669 Design Spectral Response Acceleration Parameter Second, SDS (g) for 0.2 0.909 Design Spectral Response Acceleration Parameter Second, SDI (g) for 1.0 0.446 Seismically resistant structural design in accordance with local building ordinances should be followed during the design of all structures. The California Building Code (CBC) has been developed to reduce the potential for structural damage. However, some level of damage as the result of ground shaking generated by nearby earthquakes is considered likely in this general area. Grading Plan We reviewed the reference grading plan and in our opinion the grading as proposed is in general conformance with our recommendations and general code requirements provided that our recommendations are applied during site grading. GEOTECHNICAL I ENVIRONMENTAL I MATERIALS Brett Farrow AIA 125 Mozart Ave. Cardiff, California January 15, 2009 Project No. 3232SD3 -3 -OF3 Conclusion The Grading and Foundation plans, and specifications as indicated above as references 4 and S, have been reviewed and are considered acceptable from a geotechnical viewpoint. Site construction should be subject to the California Building Code and the requirements of governing agencies. We appreciated the opportunity to be of service on this project. If you should have any questions, please do not hesitate to call our office. Respectfully submitted, GeoTek, Inc. QCf F ESS A. cu Ida.000285 M y ' Ca Up. 03/31 /10 y� john A. Drank q OF Cp�1�� GE 285, Exp. 3/31 /10 Senior Geotechnical Engineer L Ntr.1142 704/30/10 Timothy E. CEG 1142, Exp. 4 /'v/ 10 Principal Geologist GEOTECHNICAL I ENVIRONMENTAL I MATERIALS PASCO LARET SUITER & ASSOCIATES CIVIL ENGINEERING -- LVNE) PLANNING > LAND SURVP ING PLSA 1631 March 12, 2009 City of Encinitas 505 South Vulcan Ave Encinitas, CA 92024 Attn: Engineering Department RE: MONUMENTATION ESTIMATE FOR TM 07 -193 To Whom It May Concern: Please be advised that we anticipate the cost of setting final monuments for the above Referenced project at $2000.00 Please use this amount for the necessary security documents. If you have any questions, please do not hesitate to contact this office. Very Truly yours, PASCO ENGINEERING, INC. r i i v Joseph Yuhas, L.S. 5211 Director of Land Surveying 5�d \,k ND C SUNG N LS 5211 txp.06 /30!09 J 't- rig,_ 5 N Coast Highicay 101 Ste A Solana Reach, California 92073 ph 858.259.8212 1�, 858.259.4812 ! plsaengineering.com HYDROLOGYSTUDY - - for 125 MOZART— CONDOMINIUM SUBDIVISION City of Encinitas, CA PREPARED FOR: Brett Farrow 125 Mozart Avenue Encinitas, CA 92027 DATE: November 13, 2008 E ,p W. JUSTIJ SUITER, RCE 68964 DATE HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F TABLE OF CONTENTS SECTION Executive Summary 1.0 Introduction 1.1 Existing Conditions 1.2 Proposed Project 1.3 Conclusions 1.4 References 1.5 Methodology 2.0 Introduction 2.1 County of San Diego Criteria 2.2 City of Encinitas Standards 2.3 Runoff coefficient determination 2.4 100 Year Pre & Post Development Calculations 3.0 Hydraulic Calculations 4.0 Appendix 5.0 N: \Hydrology & Hydraulics \1631 Farrow \1631 F HYDRO.doc PE # 1304 8:52 AM 11/20/2008 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Hydrology Study for 125 Mozart Avenue — 6 unit condominium subdivision has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre - developed (existing) conditions and the post - developed (proposed) conditions produced by the 100 year 6 hour storm. In addition this report will propose the sizing of all necessary storm drain facilities and storm drain piping necessary for the storm drain system to safely convey the runoff from the 100 -year rainfall event. 1.2 Existing Conditions The property is geographically located at N33 °01'26" W117 °17'00 ". The site is bordered by residential development on the north, west and south sides of the site. The site is bordered by steep slopes and habitat on the east side of the site. The project site is located in the Carlsbad Hydrologic Unit, Escondido Creek Hydrologic Area and more specifically, the San Elijo Hydrologic Sub -Area (904.61). The project is located approximately 200 feet east of the intersection of Mozart Avenue and San Elijo Ave. The existing project site consists of one 0.64 acre lot which is currently occupied by a single family residence. Drainage from the existing site is primarily conveyed in a north- westerly direction across the project site. The site currently sheet flows onto the adjacent alley. The existing 100 year flow for the existing alley was determined to be 1.79 cfs based on the rational method hydrology calculations which can be found in Section 3.0 of this report. 1.3 Proposed Project The intent of the proposed project is to construct 5 additional units for condominium use while retaining the existing single family residence. The proposed development will include the construction of hardscape areas and all underground utilities typically associated with residential development. The proposed drainage system includes BMP rock lined treatment swales and a detention structure for storm water quality. As a result of the proposed condition, a small increase in net run -off will be mitigated for with a small detention basin. Runoff from the site will be conveyed thru rock lined swales and discharge into the detention structure located towards the north - western corner of the site. The addition of the detention structure results in no net increase in runoff from the development. Calculations for this basin can be found in part 4.0 of the report. N: \Hydrology & Hydraulics \1631 Farrow \1631 F HYDRO.doc PE # 1304 8:52 AM 11/20/2008 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F To address the storm water quality goals established for this development proposed permanent BMPs as discussed above will be incorporated into the storm drain system design. The rocky biofiltration swales proposed are intended to filter shallow concentrated storm water; thereby filtering the storm water due to its relatively slow velocity and shallow depth, and allowing suspended pollutants to settle and deposit within the swale prior to entering the detention structure. The 100 year flow for the post- improvement alley was determined to be 2.42 cfs based on the rational method hydrology calculations which can be found in Section 3.0 of this report. 1.4 Conclusions Based on the information and calculations contained in this report it is the professional opinion of Pasco, Laret, Suiter & Associates, Inc. that the system as proposed on the corresponding Grading Plan will function to adequately intercept, contain and convey Q1oo to the appropriate points of discharge. We contend that this development is not a priority project and we have proposed standard BMP's on -site to handle source treatment while including low impact design practices. N: \Hydrology & Hydraulics \1631 Farrow \1631 F HYDRO.doc PE # 1304 8:52 AM 11/20/2008 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 1.5 References "San Diego County Hydrology Manual ", revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. "Grading, Erosion and Sediment Control Ordinance /Chapter ", City of Encinitas, Engineering Services and Community Development Department, revised November 2002. "California Regional Water Quality Control Board Order No. 2001 -01, " California Regional Water Control Board, San Diego Region (SDRWQCB). "City of Encinitas Storm Water Best Management Practices Manual, Part 11, Storm Water Manual for New Development and Redevelopment, " City of Encinitas, Revised April 9, 2003. "City of Encinitas Storm Water Program Best Management Practices Manual, " City of Encinitas. "Chapter 20.08, Storm Water Management, Ordinance 2002 -14, " City of Encinitas. N: \Hydrology & Hydraulics \1631 Farrow \1631 F HYDRO.doc PE # 1304 8:52 AM 11/20/2008 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perform the hydrologic analysis presented in this report utilizes the Ration Method (RM) equation, Q =CIA. The RM formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. The rainfall intensity (I) is equal to: I= 7.44xP6 xD -0.641 Where: I = Intensity (in/hr) P6 = 6 -hour precipitation (inches) D = duration (minutes — use Tc) Using the Time of Concentration (Tc), which is the time required for a given element of water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation determines the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as follows: Where: Q =CIA Q= flow (in cfs) C = runoff coefficient, ratio of rainfall that produces storm water runoff (runoff vs. infiltration /evaporation/absorption /etc) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. A = drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop falls at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, I, or the precipitation zone number. In addition to the above Ration Method assumptions, the conservative assumption that all runoff coefficients utilized for this report are based on type "D" soils. 