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2010-10642 G/I
Line: 4b 62�, Il Oi Pc-� March 10. 2011 Apurva Sharma 9575 Genesee Avenue A2 San Diego. CA 92121 Re: Permit issuance requirements for: Application 10642 -G and I Case no. NIA 441 Rancho Santa Fe Road 265- 022 -23 This letter summarizes the requirements for pulling your Engineering Permit for drawing 10642 -G and I. Your approved plan will remain valid for six months. If the permit is not issued within six months from the date of approval of the drawings, the plans will be subject to review by City staff for compliance with current codes and regulations before a permit can be issued, and changes to the approved plans as well as additional fees may be required. Additionally, work covered by an Engineering permit shall commence within 90 days of the permit issuance or the permit shall become invalid. Engineering permits expire following 90 days of inactivity on the work covered by the permit. Please read through this letter carefully and contact the City with any questions you may have. It contains information about many requirements that may apply to your project and can make the process clearer and easier for you. In order to obtain the permits to construct the work shown on your approved plans, you will need to satisfy the requirements below. All of the items listed below must be submitted to the Engineering front counter in one complete package at the time the applicant comes in to pull the permit. Partial submittals of anv kind will not be accepted. Your project planchecker will not accept any of the documents listed on behalf of the Engineering front counter staff; all items must be submitted to the front counter directly together and at one time. The correct number of each of the requested documents must be provided; copies of documents submitted to the City during plancheck do not reduce the necessary quantities listed below. Provide 4 print sets of the approved drawing 10642 -G and I Provide 2 copies of soils report "Geotechnical Investigation, Proposed Residential Building Site, East Side of Rancho Santa Fe Road, South of 81" Street, Encinitas, California" prepared by Allied Earth Technology and dated December 28, 2009 (Project No. 09- 114737). Pay additional plancheck fees in the amount indicated in the fee table below. Pay NPDES plancheck fees in the amount indicated in the fee table below. (2) Post Security Deposits to guarantee all of the work shown on your approved drawings. The amounts of security deposits are determined directly from the Approved Engineer's Cost Estimate generated by your engineer according to a set of predetermined unit prices for each kind of work shown on your plans. You will be required to post security deposit(s) as follows: (a) Security Deposit for Grading Permit 10642 -G: in the amount $65,117.00 to guarantee both performance and labor/ materials for earthwork, drainage, private improvements, and erosion control. (b) Security Deposit for Improvement Permit 10642 -I: in the amount $7.657.00 to guarantee the performance and labor/ materials for the improvements shown on the approved improvement plan. (c) Security Deposit for Undergrounding of Overhead Utilities: NIA (d) Security Deposit for Deferred Monumentation: N/A A minimum of 20% and up to 100% of the amount listed in item(s) 2(a) must be in the form of cash, certificate of deposit, letter of credit, or an assignment of account. Up to 80% of the amount listed in item 2(a) may be in the form of auto - renewing Performance and Labor and Materials Bonds issued by a State of California licensed surety company. Up to 100% of the amount(s) listed in item(s) 2(b), 2(c), and /or 2(d) may be in the form of auto - renewing Labor and Materials bonds issued by a State of California licensed surety company. Cash, certificates of deposit, letters of credit, and assignments of account are also acceptable financial instruments. If a certificate of deposit (CD) will be obtained to secure the entire amount(s) listed in item(s) 2(a) and /or 2(b), two separate CD's for 25% and 75% of the amount(s) listed in item(s) 2(a) and /or 2(b) should be obtained in order to facilitate any future partial release of those securities. CD's posted may be of any term but must be auto-renewing and must specify the City of Encinitas as a certificate holder and include a clause that until the City of Encinitas provides a written request for release of the CD, the balance shall be available to the City upon its sole request. The format of any financial instrument is subject to City approval, may be in the owner's name only, and must list the City of Encinitas as a Certificate Holder. (3) Pay non - refundable fees as listed below: Fee Type Amount Grading Inspection $3,255.00 Improvement Inspection $382.00 NPDES Inspection (Grading) 651.00 NPDES Inspection (Improvement) $76.00 Flood Control $677.00 Additional Plancheck Fees Due NIA _ NPDES Plancheck Fees Due NIA_ GIS Mapping Fee (Maps/ PM's only) N/A The grading and improvement inspection fees are calculated based on 5% of first $100,000.00 of the approved Engineer's cost estimate dated March 10, 2011 and 3% of the cost estimate over $100,000.00. The NPDES inspection fee is assessed as 1% of the first $100,000.00 of the approved Engineer's cost estimate and 0.6% of the cost estimate over $100,000.00. The flood control fee is assessed at a rate of $0.21 per square foot of net new impervious surface area for driveway and parking areas as created per the approved plan. (4) Provide the name, address, telephone number, state license number, and license type of the construction contractor. The construction of any improvements within the public right -of -way or public easements is restricted to qualified contractors possessing the required state license as listed in the table below. The contractor must also have on file with the City current evidence of one million dollar liability insurance listing the City of Encinitas as co- insured. Additional requirements are described in the handout "Requirements for Proof of Insurance" available at the Engineering front counter. Type Description Work to be Done A General Engineering any & all C -8 Concrete apron/curb/gutter/ramp/sidewalk C -10 Electrical li htin lsi nals C -12 Grading & Paving any surface, certain drain - basinslchannels C -27 Landscaping plantinglirrigation /fencing & other amenities C -29 I Masonry retaining walls C -32 Parking &Highway Improvement signage /stripinglsafety C -34 Pipeline sanitary sewerlstorm drain (5) Permits are valid for no more than one year from the date of issuance and may expire earlier due to expirations of letter of credit and /or insurance policies. (6) This project does not propose land disturbance in excess of one acre and is exempt from the State Storm Water Pollution Prevention Plan (SWPPP) requirement. An erosion control plan shall be implemented per the approved grading plan. Preconstruction Meeting: A preconstruction meeting at the project site is mandatory for all projects. The preconstruction meeting may not be scheduled until the Engineering permit(s) have been issued, and the applicant /contractor must give the assigned Engineering inspector a minimum of 48 hours advance notice prior to the scheduled meeting time. Right -of -Way Construction Permit: A separate right -of -way construction permit will be required for any work in the public right -of -way or public easements. Typically, this work may include construction or reconstruction of a portion of the driveway within the public right -of -way, excavation, backfill, and resurfacing to install electric, gas, telephone, and cable television lines, or water and sewer connections. A permit fee of $300.0 0 per application and a site plan, preferably the work order issued by the public utility, will be required. Contractor license and insurance requirements apply. Permits must be issued at least 48 hours in advance of the start of work. Haul Routes, Traffic Control Plans, and Transportation Permits: These separate permits may be required for your project and are handled by the Traffic Engineering Division. A fee of $250.00 is required for traffic control plans. For more details, contact Raymond Guarnes, Engineering Technician, at (760) 633 -2704. Release of Project Securities: The partial or complete release of protect securities is initiated protect inspector. The processing and release of securities may take up to 4 weeks after the release process is initiated by the project Engineering inspector. Any cash releases will be mailed to the address on this letter unless the City is otherwise notified, and all letters mailed to a financial institution will be copied to the owner listed hereon. Satisfactory completion of Final Inspection certified by the project Engineering inspector is a prerequisite to full release of the Security Deposit assigned to any Grading Permit. A sum in the amount of 25% of the securities posted for improvement permits will be held for a one -year warranty period, and a release is automatically initiated at the end of that warranty period. FA Construction Changes: Construction changes prepared by the Engineer of Work will be required for all changes to the approved plans. Requests for construction change approval should be submitted to the Engineering Services Department front counter as redlined mark -ups on 2 blueline prints of the approved Drawing. Changes are subject to approval prior to field implementation. Substantial increases in valuation due to the proposed changes may be cause for assessment and collection of additional inspection fees and security deposits. Construction change fees of $200.00 and $350.00 will be assessed for minor and major construction changes, respectively. Construction changes necessitating a new plan sheet will be assessed the per -sheet plancheck and NPDES plancheck fees in lieu of the construction change fee. Construction changes not previously approved and submitted as as -built drawings at the end of the construction process will be rejected and the securities release will be delayed. Change of Ownership: If a change of ownership occurs following approval of the drawing(s), the new owner will be required to submit to the City a construction change revising the title sheet of the plan to reflect the new ownership. The construction change shall be submitted to the Engineering front counter as redline mark -ups on two blueline prints of the approved drawing together with two copies of the grant deed or title report reflecting the new ownership. Construction change fees apply. The current owner will be required to post new securities to replace those held by the City under the name of the former owner, and the securities posted by the former owner will be released when the replacement securities have been received and approved by the City. Change of Engineer of Work: If a change in engineer of work occurs following the approval of the drawing(s), a construction change shall be submitted for review and approval by the Engineering Department. Two copies of the forms for the assumption of responsibility by the new engineer and the release of responsibility by the former engineer shall be completed and submitted to the City. Construction change fees apply. As- builts: Project as -built drawings prepared by the Engineer of Work will be required prior to Final Grading acceptance by Engineering Services. Changes to the approved plans require a construction change to be submitted to the City prior to field implementation Construction changes may not be submitted as as- builts at the end of the construction process. This letter does not change owner or successor -in- interest obligations. If there should be a substantial delay in the start of your project or a change of ownership, please contact the City to request an update. Should you have questions regarding the posting of securities, please contact Debra Geishart, who processes all Engineering securities, at (760) 633 -2779. Should you have any other questions, please contact me at (760) 633 -2780 or visit the Engineering Counter at the Civic Center to speak with an Engineering Technician. Sincerely, 7. / p/ Ruben Macabitas Assistant Civil Engineer cc Allied Earth Technology (Robert Chan) Debbie Geishart, Engineering Technician Greg Shields, Senior Civil Engineer Masih Maher, Senior Civil Engineer permit/file Enc Application Requirements for Proof of Insurance Security Obligation Information I r ED EARTH P.O. BOX- 1932 E CAJON CA 92022 PHONE; (619) 44 4747 COST ESTIMATE ( FOR BONDING PURPOSES ONLY) SHARMA , APURVA RESIDENCE RANCHO SANTA FE ROAD ENCINITAS CA 92024 PAGE 1 OF 4 DESCRIPTION UNIT IRV PRICE AM0111 T ON S M IAAPRCWEMENT OFF -SITE IMPROVEMENT ( TRAIL FOR RIDING $ PEDESTRIAN) ow $ 37,579.60 $ 11.200.00 s 10,415.00 ROBERTCHAN RCE 24613 EXPIRES 12 -31 -011 SUBTOTAL 10% CONTINGENCY Lllio $ 59,197.60 $ 5,919.76 TOTAL : $ 66,117.36 ALLIED EARTH TECHNOLOGY P.O. BOX 1932 EL CAJON CA 92022 PHONE; (619) 447 4747 COST ESTIMATE ( FOR BONDING PURPOSES ONLY) SHARMA , APURVA RESIDENCE RANCHO SANTA FE ROAD ENCINITAS CA 92024 PAGE 2 OF 4 ON -SITE IMPROVEMENT DESCRIPTION UNR UNIT PRICE AMOUNT GRADING EXCAVATION d FILL ]IMPORT DRA94AGE 10 CY. $ 20.00 s 200.00 450 CY. 26.00 13 4400D CATCH MSIN , 1 e'xl TY 01 EA. 480.00 $ 480.00 12'x 12' 01 EA. 265.00 265.00 6' AREA DRAIN 01 EA. $ 105.00 $ 105.00 6" PVC STORM DRAINPIPE 55 LIFT 20.00 1,160.00 4" M STOIIM DRAM 15 LFT $ 20.00 $ 300.00 00 -SWALE 170 LIFT 550 1 935.00 160 LIFT 3W 3 560.W NO RETEMION 16'x 36' 01 EA. 633b0 633AO FAVEMEM 16' WDE PCC DI YMY 5' MM 3,225 SFT 6.00 19 350.00 3' AC REI!M 20 LFT $ 7.55 $ 151.00 SiRIFOUI $ 37,579.60 1 AL ,RTH TECHNOLOGY P.O. BOX 1932 EL CAJON CA 92022 PHONE; (619) 447 4747 COST ESTIMATE ( FOR BONDING PURPOSES ONLY) SHARMA , APURVA RESIDENCE RANCHO SANTA FE ROAD ENCINITAS CA 92024 PAGE 30F 4 OFF- SITE IMPROVEMENT DESCRIPTION UNR UNR PRICE AMOW TW FOR FAXOG 1 PEDESTRIAN NIFORT 400 CY. 1 26.00 T 1 20Q00 $ 11,200.W r PAGE 4 OF 4 LLIED EARTH TE OLOGY P.O. BOX 1932 EL CAJON CA 92022 PHONE; (619) 447 4747 COST ESTIMATE ( FOR BONDING PURPOSES ONLY) SHARMA , APURVA RESIDENCE RANCHO SANTA FE ROAD ENCINITAS CA 92024 ON -SITE BMP DESCRIPTION Lm UNIT PRICE AMOUNT SILT FENCE PER SE -1 GRAVEL 16G HYDR0.7ffD N0.2 BACIOWG ROCK RIP RAP � 455 LFT 60 L4GS 2.550 SIFT 50 9Ff 1080 $ 1. $ 728.00 $ $ a $ 35 `& 5 70.00 770.. 0 1.750.00 5670.00 ENTRANCE PER IC-1 SOIL APKICAiION ( HYDRAULIC MULCH) 4,4008FT $ 1.320.00 $ 10.418.00 1; eC a WWI a ALLIED EARTH TECHNOLOGY PO. RIM 1932 EL CAJON CA 92022 ploCINE; 06191 447 4747 COST ESTIMATE ( FOR BONDING PURPOSES ONLY) IMPROVEMENT PLAN OF 8" SEWER MAIN ON COLE RANCH ROAD DESCRIPTION UNIT UNIT PRICE AMOUNT 5' PVC SEWER MAN 35 30 LFT 8 7 3,750.00 4' SEWER LIUERAL 02 EA $ 530.00 $ 1.660.00 TRENCH RESURFACNG 26 LFT 25.00 650.00 5' SEWER CLEAN OUT 01 EA. 5 750.00 1.60 750.00 96.00 O0M011 COIAOL ST FENCE FER SE -1 60 LFT GRAVEL BAG 3D BAGS 1.10 $ 55.00 SUBTOTAL $ 6,961.00 10 % CONTINGENCY $ 696.10 ROBERT CHAN RCE 24613 DAIS EXPWS 12 -31 -011 111=1111L. 1 YAW.10 STANDARD URBAN STORMWATER M SUSMP A.P.N. 265022 -23-00 Rancho Santa Fe Road Prepared for Allied Earth Technoloy ,v Inc. By Arrow Civil Engineering Incorporated Rene Figueroa, P.F. 9467 Tropico Drive La Mesa, CA 91941 619- 337 -,5708 ¢ No G"8 i 3 Si EV- j6 /se%z * c. SUSMP Purpose To describe the permanent stone water Best Managernent Practices (BMPs) that will be incorporated in the project to mitigale the impads of urban runoff due to the development. Table of Contents • Vicintly Map • Project Description • Existing Site Features and Conditions • Opportunities and constraints for stone water control • Watershed, receiving water bodies and water body impairments • Site Map Pollutants and Conditions of Concern • Integrated management practices • Types of BMPs: • BMP Fad Sheets (Appendix 2) • Calculation of DMA's and IMP'S Vicinity Mao nlivenhain Proiect DescriDdon This project is located within the City of Encirtttas along the east side of Rands Santa Fe Road between 7th and 8th Streets having A.P.N. 266 -022 -23-00 in the County of San Diego The site is currently vacant with no stnidures. The owner intends to (wild a single family residence. Existing Site Features and Condifions The Id is bordered by Rancho Sarta Fe Road to the west and the remaining portions of the property abut single fancily residential lots. The site topography slopes from west to east and then drains to an existing wale adjacent to and just outside of the easterly property line and there Rows north. The lot is vacant with no struduros present and is vegetated with grasses and trees. The existing soil group is 'D" based on the County of San Diego Hydrology Manual Appendix D X11 Due to the soil type being group 'D' infiltration trenches are not suitable for use for treatment purposes as they would concertrate the water quaky flows to a confined area that would have the inability to absorb the now intended for heabni The use of penneabie pavers and vegetative buffer strips were ulillzed siom they allow the flow to be spread over a larger area allowing the water quaky tows to be absorbed Watershed iecejyum water bodiss and wabr body wirwarrnMMs The project a located wdW the San Elio Hydmkxyc Sub Area (904 61) which is a part of the larger Escondido Creels Hydrologic Area (904.60) which is a part of Carlsbad Hydrologic Unit (904.00). See Appendix 2 for the list of Impaired water bodies Site Mao See Appendix 1 for Site Map Polhrtants and Conditions of Concem Pollutants based upon land use are based on the following categories which the project falls under. Tattle 1. Anticipated and PderMial Poblrttw is Generated bir Land Use Tvoe :11 EW07 1 LIL Integrated Management Strategies The site low impact development was designed using Chapter 4 of the Countywide Model SUSMP using drainage management areas (DMA's) which Now to integrated management practices (WP's) to treat the water quality Plows before discharging offsite. These areas are shown on the map in Appendix 1 The calcA,♦~s are also shown in Appendix 1 