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2005-9442 GLine: I Ill—� 9O4 �- C I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S. VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO.: 9442GI ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- PARCEL NO. : 260- 620 -7300 PLAN NO.: 9442GI JOB SITE ADDRESS: 1416 SUMMIT AVE. CASE NO.: 04068 / CDP APPLICANT NAME DAVID P. SHAW MAILING ADDRESS: P.O. BOX 206 PHONE NO.: 760 -533 -0299 CITY: CARDIFF STATE: CA ZIP: 92007- CONTRACTOR : OWNER /BUILDER LICENSE NO.: ENGINEER : SAMPO ENGINEERING PERMIT ISSUE DATE: 1/18/06 PERMIT EXP 18/07 INSPECTO PETER HALL PHONE NO.: LICENSE YPE: PH 6 36 -0660 go� PERMIT ISSUED BY: ----------- --- ----- - - - - -- PERMIT FEES & DEPOSITS ---------------------------- 1. PERMIT FEE .00 2. PLAN CHECK DEPOSIT: .00 3. INSPECTION FEE 3,893.83 4. INSPECTION DEPOSIT: .00 5. PLAN CHECK FEE .00 6. SECURITY DEPOSIT 77,876.59 7. FLOOD CONTROL FEE 880.32 8. TRAFFIC FEE .00 ------------------- - - -- -- DESCRIPTION OF WORK --------------- ----- ----- - - - - -- GRADING PERMIT ISSUED TO PERFORM WORK IN ACCORDANCE WITH PLAN 9442 -GI. APPLICANT SHALL MAINTAIN TRAFFIC CONTROL PER W.A.T.C.H. STANDARD OR CITY APPROVED TRAFFIC CONTROL PLAN. LETTER DATED 11 -22 -2005 APPLIES. - - -- INSPECTION -- -- ------ - - - - -- DATE -- - - - - -- INSPECTOR'S SIGNATURE - - -- 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 PE IT ISSU D PURSUANT TO THIS APPLICATION. NATURE — /�r- DATE SIGNED _Zloo v!�� aZ�9 TELEPHONE NUMBER March 10, 2005 David Shaw P.O. Box 206 Cardiff, CA 92007 '` COAST GEOTECHNICAL CONSUIXING ENGINEP:RS AND GE01,061S7lS PRELIMINARY GEOTECHNICAL INVESTIG Proposed Residential Structures Flag Lot West Of 1422 Summitt Avenue Cardiff, California Dear Mr. Shaw: In response to your request and in accordance with our Proposal and Agreement dated September 15, 2004, we have performed a preliminary geotechnical investigation on the subject site for the proposed residences. The findings of the investigation, laboratory test results and recommendations for foundation design are presented in this report. From a geologic and soils engineering point of view, it is our opinion that the site is suitable for the proposed development, provided the recommendations in this report are implemented during the design and construction phases. If you have any questions, please do not hesitate to contact us at (858) 755 -8622. This opportunity to he of service is appreciated. Respectfully submitt �.': COAST GEOTEC . " �j /_ L 210 //j�lC Exp. 5 :i 1 -i: J Mark Burwell, C. E. GlNeERIW Vith in a ENGINEERIf!" � Engineering Geolo GEOL03 Geotechnical E 779 ACADEMY DRIVE, • SOLANA BEACH, CALIFORNIA 92075 (858) 755 -8622 • FAX (858) 755 - 9126 782 Exp. 12-31-05 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Structures Flag Lot West Of 1422 Summitt Avenue Cardiff, California Prepared For: David Shaw P.O. Box 206 Cardiff, CA 92007 March 10, 2005 W.O. P435104 Prepared By: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 TABLE OF CONTENTS VICINITY MAP 4 INTRODUCTION 5 SITE CONDITIONS 5 PROPOSED DEVELOPMENT 5 SITE INVESTIGATION 6 LABORATORY TESTING 6 GEOLOGIC CONDITIONS 7 CONCLUSIONS 10 RECOMMENDATIONS 11 A. BUILDING PAD- REMOVALS/RECOMPACTION 11 B. TEMPORARY SLOPESIEXCAVATION CHARACTERISTICS 12 C. FOUNDATIONS 12 D. SLABS ON GRADE (INTERIOR AND EXTERIOR) 13 E. RETAINING WALLS 14 F. SETTLEMENT CHARACTERISTICS 14 G. SEISMIC CONSIDERATIONS 15 H. SEISMIC DESIGN PARAMETERS 15 I. PRELIMINARY PAVEMENT SECTION 16 J. UTILITY TRENCH 16 K SUBDRAIN 17 L. DRAINAGE 17 M. GEOTECHNICAL OBSERVATIONS 18 N. PLAN REVIEW 18 LIMITATIONS 18 REFERENCES 20 APPENDICES APPENDIX A LABORATORY TEST RESULTS EXPLORATORY TRENCH LOGS SUBDRAIN DETAIL, PLATE A TRANSITION LOT DETAILS, PLATE B SITE PLAN APPENDIX B REGIONAL FAULT MAP SEISMIC DESIGN PARAMETERS DESIGN RESPONSE SPECTRUM APPENDIX C GRADING GUIDELINES va,a use suu�ea �u ncense f - O 2004 DeLNme Topo USA® 5 0 �.. • +� ,M ,. . O 10m mm 1' = 433.311 Data ZO 154 Coast Geotechnical March 10, 2005 W.O. 8435104 Page 5 INTRODUCTION This report presents the results of our geotechnical investigation on the subject property. The purpose of this study is to evaluate the nature and characteristics of the earth materials