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the rational method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within N: \Hydrology & Hydraulics \1631 Farrow \1631 F HYDRO.doc PE # 1304 8:52 AM 11/20/2008 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100 -year, 6 -hour storm). One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each of the categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for determining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially limits the flow path length for the initial time of concentration to lengths of 100 feet or less, and is dependent on land use and slope. 2.3 City of Encinitas Standards The City of Encinitas has additional requirements for hydrology reports which are outlined in the Grading, Erosion and Sediment Control Ordinance. Please refer to this manual for further details. 2.4 Runoff Coefficient Determination The existing and post - improvement runoff coefficients, used to analyze both conditions, were determined by using weighted "C" average. Weighted runoff coefficients can be found in section 3.0 of this report. N:\Hydrology & Hydraulics \1631 Farrow \1631 F HYDRO.doc PE # 1304 8:52 AM 11/20/2008 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 3.0 100 YEAR PRE & POST DEVELOPMENT HYDROLOGY CALCULATIONS Pre - development Q = CIA A = 27,724.86 sf z 0.636 Acres Cn, Weighted Runoff Coefficient, - 0.35, Cn value for natural ground from the San Diego Hydrology Design Manual - 0.90, Cn value for existing natural cemented sandstone subsurface Cn = 0.90 (0.245) + 0.35 (0.755) z 0.48 Cn = 0.48 Tc = 6 min P6 = 2.5 I = 7.44 x P6 x D "1.645 1 = 7.44x2.5x5- 0.6455.85 Q= 0.48 x 5.85 x 0.636 - 1.79 CFS Post - development Q =CIA A = 27,724.86 sf z 0.636 Acres Cn, Weighted Runoff Coefficient, - 0.35, Cn value for natural ground from the San Diego Hydrology Design Manual - 0.90, Cn value for existing natural cemented sandstone subsurface Cn = 0.90 (0.542) + 0.35 (0.458) z 0.65 Cn = 0.65 Tc = 6 min, County standard minimum P6 = 2.5 I= 7.44xP6 xD "0.645 1 = 7.44x2.5x5 "1.6455.85 Q= 0.65 x 5.85 x 0.636 - 2.42 CFS Difference DQ= 2.42 - 1.79 = + 0.63 CFS WHydrology & Hydraulics11631 Farrow11631 F HYDRO.doc PE # 1304 8:52 AM 11/20/2008 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 4.0 HYDRAULIC CALCULATIONS Detention Volume Existing Q =1.79 cfs Volume = 1.79 cfs x 5 min. x 60 s /min = 537 cf Post - development Q = 2.42 cfs Volume = 2.42 cfs x 5 min. x 60 s /min = 726 cf AV= 726 - 537 =189 cf - Detention basin, 10'x5'x8' =400 cf - Actual detention assuming 50% void space, z 200 cf Total detention - 200 cf N: \Hydrology & Hydraulics \1631 Farrow \1631F HYDRO.doc PE # 1304 8:52 AM 11/20/2008 HYDROLOGY STUDY for 125 Mozart Ave — Condo Subdivision PLSA 1631 F 5.0 APPENDIX N:1Hydrology & Hydraulics11631 Farrow11631 F HYDRO.doc PE # 1304 8:52 AM 11/20/2008 lflbuwful 0 a: O L$) W 0 0 (V CO 0 -T &i C, N Cf lw C', 2- CL LL N of m N V�, 1 1 q J= Lj CO OD (0 in CJ Cl 04 — — — — M CD Cl CL� C>- 0 —Cl (D w 2 Z G� T o rl- C, NN to K w E a. I(L C, !? Vi t.! - 1p rp: (P E 0) Co o m CV Cu N — Un — 0 "D Cv CS C CJ C C CL CO 'o Ct o .0 Ql 'IT z .0 M E o tf oc: ,'N Z >,"a M CL 'o En >1 CL V v CL a C •CL u (D o Q a If -C 0) iy �q �2 W, 8 2 ll� 9 "4 8 "1 - q Co L. O a � 0) (I> E Iq M; a -- 0"o -- U Cn " 0— 6 6 CL r. CL q) 0) a m 00 m S? to <0 C (D 0 V) M CD (D 10 �a 0 o 0 Ci U- C < -C a) C U) Ob U7 rl in tq N C4 a A? 0 Z a. 'a 6-Hour Precipitation (inches) 0 to C) In m lflbuwful 0 a: O O Q*-E(. Rgg O�-+ ;.• - -- ." _ g Imperial County • r : _.. _..... .r O •yam .• ' • Q . qp 0 ` ` z� ce O o Qf ` r S4e91t 1� ,ho. • 4 o a- -•- ,,,art � i ' 1 � • - �,, - -- \ �,, �. fib:. s :{r s - .. � _ ' m w q� gg ern .06.L t t 0 U ",: M N O C Nc iv C �a 5 0 0 T x �M O O O N U ap C a� o Q CU ri5 Q M z �I O M� Zz r~ w w W O W Nz° W N .a� t 4 Q G C w C C a CG O i E w U z w a: o Q O O O O 00 Lr) OHO . U O O O O O O O O O O O O tb > dj N n, y N > ..O N � � r- N � N 00 09 V [� M --• 00 00 O O O O O O O O O O O O p ca U N cu v D cC w O O O O O O O O p p C19 C-� •> V� �En 000 O 0, O p k O 14 Co LO Ln ca c LO cn U IUZ i c Q Q Q Q Q Q Q Q Q � �•Gy c O C`4 "CJ O v N c^Y c^S d E2 cC ° O W 3 ^Q C13 N N N N y N y .D cC G. Cl. LY LYr O O O O N w E -S > cu o � � . � O 1�0 C6 cl Z Ln cu ca O .D iy.. C4 CYr GL� .b .� +�"+ yi._. ,� •y cC a'"O. N .n � � Q Q Q Q •� '� .� ca ro ca c� � � �' o � 03 O V _° Lao L C z U U U U° .� Q Z PROJECT NO.: 2484SD3 GEOTECHNICAL EVALUATION FOR PROPOSED RESIDENTIAL DEVELOPMENT 125 MOZART AVENUE CARDIFF AREA, CITY OF ENCINITAS, CALIFORNIA PREPARED FOR TRAVIS FULLWOOD 125 MOZART AVENUE CARDIFF, CALIFORNIA PREPARED BY GEOTEK, INC. 1384 POINSETTIA AVENUE VISTA, CALIFORNIA 92081 -8505 OCTOBER 15, 2003 Travis Fullwood Project No.: 2484SD3 Geotechnical Evaluation October 15, 2003 Proposed Residential Development Pa e i TABLE OF CONTENTS 1. INTENT .................................................................................................................................. ..............................1 2. PURPOSE AND SCOPE OF SERVICES ............................................................................ ..............................1 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT .......................................... ............................... 2 3.1 SITE DESCRIPTION .................................................................................................... ............................... 2 3.2 PROPOSED DEVELOPMENT .............................................................................................. ............................... 2 4. FIELD EXPLORATION AND LABORATORY TESTING ............................................ ............................... 2 4.1 FIELD EXPLORATION ....................................................................................................... ............................... 2 4.2 LABORATORY TESTING ............................................................................................ ............................... 3 5. GEOLOGIC AND SOILS CONDITIONS ......................................................................... ............................... 3 5.1 GENERAL ......................................................................................................................... ..............................3 5.1.1 Topsoil Soil ............................................................................. ............................... 5.1.2 Terrace Deposits .................................................................................................. ............................... 3 5.2 SURFACE AND GROUNDWATER ...................................................................................... ............................... 4 5.3 FAULTING AND SEISMICITY ............................................................................................ ............................... 