Low Impact Devalopmant BMPs Source Contro4 BMPs (BMP Fact Sheets) Unit Pavers (Fact Sheet 10) Unit pavers wit be used to allow the inPNrabon of the water quality flows from the mot of the residence and garage Structural Treatment BMPs (BMP Fact Sheets) Vegetated Filter Strip (Fact Sheet 5) Vegetative Filler strips WIN be used to corwey and treat the wafer as it leaves the site Maintenance Conditions Anticipated Annual Costs" • $1200.00 for maintaining landscape areas. • $0 for maintaining permeable pavers Prepared By iguero , P.E. C 58 Arrow Civil Eng g Incorporated 4625 68"' Street La Mesa, CA 91941 Consultant for Allied Earth Technology (Appendix 1) Site Map Drainage Management Areas Calculation of DMA and IMP areas. DMA U DMA 3 2 I� IMP 3 ` J 9 ACRES romp\ Pr«OW LQmis lq al T SITE MA AND MAI FIq -- r s Nu.6 8 ill am E)X 6 m 1 la /'W x112 - we DMA U DMA 3 2 I� IMP 3 ` J 9 ACRES romp\ Pr«OW LQmis lq al T SITE MA AND MAI am i ' `� �` ► �� DMA U DMA 3 2 I� IMP 3 ` J 9 ACRES romp\ Pr«OW LQmis lq al T SITE MA AND MAI BMP Fact Sheets (Appendix 2) The County of San Diego LID Appendix Fact Sheet 5. Vegetated Filter Strips A filter strip (or "buffer strip ") is an area of either planted or native vegetation, situated between a potential, pollutant -source area and a surface-water body that receives runoff. Vegetated filter strips are broad sloped open vegetated areas that accept shallow runoff from surrounding areas as distributed sheet Flow. CHARACTERISICS • Can serve to remove sediments by filtration through the vegetation, reducing runoff volumes, and delaying runoff peaks by reducing Flow velocities • A properly designed and operating filter strip provides water - quality protection by reducing the amount of sediment, organic matter, nutrients and pesticides in the runoff at the edge of the field, and before the runoff enters the surface-water body. • Filter strips also provide localized erosion protection since the vegetation covers an area of soil that otherwise might have a high erosion potential • Often constructed along road, parking -lot, stream, lake, pond or sinkhole boundaries, filter strips installed on cropland not only help remove pollutants from runoff, but also serve as habitat for wildlife APPLICATION • Most effective in removing coarse to medium sediments and attached pollutants (such as nutrients, free oils/grease and metals) • Typically used in conjunction with swales as an alternative to curb and gutter and can form part of a multi-use corridor • Typically used as a pre - treatment for other stormwater treatment devices (treatment train) DESIGN • The proper application of a filter strip should consider the type and quantity of the potential pollutant (sediment, nutrient, pesticide, organic matter, etc.), soil characteristics (clay and organic matter content, infiltration rate, permeability, etc.), slope steepness, shape and area of the field draining into the filter. • Can be designed with natural or amended soils, depending on the infiltration rate provided by the natural condition versus the rate needed to reduce surface runoff • Most effective when used on gradually sloping areas • The type of vegetation most suitable for the site should be decided based on soil type, potential pollutant sources/types, infiltration needs, etc. • Once the type of vegetation is selected, soil fertility should be evaluated, and the seeding method selected. MAINTENANCE • Filter strips must be inspected after intense rainfall events and runoff events of long duration because small breaks in the sod and small erosion channels quickly become large problems. c:--1 29 11/1111 A7 The County of San Diego LID Appendix • Minimize the development of erosion channels within the filter. Even small channels may allow much of the runoff from the field to bypass the filter. These areas should be repaired and reseeded immediately to help ensure proper flow of runoff through the filter • Periodic soil testing should occur and soil amendments should be applied as needed. • Weeding may be necessary to reduce or eliminate weeds that could compromise the filter strip's effectiveness LIMITATIONS • "Turf' buffer strips will commonly require irrigation and may not meet State water conservation goals. • Irrigated vegetation may not be appropriate in certain sites. Xeriscape techniques, natural state and rock linings can he used as an alternative to turf • Requires adequate sunlight for plant growth • Effectiveness is dependant on soil characteristics, slope steepness, landscape shape, the ratio of the filter area to the area generating the runoff, filter width, and the type and quality of the vegetation in the filter. • Regular inspections and maintenance is required, particularly during the establishment period. • Requires sufficient space and designed large enough to meet the stormwater management objective given the amount of flow that will be produced. ECONOMICS • Installation costs for filter strips may be estimated by considering the amount of grading, seeding, and establishment required for the site. Filter strip installation costs are similar to those of vegetative swales, and typically lower than costs for bioretention swales with soil amendment or sand media filtration devices (2003 CASQA Development Handbook 'Tables 54 and 5 -5). REFERENCES • California Stormwater Quality Association. (2003, January) California Stormwater BMP Handbook: New Development and Redevelopment • Leeds, R., Brown, L. C., Sulc, M. R , VanLieshout, L, (n. dJ Vegetated Filter Strips: Application, Installation, and Maintenance. Food Agriculture and Biological F,ngineering. Ohio State University Extension. • URS Australia Pty Ltd, (2004, May), Water Sensitive Urban Design: Technical Guidelines for Western Sydney, Upper Parramatta River Catchment Trust. Section 3. • Southeastern Wisconsin Regional Planning Commission (1991). Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical Report No. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. • For additional information pertaining to Filter Strips, see the works cited in the San Diego County LID Literature Index. 17;- -1 1 n 17n 1 Mnnl The County of San Diego Fact Sheet 10. Unit Pavers a LID Appendix sl� SOW viltw, lmd r w loo. c (00.0r.M) p.W e0 ,vU~ 1. &A•ra•• There are a variety of unit paver types that provide a pervious ground surface suitable for a variety of applications Open celled unit pavers (turf block), brick paving, natural stone pavers, and solid pre -cast concrete unit pavers are all examples of unit pavers that can provide an attractive pavement with the added benefit of decreasing a development's impervious area. CHARACTERISTICS • Units vary in size, weight, surface characteristics, strength, durability. proportion of open area, interlocking capability, runoff characteristics, and cost • Units can be filled with gravel, stone, or salt grass turf • Turf units require deep-rooted grass species that can penetrate reservoir base course. • Curbs and gutters are generally not necessary to control low flow. • Runoff coefficient is generally between 0.13 and 0.8, but varies depending on rainfall intensity, joint spacing and paver type. • Permeability is directly related to the permeability of the subgrade. • Reduces impervious land coverage. • Pavers are available in a variety of materials of varying colors, textures, shapes and finishes. • Load bearing capacity is dependant upon the type of paver used. APPLICATION • Application varies based upon paver type. • Areas of low now traffic and infrequent parking such as residential driveways, overflow parking areas, fire/ emergency access roads, utility roads, pedestrian paths and jogging trails, and street shoulders are appropriate locations for turf block. The County of San Diego LID Appendix • Brick pavers, concrete pavers and natural stone pavers are generally suitable for driveways, walkways, patios, public sidewalks, parking lots, plazas, and low volume streets DESIGN • Flat sites (slope < 5 %) with uniform, permeable subgrade- • To maximize permeability, use an open- graded crushed rock base course in reservoir design (not rounded pea gravels or fines) • Subgrade must be designed for anticipated loads • Provide under drain system where there are no deep permeable soils. • Avoid using permeable pavers in areas with underground utilities. If it is necessary to use permeable pavers in these areas, care must be taken to keep infiltrated water form migrating into utility trench bedding. • Because bricks and natural stone are laid loose, the field for these pavers must he enclosed by a rigid frame. Concrete, mortared brick on a concrete grade beam, redwood header, and metal edging are commonly used • Erosion and sediment introduction from surrounding areas must be strictly controlled during and after construction to prevent clogging of void spaces in base material and permeable surface. • Runoff should enter the system after pre - treatment through other treatment train controls (i.e. buffer strips, drainage swales, etc.). • Filter fabric should be placed on the bottom and sides of the subbase layer. • Permeable pavers should he the last element installed during construction or redevelopment • Utilization of correct design specifications is essential for adequate infiltration, storage, and structural integrity of permeable paving systems. • Contractors should be trained and have experience with installation. MAINTENANCE • Longevity ensured by locating in low erosion conditions, quality construction, and installation of good base layer. • Easy to repair, since units are easily lifted and reset. • Periodically add joint material (i.e. sand) to replace material that has been moved or worn by traffic or weather. • Occasional weed suppression may be required. • Turf units may need occasional reseeding and have similar maintenance of a regular lawn, requiring mowing, fertilization, and irrigation • Concrete pavers should not be washed to remove debris and sediment in the openings between pavers, rather sweeping with suction should be utilized • Pavers can be removed individually and replaced when utility work is needed • 'Top course aggregate can be removed or replaced in open-celled unit paving systems if they become clogged or contaminated. • In open - celled unit pavers, grid segments should be replaced when three or more adjacent rings are broken or damaged. • Must not be sealed with non- porous materials M-1 r� r iii r ignn7 The County of San Diego LID Appendix LIMITATIONS • Concrete block is bulkier with smaller openings for soil and infiltration. The concrete draws the moisture out of the soil which tends to dry out the grass in hot, dry weather. • Turf swales will commonly require irrigation and may not meet State water conservation goals • Irrigated vegetation is not appropriate in certain sites. Gravel /rock fill may be necessary in these sites. • Permeability is directly related to the permeability of the subgrade. • Some paver types are not suitable for all day parking, heavy use or areas with turning movements because grass gets insufficient sun for optimal growth or is suppressed by constant abrasion. • Avoid using permeable pavements in close proximity to underground utilities. If it is necessary to use permeable pavements in these areas, care must be taken to keep infiltrated water form migrating into utility trench bedding. • Due to the irregular surface area that can occur with permeable pavers, permeable pavers shouldn't be considered for disabled parking spaces and walkways. • Areas with high water tables, impermeable soil layers, or shallow depth to bedrock may not be suitable as infiltration areas with an open - graded base • Not recommended in areas with high grease or oil loads, such as near restaurant waste disposal areas, gas stations and truck stops. • Not recommended in areas where high sediment loads are deposited on the surface, such as downslope of steep, erosion -prone areas. • Modular blocks are not recommended for slopes exceeding 10 percent. ECONOMICS • $4 -$25 per square foot, installed, depending on paver type used. • Generally more expensive than concrete or asphalt pavements. • The cost of concrete unit pavers is generally the lowest of all unit pavers, though it can vary depending on shipping, special colors or finishes REFERENCES • Guadalupe River Project, San Jose, CA. Emergency access/fire lane. • University of Miami Orange Bowl Stadium, Miami, FL. Parking lot with asphalt aisles, and turf block stalls, • Ferguson, Bruce K. (2005). Porous Pavements Integrative studies in water management and land development. CRC Press, Boca Raton, Florida. • For additional information pertaining to Unit Pavers, see the works cited in the San Diego County LID Literature Index. r ;—I cZ i)i'I i it nn'? DRAINAGE STUDY FOR A.P.N. 265-022-23-00 DEC 3 2010 " J Rancho Santa Fe Road Encinitas, CA I ENGINEERING SERVICES Allied Earth Technology Inc. Report by Rene Figueroa Arrow Civil Engineering Incorporated 9467 Tropico Drive La Mesa, CA 91941 619 - 337 -5705 i No C66458 ' t„°. Vicinity Map 9 fi m wh, Olivonhain s b 2 4 F of 0 c u c r 4 ? c. v, 'n r„ BACKGROUND The intended development consists of an approximately 2864 square foot residence and garage and permeable pavement driveway The project is locate in the City of Encinitas The map used for the design of the drainage facilities for Basin I was from a topographic map provided by Allied Earth Technology The purpose of this study is for the sizing of the drainage facilities for the residence DESIGN CRITERIA fhe drainage design criteria for this project is based on the County of San Diego Hydrology Manual, Dated June 2003 and the San Diego County Drainage Design Manual, Dated July 2005 DESIGN RUNOFF METHOD The Rational Method was used for the design of this project The selected storm frequency used was 100 years The drainage system was designed to convey the water from a 100 year storm without damage to the proposed building. The Rational Method is described as follows Q = CIA Where Q = Flow rate in cubic feet per second (cfs) C = Coefficient of runoff I = Rainfall intensity in inches per hour (in/hr)' A = Area in acres Hydrologic characteristics for the project are as follows: Located at 320 02141 "N , 1170 14'05"W The soil group is determined to be Group D based of Appendix A of the San Diego County Hydrology Manual. The 100 year, 6 hour precipitation is 2.7 inches. The 100 year, 24 hour precipitation is 4.7 inches. These numbers are based on the isopluvial maps of Appendix B of the San Diego County Hydrology Manual. Rainfall intensity has been determined from the equation given on Figure 3 -1 of the Hydrology Manual where: Intensity "I" = 7.44P6Tc41645 Where: I = Rainfall intensity in inches per hour (in/hr) P6 = 100 year 6 hour precipitation in inches (in) Tc = Time of concentration on minutes (min.) The time of concentration is based on the FAA equation given in Figure 3 -3 of the County Hydrology Manual. HYDROLOGY/HYDRAULICS Basin CalculatPorrs Summary Rational Method Calculations 100 Year Recurrence Interval (Pre - Development 8 post Development) Based on Section 3.2, San Diego County Hydrology Manual, June 2003 P5 hour = 2 7 P24 hour = 4.7 Drainage Area's Tc Runoff C W11cient ( C) Intensity Basin Q Acres (A) Pre Development Basin 1 8.4 0.35 5.1 0.59 1.05 Post Development Basin 1 14.8 0.46 3.5 0.59 0.98 The longer travel time results in a 0.09 cfs lower flow for the post development condition for a 100 year storm. All inlets, . channels and storm drains have been designed to convey the Flow from a 100 year storm HYDROMODIFICATION The project is exempt from Hydromodification requirements due to being less than 50 acres The site will utilize LID practices as required by the County Wide Model SUSMP for projects of this size The LID's to be used will be a vegetated filter strips, vegetated swales and a permeable concrete Swale In addition the post development Flow is less than the predevelopment flow which would negate any need for hydro modification HYDRAULICS (100 YEAR RECURRENCE) Capture Area 1 shown on the Hydraulic Map in Appendix 3 results in a Q of 0.17 cfs and V of 0 6 fps resulting in no need for dissipation device Capture Area 2 shown on the Hydraulic Map in Appendix 3 results in a Q of 0.03 cfs and V of 3 2 fps resulting in no need for dissipation device. Capture Area 3 & 4 shown on the Hydraulic Map in Appendix 3 results in a Q of 0 13 cfs and V of 5 2 fps. A rip rap dissipater will be constructed for this outlet as shown Appendix 3 Capture Area 5 shown on the Hydraulic Map in Appendix 3 results in a Q of 0 05 cfs and V of 0.3 fps resulting in no need for dissipation device. WATER QUALITY CALCULATIONS (INFORMATION ONLY) LID DEVELOPMENT STANDARDS TO BE UTILIZED* The method utilized for the water quality calculation was flow based using an intensity of 0.2 in/hr as and the same runoff coefficient of 0.46 determined from the Hydrology Manual. The following are the results for the water quality flows. Drainage Area's i Rficierd Intensity Basin Q Cae (C) 0.2 A) 0.59 0.05 Basin 1 0.46 • SEE SUSMP REPORT CONCLUSIONS No adverse impacts are anticipated provided that the drainage facilities are constructed as designed in the plans and the outlet energy dissipation facilities are constructed as shown in the plans. DECLARATION OF RESPONSIBLE CHARGE 1 HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT. THAT 1 HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. 