underlying the property, the engineering properties of the surficial deposits and their influence on the proposed residences. SITE CONDITIONS The subject property is located south of Santa Fe Drive, along the west side of Summit Avenue, in the Cardiff district, city of Encinitas. The subject property includes a flag lot situated behind a developed residential lot. The rectangular lot descends to the west at a grade of about 6.5 to 8.0 percent. However, previous grading has resulted in two (2) relatively level terraces. Relief on the site is a maximum of 13 vertical feet. The flag lot is bounded along the north, south , west and east by developed residential sites. With the exception of minor grass and weeds, the site is generally void of significant vegetation. Drainage is generally by sheet flow to the west. PROPOSED DEVELOPMENT Preliminary plans for development of the site were prepared by Kevin Love, Architecture. The project includes construction of two (2) new residences supported on conventional wall footings with Coast Geotechnical March 10, 2005 W.O. P435104 Page 6 slab on grade floors. Plans suggest that minor grading will be required for the split -level residences in the building envelope. Access will be via a long driveway which enters from Summitt Avenue. SITE INVESTIGATION Site exploration included three (3) exploratory trenches excavated to a maximum depth of 9.5 feet with a track - mounted mini - excavator. Earth materials encountered were visually classified and logged by our field engineering geologist. Undisturbed, representative samples of earth materials were obtained at selected intervals. Samples were obtained by driving a thin walled steel sampler into the desired strata. The samples are retained in brass rings of 2.5 inches outside diameter and 1.0 inches in height. The central portion of the sample is retained in close fitting, waterproof containers and transported to our laboratory for testing and analysis. LABORATORY TESTING Classification The field classification was verified through laboratory examination, in accordance with the Unified Soil Classification System. The final classification is shown on the enclosed Exploratory Logs. Moisture/Density The field moisture content and dry unit weight were determined for each of the undisturbed soil samples. This information is useful in providing a gross picture of the soil consistency or variation Coast Geotechnical March 10, 2005 W.O. P435104 Page 7 among exploratory excavations. The dry unit weight was determined in pounds per cubic foot. The field moisture content was determined as a percentage of the dry unit weight. Both are shown on the enclosed Laboratory Tests Results and Exploratory Logs. Maximum Dry Density and Optimum Moisture Content The maximum dry density and optimum moisture content were determined for selected samples of earth materials taken from the site. The laboratory standard tests were in accordance with ASTM D- 1557 -91. The results of the tests are presented in the Laboratory Test Results. GEOLOGIC CONDITIONS The subject property is located in the Coastal Plains Physiographic Province of San Diego. The property is underlain at relatively shallow depths by Pleistocene terrace deposits. The terrace deposits are underlain at depth by Eocene -age sedimentary rocks which have commonly been designated as the Torrey Sandstone and Del Mar Formation on published geologic maps. The terrace deposits are covered by soil deposits and, in part, by minor wedge - shaped fill deposits. A brief description of the earth materials encountered on the site follows. Artificial Fill No evidence of significant fill deposits was observed on the site. In the area of the intervening slope (Trench No. 2), a wedge- shaped fill mass was encountered. The maximum depth of fill is Coast Geotechnical March 10, 2005 W.O. P435104 Page 8 approximately 3.0 feet. The fill is composed of fine and medium - grained sand in a very moist and loose condition. A small stockpile of locally derived terrace deposits is present in the southwest portion of the site. Soil Approximately 6.0 to 18 inches of brown fine and medium - grained sand was encountered in Trench Nos. 3 and 1, respectively. The soil is generally moist and loose. The contact