4 5.4 OTHER SEISMIC HAZARDS ................................................................................................ ............................... 4 6. CONCLUSIONS AND RECOMMENDATIONS ............................................................... ..............................6 6.1 EARTHWORK CONSIDERATIONS ...................................................................................... ............................... 6 6.1.1 General Grading Guidelines ................................................................................ ............................... 6 6.2 DESIGN RECOMMENDATIONS .......................................................................................... ............................... 7 6.2.1 Foundation Design Criteria ................................................ ............................... 6 2.2 Foundation Set Backs ........................................................................................... ............................... 8 6.2.3 Seismic Design Parameters .................................................................................. ............................... 9 6.3 RETAINING WALL DESIGN AND CONSTRUCTION ............................................................ ............................... 9 63.1 General Design Criteria ....................................................................................... ............................... 9 63.2 Wall Backfill and Drainage ................................................................................ ............................... 10 6 3.3 Restrained Retaining Walls ................................................................................ ............................... 11 6.4 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS ............................... ............................... 7. LIMITATIONS ..................................................................................................................... .............................12 8. SELECTED REFERENCES ............................................................................................... .............................13 ENCLOSURES Figure I - Site Location Map Figure 2 — Boring Location Plan Appendix A — Logs of Exploratory Boring Appendix B — Results of Laboratory Testing L"W' 1311 INA"Se"M MT- SaRe A, Vkta, CA 92081 -850 (76(j) 599-05,09 FAX (760) 599--(Ir,93 K., INC. Tj'avis F"11%$ , ood 125 MOM Avenue (,ardjff, ("Ifil'ol-nia 11"jecr (,enteclinical Evalumion Proposed Resicic-litial Developme!lt 125 Mozart Avenue Cardiff Ai-ez% City I�rrcirriicts, CjIij-()rnizl Dmw Mr Fu"wuo(,!: Gleotochnico Invironmenta Materiak Octt)her l5, 2003 PrOJeO No,: -494SD3 As Tllllestcd ard authodzed, Qyfejc, Inc. McKok) has perk-mcd it gcoIechjli,,I eVablation for the 1moposed widediial developnom WNW at 125 Mozall Avenue, ill QrdUT Araq My of Fneinhaq ('ahArd, This rclyni-t prcs"tS 111C NSWIS of our inves(igatiorl, disc -,lssi ()n o cur lirrclrr s, srnc PrOvides gCotedinVal reconnuendatJons Ar 161106111:11) .l sign and construction. In our opinion, We prop()s !(j Ljc\oj(jj)jjl.,ljt ()f tll,,- sit,_ WOWS basible 11-0111 a goolechnical viewpoint pro-,Wllod tjj�lt the re.ct)jjjj-,j,,, jjd: ,,t 1(), 1. jl1cjt,(I.j 11creill are incorpo-ated info the deSi-ffll 'Ill(' 111111SCS M'01C JW�je(:I. (-t 4-fic opport Lill i ly it) he o I- scrv-ice is SHMAy appmcia,,e(j, If' yoLl S110111(l J)"e-Ise CIO not ho-sitato 10 cidl cart; ,- orl'ice. Respecifully Sulmlitted! Geol*ek, Irle, P, Wake, I-Sp al prqjeo Manar,cl- Whh essm DuM, and Avywh3s. Allm: U ou Donly- "i; 0 Shnoll L s0d, RM 6230, Exp. 9AWK Senior Euglnecr A-IIZONA CALIFORNIA NEVADA LJTA[ I Travis Fullwood Geotechnical Evaluation Project No.: 2484SD3 Proposed Residential Development October 15, 2003 'D--- 1 1. INTENT It is the intent of this report to aid in the design and completion of the proposed development. Implementation of the advice presented in Section 6 of this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual or variable conditions will not be discovered during or after construction. The scope of our evaluation is limited to the area explored, which is shown on the Boring Location Plan (Figure 2). This evaluation does not and should in no way be construed to encompass any areas beyond the specific area of the proposed construction as indicated to us by the client. Further, no evaluation of any existing site improvements is included. The scope is based on our understanding of the project and the client's needs, and geotechnical engineering standards normally used on similar projects in this region. 2. PURPOSE AND SCOPE OF SERVICES The purpose of our study was to evaluate the general overall geotechnical conditions on the site as they relate to the proposed development. Services provided for this study consist of the following: ➢ Research and review of available geologic data and general information pertinent to the site. ➢ Field reconnaissance of the site to evaluate the general surface conditions. ➢ Site exploration consisting of the excavation, logging, and sampling of 5 exploratory borings within the area proposed for development. ➢ Laboratory testing on representative samples collected during the field investigation. ➢ Review and evaluation of site seismicity. ➢ Compilation of this geotechnical report, which summarizes our findings and foundation recommendations for the proposed development and associated site improvements. 4 Travis Fullwood Project No.: 2484SD3 Geotechnical Evaluation October 15, 2003 Proposed Residential Development Page 2 3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 3.1 SITE DESCRIPTION The subject site is located at 125 Mozart Avenue in the area of Cardiff, City of Encinitas, California. The overall property encompasses approximately 0.64 -acre and is currently occupied by an existing residence with a detached garage and related ancillary structures. The existing structures will be razed as a part of site development. A paved parking lot for a restaurant bounds the property to the south. As indicated on the site plan (see Figure 2), it appears that a portion of the existing asphaltic paved parking lot is located within the southern boundary of the subject property. An existing wooden fence borders the western and southern edges of the property. A paved easement bounds the property to the west. Vegetation is generally sparse to moderate with scattered fruit and nut trees. Site topography is characterized by a gently sloping terrain to the southwest. Site elevations vary from approximately 92 msl in the eastern corner of the site to approximately 85 msl in the western comer of the site. Further information regarding existing site features and layout is shown on Figure 2. 3.2 PROPOSED DEVELOPMENT It is our understanding that the subject property will be subdivided into 3 individual residential lots. Each lot will contain a one or two -story wood frame residential structure with subterranean parking and associated site improvements. The anticipated subgrade level for the subterranean parking is approximately 10 feet below site grades. No site grading or foundations plans are available for our review at this time. 4. FIELD EXPLORATION AND LABORATORY TESTING 4.1 FIELD EXPLORATION Our subsurface investigation consisted of the excavation of five exploratory borings utilizing a truck mounted drill rig. The borings were excavated to a maximum depth of 20 feet below existing site grades and were terminated due to encountering dense formation materials. The borings were located based primarily on site accessibility (see Figure 2). The borings were logged and sampled by a geologist from our firm. Representative bulk and relatively undisturbed samples of the materials encountered were collected and transported to our Travis Fullwood Geotechnical Evaluation - -� aircnT Pro'ect J No 2484SD3 laborator October 15, 2003 Y for further testing. Pa e 3 sampling and testin g The logs of borings and additional info