1 UNDERSTAND THAT THE CHECK OF THE PROJECT DRAWINGS AND SPECIFICATIONS BY THE COUNTY OF SAN DIEGO IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK. OF MY RESPONSIBILITES FOR PROJECT DESIGN Rene Fi P.E. C66458 Arrow Civil Engineering Incorporated Na C664M s 9467 Tropico Drive La Mesa, CA 91941 Consultant for Allied Earth Technology APPENDIX 1 • PRE DEVELOPMENT HYDROLOGY MAP AND CALCULATIONS SUMMARY OF HYDROLOGY FOR 100 Y Ag srnnr Pe =z7 P24.47 Downstream aBOat lnNtsl Time m j Basin UpstlsYn Nods mods tr Ares (auras) COaf Runoff l (CA) Concrrntratbn I Trawl Time (TV L(TI + Tt) (minutes) Tc I (Inchq / hour) q fTh I VELOCITY Grin 1 (Traaw a Channel sxw"IN angm lOnM of wnmur from South PL to Nona PL Baaen on ERUetgn 19 15 CIA Engine" Rehnlra MarMAI, 9th Eden. h4cf aal R Lin a f9h. P E 0 • 1.wC EtH n+ 0.02E11tannings Roupreawa VWw 5 • 0.2 1 ET ISbPe) w • 203.0 ChareW Wnei (III Normal Dapm • cL • 0.7SS v� i° Channel Afr • A • 3 EE f' Channel Ve" • V • CIA' 0.29 We P9KIWME 0 Iawt 0.02 If - 0.2 n Basin Upstream Nods Dot m aoslN Initial Tines of Nash Area (acres) C Hart (CA) Concord tlon Trawl Time (TL) i(TI r Tt) (minutes) Tc I (Inchaslhour) 0 (c}s) TI lawn 1 1 2 0.58 0.48 0.27 8.40 1 8.41 0.0 1 14.E 3.5 0.98 Total Incnaae due a Development • Q.r ch ,::..• �� EAINCf ` L0 Na °Er I I Mono ' � BM194b AC "PAVMW x 4 -- O@ E 6'1611 1 Laf W[17 Q= + 1ENCE NODE 2 w w y�w,R 1 � No W :vm LL t 48W W DAW � W x lg l MtlIR �oac 1s •11• t7+ WL 040MU OM bWMf 7NG W HGY+ oil l�IIL'E MD I C� maw Ir y ,Q Y OF PRE DEVELOPMENT HYDROLOGY Q = 1.05 CFS, C =0.35, 1= 5. 1, A = 0.59 AC Travel Time Using Kirpich Formula and Q Location: BASIN 1, Pre - development TIME OF CONCENTRATION Change in Elevation "A E" = Watercourse Distance in Miles "L" = Travel Time "T," = (11 9L' /AE)" = Maximum Overland Flow Length (D) = Slope = Initial Time of Concentration (Ti) = Tc = RAINFALL INTENSITY DURATION PEAK DISCHARGE Highest Elevation at 120.8 R Inlet Elevation at 108.3 fl 12.55 Watercourse Distance (WD) = 219.D ft 0.041 1 L =WD - D= 219.0 1.5 11.1se also for Duration "D ", I. in Figure 3 -2 Selected Storm Frequency =F100 Table 3-2 (County of San Diego Hydrology Manual) Figure 3 -2 Ps = P24 = Adjusted Ps = 4 = I P24 min' 2.475 W2. 3.575 Intensity "I" = 7.44P,Da = 5.10 Drainage Area "A" = 0.59 Acres 45% P24 I P24 65% Px4 2.475 5.5 3.575 (if Tc < 5 min thm Tc = 5 min) Runoff Coefficient "C" = 35 1 Runoff Coefficient from Table 3 -1 Rainfall Intensity T' =1 5,10 in/Hr Soil Type =0 Peak Discharge "Q" = 1.05 ft31S . ►u":lajllK4w • POST HYDROLOGY CALCULATIONS AND MAP Q=0.93 CFS, C = 0.46, 1 = 3.4, A = 0.59 100 Year Recurrence Hydrology Calculation (Post - Development) BASIN 1 Poet Development LOT = 25821 SF P6 = 2 7 HOME = 2290 SF Sod Type = D GARAGE= 574 SF Zoned = RR equivalent to County 1DWA % IMPERVIOUS = 11 1% Cp = 0.41 C = 0 90 x (% impervious) + Cp x (1 -% impervious) = 046 Basin Size = A = 0.59 acres InMal overland flow length (Node 1 to 2) = 100 ft Intial Time of Concentration Ti = 6.4 min per table 3-2 (SDCHM) Assume Tc = 14.8 min Therefore I = 35 in /hr For 1 Ape CIA= 1 6 cis Assumed flow for 0.59 Acres = 0.97 cfs Flow from Node 2 to 3 Assume 4" gutter (Use Figure 2 -2 for 6" gutter) L = 91 ft EL= 11783118.40 = 43 It avg slope = 1.6% depth of flow = 0.22 ft Velocity = 2.3 fps Travel time 1 = 91 R / 23 fps = 0 7 min Flow from Node 3A SHEET FLOW USE FAA EQUATION D = 145, S = 5.66 Travel time 2 = 1.8(1 1-C7 D'Q = 7.7 MIN — S' Total travel time = 14.8 MIN Check Intensity = 3.5 inlhr 0 =CIA = 0.96 cfs Good APPENDIX 3 • HYDRAULIC MAP AND CALCULATIONS M T M M �1 ^I 1 \1'ig'r l� V 1• � ` EJOBDy6 6' Nk MMCC�O� FENCE 10.00• ■T YLY IVy — -C APTI -RI \RFA.l)03 \CRIS VIOR= f . I., * HDPE �"`� 4 11 uy�[I� � . QIW .. ) 1'100 fi'GRATk� 'APTURF AREA 1, ACRES FF 1• . CAPTURE A RW As 321. CAPTURE ARE.\ 5 03 ACRES CRE {„ VWY17 rw amly wa[�M1 VIW i USIFti,_a NOT REQL[RED VIW -ud h'PS: IW Q 4aK v BASIN 1 1 HYDRAULIC MAP I ' I 17 MCIMG IDE PL fNOTA 'WxIT r uc7�a NOT REQUIRED ,10'L x Y W x 17 .a oroRua.Ecr+c W✓111 MlwY1P� Fti !STING t Hx ENCE .D.WWE ROM 7wow al 02 ACRE', I w/ NO 066458 bcv 41^4'z IROPOND a' SFWW UWEIaI.1 Fu 90R1D 3-1 Capture Area 1 Q = 096 % Capture • 0.13/0.59 ° 3.4% Q Capture 1 = 0.03 CFS OFFSITE FLOW (1.6 CFSIAC' 0.09 AC) • 0.14 CF5 TOTAL - 0.17 CFS Q Capture 1 Treat as a 3 foot wlce Channel al outbt with elope or I 141, Based on Equation 19.15. Civil Engineering Reference Manual. 9th Edition Michael R uncburgh. P E Q ° 0.17 R'Is n ° 0.024 Manning& Roughness Value S • 0.011 "(Slope) w • I 3.0 Chenflal Width (R) Normal Depth • Cl, _ Channel Arse (Using Normal Depth of Flow) _ Channel Velocity = V = 0.766 nQ I-wsl� A= QJA ° 0.6 Ns 009 ft = 0 27 ft' I 1 in Capture Area 2 Q= 0.96 ds % Capture = 0 02A.59 = 3.4% Q Capture 2 = 0.03 cfs Grated Inlet in Sag (County of San Diego 2.3.2.2) Table 2 -1 Weir Coelfiaerts for Inlets in Sag Locations Grate Intel Against Curb 300 L 12W") d< 1.79(A,A w) Grate Inlet Flow From N Sides 3.00 2(L +W "r d< 1.79U..A -1 Depressed Cub Opening Inlets Less Than L' =12*21 3.00 _ L' +1 8W dKh Skilled Inlets 2.4a I M a< n g s be reduced to account for to depression larger the width of the Vier( for ..wile SO-RSD No 20. Goncrele Apron for Curt Inlet' 1 The width (W) of the curb opening depression is "*asu red perpendicular to the lace of the curb opening lope Opening = Grate Wait Flow From N Sides Q= 0.03 1t%(Flow to capture 4 it (Groh Pmi mft) 9` 322 M? (varironrl acoelerason) a= 0.1 It (cub Wd depression) H = 0 " (Standard Drevwg 0.17 = 33 6) C, = 0.50 ug factor C�= 0.50 Clear Opening Clogging Factor d= 0 1 Tnarglw gutter, depth of flow Wert- Equation _ C w = ]weir discharge coefficient PD = (I-C, )'P 2 R (eHecitie permelw) Q= C,f.P <dn= O tag73mis R'la Table 2 -1 Ws Coefficients for Inlets in Sea Locations Vo Ao Graft IrtIM 0.67 Clew Opening Area r" d< 1.79(A "A w) Slotted tlde 0.60 Lw19 d <04R (1) Actual grate opening for SD-RSD No. 15 Drainage Structure Gtate is Act 4.7 (2) Orifice area shed be mducd by 50 percent to account for c"ing Orifice Egtuabon _ Ao =F— _ 1 1t' (Actual Opwting of grate inlet). D-15 grate = 4 7 W A. = 0 -CA)Ao = 05 lr Co = 0.67 — ]Ordtce Caefflctent Q= C.A<(29d)'� 0.850134695 WIS (Good) Capture area 2 pipe sizing Conveyance Dr = Diameter of Pipe Needed n = Manning* Roughness Value Q = Quantity of vrter to convey So = Pipe Slope Solve for Dr using the following equation Enter Value* in boxes. Q = 0.03 ft' /s nZi 0.013 So • L 0.33 ft/ft Dr ` 0.08 It Pipe Sin = 4" Full Flow Velocity unit 2 Enter Value* In boxer. Pipe Type. HDP or PVC Diameter = 4" inchss D= 033 n= 0013 So= 033 Ar,r = ¢D'/4= 0.09 Rru = D/4= 008 u, Q. 1 49Ar�R rust c n ft (pipe diameter) Manning* Roughness Value ftm (Pipe Slopej fr h 1 07 fr /s Q /Qfull= 0.03 V" =Que/A,u = 12.5 fys VNfull = 0.28 Figure 3-8 Sand Diego County Drainage Design Manual V= 3.2 Dr = 12 .18nQ 318 So Plastic Pipe Round up to next pipe size Capture Area 3 % Captrwe = 0 OW 59 = 102% Q Capture 3 = 0.10 cis Grated Inlet in Sag (County of San Diego 2.3.2.21 Tale 2 -1 Weir Codficsb for 1rdst5 in Sag Locations Inlet Type Coefficient MIMi L,ertiiltt Earsion Vadd Grate inial Againd Curb 300 L + 2W( T) d< 1 79(A oA- w) Grate Inlet Flow From N Sides 3.00 4L +i" d < 1 79(A .,t w) Less Than L' =128" 3.00 L' +1.8W dot Slotted Inlets 2.48 L d < 0.2 ft (1) Weir WVh shed be mk"d to acoaws for cIDQPV. (2) °Depressed Cub Opetig ~,elm lo awb Bras wdh depres fargr the wK Mt of the 9~ for exwnple SD-RSD No 2D.' Cancrele Aprm 1a Curb Iroon. The wdh (W) Of the Curb opentrg depfe5510n s rr a red perpend :Unr to ft face Of ttla Curb OpefwV ryPe OPewN = Grade Inlet Flow Fran N Sides Q= 0.1 ttsb (Flow b capture) P = 4 t (Graft Perwrteier) 9= 32.2 IUa2 (grmseticnel accelerabonl R= 0.1 ft (c wb islet depression) r-f = 0 ° (Standard Drawng D- i 2 - 13 FW) C, = 0.50 dogpng factor C,t = 0.50 G1ar Opening C' bggutg F at-tor d= 0.1 Weir Equabon Cw= F--. ]w r drscharge coefficiert P, = (1 -Cr) -P 2 R (e8ectwe penneter) Q =C wP,d'w = 0 13973666 R'ts (Good) Table 2 -1 War Coeftw errs for Inters n Sap Locations 1-. T...,e r C, Ao Grate Inlet 067 Clear Oprnp Airr f' d<1. 79(AoA -w) Curb Openng Inlet 0.67 hL d + (1t2) > 1.4h Sloped Inlets 0.80 L w d<048 1) Adud 9 �B for SO-RSD Flo. 15 Drai"e Sluchwe Grele is AD= 4.7 (2) Orifice area shad be rtedtit>i by 50 percertl b amm" fa d.99 g. Orifice Erivabm Ao = D.196 a (Actual Opawg at grate duet). As=0- CA)Ao= 0098 fr C. = O.s7 Onftce Coefficient o= c,A,(2g 1O2 0.1666264 R'!s (Good) Capture Area 4 % Capture = 0.02).59 = 3.4% Q Capture 4 = 0.03 CIS Grated Inlet in Sag (Courtly of San Diego 2.3.2.2) Table 2 -1 Wes Coeftaents for Iriefa n Sag Locations Gab Met Agmmt Cub 3A0 L + 2W d < 1.79(A.& w) Gate Met Flow From N Sides 3.00 2(L +t'►9 d< 1.7*A, t w) b4oyert lrtel5 If 40 L'" a <u.2R (1) Weir lengl1i shah be reduced to account for cbglo . (2) "Depressed Cwb Opetnp Mds" refers lo curb rift wit depression larger the width of ft gamer( for erarnple SD-RSD No. 20. " Concrete Apron for Curb Md') The wiM (W) of the suit Operwlg depres 5 measured perperldaAw to the face of dine Curb opening. type Operwtg = Gab Md Flow From N Sides O= 1 0.03 A31a (Flow to capture) P=I 1.57 pt (Gab Pemreter) g= 32.2 %2 (vwAft6onal acceleratan l a= 0.1 A (curb rid depression) H = 0 ° (Standard Drawag D- 12 = 33 139°1 C,= 050 dogling factor C.= 0.50 Clear Opening Clogging Factor d= 0.1 Weir Equation C w.= 3 w dscherge coefficient Pp = (1 -G i. )'P 0 785 A iefledrve perimeter) O= CwPed"= 0074471639 frts (Good) Table 2 -1 Weir Coefficterts for 1Nds in Sag Locations Iniat Type Coeffiant Orifice Ares EWahon Valid Co Ao Cats lrtld 0.67 Clear Opening Area d < 1.79(A oAw) Curb Opening Met 0.67 hL d + pt2) > 1.4h Sldted Inlets 090 LW A d < 0.4 R (1) Actual grate operxlg for SD-RSD No 15 Drainage Structure Grate a Ao= 4.7 fe (2) Orifice area shall be red Dd by 50 percent to account for clogging Onfice Equation _ A.= (Actual Opening or grate inlet). A. =(1-C,)A, = 0098 it' C. = 0.67 Orifice ooef rein Q= C.A,(2gd)'o 0.1666264 W& (Good) Capture area 3 & 4 pipe sizing Conveyance Or = Diameter of Pipe Needed n = Mannings Roughness Value Q = Quantity of water to convey So = Pipe Slops Solve for Or using the following equation: Enter Values in boxes. Full Flow Velocity unit 2 Q =I 0.13 f6s n = 0.013 So = 0.016 fVft Or = J2 .16nQ Im So Plastic Pipe Dr - 0.27 h Round up to next pipe size Pipe Size -is " Enter Values in boxes: Pipe Type: HDPE or PVC Diameter =L_ 8 inches D = 0.33 ft (pipe diameter) n = 0.013 Mannings Roughness Value So =1 0.33 NR (Pipe Slope) Af, = nD2 /4= 0.09 fr Rfw - D /4= 0.06 ft QM = 1.4eANR%So'a 1.07 ft' /s n Q /Qfull= 0.12 Vu =Q4Au = 12.5 tus V/Vfull = 0.42 Figure 3.6 Sand Diego County Drainage Design Manual V= 5.2 e Q CAPTURE 6, Treat as a 6 loot wide Channel at outlet wnli slope of 2% % Capture - 0 03/0 59 = 51% Q Capure 2 = 0 05 cts Based on Equation 10.15, Civil Engineering Reference Manual, 9th Edition. Wheel R Lindourgr P E Q - 005 n' /s n 0.024 MaNR nnings Roughness Value S • 0.02 (Slope) w • 5.0 Channel Width (n) Normal Depth - d, = 0 788 nQ I ".' 0.03 n = ws ol� -� Channel Arm (Using Normal Depth of Flow) = A = 0,16 f[2 Channel Velocity = V = Q,A = 0.3 n/s No 1I06�6458 .. ) F uw -A 0.4 in �= J Chicago Title Insurance Company HOMEOWNER'S POLICY OF TITLE INSURAT FOR A ONE -TO -FOUR FAMILY RESIDENCI Igaued By CHICAGO TITLE INSURANCE COMPANY C E � v E SEP 2 2 2016 ENGINE CITY Your Title Insurance policy is a legal cortrarl between You and Us. It applies txdy to a cor -lo-four family residence and only if each insured named on Schedule A is a Natural Peron h the land descnbed in Schedule A of the Policy is not an improved residential lit on which there is located a one m- four family residence. or it each insured named in Schedule A in not a Natural Person. contact Us immediately. The Palmy inquests You against actual joss resulting from revue Covered Risks. These Covered Risks are listed beginning on page 2 of the policy The Policy is limited by Pmviaions of Schedule A Exceptions in &dirk lee R • Our Duty To Defend Against Legal Aeriems On Page 4 • kixehisions on page 7 Co.ditioris on pages 7 and g. You should kuep the policy even if You transfer Your Title to the Land It may protect against claims made against You by snrneraar els arty You transfer Your Title. IF YOU WANT IO MAKE, A CI. AIM. MR SRC MN 3 UNBlII OONDrMM ON PAGF. 7 The prmoum na this Nhcy is paid once No additional premium is owed fu der Policy Tbis slim is not Your insuraacc Policy it is only a brief Wiine of surrw of the important policy features The Policy explain, ni detail Your rights and obligations and Our rights and obligations Since the Policy —and rot this sheet -is the kpl document. YOO SHOULD RLAD THE POLICY VERY CA 11117UL.LY. It You have any questons about Your Palmy. contact CHICAGO TITLE INSURANCE COMPANY P.O. Box 43023 Jacksalviile• FL 32232 -5023 OWNER'S COVERAGE STATFJNENT COVERED R69KS OUR DI ITY TD DEPEND AGAINST LEGAL ACTIONS EXCLUSIONS CONDITIONS I Definitions 2. Continuation of Coverage 3. Now to Make a Claim 4. Our Choices When We Learn of a Claim S. HardHng a Claim or legal Action 6. Limitation of Our Liability 7. '1'ranafer of Your Rights to Us 8. This Policy is the Entire Contract 9. Increased Policy Amoun: 10. Scvcrability H. Arbitration 12. Choice of Lain SCHF.DI R .F. A Policy Number. Premium, Dale and I into and Amwnl Deductible Amounts and Maximum Dollar Limits of Liability Street Address of die Land 1. Name of Insured 2. Interest In Land Covered 3. Description of We Land SCHEDULE D — EXCOInONS 7 7 7 7 7 R 8 8 8 B 8 8 S 72 -72217 08 (6") 1 M-1 :A I lunmow nei , Polio of line Insuruuce , 1. 1 -DS) Chicago Title Insurance Company HOMEOWNER'S POLICY OF TITLE INSURANCE FOR A ONE -TO -FOUR FAMILY RESIDENCE Issued By CHICAGO TITLE INSURANCE COMPANY As soon as You Know of anything that might he covered by this Pocky, You must notify [is prompdy in writing at the addreas shown in Section 3 of the Ctmations. OWNER'S COVERAGE STAPEMEN'1 This Policy insures You against actual loss, including any costs, attorneys' fees and expenses provided under this Policy. The loss must result from one or more of the Covered Risks set forth below. This Policy covers only Land that is an improved residential lot on which there is located a one -lo -four Family residence and only when each insured named in Schedule A is a Natural Person. Your insurance is effective on the Policy bate. Phis Policy covers Your actual loss from any risk described under Covered Risks if the event creating the risk exists on the Policy Date or, to the extent expressly staled in Covered Risks. after the Policy Date. Your insurance is limited by all of the following: The Policy Amount • For Covered Risk 16. 18. 19 and 21, Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A • The Exceptions in Schedule 8 Our Duty To Defend Against Legal Actions • The Exclusions on page 7 The Conditions on pages 7 and R. COVERED RISKS The Covered Risks are I . Someone else owns an interest in Your Title. 2. Someone else has rights affecting Your Title because of leases, contracts, or options. 3. Someone else claims to have rights affecting Your Title because of forgery or impersonation. 4. Someone else has an easement on the Land. 'i Someone else has a right to limit Your rise of the Land. 6. Your Title is defective. Some of these defects are: a. Someone else's failure to have authorized a transfer or conveyance of your Title. b. Someone else's failure to create a valid document by electronic means. c A document upon which Your Title is based is invalid because it was not properly signed, sealed, acknowledged, delivered ur recunled. d. A document upon which Your Title is based was signed using a falsified, expired, or otherwise invalid power of attorney. c. A document upon which Your Title is based was not properly filed, recorded, or indexed in the Public Records. f. A defective judicial or administrative proceeding. 72-72217-08(6108) r ALTA Homeowner's Policy of Tide Insurance (1-1 -08) 7. Any of Covered Risks 1 through 6 occurring after the Policy Date. S. Someone else has a Gen on Your Title, including a: a. lien of real estate taxes or assessments imposed on Your Title by a governmental authority that are due or payable, but unpaid: IX Mortgage, c. judgment, state ox federal tax lien; if charge by a homeowner's or condominium association; or c. lien, occurring before or after the Policy Date, for labor and material furnished before the Policy Date. 9. Someone else has an encumbrance on Your Tide. 10. Someone else claims to have Tights affecting Your Title because of fraud, duress, incompetency or incapacity. 11. You do out have actual vehicular and pedestrian access to and from the Land, based upon a legal right. 12. You are forced to correct m remove an existing violation of any covenant, condition or restriction affecting the Land, even if the covenant, condition or restriction is excepted in Schedule B. However, You are not covered fm any violation that relates to a. any obligation to perform maintenance or repair on the Land; or b. environmental protection of any kind, including hazardous or toxic conditions or substances unless there is a notice recorded in the Public Records, describing any part of the Land, claiming a violation exists. Our liability for this Covered Risk is limited to the extent of the violation stated in that notice. 13. Yuui Title is lost ui taken because of a violation of any covenant, condition or restriction, which occurred hefore You acquired Your Title, even it the covenant, condition or restriction is excepted in Schedule B. 14 The violation or enforcement of those portions of any law or government regulation concerning: a, building; b. zoning. c. land use; d. improvements on the Land; e. land division; of f, environmental protection. if there is a native recorded in the Public Records, describing any part of the land, claiming a violation exists or declaring the intention to enforce the law or regulation. Our liability for this Covered Risk is limited ui the extent of the violation or enforcement stated in diet notice 15. An enforcement sedan based on the exercise of a governmental police power not covered by Covered Risk 14 it there is a notice recorded in the Public Records, describing any pan of the Land, of the enforcement action or intention to bring an enfuicenwnt action. Out liability lit this Covered Risk is limited to the extent of the enforcement action stated in that notice 16. Becausc of an existing violation of a subdivision law or regulation affecting the land. a. You arc unable tit obtain a building permit: b. You arc required to correct or remove the violation; or c. someone else has a legal right to, and (foes, reluse to perform a contraci to purchase the land, lease it or make at Mortgage Ivan on it The amount of Youi msui ance for this Covered Risk is subject to Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A. 17. You lose Your Title io any pan of the I And hecause of the right to take the Land by condemning u. it: e. there is a notice of the exercise of the right recorded in the Public Records and the notice describes any part of the Land; OF b. the taking happened before the Policy Date and is binding on You if You bought the Land without Knowing of the taking. 