with the underlying terrace deposits is gradational. Terrace Deposits Underlying the surficial materials, poorly consolidated Pleistocene terrace deposits are present. The sediments are composed of tan to reddish brown, fine and medium - grained sand. It was noted that the upper 1.5 to 2.0 feet of the terrace deposits were weathered and generally in a moist condition. Regionally, the Pleistocene sands are considered flat -lying and are underlain at depth by Eocene -age sedimentary rock units. Expansive Soil Based on our experience in the area and previous laboratory testing of selected samples, the fill deposits and Pleistocene sands reflect an expansion potential in the low range. Coast Geotechnical Groundwater March 10, 2005 W.O. P435104 Page 9 No evidence of perched or high groundwater tables were encountered to the depth explored. However, recent rains have resulted in a very moist condition in the surficial deposits and the upper portion of the terrace deposits. It should be noted that seepage problems can develop after completion of construction. These seepage problems most often result from drainage alterations, landscaping and over - irrigation. In the event that seepage or saturated ground does occur, it has been our experience that they are most effectively handled on an individual basis. Tectonic Setting The site is located within the seismically active southern California region which is generally characterized by northwest trending Quatemary-age fault zones. Several of these fault zones and fault segments are classified as active by the California Division of Mines and Geology (Alquist- Priolo Earthquake Fault Zoning Act). Based on a review of published geologic maps, no known faults transverse the site. The nearest active fault is the offshore Rose Canyon Fault Zone located approximately 2.3 miles west ofthe site. It should be noted that the Rose Canyon Fault is not a continuous, well - defined feature but rather a zone of right stepping en echelon faults. The complex series of faults has been referred to as the Offshore Zone of Deformation (Woodward - Clyde, 1979) and is not fully understood. Several studies suggest that the Newport- Inglewood and the Rose Canyon faults are a continuous zone of en echelon faults (Treiman, 1984). Further studies along the complex offshore zone of faulting may indicate Coast Geotechnical March 10, 2005 W.O. 8435104 Page 10 a potentially greater seismic risk than current data suggests. Other faults which could affect the site include the Coronado Bank, Elsinore, San Jacinto and San Andreas Faults. The proximity of major faults to the site and site parameters are shown on the enclosed Seismic Design Parameters. Liquefaction Potential Liquefaction is a process by which a sand mass loses its shearing strength completely and flows. The temporary transformation of the material into a fluid mass is often associated with ground motion resulting from an earthquake. Owing to the moderately dense nature of the underlying Pleistocene terrace deposits and the anticipated depth to groundwater, the potential for seismically induced liquefaction and soil instability is considered low. CONCLUSIONS 1) The subject property is located in an area that is relatively free of potential geologic hazards such as landsliding, liquefaction, high groundwater conditions and seismically induced subsidence. 1) The existing fill, soil and weathered terrace deposits are not suitable for the support of structural footings or concrete flatwork, in their present condition. Coast Geotechnical March 10, 2005 W.O. P435104 Page I] 3) The existing fill should be removed and replaced as properly compacted fill. The cut portion of the lot should be overexcavated and replaced with compacted fill. The intent is to provide uniform compacted fill for the support of footings and slabs on grade. 