presented in Appendix A. rmation regarding field 4.2 gardin LABORATORY TESTING Laboratory testing g was performed on during the field investigation. Selected disturbed the field classification The and relatively undisturbed Of the soil purpose of the laboratory samples Properties for use in the materials enco Y testin engineering encountered and to g was to confirm Program along with a brief description g design and anal evaluate their are included in Appendix analysis. The results of the laborator physical ppendix B. and relevant information re y testin garding testing g procedures 5. GEOLOGIC AND SOILS CONDITIONS 5.1 GENERAL A brief description of the earth materials encountered detailed description of these entered is included in A materials u presented in the layer of topsoil A. The provided on the to following sections. psoil underlain b soil profile at this site gs of ex Y sedimentar generall XP oratory borings Y earth materials Y consists of a relativel 5.1.1 Topsoil Soil named Terrace De Y thin posits. As encountered, to a ' a layer of topsoil rnaxirnu mantles the Terrace fine to rn depth °f 1.5 Deposits on t medium sand with scattered feet and generally his site. These gravel Y Consist of, brown, d materials 5.1.2 Terrace D and roots. amp to moist, silty eposits The Pleistocene - site. aged Terrace Dep °sits As encountered are the redo these sediment predominant bedrock gray, mottled, moist, dense Y bedrock materials co materials clays. The Expansion , silty to clayey con underlying the Index yeY sand wzth interbedded layers of red_ results of the laborato (EI) test was brown and ry testing Performed ° Yers of fine sand and silty With the California g indicate a n a representative Buildin low expansion soil sam le. El-1 of Appendix B. g Code (CBC) The ex potential (0 <EI< p The expansion index test result Stshown on Plate r• S.; No Should be water or "1 �K pOndin9 was reviewed observed and designed at time of Groundwater was by the project civil engineer, ld Investigation Al condition ot encountered in 1 site drainage n is known groundwater Our explorato or localizeo seepage be present which rY excavations. and other factors not d evident can °ccur Impact nt at the ti due to site °natural groundwater 5•3 me Of this . variations in rainfall, HoweVer, F LTING investigation. ' Irrlgatio ' AU AND SEIS1yIIC11,y n practices The site is at this It2 as eismicall Studies ZOneThe site is not s tuated glon.lVO active Or The computer an Alquist Priol t i llY active fault , known dirt pater program 'Earthquake Fault Zone to'exist anal n faults , version ne (Special ance to know QFAUL,T analysis using attenua • and esti 3 00 (Blake Fault 1 attenuation relations peak ground , 2000a to °gated approximate] by P acceler ) was use generate matelY 3 mpell rations d tO determine he ground miles w ns based t Peak site ac shaking A rn est of the site Bozorgnia (1997 rev on a deterministic leration Of ) The Is considered to Rose 0.56g areePostulated earthquake event of represent the Canyon 54 THE based on the mag itude 6.9 highest k R SEISII�C HAZ anal and risk Potential sls• an estimated ntil `��S liquefaction secondary seismic ' dyi3amic lr related event. Since Il0 ettlement hazards such active faults , seiche and is as ground are known to aml are Often rupture due t cross o faulting ss the site, the n associated with ` '• potential for a se1Smic� ground rupture is K Travis Fullwood D ° A nosed R1:Evaluation The shear ProjectNo.:2484SD3 strength Oc 1V results of characteristics of er I5, -3rD field ' he laborator these mvesti Y direct she materials Pa e 4 gation• The results of the test testing on a repreSentat timated i d TA nT ing a,. 1vP n accor an,- --- The be Travis Fullwood Project No.: 2484SD3 Geotecbnical Evaluation October 15, 2003 Proposed Residential Development Paize 5 considered low. The liquefaction potential on the site is considered to be low due to the dense and cohesive nature of the subsurface soils and a lack of a shallow water table. The potential for dynamic settlement appears to be low. The potential for seiche and tsunami are considered low due to the elevation of the site relative to sea level. Although considered as a relatively low risk, the possibility of inundation due to a Tsunami event cannot be ruled out due to the proximity of the site to the coastal shoreline. However, many contributing factors influence the formation of a Tsunami, including offshore topography, fault systems, and shoreline configuration, which were not evaluated as a part of this study. Travis Fullwood Project No.: 2484SD3 Geotechnical Evaluation October 15, 2003 Proposed Residential Development Page 6 6. CONCLUSIONS AND RECOMMENDATIONS The proposed development of the site appears feasible from a geotechnical viewpoint provided that the following recommendations are incorporated into the design and construction phases of development. 6.1 EARTHWORK CONSIDERATIONS 6.1.1 General Grading Guidelines 6.1.1.1 Grading and earthwork should be performed in accordance with the local grading ordinances, applicable provisions of the 2001 California Building Code (CBC), and our recommendations presented herein. 6.1.1.2 The grading contractor should take all precautions deemed necessary during site grading to maintain adequate safety measures and working conditions. All applicable safety requirements of CAL -OSHA should be met during construction. 6.1.1.3 Site preparation should start with the removal of deleterious materials and vegetation and disposed properly off site. 6.1.1.4 Temporary excavations within the onsite formational materials should be stable at 1H:1V inclinations for short durations during construction, and where cuts do not exceed 10 feet in height. 6.1.1.5 The 1.5 feet topsoil layer and top 1 to 2 feet of the Terrace Deposits are potentially compressible and thus should be removed and recompacted beneath all settlement - sensitive structures. Depending on actual field conditions encountered during grading, locally deeper areas of removal may be necessary. The lateral extent of removal beyond the outside edge of all settlement- sensitive structures /foundations should be equivalent to that vertically removed. Similarly, all compacted fill should extend laterally from the outside edge of foundations to a distance equal to the depth of filling. 6.1.1.6 Excavations in the on site materials within the depth explored of 10 feet should be generally accomplished with heavy -duty earthmoving or excavating equipment. However, localized areas of hard rock may be encountered and require specified equipment (i.e. excavator with rock breaker mount or equivalent). Travis Fullwood Project No.: 2484SD3 Geotechnical Evaluation October 15, 2003 Proposed Residential Development Page 7 6.1.1.7 The on -site materials are considered suitable for reuse as compacted fill provided they are free from vegetation, roots, and cobbles and boulders greater than 6 inches in diameter. The earthwork contractor should ensure that all proposed excavated materials to be used for backfilling at this project are approved by the soils engineer. 6.1.1.8 Any undercut areas should be brought to final grade elevations with fill compacted in layers no thicker than 8 inches compacted to at least 90 percent of maximum dry density at near optimum moisture content, as determined in accordance with ASTM Test Method D1557 -00. Prior to receiving fill, the bottom of excavation should be scarified to a depth of 6 inches; moisture conditioned, and recompacted to at least 90 percent of maximum dry density. 6.1.1.9 Where fill is being placed on slopes steeper than 5:1, the fill should be property benched into the existing slopes and a sufficient size keyway shall be constructed in accordance with the recommendations of the soils engineer. 6.1.1.10 Any foundations located in a transition cut -fill subgrade as a result of planned grading; the cut portion of the subgrade should be overexcavated a minimum of three (3) feet below finish grade (or minimum of 18 inches below bottom of footings) and replaced with low expansive compacted fills. 