18 You are forced w remove tit remedy Your existing structures, of any part of then: other than boundary walls or fences because any portion was built without obtaining a building permit from the proper government office. I he amount of Your insurance for this Covered Risk is subject ui Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A. 19 You are forced to remove or remedy Your existing structures, or any pan of them, because they violate an existing zoning law or zoning regulation. If You are required to remedy any portion of Your existing structures, the amount of Your insurance for this Covered Risk is subject to Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A. 20. You cannot use the Land because use as a single - family residence violates an existing zoning law or zoning regulation. 21 You are forced to remove Your existing structures because they encroach onto Your neighbor's land. If the encroaching structures arc boundary walls or fences, the amount of Your insurance for this Coveted Risk is subject to Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A. 22. Someone else has a legal right to, and does, refuse to perform a contract to purchase the Land, lease it or make a Mortgage loan on it because Your neighbor's existing structures encroach onto the Land. 72-72217-08 (6/08j ' ALIA Homeowner's Policy of title Insurance (1-1-08) 23. You are forced to remove Your existing structures which encroach onto an easement or over a building set -back line, even if the easement or building set -back line is excepted in Schedule B. 24. Your existing structures are damaged because of the exercise of a right to maintain or use any easement affecting the Land, even if the easement is excepted in Schedule B. 25. Your existing improvements (or a replacement or modification tirade to them after the Policy Date), including lawns, shrubbery or trees, are damaged because of the future exercise of a right to use the surface of the Land for the extraction or development of minerals, water or any other substance, even if those rights arc excepted or reserved fmm the description of the Land or excepted in Schedule B. 26. Someone else tries to enforce a discriminatory covenant, condition or restriction that they claim affects Your Title which is based upon race. color, religion, sex, handicap, familial status, or national origin. 27. A taxing authority assesses supplemental real estate taxes not previously assessed against the land for any period bckm the Policy Date because of construction or a change of ownership or use that occurred before the Policy Date. 29. Your neighbor builds any structures after the Policy Date — other than boundary walls or fences — which encroach onto the Land. 29. Your "title is unmarketable, which allows someone else to refuse to perform a contract to purchase the land, lease it or make a Mortgage loan on it. 30. Someone else owns an interest in Your Title because u court order invalidates a prior transfer of the title under federal bankruptcy, state insolvency, or similar creditors' rights laws. 31. The residence with the address shown in Schedule A is not located on the Land at the Policy Date. 32. The map, if any. attached to this Policy does nut show the correct location of the Land according to the Public Records OUR DU I Y IU DEFEND AGAINST LEGAL ACTIONS We will defend Your Title in any legal action only as to that part of the action which is basal on a Covered Risk and which is nix excepted or excluded from coverage in this Policy We will pay the costs. attorneys' fees, and expenses We incur in that defense We will not pay for any pan of the legal action which is not hated on a Covered Risk or which is excepted or excluded fnin coverage in this Policy. We can end Our duty to defend Your Title under Section 4 of the Conditions. IN WITNESS WHEREOF, CHICAGO I'ITLb INSURANCE COMPANY has caused this pulicy to be signed and sealed by its duly authnrircd officers. CWcatyo Title Intlw ence Company Countersigned: —A4L uthonzed gnature Pre9Jcm ATTEST: tir. n �nry THIS POLICY IS NOT COMPLETE WITHOUT SCHEDULES A AND B. 72-72217-08 (6M) 4 ALrA Homp)wner's Pulicy of Tide lnwrac:(1 1 lxi) TITLE COMPANY 16969 VON KARMAN, IRVINE, CA 92606 Phone: (949)263 -6960 APURVA SHARMA 9645 GENESEE AVENUE NE1 SAN DIEGO. CALIFORNIA 92121 Fax: (949)263 -0196 DATE Mazch 19, 2010 11EGMDI N G: 1004156467 ORM 1 NU. 985085369 832 In accordance with instructions in the above order number. we enclose herewith our Policy of Title Insurance. Any documents recorded in connection with this transaction will be forwarded to you direct from the County Recorder's office. Should you havg any questions, please contact the undersigned. It has been our pleasure to have handled this transaction for you. If, at any time in the future we can assist you. we will he pleased to have you request CHICAGO 7771,E COMPANY We appreciate your business. Sincerely. CHICAGO TITLE COMPANY PAULA SPEHAR SCHEDULE A Policy Amount: $300,000.00 Date of Policy: December 21, 2009 at 8:00 A.M. Deductible Amounts and Maldmum Dollar I.inrils of Liability For Covered Risk 14,15, 16 and 18: Your Deductible Amount Covered Risk 14: 1 04, of Policy Amount or f 2,500 (whichever is less) Covered Risk 15: 1 % of Policy Amount or f 5,000 (whichever is less) Covered Risk 16: ,L % of Policy Amount or f 5,000 (whichever is less) Covered Risk 18: % of Policy Amount or f 2,500 (whichever is less) Policy No: 985085369 - S32 Premium: $689.00 Our Maximum Dollar limit of Liability f 10.000 f 25,000 S 25 S Street Address of the Land: APN: 265 -022 023 RANCHO SANTA FE ROAD ENCINITAS. CALIFORNIA 92029 1. Name of insured: APURVA SHARMA, A MARRIEL MAN AS HIS SOLE AND SEPARATE PROPERTY 2. Your interest in the Land covered by this Policy is. A PEE 3. The land referred to in this policy is situated in the State of California, County of SAN DIEGO and is described as follows: SEE ATTACHED LEGAL EXHIBIT This Policy valid only if Schedule B ALTA Homeowner's Policy of Title Insurance Issued by CHICAGO TITLE INSURANCE COMPANY rarsA .4i41Wt9ft SCHEDULE B Policy Number: 985085369 - S32 Exceptions In addition to the Exclusions, you are not insured against loss, costs, attorney's fees, and expenses resulting from: 1. PROPERTY TAXES, INCLUDING ANY PERSONAL PROPERTY TAXES AND ANY ASSESSMENTS COLLECTED WITH TAXES, FOR THE FISCAL YEAR 2009 -2010 1ST INSTALLMENT: 2ND INSTAI,CMENT: PENALTY AND COST: HOMEOWNERS EXEMPTION: CODE AREA: ASSESSMENT NO: $2,340.97 (PAID) $2,'140.97 $244.09 (DUE AFTER APRI1, 10) $NONE 19102 265- 022 -23 2. AN ASSESSMENT BY THE IMPROVEMENT DISTRICT SHOWN BELOW ASSESSMENT (OR BOND) NO: NOT SHOWN SERIES: 96 1 DISTRICT: SAN DIEGO CITY FOR: OMWD WATER STORAGE PROJECT BOND ISSUED: OCTOBER 08, 1996 URIGINAI, AMOUNT: $NOT SHOWN SAID ASSESSMENT IS COLLECTED WITH THE COUNTY /CITY PROPERTY TAXES. 3 AN ASSESSMENT BY THE IMPRDVEMEN'1 D1STR.l C'1 SHOWN BELOW ASSESSMENT (OR BOND) NO: NOT SHOWN SERIES: 96 DISTRICT: SAN DIEGO FOR: LOWER MOOSA CANYON BONI) ISSUED: NOVEMBER 5. 1996 ORIGINAL AMOUNT: $NOT SHOWN SAID ASSESSMENT IS COLLECTED WITH THE COUNTY /CITY PROPERTY TAXES. 4. THE LIEN OF SUPPLEMENTAL OR ESCAPED ASSESSMENTS OF PROPERTY TAXES, IF ANY, MADE PURSUANT TO THE PROVES-IONS OF PART O ti, CHAPTRR 4.5 OR PART 2, CHAPTER 3, ARTICLES 3 AND 4 RESPECTIVELY (COMMENCING WITH SECTION 75) OF THE REVENUE AND TAXATION CODE OF THE STATE OF CALIFORNIA AS A RESULT OF THE TRANSFER OF TITLE TO THE VF,STF.R NAMED IN SCHEDULE A; OR AS A RESULT OF CHANGES IN OWNERSHIP OR NEW CONSTRUCTION OCCURRING PRIOR TO DATE OF POLICY. END OF SCHEDULE B ALIA Homeowner's Policy of Title Insurance Issued by CHICAGO TITLE INSURANCE COMPANY Hogs - oa /oa /8B6Y HOSa N /08199bk ALTA Homeowner's Policy of Tide Insurance Issued by CHICAGO TITLE INSURANCE COMPANY LEGAL DESCRIPTION EXHIBIT Policy Number: 985085369 - S32 LOTS 109, 110, 111, 112, 113 AND 114 IN BLOCK 36 OF THE SUBDIVISION OF BLOCKS 31, 36 AND 42 OF THE TOWN OF OLIVENHAIN, IN THE CITY OF ENCTNTTA9,IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAI THEREOF NO. 267, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, AUGUST 21, 1885. HIX 1 / w /99ax pint t19 J 19 71C [movaga1 �I -���. Few I'C Iq. . MWOfiME = 0 O fRHQy9 ]Ni n IT W. 1 ST. APRA. _ ......_ , 203 SHT 1 OC ,lIR ( l.YCM M _ a M MOR LL54. ~ t� li :i_ � " ; ♦r: w ero7 a � ° rYwY 1Y 1Mfi ...... sll.r ............... ..... _ _ g e eM17rG 111 If 1t R '' • O n 117 _.i U1 F }' SAM, I nN K. nAS f C ; • _ _ 1 p w � ! O A r�' OSTK '.,�d1VL� ne•M s r(�-- N 1 ' __ _ s.ris e.T! I I� 9r I W -u 114 1; 1 1 q7 it © /M12 lafe.c a ��! O °u —8—i °N Y lli I� O I I .owe AC. j IM r 111 135 an 4 BLK 37 k BLK Ill 131 34 BLK 38 NY 1 1 OIM s - �- I y I W 0 " K .. '•` WNY 1A I IY 1111) PAR 1 r_ RIIl7" N ............. .. .. .. ..1 o IB �Ij. 1011s © N ` 1 �Y M! v.0 ! 2 J 1 w. �a• I _ PAR 1 j 1 © y i BLK lw I In 1• .Y • 1 T f O 1 I J Qq1 Ml • so �C 0.!! K. 1 O O 1 1 �' I — -1 1 _ !.!! Ac. � Rr YRAC PA PC AGR A � I N in CF2b 025 I •' YI!!1! '•�� It '— W.Y IY 111.1! 1P o »M MR r 1 — 178 1— I.nY 1 i rear A 1 lA I 1 1ff I a irY.0 � g, S 1 rAR 0 sr AC p—'( I —IS1 U I✓A �� raj. k � 1 I ( IY 7TH. ST. ♦� 1eela ..r..r rr o'r1rt� pint t19 71C [movaga1 �I Few I'C Iq. . MWOfiME = 0 O fRHQy9 ]Ni n pint t19 71C [movaga1 Few I'C Iq. . MWOfiME ILf! 2 r —I SHT 3 1 I.O'ER TO I MAP 34612871 - COLONY OLIVETMAIY pn5 1:909 EXCLUSIONS In addition to the Exceptions in Schedule B, You are not insured against loss, costs, attorneys' fees, and expenses resulting from: 1. Governmental police power, and the existence or violation of those portions of any law or govtmrneet segulaion concerning: a. building: b wining: C' lard use; d impmvernents m the Lard C . land division, and I envinsnrneraal pntlectrmr This Exclusion does tent limit the coverage deunbed in Covered Risk li a.. 14. 15. 16, lb 19. 20,23 or 27. 2 Tic failure (if Your existing structures . OF any par[ rX them, to tw constructed in accordance with applicable (wilding codes This Exclhainn dues not limit the coverage describe, in Cheered Risk 14 a 15 3 The right to take the Ilnd bs co ndemmng it This Fackrsion does eta limit the coverage described in Covered Risk 17 4 Risks: a. that are created. allowed. or agreed to by Yew, whether or nog they are recorded in the Public Records: h that are Krnwn to You At the Policy Dale, but not to Us. unless they arc recorded in the Public Records at the Policy Date: I that result in no hats kr You'. or d that fins nrrur after to Policy Date this des ma limit the mve^rage described in Croesed Risk 7. R e.. 25. 26, 27 Or 29 Failure to pay value for Your Title Isck of a right u to any lard outside the area specifically deecnbed and relemed to in paragraph 3 of Schedule A: and h. in streets, alleys. or wYwways that asuch the Land 'this Exclumors lows not limit the coverage describwd in Cosc.vxl Risk I I Or 11 DEFINITIONS COND Mnve n. EmaKliji - the right of sanrcanc slur to use the (.end fo a Vccial parpow h. Known flings about which You have actual knowledge. The wads "Krmw" and "Kmswing" have the same nwaning as Known + I"- the lard IN cmafornlnium 01111 described III paagraph a of Schedule A and any imprownens rm the Lend which are real properly . rl plgglgggs - a rrgngage. deed of trust, trust deed or filler security nus rWnten c Natural gp a human being not a cnmmer[ial or legal aganiset[nn or entity. Natural Person include, a trtanee M a l ma even if the uustee is not a human being . I Ivicy flat OHM and Irmr'hewn to Schedule A. It taco Insured awned iu Schedule A first wgurrn the interest shown in Schedule A by an instrument recorded In the Public Records law than the dale and leans shown In Sch:dulc A. the Policy Dole i, the date and time the instrument is recorded g gds - records that give c[rmo-uctive notice of matters aHeclmg Your Tide. assorting In the sloe %buec where the IoM is located It title the ownership of Your interest in the Land. as shown in Schedule A I IbW, - a living trust established by a hurncn being for estate planning 1 ZYiclio uffi(s C'haagO Tito Insurance Corrpam k YgIQQY[ the insured named it Schedule A Just also those identified in Set tion'_.b. of thew C<mditions COM1141AT10N 9f: C'OVERAGL a. This Policv insures You forever, even ater You no longer have Your Turk You caner assign this Policy u+ anytme else V This Policy also intwes: III anyone who inherits Your Tote buss 1, M Ynur death'. In, Your 9mrw•. whn receives Yan l'itlr hrenuse of diNsnlnlhm M Your marriage 13, the trustee or success.: nus'tce of a Trom to whoop You u uiell Your T do after the Policy Date: OF 01 the beneficiaries of Your Twist upon Your death. C . We may uswn againsu the msure& identified In Section 2.b. soy fights ann defeuces that We have again,' troy previous insured under this Policy HOW TO MA KE A CLAIM a. Pmmnt Notice Of Your Claim (1 i As sown as You Know of anything that might Inc covered by this Rtic) . You muss notify Us promptly in writing. (2) Send Your notice tar Chknagu We Ihwir9rtc< Company. P.O. Bus 45023, Jacksonville, PL 32232 -5023. Attention: Claims Department Please include the Policy number shown in Schedule A, and the chum) and state when the Land is located. Please enclose a eery of Your policy, if available. (3) If You do not give Us prompt notice, Your coverage will be reduced or ended, but only to the extent You failure affects Our ability to resolve the claim or defend You. b. Proof Of Your Less (1) We my require You to give Us a written statement signed by You do scribing Your loss which includes: (a) the banns cs Your chum -. (b) the Covered Risks which resulted in Your kiss; (c) the dollar am ouni of Your Inss: and fell the method You used to compute the uruwm of You, kiss. (2) We may require You hr make available w Us uzur&, checks. Ixtla crartracts, inwrarxx policies and other prpl� which relate to Your Blain We may make copies of these papers (3) We may require You in answer guewums. about Your claim under oat (4) If yew fail a rt6ue to give Us a surement of Inns. answer Our queseirm under Cash OF make available W Us the papers We request. Yam cower age will M reduced or ended, but only to the extent Your haler I refusai R"eC'IN OW ability to resolve the claim rr detend You (RIR CHCACES WHEN WE TARN OF CLAIM s After We receive Your notice, OF otherwise learn, of a claim dial Is covered h this Policy, Our chases include hew or mute of the following (1) Pay the claim: 121 NegoliWe a settemem. (3) Bring a defend a legal action rehab to thv claim. (4) Pay You the amount required by this Policy: 15) EM the coverage of this Policy for the claim by paying You Your Wtu: Ion resulting from the Cnveaed Risk. and Chow cows, attorneys tee ado expenses ittcamil up to that time which we are obligated m pay: (6) End the coverage described In Covered Risk 16, 18, 19 or 21 by payin You the amount of Your insurance then in force for the particular Cot ered Risk. rid those costs. anoraeys' fen and expenses Incurred up t that lime which We we Mitigated In pay ( 7r Fnd all cnsreagr of this Pil by paying. YmI the Prdicy Arraaml Its- in foa-, . oat those cost,. asexmeys' f •s wed expenses inhumed up I that tuns which We arc obligated b pay 48) Take other appropriate action h When We choose dw options in Sections 4.u. (5). (6) or (7), all Out oblige nuns for due claim end. including Our obligation to defend. nr continue r defend, any legal Fiction e Fwn if We do not think thin the Policy covens the claim, We nay chemise on or more of thc Options above By doing so, We do rim give up any rights. LIANDLINC A CLAIM OR I FfAL A('DON a. You must cooperate with Us in handling any claim a' legal action and give U all relevant information It If You fail or refuse to cooperate with Us, Your coverage will be reduced c ended, but only to the extent Your failure or refusal affects Our ability t resolve the claim OF defend You. C . We are required to repay You only for those settlement costs. attorneys' fee and expenses that We approve in advance. d. We have the right la choose the attorney when We bring or defend a leg: action on You behalf. We can appeal any decision in the highest level. w do not have to pay Your claim unfit the legal action is finally decided. c Whether or not We agree there is coverage, We emi bring or defend a leg: acfinn, or take other appropriate action under this Policy. By doing so, We d 72-72217-08 (6/06) ) ALTA Homeowner's Policy of Title Insurance (1 1 -0h Sol give up any rights. L1bil2AMQN OF OIRSJARII my a. After subtracting Your Deductibie Amount if it applies. We will pay no nose than the least of: (U Your actual loss: (2) Our Maximum Dollar Limit of Liability a" in force for the fo rliculiu Covered Risk, for claims covered only under Covered Risk 16, 18. 19 or 21;u (3) the Policy Amount then in forcw . and any coati, ausaneys' fees and expenses than We are obligated to pay under this Policy. I . If We pursue Our rtghrs under Sections 4.0.(3) and 5.e of these Conditions then in force. establishing the Ttte, as insured: III the Policy Amount then in force will be increased by 109E of the Policy Arrrowu shown in Schedule A. and (2) Yen shall hatedKright Whave die amWI lob dearojillRf On either it& date de claim was male by Yoso Of the date it is settled and paid I i) If At remove the caum of the claim with easoable diligence after mccivttg notice of it all (lea obligations for the claim end. Including any obligation for loss You had while We were removing the cause of the claim. 121 Regardless of b.c.