4) Our experience with this type of lot development and geotechnical conditions suggest that varying degrees of seepage can develop after construction. Post construction seepage and/or saturated ground conditions can adversely affect foundations and concrete flatwork. Therefore, special consideration should be provided for surface and subsurface drainage during the design and construction phases. A subdrain is recommended along the eastern side of the residences. RECOMMENDATIONS Building Pad- Removals/Recompaction The existing fill, soil and weathered terrace deposits should be removed and replaced as properly compacted fill in the building footprint. Removal depths are anticipated to be on the order of 3.5 feet. All fill should be keyed and benched into competent terrace deposits. The cut portion of the building pad should be overexcavated a minimum of 3.0 feet and recompacted. Removals should include the entire building pad extending a minimum of 5.0 feet beyond the building footprint. Removals should extend a minimum 10 lateral feet beyond the western building line. Most of the existing earth deposits are generally suitable for reuse, provided they are cleared of all vegetation, Coast Geotechnical March 10, 2005 W.O. P- 435104 Page 12 debris and thoroughly mixed. Prior to placement of fill, the base of the removal should be observed by a representative of this firm. Additional overexcavation and recommendations maybe necessary at that time. The exposed bottom should be scarified to a minimum depth of 6.0 inches, moistened as required and compacted to a minimum of 90 percent of the laboratory maximum dry density. Fill should be placed in 6.0 to 8.0 inch lifts, moistened to approximately 1.0 - 2.0 percent above optimum moisture content and compacted to a minimum of 90 percent ofthe laboratory maximum dry density. Fill, soil and weathered terrace deposits in areas of proposed concrete flatwork, exterior improvements and driveways should be removed and replaced as properly compacted fill. Imported fill, if necessary, should consist of non - expansive granular deposits approved by the geotechnical engineer. Temporary Slopes/Excavation Characteristics Temporary excavations above 4.0 feet should be trimmed to a gradient of 3/4:1 (horizontal to vertical) or less, depending upon conditions encountered during grading. The Pleistocene terrace deposits may contain hard concretion layers. However, based on our experience in the area, the sandstone is easily rippable with conventional heavy earth moving equipment in good working order. Foundations The following design parameters are based on footings founded into non - expansive approved compacted fill deposits or competent terrace deposits. Footings for the proposed residences and Coast Geotechnical March 10, 2005 W.O.P-435104 Page 13 garages should be a minimum of 12 inches wide and founded a minimum of 12 inches and 18 inches into compacted fill for single -story and two -story structures, respectively. A 12 inch by 12 inch grade beam should be placed across the garage opening. Footings should be reinforced with a minimum of two No. 4 bars, one along the top of the footing and one along the base. Footing recommendations provided herein are based upon underlying soil conditions and are not intended to be in lieu of the project structural engineer's design. For design purposes, an allowable bearing value of 1700 pounds per square foot may be used for 12 inch deep footings and 2000 pounds per square foot may be used for 18 inch deep footings. The bearing value indicated above is for the total dead and frequently applied live loads. This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead -load forces. A passive earth pressure of 300 pounds per square foot, per foot of depth of fill or terrace deposits penetrated to a maximum of 2000 pounds per square foot may be used. Slabs on Grade (Interior and Exterior) Slabs on grade should be a minimum of 4.0 inches thick and reinforced in both directions with No. 3 bars placed 18 inches on center in both directions. The slab should be underlain by a minimum Coast Geotechnical March 10, 2005 W.O. P435104 Page 14 2.0 -inch sand blanket (S.E. greater than 30). Where moisture sensitive floors are used, a minimum 6.0 -mil Visqueen or equivalent moisture barrier should be placed over the sand blanket and covered by an additional two inches of sand. Utility trenches underlying the slab may be backfilled with on- site materials, compacted to a minimum of 90 percent of the laboratory maximum dry density. Slabs including exterior concrete flatwork should be reinforced as indicated above and provided with