6.2 DESIGN RECOMMENDATIONS 6.2.1 Foundation Design Criteria As previously stated, the site will be excavated on the order of 10 feet below existing grade to allow for the construction of the subterranean parking garages. Based on the prevailing soil conditions, conventional spread and/or continuous footings founded at this depth are considered a suitable foundation system for the proposed structures. As such, we recommend that the foundations be designed based on the following criteria: 6.2.1.1 A net allowable bearing capacity of 4,000 pounds per square foot (psf), or a modulus of subgrade reaction of 350 pci may be used for design of footings founded at a depth of 8 to 10 feet below existing ground level. A minimum base width of 24 inches for continuous footings and a minimum bearing area of 4 square feet (2 ft by 2 ft) for pad foundations should be used. The bearing capacity value may be increased by 400 psf for each additional foot of width or depth to a maximum of 6,000 psf. Additionally; an increase of one -third may be applied when considering short-term live loads (e.g. seismic and wind loads). 6.2.1.2 Shallower foundations for ancillary structures embedded a minimum of 12 inches into compacted fill or dense formational materials should be designed using a net allowable bearing capacity of 2,000 psf. The bearing capacity value may be Travis Fullwood Project No.: 2484SD3 Geotechnical Evaluation October 15, 2003 Proposed Residential Development Page 8 increased by 250 psf for each additional foot of depth to a maximum of 3,000 psf. An increase of one -third may be applied when considering short-term live loads (e.g. seismic and wind loads). 6.2.1.3 Based on the above design criteria, the total settlement is expected to be less than 1 inch based on the proposed loading conditions. It is anticipated that the majority of the settlement will occur during construction. Differential settlement is expected to be less than one -half of the total settlement based on known conditions. 6.2.1.4 The passive earth pressure may be computed as an equivalent fluid having a density of 200 psf per foot of depth, to a maximum earth pressure of 2,000 psf for footings founded on compacted fill. A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one - third. 6.2.1.5 Concrete slabs for the subterranean floor should be a minimum of 5 inches thick and reinforced with No. 4 steel bars placed at 18 inches on center, both ways. The slab reinforcement should be positioned at mid - height within the concrete slab. Where moisture condensation is undesirable, all slabs should be underlain with a minimum 6 -mil polyvinyl chloride membrane, sandwiched between two layers of clean sand each being at least two inches thick (native soil may be acceptable). Care should be taken to adequately seal all seams and not puncture or tear the membrane. The sand should be proof rolled. Subgrade soils should be well wetted prior to placing concrete. 6.2.1.6 Exterior flatwork should be a minimum of 4 inches thick and reinforced with No. 3 steel bars placed at 18 inches on center in both directions. 6.2.1.7 Control joints should be provided in all slabs to reduce the potential for cracking. These joints are a widely accepted means to control cracks but are not always effective. We recommend that control joints be placed in two directions spaced the numeric equivalent of two times the thickness of the slab in inches changed to feet (e.g. a 4 inch slab would have control joints at 8 feet centers). 6.2.2 Foundation Set Backs Where applicable, the following foundation setbacks should apply to all foundations. Any improvements not conforming to these setbacks may be subject to lateral movements and /or differential settlements: 6.2.2.1 The outside bottom edge of all footings should be set back a minimum of H/3 (where H is the slope height) from the face of any descending slope. The setback should be at least 7 feet and need not exceed 20 feet. Travis Fullwood Project No.: 2484SD3 October 15, 2003 Geotechnical Evaluation Proposed Residential Development Page 9 6.2.2.2 The bottom of all footings for structures near retaining walls should be deepened so as to extend below a 1:1 projection upward from the bottom inside edge of the wall stem. 6.2.2.3 The bottom of any existing foundations for structures should be deepened so as to extend below a 1:1 projection upward from the bottom of the nearest excavation, otherwise any additional loads induced by the existing foundations should be considered in the design of the shoring system or the underground retaining structure. 6.2.3 Seismic Design Parameters Seismically resistant structural design in accordance with local building ordinances should be followed during the design of all structures. Building Codes have been developed to minimize structural damage. However, some level of damage as the result of ground shaking generated by nearby earthquakes is considered likely in this general area. For the purpose of seismic design a Type B seismic source 4.8 km from the site may be used. Shown in Table below are seismic design factors in keeping with the criteria presented in the 2001 CBC, Division IV & V, Chapter 16. Ti r, c , cvrcA4w, nrcTf`_N PARAMFTFRS 6.3 RETAINING WALL DESIGN AND CONSTRUCTION 6.3.1 General Design Criteria Recommendations presented herein may apply to typical masonry or concrete vertical retaining walls to a maximum height of 10 feet. Additional review and recommendations should be requested for higher walls. Retaining walls embedded a minimum of 18 inches into compacted fill or dense formational materials should be designed using a net allowable bearing capacity of 2,000 psf. An increase of one -third may be applied when considering short-term live loads (e.g. seismic and wind 0110 Soil Profile Ca C" Na N" Seismic Parameters Type Source Type Source Table 16 -J 16 -Q 16 -R 16 -S 16 -T 16 -U Value Sc 0.44 0.73 1.1 1.3 B 6.3 RETAINING WALL DESIGN AND CONSTRUCTION 6.3.1 General Design Criteria Recommendations presented herein may apply to typical masonry or concrete vertical retaining walls to a maximum height of 10 feet. Additional review and recommendations should be requested for higher walls. Retaining walls embedded a minimum of 18 inches into compacted fill or dense formational materials should be designed using a net allowable bearing capacity of 2,000 psf. An increase of one -third may be applied when considering short-term live loads (e.g. seismic and wind 0110 Travis Fullwood Project No.: 2484SD3 October 15, 2003 Geotechnical Evaluation Page 10 Proposed Residential Development... loads). The passive earth pressure may be computed as an equivalent fluid having a density of 200 psf per foot of depth, to a maximum earth pressure of 3,000 psf. A coefficient of friction between soil and concrete of 0.35 may be used with dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one - third. An equivalent fluid pressure approach may be used to compute the horizontal active pressure against the wall. The appropriate fluid unit weights are given in Table 6.5.1 below for specific slope gradients of retained materials. T. nr u < Z , _ e CTIVIR. EARTH PRESSURES 1 t1LJLIL' -.i - - -- Surface Slope of Retained Materials Equivalent FFluid Pressure H:V Level 35 2:1 50 The above equivalent fluid weights do not include other superimposed loading conditions such as expansive soil, vehicular traffic, structures, seismic conditions or adverse geologic conditions. 