(I I above. it You cannot use IM Land because tit a claim covered by this Policy. (a) You nay rem 0 rearorubly equivalent subsniutn residence and We will repay You for the actual rent You pay. until the earlier of: (if the cause of the claim is removed; or fur we pay You the smears requittd by this Policy If Your claim is coveted only under Covered Risk 16. 18, 19 or 21, that payment is the amount of Yom insurance then in force for the particular Covered Risk. (b) We will pay reasonable coats You pay to relocate any personal propene You have the right to remove nun the land, including trarup9nation of that personal properly for up to twenty -five (25) miles man the Lard. and repair of any damage to data personal property because of the relocation. The amount Mt will pay You under this paugraph is limited m the some (t the personal prop - eny before You relocate it. All payments We make under this Policy reduce the Policy Amount then in force excga for cris". aatarheys' fees and expenses All payments We make for claims which am rnverM rally timer Covered Rick 16. 1 R. 19 or t I also rerhxx Our Maximum Dolls Limit of Liability for the particular Covered Risk, except la cost, attorneys' fees and expenses If We Issue, err have issued, a Policy to the owner of a Mortgage that i% on Your Title and We have not given You any coverage against the Mortgage then: (1 ) lithe have the right to pay any amount die You tinder this Policy to the owner of the Mortgage . sod any amount pad shall he treated as a pay menu to You under tins Pulley. including under Section 4.a. of them Conditions. f2) Any amount paid to the owm;r of rho Mortgage shall be subtracted from the PMicy Amount the., m force. and (3) If Yua 11411-1 is covered only weer G -.%red Risk 16. 18. 19 tit 21. my amount Paid to the owner of the Mungagc shall saw be sudrxted from Our Maximum Dollar Limit of Liability fa the particular Covered Risk. If Yau do anything in affect any right of recovery You may have against some oar else. We can subracr from Our liability the amwml by which You or ducts the value of that right TRANSFER-OF YOUR RtGIM To US a. When We setae Your claim. We have all the rights and remedies You hav against any person or property related to the claim. Yw must not do anythin to affect these rights and remedies. When We ask, You must execute duct rnentc to evidearce the transfer to Us of these rights and remedies. Ymr mm let Us use Your tame in enforcing these rights and remedies h. We will nexi be liable b You if We do not pursue these rights and remedies s if We do not recover any amount that might be recoverable . We will Fay any money We collect from enforcing these rights and rensi in the following order: (1) to Us for the costs. uuumeys fees and expenses We paid to enfom these rights and remedies; (2) to You far Your loss that You have not already collected; 13) to Us for any prone) We paid out under this Policy on account of Yet claim. and (4) to You wiratevp is left I If You have rights and remedies circler contracts (such as indemnities. guars) lies, bonds or other policies of insuuocel to recover all or pan of Your Ins then We have all of tine rights and remedies. even if arose contracts pmvid that those obligated have all of Your rights and remedies under this Policy. 8 1HI_IS Ir_Y IS TEE ENT! F CONTRAIL T This Policy, with any endorsements, is the entire caamsel between You and Us. T deumnine she meaning of any pan of this Policy You must read the entire Polic and any endorsements. Any changes to this Policy must be agreed to in writing b U%. Any claim You make against Us must be mate under this Policy and is subjes to is terns 9. INa' Fes SED POLKY AMUUNI The Policy Amount then in furor will Increase by ten perms i 109E) of the Pulic Amount shown to Schedule A each year fa the first five years following the Polic Dare shown in Schedule .A. up to ore hundred fifty percent (150%) of the Polio Amount shown in Schedule A The Cacti each year will happen on the annive sary of the Policy Ilan shown in Schedule A IU SRVRRARti ITY [(my pan of this Policy is held m he legally unenforceable . hnth You and We ca still enforce de met of this Policy II ARBI "fRAT1ON .n If permitted in the %Late where the land is located. You or We may denser, arbitration h The law used in the arhitration is the law M the claw where the Land is It used 'flue arbitration shall be under the Title Insurance Arbitration Rules of Ili American Lard Tt11e Asaocimmn ("Rules"). You can get a copy M the Rult from Us. or Except m provided in the Rules. Ytru cannot loin or consolidate Your claim r controversy with cleans or controversies of other persons. c The aubiusoion shall be Willing no both YOU std Us The anlnuaun s1a decide any fluter in disptr4 between You sold Us. I The arbitration award may be entered as a judgment in the proper court. 12 CHO(CE IAW lye law of the .cute where the Land is Incared shall apply to this policy. T2- 722174%(6108) 8 ALTA Homeowner's Policy of Title Insurance (I- I -Of Recording Requested By: City Engineer When Recorded Mail To: City Clerk City of Encinitas 505 South Vulcan Avenue Encinitas, CA 92024 THE ORIGINAL OF THIS DOCUMENT WAS RECORDED ON JAN 04, 2011 DOCUMENTNUMBER 2011- 0006222 Ernest J. Dronenburg, Jr. COUNTY RECORDER SAN DIEGO COUNTY RECORDER'S OFFICE TIME 3.51 PM COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR DRAINAGE Assessor's Parcel No. 265 - 022 -23 Project No.: 10642 -G Work Order: A. APURVA SHARMA, A MARRIED MAN AS HIS SOLE AND SEPARATE PROPERTY ( "OWNER" hereinafter) is the owner of real property which is known as ( "PROPERTY" hereinafter) and which is described as follows: ATTACHMENT "A" ATTACHED HERETO AND MADE A PART HEREOF: and B. In consideration By the City of Encinitas ( "CITY" hereinafter), OWNER hereby covenants and agrees for the benefit of CITY, to do the following: SEE ATTACHMENT "B" ATTACHED HERETO AND MADE A PART HEREOF. C. This Covenant shall run with the land and be binding upon and inure to the benefit of the future owners, encumbrancers, successors, heirs, personal representatives, transferees and assigns of the respective parties. D. OWNER agrees that OWNER's duties and obligations under this Covenant are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the property tax bill of the PROPERTY any past due financial obligation owing to CITY by way of This Covenant. E. If either party is required to incur costs to enforce the provisions of this Covenant, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorneys' fees, from the other party. Failure of OWNER to comply with the terms of this Covenant shall constitute consent to the filing by CITY of a Notice of Violation of Covenant. ACCEPTED AND AGREED: OWNER Wed Apurva Sharma rt%%� /f Dated d Print names and title after signing (Notarization of OWNER signature is attached.) CITY OF ENCINITAS Dated f�y /�� by )k U. Ik (Notarization not required) AA flVeter Cota - Robles Director of Engineering Services Attachment 'A" Legal Description of Real Property APN 265 - 022 -23 LOTS 109, 110, 111, 112, 113 AND 114 IN BLOCK 36 OF THE SUBDIVISION OF BLOCKS 31, 36 AND 42 OF THE TOWN OF OLIVENHAIN, IN THE CITYOF ENCINITAS, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 267, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, AUGUST 21 1885. ATTACHMENT B TO COVENANT REGARDING REAL PROPERTY: HOLD CITY HARMLESS FOR DRAINAGE PROJECT NO. 10642 -G OWNER'S DUTIES AND OBLIGATIONS 1. For claims that are alleged to have arisen, directly or indirectly, from drainage or runoff associated with the PROPERTY or the plans, design; construction or maintenance of OWNER' s improvements, OWNER unconditionally waives all present and future claims against CITY and CITY's officers, officials, employees, and agents. This waiver does not apply to claims that are alleged to have arisen out of the sole, active negligence or deliberate wrongful act of CITY. 2. It is further understood and agreed that all of OWNER'S rights under §1542 of the Civil Code of, the State of California and any similar law of any state or territory of the United States are hereby expressly waived. 9 1542 reads as follows: 1542. Certain claims not affected bV general release. A general release does not extend to claims, which the creditor does not know or suspect to exist in his favor at the time of executing the release, which if known by him must have materially affected his settlement with the debtor. 3. OWNER agrees to indemnify and hold CITY and CITY's officers, officials, employees and agents harmless from, and against any and all liabilities, claims, demands, causes of action, losses, damages and costs, including all costs of defense thereof, arising out of, or in any manner connected directly or indirectly with, any acts or omissions of OWNER or OWNER's agents, employees, subcontractors, officials, officers or representatives. Upon demand, OWNER shall, at its own expense, defend CITY and CITY's officers, officials, employees and agents, from and against any and all such liabilities, claims, demands, causes of action, losses, damages and costs. OWNER' s obligation herein includes, but is not limited to, alleged defects in the plans, specifications and design of the improvements; but does not extend to liabilities, claims, demands, causes of action, losses, damages or costs that arise out of a defect in the plans, specifications or design that is a result of a change required by CITY to the OWNER's proposed plans, specifications or design so long as such change is objected to, in writing, by OWNER, and the writing is filed with the City Engineer more than ten days prior to the commencement of work. OWNER's obligation herein includes, but is not limited to, alleged defects in the construction of the improvements; alleged defects in the materials furnished in the construction of the improvements; alleged injury to persons or property; and any alleged inverse condemnation of property as a consequence of the design, construction, or maintenance of the improvements. By approving the improvement plans, specifications and design or by inspecting or approving the improvements, CITY shall not have waived the protections afforded herein to CITY and CITY's officers, officials, employees and agents or diminished the obligation of OWNER who shall remain obligated in the same degree to indemnify and hold CITY and CITY's officers, officials, employees and agents, harmless as provided above. OWNER's obligation herein does not extend to liabilities, claims, demands causes of action, losses, damages or costs that arise out of the CITY's intentional wrongful acts, CITY's violations of law, or CITY's sole active negligence. 4. OWNER hereby agrees not to develop in any manner the PROPERTY except as authorized by CITY's ordinances and then only in accordance with issued permits. Among other things, but without limitation, this shall prohibit the alteration of landforms, removal of vegetation and the erection of structures of any type, except as permitted or authorization by CITY. 5. This Covenant does not Preclude OWNER taking emergency, protective measures as approved by CITY. CALIFORNIA ALL - PURPOSE ACKNOWLEDGMENT State of California 1 County oi� D;2 11 On4QXL w, before me, RAAI k /LQOJ,e, I(JO7�%f'�j I'a0d e,1c Date Here Insert Name and Title of the OH¢er personally appeared who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) illo subscribed to the within ' strument and acknowledged to me he /sh th executed the same in RANDA G.'MIL� '= his/herftouthorized capacity(ies), and that by caew�irdone17o11661< his/he of signature(s) on the instrument the nti IYbNC t /Mare person s , or the entity upon behalf of which the Sm oea Cowrty persorl acted, executed the instrument. My EXP. Jan. 6, 2011 I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Signature: Place Notary Seal ADOVe Siqn OPTIONAL of Notary Public Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Signer(s) Other Than Named Above: Capacity(les) Claimed by Signer(s) Signer's Name: • Corporate Officer — Title(s): • Individual ❑ Partner — ❑ Limited []General ❑ Attorney in Fact ❑ Trustee • Guardian or Conservator • Other: Signer Is Representing: RIGHT THUN18 PRINT OF SIGNER b 2009 National Notary As5onawh . NanonalNotarv.om • 1- 800-US NOTARY Number of Pages: Signer's Name: ❑ Corporate Officer — Tide(s): ❑ Individual offlam Cl Partner — ❑ Limited ❑ General Top of thumb hole ❑ Attorney in Fact ❑ Trustee ❑ Guardian or Conservator Reilii7A Signer Is Representing: =1 Item •5901 ALLIED EARTH TECHNOLOGY 9833 PACIFIC HEIGHTS BOULEVARD, SUITE C SAN DIEGO, CALIFORNIA 92121 PH. (858) 457 -4515 FAX (858) 457 -4 151 nr� ROBERT CHAN, P.E. SEP 2 2 2 u OF ENCINITAS GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL BUILDING SITE EAST SIDE OF RANCHO SANTA FE ROAD, SOUTH OF ST" STREET ENCINITAS, CALIFORNIA FOR MR. APURVA SHARMA PROJECT NO. 09-1147J7 DECEMBER 28, 2009 ALLIED EARTH TECHNOLOGY 9833 PACIFIC HEIGHTS BOULEVARD, SUITE C SAN DIEGO, CALIFORNIA 92121 PH. (858) 457-4515 FAX (858) 4574151 ROBERT CHAN. P.E. December 28, 2009 Mr. Apurva Sharma 9645 Genesee Avenue, Apt. E San Diego, Ca. 92121 -1816 Subject : Project No. 09- 1147 .17 Geotechnical Investigation Proposed Residential Building Site East Side of Rancho Santa Fe Road, south of 8`� Street Encinitas, California Dear Mr. Sharma: In accordance with your request, we have completed the geotechnical investigation for the proposed residential building site on subject property, more specifically referred to as being Lot Nos. 109 to 114, Block No. 36 of Olivenhain Colony, according to Map thereof No. 326 (APN 265- 022- 23 -00), in the City of Encinitas. State of California. We are pleased to submit the accompanying geotechnical investigation report to present our findings, conclusions and recommendations relative to the proposed development of the site. The geotechnical investigation was conducted under the supervision of the undersigned. The scope of our investigation included field exploration, laboratory testing and soil engineering analysis. No major adverse geotechnical conditions were encountered which would prohibit the currently proposed development of the site. This opportunity to be of service is sincerely appreciated. Should you have any questions, please do not hasitate to contpct our office. Respectfully si ALLIED EAR EW 121311LI ) I �it \�t� M `n:711D IX4191 M1x.11.`] Page No. INTRODUCTION ................ ............................... 1 DESCRIPTION OF PROJECT . ............................... SCOPEOF WORK .............. ............................... 1 FIELD INVESTIGATION ..... ............................... 2 LABORATORY TESTS ........ ............................... 3 SITE DESCRIPTION ........... ............................... 3 PROPOSED SITE DEVELOPMENT ....................... 4 GENERAL. GEOLOGY AND SUBSURFACE SOIL CONDITIONS Regional Geology ..... ............................... 4 Site Geology and Subsurface Soil Conditions ... 4 Tectonic Setting ........ ............................... 5 GROUNDWATER ............. ............................... 5 GEOLOGIC HAZARDS Ground Shaking ....... ............................... 6 Liquefaction Potential .............................. 6 Landslides . ........... ............................... 6 FINDINGS. CONCLUSIONS AND RECOMMENDATIONS General................ ............................... 7 Expansion Index of On -Site Soils ................ 7 Sulfate Content of On -Site Soils .................. 7 Grading............... ............................... 8 Earthwork Factors ... ............................... 9 Foundation and Slab Design ...................... 10 TABLE OF CONTENTS (Cont'nd) Page No. Retaining Wall Design ............................. 1 l Seismic Earth Pressure ............................ 13 Lateral Loading ...... ............................... 13 Slope Stability ....... ............................... 14 Seismic Coefficients ............................... 14 Concrete Flatwork .. ............................... 15 Preliminary Structural Pavement Design ......... 15 Surface Drainage and Maintenance ............... 16 Grading and Foundation Plans Review ......... 