6.3.2 Wall Backfill and Drainage The onsite very low to medium expansive soils are suitable for backfill provided they are screened of greater than 3 -inch size gravels. Presence of other materials might necessitate revision to the parameters provided and modification of wall designs. The backfill materials should be placed in lifts no greater than 8- inches in thickness and compacted at 90% relative compaction in accordance with ASTM Test Method D1557 -00. Proper surface drainage needs to be provided and maintained. Retaining walls should be provided with an adequate pipe and gravel back drain system to prevent build up of hydrostatic pressures. Backdrains should consist of a 4 -inch diameter perforated collector pipe embedded in a minimum of one cubic foot per lineal foot of 3/8 to one inch clean crushed rock or equivalent, wrapped in filter fabric. The drain system should be connected to a suitable outlet. A minimum of two outlets should be provided for each drain section. Walls from 2 to 4 feet in height may be drained using localized gravel packs behind weep holes at 10 feet maximum spacing (e.g. approximately 1.5 cubic feet of gravel in a woven plastic bag). Weep holes should be provided or the head joints omitted in the first course of Travis Fullwood Project No.: 2484SD3 GeotechnicaI Evaluation October 15, 2003 Proposed Residential Development Page 11 block extended above the ground surface. However, nuisance water may still collect in front of wall. 6.3.3 Restrained Retaining Walls Retaining wall that will be restrained prior to placing backfill or walls that have male or reentrant corners should be designed for at -rest soil conditions using an equivalent fluid pressure of 55 pcf, plus any applicable surcharge loading. For areas having male or reentrant corners, the restrained wall design should extend a minimum distance equal to twice the height of the wall laterally from the comer. 6.4 PLAN REVIEW AND CONSTRUCTION OBSERVATIONS We recommend that site grading, specifications, and foundation plans be reviewed by this office prior to construction to check for conformance with the recommendations of this report. We also recommend that geotechnical representatives be present during site grading and foundation construction to check for proper implementation of the geotechnical recommendations. These representatives should perform at least the following duties: • Observe bottom of removals prior to fill placement. • Evaluate the suitability of on -site and import materials for fill placement, and collect soil samples for laboratory testing where necessary. • Observe the fill for uniformity during placement including utility trenches. Also, test the fill for field density and relative compaction. If requested, GeoTek will provide a construction observation and compaction report to comply with the requirements of the governmental agencies having jurisdiction over the project. We recommend that these agencies be notified prior to commencement of construction so that necessary grading permits can be obtained. M 19; 1 Travis Fullwood Project No.: 2484SD3 Geotechnical Evaluation October 15, 2003 Proposed Residential Development Page 12 7. LIMITATIONS The materials observed on the project site appear to be representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others. Since our recommendations are based upon the site conditions observed and encountered, and laboratory testing, our conclusions and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. Project No.: 2484SD3 Travis Fullwood October 15, 2003 Geotechnical Evaluation Page 13 Proposed Residential Development 8. SELECTED REFERENCES Afrouz, A., 1992, "Practical Handbook of Rock Mass Classifications Systems and Modes of Ground Failure ", CRC Press, January 1992. AST420 "Soil standards, 1,026 pages; and vol. 4.09 oMaterials," STM test method D-4943 o highest number. Blake, T., 2000a, "BQFAULT, version 3.00 ", a Computer Program for Deterministic Estimation of Maximum Earthquake Event and Peak Ground Acceleration. Bowles, J., 1982, "Foundation Analysis and Design ", McGraw -Hill, Third Edition. California Code of Regulations, Title 24, 2001 "California Building Code (CBC), ' 3 volumes. "Guidelines for Evaluating and Mitigating Seismic California Division of Mines and Geology (CDMG), 1997, Hazards in California," Special Publication 117. California Division of Mines and Geology (CDMG), 1998, Maps of Known Active Fault Near - Source Zones in California and Adjacent Portions of Nevada: International Conference of Building Officials. California Division of Mines and Geology (CDMG), 1996, Geologic Maps of the Northwestern Part of San Diego County, California. Open File Report 96 -02, Plate 1, Encinitas and Rancho Santa Fe Quadrangles. GeoTek, Inc., In -house proprietary information. Ishihara, K., 1985, "Stability of Natural Deposits During Earthquakes ", Proceedings of the Eleventh International Conference on Soil Mechanics and Foundation Engineering, San Francisco, CA, Volume 1. Seed, H.B., and Idriss, I.M., 1982, "Ground Motions And Soil Liquefaction During Earthquakes," Earthquake Engineering Research Institute. Seed, H.B., and Tokimatsu, K, Harder, L.F., and Chung, R.M., 1985, "Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations," Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, vol. 111, no. GT12, pp. 1425-1445. Youd, T. Leslie and Idriss, Izzmat M., 1997, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, National Center for Earthquake Engineering Research, Technical Report NCEER -97 -0022. AK 117.300000 AVIIVI II Milt -I Tlt r 14 �t � p� ��r� �i ti�h I �' _ 9i� • i i�;r:► h,�l iEt1S Pliulecl f olrl TQPO! @200) MkIf War P--Odtu::3rjits ('t'Wvl Icapa r oll) TRAVIS FU 1.1V'OOD Pruposed 14"identhl WwMpmerl! 125 fdozarl N cnuQ E "Iclllitti4, Z. y site Area Are of t;al.11ll, alil'Orldil Location �C�qm Map r � ;laic hi rp bcv7ek Prcucc f 'VI(Oftscr: 2:1 41) 3 1381 Poinwttia Avenue, Suite A Vista, 92083 y.� E \: w UCALYPTUS j GLU TCR II\ 'IRE[ .\ muS1E- . TREE 12 TREE }'E' l,•O� CLUSTER GM b I Y 0 wM / / L' g' TREE I \ 12", TREE DIRT �• P a. 1 ti 8s. 1b 1 .y. ., ��0 10' TREE 1r i o. I A I CONCRETE B" TREE STEPS 15 TREE 1:1 EX, i l [ HOUSE -PP A• T 42" PAiM .I 125 MOZART DIRT 1 6" TREO elk v c<r, c �� B" TREE l!,, � . I,12 TREE 'I DIRT ,� It f i o �d op; `'o I l 1 10" TREE - `1 . I' 1•, G" TREE 1 E%. GARAGE \ b° (� bb N Y IF DIRT `� 4, \ " a DIRT R„ TREE! ro�M Sco o \� L 1.15" TREE E> SHED Z `I SHED F� 0 1112" TREE -- SHED ° 01 o\ �h ^3 b ro�J ° W S DIRT / -�:;:• -. X P 24" TREE:.,, ° AC z I '5" TREE �� \yh GRAPHIC SCALE 20 0 10 20 40 so ( IN FEET ) 1 inch = 20 It. EGEND B -5 • Approximate location of exploratory borin ;e Map: Topographic Survey 01125 Mozart Avenue, Encinitas, Califomla, by Aguirre & Asaocmtes• oaiee 9-023-Gl Figure 2 tAVISFULLWOOD t oposed Residential Development Boring _ ,- INC. 5 Mozart Avenue Location ea of Cardiff, Encinitas, California 1384 Poinsettia Avenue, Suite A pion Vista, Californ a 92083 ro 7ak Project Number. 2484D3 _ -- i APPENDIX A LOGS OF EXPLORATORY BORINGS (BORINGS BI THROUGH B5) TRAVIS FULLWOOD PROPOSED RESIDENTIAL DEVELOPMENT 125 MOZART AVENUE PROJECT NO.: 2484SD3 s Travis Fullwood Geotechnical Evaluation APPENDIX A October 15, 2003 LEGEND FOR FIELD SAMPLING AND TESTING PROCEDURES A - FIELD TESTING AND SAMPLING PROCEDURES The Standard Penetration Test (SP T) _ The SPT is performed in accordance with inches with a 14 pound hammer fee The Pfrom a height typically driven into the ground 12 or 18 in log of of 30 inches. Blow counts are recorded for every 1 diameter of 2 inches and an unlined ndternalhdiameter boring. The split - barrel sampler has an external typically classified in he of 1 -3/8 inches. The samples of rted to the laboratory for further testing, are typ' y field, bagged, sealed and transported The Modified Split Barrel Sampler (Rn The Ring sampler is driven into the ground in s cis lined with t1 -inch long, thinbrass rf ngs with inside sampler, with an external diameter of 3.0 inches, diameters of approximately 2.4 inches. The sampler is typically driven into the ground 12 or 18 inches with a 140 -pound hammer free falling n the log of born ngOThe samples are removed from the for every 6 inches of penetration as indicated o g sample barrel in the brass rings, sealed, and transported