16 LIMITATION AND UNIFORMITY OF CONDITIONS 16 Figure No. 1 - Site Location Map Figure No. 2 - Approximate Location of Exploratory Trenches Figure Nos. 3 to 5. inclusive -Trench Log Sheet Figure No. 6 - Retaining Wall Subdrain Appendix I - General Grading and Earthwork Specifications Appendix 11 - Laboratory Test Results Appendix III- References ALLIED EARTH TECHNOLOGY 9833 PACIFIC HEIGHTS BOULEVARD, SUITE C SAN DIEGO. CALIFORNIA 92121 PH. (858) 4574515 FAX (858) 4574151 ROBERT CHAN, RE December 28, 2009 GEOTECHNICAL INVESTIGATION INTRODUCTION This report presents the findings and conclusions of a geotechnical investigation conducted at the site of a proposed residence on subject property, located on the east side of Rancho Santa Fe Road, south of 8"' Street, in the City of Encinitas. State of California. Subject property is more specifically referred to as being Lot Nos. 109 to 114 in Block No. 36 of Olivenhain Colony, according to Map thereof No. 326 (APN 265 -022- 23 -00). The location of the property is shown on Figure No. 1, entitled. "Site Location Map" DESCRIPTION OF PROJECT' It is our understanding that a two -story single - family residence and attached garage is proposed for the site. The proposed residence will be of woodf -amelstucco and raised woodfloor construction. SCOPE OF WORK The objectives of the investigation were to inspect and determine the subsurface Project No. 09-1147J7 Sharma 12/28/09 Page 2 Rancho Santa Fe Road soil conditions and certain physical engineering properties of the soils beneath the site, and to evaluate any potential adverse geotechnical conditions that could affect the proposed project, in order that engineering recommendations could he presented relative to the safe and economical development of the site; and checking and design of foundation for the proposed residence. In order to accomplish these objectives, four exploratory trenches were excavated and inspected, and representative samples of the subsurface soils were collected for laboratory testing and analysis. The data derived from the field observations and laboratory test results were reviewed and analyzed. and a summary of our preliminary findings. opinions and recommendations is presented in this report. FIELD INVESTIGATION The field exploratory phase of our investigation was performed on December 11, 2009, and involved a reconnaissance of the site, and the excavation of four exploratory trenches with a tractor - mounted backhoe equipped with a 24 -inch bucket. The exploratory trenches were excavated at various locations on the site where the most useful information relative to subsurface soil conditions may be obtained. The exploratory trenches were excavated to depths varying from 5 to 9 feet below existing ground surface. The location of the exploratory trenches was recorded at the time of excavation, and is shown on Figure Nos. 3 to 6, inclusive, each entitled, "Trench Log Project No. 09- 1147J7 Sharma 12/28/09 Page 3 Rancho Santa Fe Road Sheet ". The soils were visually and texturally classified by the field identification procedures set forth on the Unified Soil Classification Chan. Representative samples were obtained and the in -situ densities of the soils encountered were determined. LABORATORY TESTS The samples collected during our field investigation were subjected to various tests in the laboratory to evaluate their engineering characteristics. The tests were performed in accordance with current A.S.T.M. testing standards or other regulatory agency testing procedures. A summary of the tests that were performed and the final test results are presented in Appendix 11 hereto. The tests that were performed included determinations of the maximum dry densities and optimum moisture contents; the sulfate contents and Expansion Indices of the soils encountered. SITE DESCRIPTION Subject property is a rectangular- shaped property of 0.59 acres, situated on the east side of Rancho Santa Fe Road, approximately 200 feet south of the intersection with 8h Street. From Rancho Santa Fe Road, an embankment on the order of 7 to 8 feet in height descends onto the property, which slopes gently in a general northeasterly direction. The site is currently vacant, and covered with a growth of grass, and weeds. Project No. 09- 1147J7 Sharma 12/28/09 Page 4 Rancho Santa Fe Road The property is bordered on the west by Rancho Santa Fe Road; on the north and east by existing single - family residences; and on the south by a preserved historic structure and meeting hall owned by the Colony Olivenhain Town Council. PROPOSED SITE DEVELOPMENT Site development will consist of minor grading of the site to receive a two -story residential building and attached garage. No grading plans are available to us at this time. However. earthwork will consist of grading of a driveway tamp from Rancho Santa Fe Road and a building pad GENERAL GEOLOGY AND SUBSURFACE SOIL CONDITIONS Regional Geolo¢v The subject property is located within the southern coastal strip region of the Peninsular Range Geomorphic Province of California. This geomorphic province is characterized by mountainous terrain to the east composed mostly of Mesozoic igneous and metamorphic rocks and relatively low -lying coastal terraces to the west underlain b% late Cretaceous. Tertiary and Quaternary sedimentary rocks. The City of Encinitas area. including the site. occurs within the westerly region and is underlain by Cretaceous -age sedimentary rocks. Site Geoloav and Subsurface Soil Conditions A review of geologic maps as well as observations made during our subsurface exploration indicated that the general area is underlain by Late - Cretaceous -age Del Mar Formation. On subject property, the Del Mar Formation was encountered in the form Project No. 09- 1147J7 Sharma 12/28/09 Page 5 Rancho Santa Fe Road of brown/tan silty sands and reddish brown medium to coarse sandstone, which are medium dense to very dense in consistency. The Del Mar Formation was overlain by a residual /topsoil layer of light brown/tan silty sands. Tectonic Settine No evidence of faulting was noted during our surface reconnaissance or in our exploratory trenches. A review of available geologic literature did not reveal any major faulting in the area. It should be noted that much of southern California. including the City of Encinitas area, is characterized by a series of Quatemary -age fault zones which typically strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. A review of available geologic maps indicate that the subject property is approximately 8.8 km (5.5 miles) from the Rose Canyon Fault zone, and 41.9 km (26.2 miles) from the Elsinore-Julian Fault zone. GROUNDWATER No groundwater was encountered in the exploratory trenches to the maximum depth of exploration at 9 feet, and no major groundwater related problems, either during or after construction, are anticipated. However, it should be recognized that minor seepage problems may occur after development of a site even where none were present before development. These are usually minor phenomena and are often the results of an Project No. 09- 1147.17 Sharma 12/28/09 Page 6 Rancho Santa Fe Road alteration of the permeability characteristics of the soils; an alteration in drainage patterns due to grading; and an increase in the use of irrigation water. Based on the permeability characteristics of the soils and anticipated usage of the development, it is our opinion that any seepage problems which may occur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and when they develop. GEOLOGIC HAZARDS Ground shaking - The most likely geologic hazard to affect the site is ground shaking as a result of movement along one of the active fault zones mentioned above. For seismic design purposes, soil parameters in accordance with the 2007 edition of the California Building Code were determined. and presented hereinafter. Liquefaction Potential - In consideration of the competent formational soils underlying the site. and the lack of a high groundwater level, it is our opinion that soil liquefaction does not present a significant geotechnical hazard to the proposed site development. Landslides - Subject property is situated on gently sloping terrain and underlain by competent formational soils. A review of available geologic maps did not reveal the presence of any ancient landslides on subject or adjacent properties. The potential for landslides on subject and adjacent properties is considered minimal. Project No. 09- 1147J7 Sharma 12/28/09 Page 7 Rancho Santa Fe Road FINDINGS, CONCLUSIONS AND RECOMMENDATIONS General I . Based on the results of the investigation, it is our opinion that the currently proposed site development is feasible from a geotechnical engineering standpoint. provided that the recommendations presented in this report are incorporated into the design plan(s) and are properly implemented during the construction phase. 2. It is noted that some of the recommendations may have to be modified and supplementation recommendations may have to be presented, depending on the actual subsurface conditions encountered during construction. 3. Site grading and earthwork constructions will not impact the adjacent properties provided our recommendations are incorporated into the final designs and implemented during the construction phase. Additional field recommendations. however, may be necessary and should be given by the project geotechnical consultant for the protection of adjacent properties. Expansion Index of On -Site Soils 4. The soils encountered on the site possess low expansion potential (Expansion Index = 28). Recommendations presented hereinafter reflects this on -site soil condition Sulfate Content of On -Site Soils �. The soils encountered on the site are subject to negligible sulfate exposure (sulfate content of 42 ppm). Project No. 09- 1147J7 Sharma 12/28/09 Page 8 Rancho Santa Fe Road Gradine 6. It is recommended that all earthwork be accomplished in accordance with the Grading Ordinance of the City of Encinitas, current edition of the California Building Code, Appendix 1 attached hereto, entitled. "General Grading and Earthwork Specifications', and recommendations as presented in this Section. 7. Where the recommendations of this Section of the report conflict with those of Appendix 1, this Section of the report takes precedence. 8. Grading operations should begin with the clearing and grubbing of the site, and hauling away of the debris to an approved dump site. 9. It is recommended that a keyway be excavated along the toe of the proposed fill slope. extending through the loose residual /topsoils at least 12 inches into the underlying competent natural soils. Loose residual /topsoils similar to those encountered in all exploratory trenches to depths varying from 12 to 18 inches that remain below finished grade should be removed. 10. Fill soils generated on site should he properly moistened, and uniformly compacted in layers not to exceed 8 inches until finished grade is achieved. 11. The proposed residence may be founded partly on the cut portion, and partly on the fill portion of the building pad, provided that the natural soils to a depth of 3 feet, or 12 inches below the bottom of the deepest foundation are removed and Project No. 09- 1147.17 Sharma 12/28/09 Page 9 Rancho Santa Fe Road uniformly recompacted to provide uniform settlement characteristics to the proposed structure. 12. All fill soils should be compacted to at least 90 percent of maximum dry density at near optimum moisture content, in accordance with A.S.T.M. D1557. 13. The soils excavated from the exploratory trenches were not properly backfilled and compacted after the field investigation. It is recommended that these exploratory trenches be located during rough grading, and the backfill soils removed and properly recompacted. Earthwork Factors 14. The following table presents the estimated earthwork factors, summarized for general types of materials encountered on the site, that are subsequently compacted to 90 percent of the maximum dry density as referenced in this report. Earthwork Factors Soil Estimated Shrinkage ( -) or Bulking ( +) Type as Percent of In -situ Density Residual /topsoils - 5% to 10% Formational soils 0% to + 5% It should be noted that the current state of practice does not allow for accurate estimates of earthwork factors. There are many variables affecting such Project No. 09-1147J7 Sharma 12/28/09 Page 10 Rancho Santa Fe Road estimates that cannot be accurately quantified. Therefore, the above earthwork factors are very approximate, and contingencies should be included in design of the grading plan to accommodate a variation in the actual earthwork volumes that may be encountered during grading that differs from the above estimates. Foundation and Slab Desien 15. It is recommended that a safe allowable soil bearing value of 2.000 pounds per square foot be used for the design and checking of continuous footings that are 12 inches in minimum horizontal dimension, and isolated pier footings that are 15 inches in minimum horizontal dimension: and are embedded 12 inches (for single story) or 18 inches (for two stories) below the lowest adjacent ground surface. 16. The above sate allowable soil bearing value may be increased by one -third when considering wind and /or seismic forces. IT Post - construction total and differential settlements are within acceptable tolerance limits for light residential buildings of this type, provided the grading and foundation recommendations presented herein are followed. 18. It is recommended that all continuous footings be reinforced with a minimum of 4 #5 rebars; two rebars located near the top, and the other two rebars near the bottom of the footings. All isolated pier footings should be reinforced with a Project No. 09-1147.17 Sharma 12/28/09 Page I I Rancho Santa Fe Road minimum of 2 #5 rebars in both directions, placed near the bottom of the footings. 18. The concrete slab -on -grade should be 4 inches in thickness, and be reinforced with #3 rebars @. 18 inches on center in both directions, placed at mid - height of concrete slab. The concrete slab should be underlain by 4 inches of clean sand. The above foundation and slab reinforcement requirements are based on soil characteristics. and should be superceded by the requirements of the project architect. 19. It is recommended that all footings placed on slopes be setback such that the bottom of the footing at the outer edge is at least 7 feet back from the face of slope at that level. For footings for structures subject to lateral forces, such as those of a retaining wall, the above setback should be increased to 10 feel. 20 It is recommended that our firm inspect the foundation trench excavations for the proposed residential structure to ensure proper embedment into competent natural or compacted fill soils. Retainina Wall Desien 21. It is recommended that retaining walls he designed to withstand the pressure exerted by equivalent fluid weights given on the following page : Project No. 09- 1147J7 Sharma 12/28/09 Rancho Santa Fe Road Equivalent Backtill Fluid Surface Pressure (horizontal : vertical) (peo Level 35 2 : 1 50 1 %, : 1 58 Page 12 The above values assume that the retaining walls are unrestrained from movement. and have a granular backfill. For retaining walls restrained from movement at the top, such as basement retaining walls. an uniform horizontal pressure of 7H (where H is the height of the retaining wall in feet) should be applied in addition to the active pressures recommended above. 22. All retaining walls should he supplied with a backfill drainage system adequate to prevent the buildup of hydrostatic pressure. The subdrain should consist of one- inch gravel and a perforated pipe near the bottom of the retaining wall. The width of this subdrain should be at least 12 inches, and extend at least 2/3 height of the retaining wall. The subdrain should be enclosed in a geotextile fabric such as Mirafi 140N or equal. Details of typical subdrains are shown on Figure No. 7. 23. The on -site soil conditions are such that cantilever -type retaining walls similar to those presented in the Regional Standard Drawings or those issued by the City of Encinitas Building Department may be used, where appropriate. Project No. 09- 1147J7 Sharma 12/28/09 Page 13 Rancho Santa Fe Road Seismic Earth Pressure 24. Seismic earth pressures can be taken as an inverted triangular distribution with a maximum pressure at the top equal to 1211 pound per square foot (with H being the height of retained earth in feet). This pressure is in addition to the static design wall load. The allowable passive pressure and bearing capacity can be increased by 1/3 in determining the stability of the wall. A factor -of- safety of 1.2 can be used in determining the stability of the retaining wall under seismic conditions. Lateral Loading 25. To resist lateral loads. it is recommended that the pressure exerted by an equivalent fluid weight of 275 pcf be used for footings or shear keys poured neat against competent natural or compacted fill soils. The upper 12 inches of material in areas not protected by floor slabs or pavements should not be included in the design for passive resistance. 'This value assumes that the horizontal distance of the soil mass extends at least 10 feet or three times the height of the surface generating the passive pressure, whichever is greater. 26. A coefficient of sliding friction of 0.35 may be used for cast -in -place concrete on competent natural or compacted fill soils. Footings can be designed to resist lateral loads by using a combination of sliding fiction and passive resistance. The coefficient of friction should be applied to dead load forces only. 27. All backfill soils behind the retaining wall should consist of soils having low Project No. 09-1147J7 Sharma 12/28/09 Page 14 Rancho Santa Fe Road expansion potential (Expansion Index < 50), and be compacted at least 90 percent of maximum dry density. Slope Stability 28. The site is relatively level, and minor cut and fill slopes under 5 feet in maximum height are proposed for the development of the site. It is our conclusion that cut slopes may be safely excavated at a slope ratio of 1 %:: 1 (horizontal : vertical) or flatter up to the proposed heights with a factor of safety exceeding 1.5. 29. Fill slopes may he safely placed at a slope ratio of 2 : 1 (horizontal : vertical) or flatter up to the proposed heights with a factory of safety exceeding 1.5. 30. The above conclusions assume that surface water is not permitted to flow over the top of slopes. and that all slopes are properly planted and irrigated in accordance with the requirements of the City of Encinitas. Seismic Coefficients 31. The seismic design factors were determined in accordance with the 2007 California Building Code. and presented on the following page : Project No. 09- 1147J7 Sharma 12/28/09 Page 15 Rancho Santa Fe Road Site Coordinates : Latitude Longitude Site Class: Site Coefficient Fa Site Coefficient Fv Spectral Response Acceleration At Short Periods Ss Spectral Response Acceleration At ]-second Period Sl Sms = FaSs Sml = FvSI Sds = 2 /3'Sms Shc = 2 /3'Sml 33.04487 - 117.23468 D 1.028 1.561 1.179 0.439 1.212 0.685 0.808 0.459 Concrete Flatwork 32. In consideration of the on -site soil conditions, it is recommended that concrete flatwork be a minimum of 3 1/7 inches in thickness. and be reinforced with 6x6- W 1.4xW 1.4 (6x6- 10 /10) welded wire mesh, placed at mid - height of concrete slab. One inch expansion joints should be provided at 15 -foot intervals, with ''/< inch weakened plane contraction joints at 5 -foot intervals. Preliminary Structural Pavement Design 33. For preliminary design purposes. it is recommended that a structural pavement section of 3 inches of asphaltic concrete over compacted subgrade he used for the on site driveways. 34. If PCC pavement is be used for the proposed on -site driveways, it is recommended that the PCC pavement be 5 '/2 inches in thickness, and be Project No. 09- 1147J7 Sharma 12/28/09 Page 16 Rancho Santa Fe Road reinforced with #3 rebars @ 18 inches on center in both directions. placed at mid- height of concrete slab. Expansion joints at intervals of 10 feet should be provided. 35. The upper 8 inches of the subgrade and base material should be compacted to at east 95 percent of maximum dry density at near optimum moisture content. 36. The upper 8 inches of the subgrade should be compacted to at least 95 percent of maximum dry density at near optimum moisture content. Surface Drainaec and Maintenance 37. Adequate drainage control and proper maintenance of all drainage facilities are imperative to minimize infiltration of surface water into the underlying soil mass in order to reduce settlement potential and to minimize erosion. The building pad should have drainage swales which direct storm and excess irrigation water away from the structures and into the street gutters or other drainage facilities. No surface runoff should be allowed to pond adjacent to the foundation of structures. Gradine and Foundation Plans Review 38. It is recommended that our firm review the final grading and foundation plans for the proposed site development to verify their compliance with our recommendations. LIMITATION AND UNIFORMITY OF CONDITIONS I . The preliminary findings and recommendations contained in this report pertain Project No. 09- 1147.17 Sharma 12/28/09 Page 17 Rancho Santa Fe Road only to the site investigated and are based on the assumption that the soil conditions beneath the entire site do not deviate substantially from those disclosed in the exploratory trenches. If any variations or undesirable conditions are encountered during grading, or if the scope of the project differs from that planned at the present time, our firm should be notified in order that supplemental recommendations can be presented, if necessary. 2. This report is issued with the understanding that it is the responsibility of the Owner, or his representative, to ensure that the information and recommendations presented herein are brought to the attention of the Project Architect and Engineer and are incorporated into the plans and specifications for the project. Furthermore, the Owner, or his representative, will also be responsible for taking the necessary measures to ensure that the Contractor and subcontractors properly carry out the recommendations in the field. 3. Professional opinions and recommendations presented in this report are based partly on our evaluation and analysis of the technical information gather during the study. partly on the currently available information regarding the proposed project. and partly on our previous experience with similar soil conditions and projects of similar scope. Our study has been performed in accordance with the minimum standards of car exercised by other professional geotechnical consultants currently practicing in the same locality. We do not, however, Project No. 09-1147J7 Sharma 12/28/09 Page 18 Rancho Santa Fe Road guarantee the performance of the proposed project in any respect, and no warranties of any kind, expressed or implied. are made or intended in connection with the study performed by our firm. 4. The findings and recommendations contained in this report are valid as of the present date. However, changes in the conditions of the property could occur with the passage of time, whether they be due to natural processes or due to man- made actions on the subject and/or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated. wholly or partially, by changes outside of our control. Therefore, this report is subject to review by our firm and should not be relied upon after a period of two years. Figure Nos. 1 to 7, inclusive, and Appendices 1. II and III are parts of this report. K= PROJECT N0. 09 -1147 J7 FIGURE N0.1 NOT TO SCALE MA►OYEST 0 2M m wo tt Olrvenham Site K= PROJECT N0. 09 -1147 J7 FIGURE N0.1 NOT TO SCALE Lij LL g SCALE 1. =30' APPROXIMATE LOCATION OF EXPLORATORY TRENCHES PROJECT N0. 09 -1147 J7 I LEGEND 8 APPROXIMATE LOCATION OF EXPLORATORY TRENCH FIGURE N0.2 TRENCH LOG SHEET IY:731001Islaox Fr. DESCRIPTION SOIL TYPE Bottom of Trench (No Refusal) LEGEND Indicates representative sample Indicates undisturbed chunk sample Project No. 09-1147J7 Figure No. 3 1 ' 0 Light brown/tan, damp, loose SILTY FINE SAND I 1 (residual /topsoils) (SM) 2 Brown, damp, dense SILTY FINE SAND (Del Mar Formation) (SM) 3 r- MEDIUM TO COARSE 4 Reddish brown, damp, dense to very dense SAND (SW) 5 5.8* 121.2"91.8%' Bottom of Trench (No Refusal) LEGEND Indicates representative sample Indicates undisturbed chunk sample Project No. 09-1147J7 Figure No. 3 TRENCH LOG SHEET TRENCH NO.2 FT. DESCRIPTION SOIL TYPE Bottom of Trench (No Refusal) Project No. 09- 1147J7 Figure No. 4 0 1 Light brown/tan, moist, loose (residual /topsoils) SILTY FINE SAND (SM) Light brown/tan, moist. SILTY FINE SANDS 2 medium dense (SM) (Del Mar Formation) I 3 7.5 *112.9 *92.5 %* 4 I 5 MEDIUM TO COARSE Reddish brown, moist. dense 6 SAND (SW) 7 8 Very dense 9 I Bottom of Trench (No Refusal) Project No. 09- 1147J7 Figure No. 4 TRENCH LOG SHEET TRENCH NO.3 FP. DESCRIPTION SOIL TYPE 0 ILight brown/tan, damp, loose I SILTY FINE SAND (residualAopsoils) (SM ) Light brown/tan, damp, medium SILTY FINE SAND dense (SM) 2 (Del Mar Formation) 3 ,-'\ 4 Brown. dry, very dense 5 T, Reddish brown, moist, very dense MEDIUM TO COARSE 8 f SAND (SW) Bottom of Trench (No Refusal) Project No. 09- 1147.17 Figure No. 5 TRENCH LOG SHEET TRENCH NO.4 FT. DESCRIPTION SOIL TYPE Bottom of Trench (No Refusal) Project No. 09- 1147J7 Figure no. b 7 s W 0 1 Light brown/tan, moist, loose (residual /topsoils) SILTY FINE, SAND (SM) Light brown/tan, moist, SILTY FINE SANDS 2 medium dense (SM) (Del Mar Formation) 3 r 4 5 MEDIUM TO COARSE Reddish brown, moist, dense 6 SAND (SW) 7 8 Very dense 9 Bottom of Trench (No Refusal) Project No. 09- 1147J7 Figure no. b 7 s W PROPOSED RE W NRVG WALL PROPOSED RE TAMING WILLI F, F. 12' CONCRETE BRCiWDnaH \ \� • ' PROPERLY COMIFACTED �f, _ i __�°• r '•f bACKFULED e, GRADED I'MAX • °, AGGREGATE i ! iWill 111 HI�IIaII APPROVED FUR FAMMIC Imo'— 4' DM. PLVNORATED PIPE MIN V2 % FAIL TO APPROVED OLTLE i \ . 2%MN. GROUND SILMACE PROPERLY •, . ♦ \._ COMPACTED 6°CKFILLED i = =OPEN GRADED I • MAX. F GATE ~ _ APPROVED • F FILTER FABRIC 12• F '4N • - 1' min. "� • . • - ' DIA PWOkVED PIPE ANN. • .' =. 'h % FALL TO APPROVED OUTLET No scale Project No. 09- 1147J7 Figure No. 7 LULU EARTH TECHNOLOGY J. BOX 1932 ELCAION CA 92022 RETAINING WALL DRAIN DETAIL ;40NE:16191447 4747 ALLIED EARTH TECHNOLOGY 9833 PACIFIC HEIGHTS BOULEVARD, SUITE C SAN DIEGO, CALIFORNIA PH. (858) 4574515 FAX (858) 4574151 ROBERT CHAN, P.E. APPENDIX 1 GENERAL GRADING AND EARTHWORK SPECIFICATIONS 1.0 General I.1 These recommended grading and earthwork specifications are intended to be a part of and to supplement the Geotechnical Report(s). In the event of a conflict, the recommendations of the Geotechnical Report(s) will supercede these specifications. Observations during the course of earthwork operations may result in addition, new or revised recommendations that could supercede these specifications and/or the recommendations in the Geotechnical Report(s). 1 .? The Owner or his authorized representative shall procure the services of a qualified Geotechnical Consulting Firm, hereinafter to be referred to as the "Geotechnical Consultant" (often the same entity that produced the Geotechnical Report(s). 1.3 The Geotechnical Consultant shall be given a schedule of work by the Earthwork contractor for the subject project, so as to be able to perform required observations; testing and mapping of work in progress in a timely manner. 1.4 The work herein includes all activities from clearing and grubbing through fine grading. Included are trenching, excavating, backfilling compacting and grading. All work shall be as shown on the approved project drawings. 1.5 The Geotechnical Consultant or a qualified representative shall be present on the site as required, to observe, map and document the subsurface exposures so as to verify the geotechnical design suppositions. In the event that observed conditions are found to be significantly different from the interpreted conditions during the design phase, the Geotechnical Consultant shall notify the Owner, recommend appropriate changes in the design to suit the observed conditions and notify the agenc(ies) having jurisdiction, where required. Subsurface areas to be geotechnically observed, mapped, record elevations or tested included cleared natural ground for receiving fill or structures, "remedial removal' areas, key bottoms and benches. APPENDIX I Page 2 1.6 The guidelines contained herein and any standard details attached herewith represent this firm's recommendations for the grading and all associated operations on the subject project. These guidelines shall be considered to be a part of these Specifications. 1.7 If interpretation of these guidelines or standard details result in a dispute(s), the Geotechnical Consultant shall conclude the appropriate interpretation. 1.8 The Geotechnical Consultant shall observe the processing of subgrade and fill materials and perform the necessary compaction testing. The test results shall be provided to the Owner and the Contractor and if so required, to the agenc(ies) having jurisdiction. 1.9 The Geotechnical Consultant shall not provide "supervision" or any "direction" of work in progress to the Earthwork Contractor, or to any of the Contractor's employees or to any of the Contractor's agent. 1.10 The Earthwork Contractor : The Earthwork Contractor (contractor) shall he qualified, experienced and knowledgeable in earthwork logistics: preparation and processing of ground to receive fill, moisture conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the Owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the Owner and the Geotechnical Consultant of change in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications and the recommendations in the approved geotechnical report (s) and APPENDIX I Page 3 grading plan(s). If, in the opinion of the Geotechnical Consultant. unsatisfactory conditions, such as unsuitable soils. improper moisture conditions, inadequate compaction, insufficient buttress key size, adverse weather, etc. are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the Owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and grubbing : vegetation, such as brush, grass, roots, and other deleterious materials shall be sufficiently removed and properly disposed of in a method acceptable to the Owner, governing agencies. and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lifts shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California. most refined petroleum products (gasoline. diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor. punishable by fine and/or imprisonment and shall not be allowed. Materials used for fill, either imported or on -site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Article 9 and 10; 40 CRF; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading APPENDIX I Page 4 operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 2.2 Any asphaltic pavement material removed during clearing operations should be properly disposed of at an approved off -site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided that they are placed in accordance with Section 3.1 of this document. 2.3 During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated conditions. 2.4 Processing : Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be over - excavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay humps or clods and the working surface is reasonable uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.5 Over- excavation : In addition to removals and over - excavations recommended in the approved geotechnical report(s) and the grading plan, Soft. loose, dry, saturated, spongy, organic -rich highly fractured or otherwise unsuitable ground shall be over - excavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.6 Benching : Where fills are to be placed on ground with slopes steeper than 5 : 1 (horizontal : vertical0, the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5 :1 (horizontal : vertical) shall also be benched or otherwise over - excavated to provide a flat subgrade for the fill. APPENDIX I Page 5 2.7 Eva] uation/Acceptance of Fill Areas : All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed. mapped, elevations recorded. and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys and benches. 3.0 Fill Material 3.1 General : Materials to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill materials. 3.2 Oversized Material : Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches shall not be buried or placed in fill unless location, materials and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 33 Import : If importing of fill materials is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant as least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layer : Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near vertical layers generally not exceeding 8 inches in thickness when compacted. The Geotechnical Consultant may accept thicker layers if testing indicates that the grading procedure can adequately compact the thicker layers. Each layer shall be spread evenly APPENDIX I Page 6 and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning : Fill soils shall be watered, dried back. blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum moisture content tests shall be performed in accordance with the American Society of'Festing and Materials (ASTM Test Method D1557). 4.3 Compaction of Fill : After each layer has been moisture- conditioned. mixed and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes : In addition to normal compaction procedures specified above. compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increment of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum dry density per ASTM Test Method D1557. 4.5 Compaction Testing : Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. 'rest locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing : Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant, The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. APPENDIX I Page 7 4.7 Compaction Test Locations : The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdraiu Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdtains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall he surveyed by a land surveyor /civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over- excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechr&al plans are estimates only. The actual extent of removal shall be determined by the Geotechincal Consultant based on the field evaluation of exposed conditions during grading. Where fill- overcut slopes are to be graded. the cut portion of the slopes shall be made, evaluated. and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backfill 7.1 The Contractor shall follow all OSHA andCal /OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than APPENDIX I Page 8 30 (SP >30). The bedding shall be placed and densified to a minimum of 90 percent of maximum dry density from I foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed b_v the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. FILL SLOP PROJECT PLAN I TO I REMOVE UNSURABLE CONSTRUCT PRIOR Mn FROM TOE OF TO FILL PLACEMENT SLOPE 10 APPROVED GEOLOGIC CONDITION GROUND CUT -OVER FILL SLOPE EXISIBIG GRONNL ' ✓' BE SURFACE 2 Mn KEY DEPTH 15TMn LOWEST BENCH f KFY I REMOVE LNBUfABIE MATERIAL FILL -OVER CUl SLOPE EXISTING GROUNC SURFACF 2' On KEY DEPTH . �I 15'Mln LOWEST BENCH j4' IWIUI BENCH NEIGH1 BENCH NATURAL GROUND CUT FACE TO BE CONSTRUCTED PRIOR TO FILL PLACEMENT A CUI FACE SHALL BE I KEY ` REMOVE UNSURABLE CONSTRUCT PRIOR MATERIAL TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITION DESIGN SI OPE CUT -OVER FILL SLOPE PROJECT PLAN 1 TO 1 Min FROM TOE OF SLOPE 10 APPROVED GROUND i Z'Min � f KEY DEPTH I 15WIn. LOWEST BENCH (KEY) 4' TYPICAL BENCH HEIGHT BENCHING SHALL BE DONE WHEN SLOPES ANGLE IS EQUAL TO OR THAN 5:1 MAXIMUM BENCH HEIGHT SHALL BE 4 FEET, MAXIMUM FILL WIDTH SHALL BE 8FEE1 KEYING AND BENCHING ALLIED EARTH TECHNOLOGY DETAIL - A FINISH GRADE SLOPE FACE,r vnr.�.�v�rc rvWICKWI OVERSIZE ROCK DISPOSAL DETAIL -B ALLIED LARTH TECHN010G) BENCHMIG DESIGN FINISH GRAD+ PE RF ORATED PIPE 6" Mir L 20' Mln. NON PERFORATED 6 "Min CANYON SUBDRAIN REMOVED UNSUITABLE MATERIAL 12'MIn. OVERLAP FROM i1E TOP HOG RING TIED EVERY 6 kET 1 POSITIVE SEAL SHOULD IL BE PROVIDE AT THE 1 JOINT 1 1 OUTLET PIPE(NON _ �1 PERFORATEDPIPE) 1, CALTRAN CLASS II PERMEABLE OR k 2 ROCK -- - - ( 3 Cu.FT /FI ) WRAPPED IN FILTER FABRIC DETAIL C FILTER FABRIC (MRAF 1140N OR APPROVED FQUIVALFNI M2 WRAPPED IN FILTER FABRIC OR CALTRANS CLASS II PERMEABLE ALLIED ERATH TECHNOLOGY FILTER FABRIC MIRAFi \ 140 APPROVED � V EQUIVALENT 111* 6" Min MIN B EDDING CONNECTION FOR COLLECTION PIPE TO OUTLET PIPE FILTER FABRIC (MRAF 1140N OR APPROVED FQUIVALFNI M2 WRAPPED IN FILTER FABRIC OR CALTRANS CLASS II PERMEABLE ALLIED ERATH TECHNOLOGY 12" Min. LKEY DEPTH 15 Min OUTLET PIPES 4 NON PERFORATED PIPE 100 Ma. OC HORIZONW30. Mak OC VERTICAL FILTER FABRIC MIRAFI 140 OR APPROVED 1 EQUIVALENT I POSME SEAL SHOULD BE PROVIDE AT THE JOINT 1 �.::�:• : ,- 6' Min r • - :: •' i OUTLET PIPE .