to the laboratory for testing. Bulk `Large' Samples bags of representative earth materials over 20 pounds in weight collected Bulk samples are normally from the field by means of hand digging or exploratory cuttings. Bulk `Small Plastic BaQ' Samples Plastic bags samples are normally airtight an mean of digging orsexploratory cuttings. These earth materials collected from the field by samples are primarily used for determining natural moisture content and classification indices. B/T — BORING /TRENCH LOG LEGEND ear in the classification and description of soil and The following abbreviations and symbols often app rock on the logs of borings: SOILS USCS Unified Soil Classification System f -c Fine to coarse f -m Fine to medium GEOLOGIC B: Attitudes Bedding: strike /dip J: Attitudes Joint: strike /dip C: Contact line .. Dashed line denotes USCS material change Solid Line denotes unit /formational change Thick solid line denotes end of boring/trenches (Additional denotations and symbols are provided on the logs of borings /trenches) R GeoTek, Inc. LOG OF EXPLORATORY BORING 5 10 T TOpSOI I Light brown, moist, silty fine SAND; roothairs, roots Terrace Deposits SW Orange- brown, moist, medium dense, f m SAND SP Orange- brown, moist, medium dense, medium SAND @2.5': Interbedded gray, clayey f -m SAND; root. hairs ................. ............................... ist,...... SC Red - brown, moist, medium dense, clayey -m @5': Gray, brown, orange, mottled, clayey f -m SAND; interbedded with silty clay ®W 18 SC -CL Gray -brown to orange- brown, mottled, moist, dense, clayey f -m SAND 22 & silty CLAY; interbedded with gray, silty f -m SAND; iron oxide staining 14 123 35 B1 -4 5 17 SC Gray & red, mottled, moist, very dense, clayey medium SAND; black staining 36 B1 -5 @16.5' : Interbedded with gray, moist, very dense, medium SAND 536 14 18 B1 -6 22 20 @16.5': beco mes yellow -brown HOLE TERMINATED AT 20 FEET- No groundwater encountered Hole backfilled with soil cuttings mixed wf be ntonite chips 25 SL _ -- -Small Bulk ®- --Large Bulk - - -No Recovery Q - --Water Table � comnle tvoe: ---Ring - SPT au = R -Value Test UJI W AL = Atterberg Limits EI = Expansion Index i Lab testing SL = Sulfate Test SH =Shear Test 5A = Neve hn 'Y'.- Co = Consolidation test MD = Maximum DRILLER: Scott's Drilling LOGGED BY: LG Kimball CLIENT: Travis Fullwood DRILL METHOD: s'• Hollow Stem Auger OPERATOR: RIG TYPE' Ingersol Rand A300 PROJECT NAME: Fullwood/ Mozart HAMMER: 140lbs/30in DATE: 9/30/03 PROJECT NO.: 2464SD3 N.G. ELEVATION: LOCATION: 125 Mozart Avenue Laboratory Testing SAMPLES m a BORING NO.: B -1 T E d n a c T m W rn > m > G p O m E o. m E E E �' z y v AND COMMENTS V � m MATERIAL DESCRIPTION U) 5 10 T TOpSOI I Light brown, moist, silty fine SAND; roothairs, roots Terrace Deposits SW Orange- brown, moist, medium dense, f m SAND SP Orange- brown, moist, medium dense, medium SAND @2.5': Interbedded gray, clayey f -m SAND; root. hairs ................. ............................... ist,...... SC Red - brown, moist, medium dense, clayey -m @5': Gray, brown, orange, mottled, clayey f -m SAND; interbedded with silty clay ®W 18 SC -CL Gray -brown to orange- brown, mottled, moist, dense, clayey f -m SAND 22 & silty CLAY; interbedded with gray, silty f -m SAND; iron oxide staining 14 123 35 B1 -4 5 17 SC Gray & red, mottled, moist, very dense, clayey medium SAND; black staining 36 B1 -5 @16.5' : Interbedded with gray, moist, very dense, medium SAND 536 14 18 B1 -6 22 20 @16.5': beco mes yellow -brown HOLE TERMINATED AT 20 FEET- No groundwater encountered Hole backfilled with soil cuttings mixed wf be ntonite chips 25 SL _ -- -Small Bulk ®- --Large Bulk - - -No Recovery Q - --Water Table � comnle tvoe: ---Ring - SPT au = R -Value Test UJI W AL = Atterberg Limits EI = Expansion Index i Lab testing SL = Sulfate Test SH =Shear Test 5A = Neve hn 'Y'.- Co = Consolidation test MD = Maximum GeoTek, Inc. LOG OF EXPLORATORY BORING TOpSOtt B2 -1 SM Light brown, moist, silty fine SAND; trace root hairs B2-2 Terrace Deposits SM Light brown, moist: silty fine SAND, trace,root hairs .............. ............................... ...............SP ................ . 9 Orange - brown, moist, medium dense, f -m SAND trace silt, trace roots 10 B2 -3 11 5 SC.._. Yellow- brown, mo—, ay-y ,-,,, 25 @5.5': Red & gray, mottled, moist, dense, silty f -m SAND w/c ay, 9.9 125 34 interbedded w/ clayey sand; black staining 33 B2 -4 @8': Yellow- brown, moist, clayey f -m SAND 10 18 SC -SP Yellow, gray, mottled, moist, clayey SAND to medium SAND trace clay 11.3 116 34 B2-5 Interbedded with silty fine SAND; iron oxide staining, mottled, black staining @111: yellow, moist, clayey SAND to medium SAND trace clay 15 28 SC Red - brown, gray, mottled, moist, very dense, clayey fine SAND; black 42 staining, trace micaceous 5015" B2 -6 17 SM Yellow- brown, moist, dense, silty f -m SAND with clay 20 B2 -7 HOLE TERMINATED AT 20 FEET -. No groundwater encountered Hole backfilled with soil cuttings mixed w! bentonite chips ® ---Large Bulk ❑ No Recovery Q -- -water Table � c�nle tvoe: - --Ring -- -Small Bulk - - -SPT ❑v = R_Value Test W - C4 El = Expansion Index W AL = Atterberg Limits Lab tostin�t: SL = Sulfate Test SH =Shear Test SA = beve -1-y— - CO = consolidation test MD = Maximum DRILLER: Scott's Drilling LOGGED BY: LG Kimball CLIENT: Travis Fullwood DRILL METHOD: e" Hollow Stem Auger OPERATOR: RIG TYPE: Ingersol Rand A300 PROJECT NAME: Fullwoodl Mozart HAMMER: 14olbs /3oin DATE: 9/30103 PROJECT NO.: 2484SD3 N.G. ELEVATION: LOCATION: 125 Mozart Avenue Laborator Testing SAMPLES -a BORING NO.: B -2 o a o Z n d E E U) z En U Ln DESCRIPTION AND COMMENTS U O Co to MATERIAL TOpSOtt B2 -1 SM Light brown, moist, silty fine SAND; trace root hairs B2-2 Terrace Deposits SM Light brown, moist: silty fine SAND, trace,root hairs .............. ............................... ...............SP ................ . 9 Orange - brown, moist, medium dense, f -m SAND trace silt, trace roots 10 B2 -3 11 5 SC.._. Yellow- brown, mo—, ay-y ,-,,, 25 @5.5': Red & gray, mottled, moist, dense, silty f -m SAND w/c ay, 9.9 125 34 interbedded w/ clayey sand; black staining 33 B2 -4 @8': Yellow- brown, moist, clayey f -m SAND 10 18 SC -SP Yellow, gray, mottled, moist, clayey SAND to medium SAND trace clay 11.3 116 34 B2-5 Interbedded with silty fine SAND; iron oxide staining, mottled, black staining @111: yellow, moist, clayey SAND to medium SAND trace clay 15 28 SC Red - brown, gray, mottled, moist, very dense, clayey fine SAND; black 42 staining, trace micaceous 5015" B2 -6 17 SM Yellow- brown, moist, dense, silty f -m SAND with clay 20 B2 -7 HOLE TERMINATED AT 20 FEET -. No groundwater encountered Hole backfilled with soil cuttings mixed w! bentonite chips ® ---Large Bulk ❑ No Recovery Q -- -water Table � c�nle tvoe: - --Ring -- -Small Bulk - - -SPT ❑v = R_Value Test W - C4 El = Expansion Index W AL = Atterberg Limits Lab tostin�t: SL = Sulfate Test SH =Shear Test SA = beve -1-y— - CO = consolidation test MD = Maximum GeoTek, Inc. LOG OF EXPLORATORY BORING 2`1 1 31 19 50/5" B3 -3 15 I 17 163 -4 13 16 1 B3 -5 25 .... ................... Gray, r.e. d, molted, moss , very staining, black staining Red - brown, moist, dense, silty f -m SAND, trace clay; interbedded w/ gray, wet, clayey SAND HOLE TERMINATED AT 20 FEET - No groundwater encountered Hole backfilled with soil cuttings mixed w/ bentonite chips El, AL C ---SPT ® DRILLER: Scott's Drilling LOGGED BY: LG Kimball CLIENT: Travis Fullwood LL METHOD: a" Hollow Stem Auger Mozart DRILL OPERATOR: RIG TYPE: IngersRand A3o0 PROJECT NAME; CO = Consolidation test MD = Maximum Density Fullwood/ 140lbs /30in 24e4SD3 DATE: s/3o/o3 91 PROJECT NO.: N.G. ELEVATION: LOCATION: 125 Mozart Avenue Laborato Testing SAMPLES m -6 BORING NO.: B -3 o d a U p a o n z U v' DESCRIPTION AND COMMENTS o U m MATERIAL U) Topsoil Light brown, moist, silty fine SAND; trace root hairs SM errace Deposits ........................................................................................................................................... brown, moist, silt SAND; trace root hairs ............................... . ... ....4 " ......................... SM ...,,j&t ..fine SP Orange- brown, moist, medium dense, f -m SAND trace silt, trace roots 8 2 8 101 SH 11 83 -1 5.8 5 4 -same 7 63 -2 11 2`1 1 31 19 50/5" B3 -3 15 I 17 163 -4 13 16 1 B3 -5 25 .... ................... Gray, r.e. d, molted, moss , very staining, black staining Red - brown, moist, dense, silty f -m SAND, trace clay; interbedded w/ gray, wet, clayey SAND HOLE TERMINATED AT 20 FEET - No groundwater encountered Hole backfilled with soil cuttings mixed w/ bentonite chips El, AL C ---SPT ® P1 - --Small Bulk ®-- • Large Bulk No Recovery � ---water Table Z Sample -yp- ---Ring SA = Sieve Analysis RV = R -Value Test W C0.0 AL = Atterberg Limits El = Expansion Index CO = Consolidation test MD = Maximum Density Lab testing SL = Sulfate Test SH = Shear Test GeoTek, Inc. LOG OF EXPLORATORY BORING CLIENT: Travis Fullwood DRILLER: Scott's Drilling LOGGED BY: LG PROJECT NAME: Fullwood/ Mozart DRILL METHOD: e" Hollow Stem Auger OPERATOR: Kimball PROJECT NO.: 2484SD3 HAMMER: 140lbs /30In RIG TYPE: Ingersol Rand A300 ., r_ cr Cw.TInIJ. DATE: 9130103 GeoTek, Inc. LOG OF EXPLORATORY BORING with silt, root hairs 10 Sp Red - brown, moist, medium dense, f -m SAND 11 14 B5-2 .... ..................................................... ................ .... - ........................... -. 5 7 SM Red - brown, moist, medium dense, silty f -m SAND trace clay; porous; 12 1 1215 -3 iron oxide 15 Gray,& red, momea, MVIbL, aniy calcium carbonate, iron oxide, black staining 10 20 20 41 B5-4 15 21 22 I I I -same 29 B5 -5 m ........................... ................................ ............................... 12 SC Red - brown, gray, ..... brown, mottled, moist, clayey f -m SAND wlblack .......... ... stainin °c' Ant ..................... HOLE TERMINATED AT 20 FEET - No groundwater encountered Hole backfilled with soil cuttings mixed w/ bentonite chips DRILLER: Scott's Drilling LOGGED BY: LG CLIENT: Travis Fullwood DRILL METHOD: s" Hollow Stem Auger O Kimball PROJECT NAME: Fullwood/ Mozart HAMMER: 14DIbsl30in RIG TYPE: Ingersol Rand A300 PROJECT NO.: 2464SD3 N.G. ELEVATION: DATE: 9130/03 LOCATION: 125 Mozart Avenue Laborato Testing SAMPLES -6 o BORING NO.: B -5 N t 1O a. a to m y 3 0 a a O a m � E E ° N m Z U MATERIAL DESCRIPTION AND COMMENTS U r ° with silt, root hairs 10 Sp Red - brown, moist, medium dense, f -m SAND 11 14 B5-2 .... ..................................................... ................ .... - ........................... -. 5 7 SM Red - brown, moist, medium dense, silty f -m SAND trace clay; porous; 12 1 1215 -3 iron oxide 15 Gray,& red, momea, MVIbL, aniy calcium carbonate, iron oxide, black staining 10 20 20 41 B5-4 15 21 22 I I I -same 29 B5 -5 m ........................... ................................ ............................... 12 SC Red - brown, gray, ..... brown, mottled, moist, clayey f -m SAND wlblack .......... ... stainin °c' Ant ..................... HOLE TERMINATED AT 20 FEET - No groundwater encountered Hole backfilled with soil cuttings mixed w/ bentonite chips - - -SPT —Small Bulk Large Bulk El - - -No Recovery W— _Water Table ® g Z Z W Sample type: - -Ring SA =Sieve Analysis RV = R -Value es 0 W Lab testing: AL = Alterberg Limits El = Expansion Index SH = Shear Test Co = Consolidation test MD = Maximum Density J SL = Sulfate Test APPENDIX B RESULTS OF LABORATORY TESTING TRAVIS FULLWOOD PROPOSED RESIDENTIAL DEVELOPMENT 125 MOZART AVENUE PROJECT No.: 2484SD3 Iffic APPENDIX B Travis Fullwood October 15, 2003 Geotechnical Evaluation Page B -1 Proposed Residential Development SUMMARY OF LABORATORY TESTING Classification Soils were classified visually according to the Unified Soil Classification System (ASTM Test Method D2487). The soil classifications are shown on the logs of exploratory excavations in Appendix A. Liquid limit, plastic limit and plasticity index were determined in accordance with ASTM Test Method D4318. The results of the testing are included herein (see Plate AL -1). Moisture Density — (In Situ Moisture and Unit Weight) The field moisture content and dry unit weight were taken on ring samples (ASTM Test Method D2216). The dry unit weight is determined in pounds per cubic foot. The field moisture content is determined as a percentage of the dry unit weight. Results of these tests are presented on the logs of exploratory borings in Appendix A. Expansion Index Expansion Index testing was performed on representative soil sample. Testing was performed in general accordance with ASTM Test Method D4829. The Expansion Index (EI) test result is included herein. Sulfate Content Analysis to determine the water - soluble sulfate content was performed in accordance with California Test No. 417. The results of the testing are included herein (see Plate SR -1). Direct Shear Shear testing was performed in a direct shear machine of the strain- control type in general accordance with ASTM Test Method D3080. The rate of deformation is 0.05 inches per minute. The sample was sheared under varying confining loads in order to determine the coulomb shear strength parameters, angle of internal friction and cohesion. The tests were performed on remolded samples. The shear test results are presented on Plate SH -1 included herein. x LLI 0 Z Z _O U) Z Q a W �z 33� r rn N ❑ a C ri co a 0 m c w 0 in o o z M E m N T f6 U � ro` 00 c e j .Q y O y w Q co co N N O 2 co 0 co I N m o m � u Z Z J O O O �I m c E cv O � LO L i I � 3 � C rn � c m � J z O Z W H W ❑ z W m ;C _ c E c t E - � c u o T 0 00 C14 N� MI NI C\j c�Ol m z c .c m m o 0 a� CL o 0 N N N N U) m N a W O O O O M O o .` o N O on u- O m L 9p 3 N n N � = zo 2 w z W v� M m � N M N 0 Q � OJ 00 00 00 r W Cl) M M M Cl) w r r 0 00 C14 N� MI NI C\j c�Ol m c .c O 0 0 a� CL o E o o U) m U O E a� N a E M E n o .` o N O on u- O m L 9p 3 N SD n N � = zo 2 z O 1= a Z W H W ❑ z O H Q E a o 'o 0 Q) m N 00 W F- cn am O� E z o v LL O 0 N 2) N m a E co U) N a M 3 m to M o as N mlN M micil 00 U O W U- Iq 11 X W 02' Z O z� 0 H y fj) Z a� a. X W r W U3 CL C O 0 o c � O U N M o N N J O LL � = 2 w w v� 00 U O W U- Iq 11 X W 02' Z O z� 0 H y fj) Z a� a. X W r W U3 CL w z 0 0, 1W e 2 2E 25 25. 60 ►QUID AND PLAS Dashed line indicates the a TIC LIMITS 5o upper limit boundar praOximate TEST REPORT y for natural soils x O 40 --J i I I- - - - -- Nor ON r- 10 — ON- 4 10 ML r OL IProJeCt No. 2 S484 D3 Protect: Mozart •Location: B3 -4 @ 15' Client: �-- Travis Fullwood PI a 28 17 II < #40 %c #200 USCS LIQUID ANC PLASTIC LIMITS TEST REPORT GeOrek Inc. Owi= 11.0% Notes: ji 1 � 0.t 0 j mail Profect Name; ProJec! NuMb, DIRECT SHE AR TEST 125 Mown Ave 2484-SD3 Soil Descripliou; Orange/brown silty ium to med File SAND .Sample Source: Dale Tesle(l.- B3 -1 @ 2.5' -- 1-0/03/03 Shear Stren the _ 34.6 0 ' C ° 0.40 ksf 2 1.4 2—E 3 R 2.8 I - The soils 2.8 yy pecimen used in the shear box 99 2 Shear strenbgh calculated at maximum load. were "rirrg" sanrples collected 3 -The tests were ran at a she, r during the field investi, b ate -f`0-05 in/mur ation, c N Y U) h L r PLATE SH -1 1 - project Name: ProJect Number. Project Location: A B C D E F Fa y ,a .Q L I 0.5 0 1384 Poinse tfia qve. (760) 599 -0509 FAX (760 9' Vista, CA 92083 9 0593 Sp'L SU LFq TE Tc (California Test 417 c s T Mozart 1 2484 -gD3 bested /Checkedey: rested• Sample Source Sample des : cription: Calibrat;, DC Lab No 10/7/03 1046 61.3 @ 5, Brown Silt media m to fine Sand - -- - mg of SO4 0.1 Blank I'I'/ BaCI = 1.56 Actual = 2.32 0.76 Sample Graph 3 0.76 0.76 1 Callib ration rest Sample Plate S(,.1 HYDROI,OCY STUDY for 125 MOZART— CONDOMINIUM SUBDIVISIO�,i City of Encinitas, CA PREPARED FOR: Brett Farrow 125 Mozart Avenue Encinitas, CA 92027 DATE: November 13, 2008 Revised: January 22, 2009 W. 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