`? .3 • 4' MIN BEDDING (NON - PERFORATED PIPE) .g+ }.' % i CALTRAN CLAD PERMEABLE OR M 2 K i- CONNECTION FOR (3 Cu.FVFt) IN ___j COLLECTION PIPE TO FILTER FABRIC OUTLET PIPE SUBDRAIN INSTALLATION SUBDRAIN COLLECTOR PIPE SHALL BE INSTALLED WITH PERFORATIONS DOWN OR UNLESS OTHERWISE DESIGNED BY THE GEOTECHNICAI CONSULTANT OUTLET SHALL BE NON- PERFORATED PIPE THE SUBDRAIN PIPE SHALL HAVE AT LEAST 8 PERFORATIONS UNIFORMLY SPACED PER FOOT. PERFORATION SHALL Of 114" TO 112'IF DRILLED HOLES ARE USED ALI SUBDRAIN PIPES SHALI HAVE A GRADIENT AT LEAST 2% TOWARD THE OUTLET SUBDRAIN PIPE SUBDRAIN PIPE SHALL BE ASTMD 2751 SDR 23.5 OR ASTMD 1527 SCHEDULE 40. OR ASTMD 3034, SDR 23.5, SCHEDULE 40 POLYVINYL CHLORIDE PLASTIC ( PVC ) PIPE ALL OUTLET PIPE SHALI BE PLACED IN A TRENCH NO WIDER THAN TWICE THE SUBDRAIN PIPE, PIPE SHALL BE IN SOIL OF SE >30 JETTED OR FLOODED IN PLACED EXCEPT FOR THE OUSIDE 5 FEET WHICH SHALI BE NATIVE SOILL BACKFILI BUTRESS OR REPLACEMENT FILL SUBDRAIN DETAIL D ALLIED EARTH TECHNOLOGY FINISH SLOPE FACE PROJECT I TO 1 I" FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY �11WY DEY_M OMERKRMN OR 15 Min LOWESI MISU T W MMERIAl BENCH (KEPI EXISTING GROUND _ SURFACE FINISH CUT PAD PAD OVEREXCAVATION DEPTHAND RECOMPACT'ON MAY BERECOMMENDED BY THE CONSULTANTS SED ON ACTUAL FIELD CONDITION ENCOUNTERED IVOTE SUBDRAIN DETAILS AND KEY WIDTH RECOMMENDATIONS TO BE PROVIDED BASED ON EXPOSED SURFACE CONDITIONS SIDE HILL STABILITY FILL DETAIL- E ALLIED EARTH TECHNOLOGY Project No. 09- 1147J7 Sharma 12/28/09 Rancho Santa Fe Road APPENDIX II LABORATORY TEST RESULTS 1. The maximum dry densities and optimum moisture contents of the 611 soils encountered were determined in accordance with A.S.T.M. D1557, Method A. The results of the tests are presented as follows : Maximum Optimum Soil Dry Density Moisture Content Description (Ibs. /cu.ft.) (% Dry Wt.) Trench #2 Light brown/tan silty fine 122.0 11.5 Sample #1 sand (SM) Depth 3.0' Trench #1 Reddish brown medium to coarse 132.0 8,5 Sample # 1 sand (SW) Depth 5.0' 2. The Expansion Index of the most clayey soils was determined in accordance with A.S.T.M. D4929 -08. The results of the test are presented as follows: Soil Expansion Description Index Trench #2 Light brown/tan silty fine sand 28* Sample #1 (SM) Depth 3.0' *Considered to possess LOW expansion potential Project No. 09- 1147J7 Sharma 12/28/09 Rancho Santa Fe Road APPENDIX 11(Cont'nd) LABORATORY TEST RESULTS 3. The sulfate content of the soils were determined in accordance with A.S.T.M. 13516. The results are presented below Sulfate Sot I Content Description (ppm) Trench #2 Light brown/tan silty fine sand 42 Negligible Sample #I (SM) Depth 3.0' Project No. 09- 1147J7 Sharma 12/28/09 Rancho Santa Fe Road APPENDIX III REFERENCES - California Building Code, Volumes t & 2, International Conference of Building Officials, 2001. - "Green Book" Standard Specifications for Public Works Construction, Public Works Standards, Inc. 2003 Edition. - California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, DMG Special Publication 117, 71 p. - Tan S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate 2, Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, San Diego County, California, California Division of Mines and Geology, 1:24,000 "Soil Mechanics ", Naval Facilities Engineering Command, DM 7.01 "Foundations and Earth Structures ", Naval Facilities Engineering Command. DM 7.02 "Soil Mechanics in Engineering Practice ", Karl Terzaghi, Ralph B. Peck. Gholamseza Mesri. ALLIED EARTH TECHNOLOGY JUN 3 2011 7915 SILVERTON AVENUE, SUITE 317 SAN DIEGO, CALIFORNIA 92126 PH. (858) 586 -1665 FAX (858) 586 -1660 ES (619) 447 -4747 �--- ROBERT CHAN, P.E 7 S �1],�YIl,��Z /]�1[� t],� 1 it if 8 =!] :�Ilfl►`I E PROPOSED RESIDENTIAL BUILDING SITE EAST SIDE OF RANCHO SANTA FE ROAD, SOUTH OF 8TH STREET ENCINITAS, CALIFORNIA FOR 16111 11I. 1fr1:R9: /:4;16 V PROJECT NO. 09-1147J7 JUNE 1, 2011 ALLIED EARTH TECHNOLOGY ROBERT CHAN, P.E. 7915 SH.VERTON AVENUE, SUITE 317 SAN DIEGO, CALIFORNIA 92126 PH. (858) 586 -1665 FAX (858) 586.1660 (619) 447 -4747 June 1, 2011 Mr. Apurva Sharma 9645 Genesee Avenue, Apt. E I San Diego, CA. 92121 -1816 Subject : Project No. 09- 1147J7 Report of Compacted Filled Ground Proposed Residential Building Site East Side of Rancho Santa Fe Road, South of 8`s Street Encinitas, California Dear Mr. Sharma: This report records our observations of the grading and the results of tests performed in connection with our inspection of the compaction of fill soils placed on certain areas of the proposed residential building site on subject property, more specifically referred to as being Lot Nos. 109 to 114, block No. 36 of Olivenhain Colony, according to Map thereof No. 326 (APN 265- 022- 23 -00), in the City of Encinitas, State of California. The grading reported herein was accomplished during the month of May, 2011. The grading was accomplished in accordance with the approved grading plans for subject property, and the recommendations as presented in our Geotechnical Investigation Report dated December 28, 2009. Prior to commencement of grading, the site was cleared and grubbed, and the debris hauled away and disposed of offsite. Keyways were first excavated into competent natural soils along the edge of Rancho Santa Fe Road for the construction of the horse trail, and along the toe of the proposed driveway entrance. Fill soils generated on site were properly moistened, placed and uniformly compacted in lifts on the order of 6 to 8 inches until finished grade is achieved. A keyway for the building pad was then excavated, extending through the loose residual/topsoils at least 12 inches into the underlying competent natural soils. Fill soils Project No. 09- 1147J7 Sharma 06/01/11 Page 2 Rancho Santa Fe Road generated on site were properly moistened, placed and uniformly compacted in lifts on the order of 6 to 8 inches. Additional fill soils similar to the on -site materials were imported from nearby sources, placed and uniformly compacted until finished grade is achieved. The in -situ densities of the soils were tested in accordance with the applicable provisions of ASTM D2922. The elevations of fill at which the tests were taken and the final test results are presented on pages T -1 to T -3, under, "Table of Test Results ". The laboratory determinations of the maximum dry densities and optimum moisture contents of the fill soils are set forth on page L -1 under, "Laboratory Test Results ". The approximate location of the compacted filled ground and field density tests are shown on Figure No. 1, entitled, "Approximate Location of Compacted Filled Ground ". The results of the tests and observations indicate that the fill soils placed on the site have been compacted to at least 90 percent of maximum dry density at near optimum moisture content. Test results indicate that the building pad is adequate for its intended use as support to the proposed residential building. The soils encountered on the site possess low expansion potential (Expansion Index = 48). It is recommended that a safe allowable soil bearing value of 2,000 pounds per square foot be used in the design and checking of continuous footings that are a minimum of 12 inches in minimum horizontal dimension, and interior spread footings that are a minimum of 24 inches in minimum horizontal dimension, and are embedded at least 12 inches (for single story) or 18 inches (for two stories) below the surface of the competent natural or compacted fill ground. It is recommended that all continuous footings be reinforced with four #5 rebars; two rebars located near the top, and the other two rebars near the bottom of the footings. Isolated pier footings should be reinforced with a minimum of 2 #5 rebars in each direction, placed near the bottom of the footing. The concrete slab -on -grade should be 4 inches net in thickness, and be reinforced with #3 rebars @ 18 inches on center, placed at mid - height of concrete slab. The concrete slab should be underlain by 4 inches of clean sand. In areas to be tiled or carpeted, a10 -mil moisture barrier should be placed at grade and be overlain by one -inch of protective sand cover. This moisture barrier should be heavily overlapped or sealed at splices. Please note that the above foundation and slab reinforcement recommendations are based on soil characteristics, and should be superseded by the requirements of the project architect or structural engineer. Project No. 09- 1147 .17 Sharma 06/01/11 Page 3 Rancho Santa Fe Road Proper control of the site drainage and regular maintenance of all drainage facilities are important factors related to the overall stability of the soil mass. Surface water around the perimeter of the proposed structure should flow away from the structure at a gradient of 2 percent for a minimum distance of 5 feet, and drain into the street or into on -site drainage structures without intermediate ponding. This report discusses the fill placement observed by personnel from our firm during the periods specified. It is recommended that any additional grading and/or fill soils placed, like backfill soils behind retaining walls, as well as backfill placed in utility trenches within 5 feet of any improvements and deeper than 12 inches, or backfill placed in any trench located 5 feet or more from a building and deeper than 5 feet, be compacted under our observation and tested to verify compliance with earthwork specifications of the project. Pages L -l. T -1 to T -3 and Figure No. 1 are parts of this report. Respectfully ALLIED EA WA r Sr - 4i� , AIiiiZ N& GMOB Project No. 09- 1147J7 Sharma 06/01/11 Page L -1 Rancho Santa Fe Road LABORATORY TEST RESULTS 1. The maximum dry densities and optimum moisture contents of the fill soils encountered were determined in accordance with A.S.T.M. D1557, Method A. The results of the tests are presented as follows : Maximum Optimum Soil Soil Dry Density Moisture Content Type Description (lbs. /cu.ft.) (% Dry Wt.) I Light brown silty fine sand (SM) 116.5 12.5 w /clay binder 2 Brown silty fine sand (SM) 118.0 11.0 2. The Expansion Index of the most clayey soils was determined in accordance with A.S.T.M. D4929 -08. The results of the test are presented as follows : Soil Expansion Description Index 1 Light brown silty fine sand (SM) 48" w /clay binder 'Considered to possess LOW expansion potential Project No. 09-1147J7 Sharma 06/01/11 Rancho Santa Fe Road TABLE OF TEST RESULTS Elevation Plus of Fill Field Dry V Maximum Date Test Soil at Test Moisture Density Rock Dry Density Percent of No. Type (Ft.) (% Dry Wt.) (lbs. /cu.ft.) ( %) (lbs. /cu.ft.) Compaction Test 1 1 126 12.4 105.2 0 116.5 90.3 05/04/11 2 1 126 14.2 105.4 0 116.5 90.5 05/04/11 3 1 126 12.7 105.1 0 116.5 90.2 05/04/11 4 2 120 13.5 110.5 0 118.0 93.6 05/04/11 5 1 119 12.5 105.2 0 116.5 90.3 05/04/11 6 2 122 11.7 109.6 0 118.0 92.9 05/05/11 7 1 121 10.7 105.5 0 116.5 90.6 05105111 8 2 116 10.5 107.3 0 118.0 90.9 05105111 9 1 116 12.1 105.9 0 116.5 90.9 05 105111 10 1 116 14.3 105.7 0 116.5 90.7 05/05/11 11 2 116 11.5 108.9 0 118.0 92.3 05105111 12 1 116 15.3 106.3 0 116.5 91.2 05105111 13 2 122 14.3 108.2 0 118.0 91.7 05105111 14 1 126 12.0 106.1 0 116.5 91.1 05/05/11 15 2 126 9.2 109.6 0 118.0 92.9 05105/11 16 2 127 12.6 108.7 0 118.0 92.1 05105111 17 2 126 12.1 107.7 0 118.0 91.3 05 /05/11 18 2 116 11.2 108.7 0 118.0 92.1 05/06/11 19 2 116 10.5 107.5 0 118.0 91.1 05/06/11 20 2 116 12.1 110.5 0 118.0 93.6 05/06/11 21 2 116 11.3 108.6 0 118.0 92.0 05/06/11 Page T -1 Remarks Project No. 09- 1147]7 Sharma 06/01/11 Page T -2 Rancho Santa Fe Road TABLE OF TEST RESULTS (Cont'nd) Elevation Plus of Fill Field Dry ' /I' Maximum Date Test Soil at Test Moisture Density Rock Dry Density Percent of No. Type (Ft.) (% Dry Wt.) (lbs. /cu.ft.) ( %) (Ibs. /cu.ft.) Compaction Test Remarks 22 1 112 11.4 105.6 0 116.5 90.6 05/06/11 23 1 112 10.4 105.9 0 116.5 90.9 05/06/11 24 2 112 11.2 111.1 0 118.0 94.2 05 /06/11 25 2 112 11.2 111.9 0 118.0 94.8 05/06/11 26 2 128 11.9 109.1 0 118.0 92.4 05/06/11 27 1 126 12.3 105.3 0 116.5 90.4 05/06/11 28 1 123 13.7 106.5 0 116.5 91.4 05/06/11 29 2 127 13.2 111.3 0 118.0 94.3 05/06/11 30 2 113 9.2 112.9 0 118.0 95.7 05/06/11 31 1 114 13.3 105.1 0 116.5 90.2 05/06/11 32 2 114 12.0 110.6 0 118.0 93.7 05/06/11 33 2 116 12.5 106.9 0 118.0 90.6 05/06/11 Finished grade 34 2 116 9.3 108.0 0 118.0 91.5 05/09/11 " 35 2 128 12.1 110.3 0 118.0 93.5 05/09/11 Subgrade driveway 36 2 128 12.5 111.6 0 118.0 94.6 05/09/11 37 2 126 11.0 110.1 0 118.0 93.3 05/09/11 38 l 124 11.6 105.1 0 116.5 90.2 05/09/11 39 2 116 15.3 108.8 0 118.0 92.2 05/24/11 Finished grade 40 2 116 10.8 106.3 0 118.0 90.1 05124/11 41 1 113 15.5 104.9 0 116.5 90.0 05/25/11 42 1 113 11.2 105.0 0 116.5 90.1 05/25/11 Project No. 09- 1147J7 Sharma 06/01/11 Page T -3 Rancho Santa Fe Road TABLE OF TEST RESULTS (Cont'nd) Elevation Plus of Fill Field Dry '/4" Maximum Date Test Soil at Test Moisture Density Rock Dry Density Percent of No. Type (Ft.) (% Dry Wt.) (lbs. /cu.ft.) ( %) (lbs. /cu.ft.) Compaction Test Remarks 43 I 116 11.0 105.5 0 116.5 90.6 05/25/11 Finished grade 44 I 116 12.0 108.5 0 116.5 93.1 05 /25111 " 45 1 116 12.3 106.0 0 116.5 91.0 05/25/11 " 46 1 114 11.1 106.2 0 116.5 91.1 05/25/11 Slope test 47 1 114 10.8 106.8 0 116.5 91.7 05/25/11 " 48 1 126 12.5 107.0 0 116.5 91.8 05/25/11 " 49 1 123 11.2 106.5 0 116.5 91.4 05/25/11 " 50 1 116 13.0 106.9 0 116.5 91.8 05/25/11 Finished grade 51 1 116 12.9 106.0 0 116.5 91.0 05/25/11 " EXISTING AC BERA UNG AC i N I 1 1 1 1 1I WOOD FENCE P \74 1 TOC 115.30 127A)2' l Q O �TTNG 6' HIGH )OD FENCE l 11 S NEWA (SEE L 3) 1Z Al r' \ N7TI0'03'W 139.92' EXIS AC I ; / PA ENT II I i t I SCALE 1' =201 3 OSTING 3- 1 �C BE APN 265 - 022 -24 -00 LEGEND APPROXIMATE LOCATION OF COMPACTED FILLED GROUND e APPROXIMATE LOCATION OF APPROXIMATE LOCATION OF FIELD DENSITY TEST COMPACTED FILLED GROUND PROJECT N0. 10 -1147 J7 FIGURE N0.1 115.50 J / I O I U_ I � I Q O W LL Q "A" Z N �Z S NG 1 ' WATER I ( 1 'b �'Piq$ 3 J D EXIST! 1' WATER ISE �O REMNN i N I 1 1 1 1 1I WOOD FENCE P \74 1 TOC 115.30 127A)2' l Q O �TTNG 6' HIGH )OD FENCE l 11 S NEWA (SEE L 3) 1Z Al r' \ N7TI0'03'W 139.92' EXIS AC I ; / PA ENT II I i t I SCALE 1' =201 3 OSTING 3- 1 �C BE APN 265 - 022 -24 -00 LEGEND APPROXIMATE LOCATION OF COMPACTED FILLED GROUND e APPROXIMATE LOCATION OF APPROXIMATE LOCATION OF FIELD DENSITY TEST COMPACTED FILLED GROUND PROJECT N0. 10 -1147 J7 FIGURE N0.1 115.50 J / I O I U_ I � I Q C I T Y OF E N C I N I T P '3 I INEERING SERVICES DEPARTM& _ 505 S_ VULCAN AVE. ENCINITAS, CA 92024 C GRADING PERMIT PERMIT NO.: 10642 GI ------------------------------------------------------------------------------- PARCEL NO. 265- 022 -2300 PLAN NO.: JOB SITE ADDRESS: 441 RANCHO SANTA FE ROAD CASE NO.: APPLICANT NAME APURVA SA RMA MAILING ADDRESS: 9645 G 'TFSEE AVE, APT El PHONE NO.: 408- 242 -0390 CITY: SAN DIEGO STATE: CA ZIP: 92121- CONTRACTOR : CAROLINO CONSTF LICENSE NO.: 831710 ENGINEER : ROBERT CHAN PERMIT ISSUE DATE: 4/08/11 PERMIT EXP ATE: 08/12 INSPECT : RON BRADY -ON CORP PERMIT ISSUED BY ------ - - - - -- - - -- PERMIT FEES & DEPOSITS PHONE NO.: 619- 474 -4242 LICENSE TYPE: A PHONE NO.: 1. PERMIT FEE .00 2. GIS MAP FEE .00 3. INSPECTION FEE 3,255.00 4. INSPECTION DEPOSIT: .00 S. NPDES INSPT FEE 651.00 6. SECURITY DEPOSIT 65,117.00 7. FLOOD CONTROL FE .00 8. TRAFFIC FEE .00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMT .00 ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 ------ -- ----------- - - - - -- DESCRIPTION OF WORK ------------ ------------- - - - - -- PERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR /MATERIALS FOR EARTHWORK, DRAINAGE, PRIVATE IMPROVEMFrTTS, AND EROSION CONTROL. CONTRACTOR MUST MAINTAIN AT ALL TIMES TRAFFIC CONTROL PER W.A.T.C.H. STANDARDS OR APPROVED TRAFFIC CONTROL PLAN. LETTER DATED MARCH 10, 2011 APPLIES. - - -- INSPECTION ---------- - - - - -- DATE 1-- - - - - -- INITIAL INSPECTION COMPACTION REPORT RECEIVED - ENGINEER CERT. RECEIVED ROUGH GRADING INSPECTION FINAL INSPECTION I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY PERMIT PURSUANT TO THIS APPLICATION. f1�z1L ��Zoll SIGNATURE DATE SIGNED A' ey'� "K m (e oW 2q 2 o 33D PRINT NAME TELEPHONE NUMBER CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER -fi?"' Q T Y O F E N C I N I T A .Ak SNEERING SERVICES DEPARTME i 505 S. VULCAN AVE. ENCINITAS, CA 92024 IMPROVEMENT PERMIT PERMIT NO.: 10642 II PARCEL NO. : 265- 022 -2300 PLAN NO.: JOB SITE ADDRESS: 441 RANCHO SANTA FE ROAD CASE NO.: APPLICANT NAME APURVA SHARMA MAILING ADDRESS: 9645 GENESEE AVE, APT E1 PHONE NO.: 408 - 242 -0390 CITY: SAN DIEGO STATE: CA ZIP: 92121- CONTRACTOR : CAROLINO CONSTRUCTION CORP LICENSE NO.: 831710 INSURANCE COMPANY NAME: DELOS POLICY NO. TWCG41000315 ENGINEER ROBERT CHAN PERMIT ISSUE DATE: 4/08/11 PERMIT F, 12 INSPECT R: RON BRADY 1 INS CO PERMIT ISSUED ------------------- - - - - -- PERMIT FEES & DEPOSITS PHONE NO.: 619 - 474 -4242 LICENSE TYPE: A POLICY EXP. DATE: 9/03/11 PHONE j0.: BY: i 1. PERMIT FEE .00 2. GIS MAP FEE .00 3. INSPECTION FEE 3,255.00 4. INSPECTION DEPOSIT: .00 5. NPDES INSPT FEE 76.00 6. SECURITY DEPOSIT 7,657.0000 7, FLOOD CONTROL FE .00 8. TRAFFIC FEE 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMNT .00 11.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 --- ----- ----- ------ - - - - -- DESCRIPTION OF WORK ------------------------- - - - - -- PERMIT TO GUARANTEE THE PERFORMANCE AND LABOR /MATERIALS FOR THE IMPROVEMENTS SHOWN ON THE APPROVED IMPROVEMENT PLAN. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T.C.H. STANDARDS OR APPROVED PLAN. __ INSPECTION --------------'- DATE -- - - - - -- I PECT S GNATURE - - -- INITIAL INSPECTION FINAL INSPECTION --------------------------------------------------------- AS- BUILTS AND ONE YEAR WARRANTY RETENTION REQUIRED. I HAVE CAREFULLY EXAMINED THE COMPLETED PERMIT PENALTY OF PERJURY THAT ALL THE INFORMATION IS SIGNATURE FYI .. CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER AND DO HEREBY CERTIFY UNDER TRUE. . ti��a�ll - DAT SIGNED TELEPHONE NUMBER May 31, 2011 Subject Pad Certification APN 265- 022 -21 & 22 Per Plan furnished by owner Owner. Mr. Apu Sharma To whom it may concern: /om& � J E JUN 3 2011 E ; ;,- �'+EERING SERVICES CITY OF ENCIRITAS Pleased be advised that on May 27, 2011, 1 have completed a field survey at the subject residential building site, more specifically referred APN 265- 022 -21 & 22 at Lot 109 -114; Block 36, Map 287, in City of Encinitas, in the San Diego County In my professional opinion, the elevation for proposed building pad has been complied in substantial conformance with the grades shown on the approved Grading Plan Respectfully submitted, x f V' Ramon Rios Vasque LS g24