saw cuts/expansion joints, as recommended by the project structural engineer. All slabs should be cast over dense compacted subgrades. Retaining Walls Cantilever walls (yielding) retaining nonexpansive granular soils may be designed for an active- equivalent fluid pressure of 35 pounds per cubic foot. Restrained walls (nonyielding) should be designed for an "at- rest" equivalent fluid pressure of 58 pounds per cubic foot. Wall footings should be designed in accordance with the foundation design recommendations. All retaining walls should be provided with an adequate backdrainage system (Miradrain 6000 or equivalent is suggested). The soil parameters assume a level granular backfill compacted to a minimum of 90 percent of the laboratory maximum dry density. Settlement Characteristics Estimated total and differential settlement over a horizontal distance of 30 feet is expected to be on the order of /. inch and %: inch, respectively. It should also be noted that long term secondary settlement due to irrigation and loads imposed by structures is anticipated to be %. inch. Coast Geotechnical Seismic Considerations March 10, 2005 W.O. P435104 Page 15 Although the likelihood of ground rupture on the site is remote, the property will be exposed to moderate to high levels of ground motion resulting from the release of energy should an earthquake occur along the numerous known and unknown faults in the region. The Rose Canyon Fault Zone located approximately 2.5 miles west of the site is the nearest known active fault and is considered the design earthquake for the site. A maximum probable event along the offshore segment of the Rose Canyon Fault is expected to produce a peak bedrock horizontal acceleration of 0.50g and a repeatable ground acceleration of 0.33g. Seismic Design Parameters (1997 Uniform Building Code) Soil Profile Type - So Seismic Zone - 4 Seismic Source - Type B Near Source Factor (N j - 1.4 Near source Acceleration Factor (N,) - 1.1 Seismic Coefficients C, = 0.50 C, = 0.88 Design Response Spectrum T, = 0.705 To = 0.141 Nearest B -Type Fault = 2.3 miles Coast Geotechnical Preliminary Pavement Section March 10, 2005 W.O. P435104 Page 16 Previous testing suggests that the Pleistocene terrace deposits have an R -value of 43. The following pavement section is recommended for proposed driveways: 4.0 inches of asphaltic concrete or 5.0 inches of concrete on 6.0 inches of select base (Class 2) on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials. Class 2 base materials should have a minimum R -value of 78 and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum dry density. The pavement section should be protected from water sources. Migration of water into subgrade deposits and base materials could result in pavement failure. Utility Trench We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. hnported or on -site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. Coast Geotechnical March 10, 2005 W.O.P-435104 Page 17 The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent footings. This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing. This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another. Subdrain A subdrain located along the eastern portion of the property is recommended. A typical subdrain detail is enclosed as Plate A. The intent is to intercept potential subsurface seepage conditions associated with below street grade lots. Drainage Specific drainage patterns should be designed by the project designer. However, in general, pad water should be directed away from foundations. Roof water should be collected or transferred to hardscape. Pad water should not be allowed to pond. Vegetation adjacent to foundations should be avoided. If vegetation in these areas is desired, sealed planter boxes or drought resistant plants should be considered. Other alternatives maybe available, however, the intent is to reduce moisture from migrating into foundation subsoils. Irrigation should be limited to that amount necessary to sustain plant life. All drainage systems should be inspected and cleaned annually, prior to winter rains. Coast Geotechnical Geotechnical Observations March 10, 2005 W.O. P435104 Page 18 Structural footing excavations should be observed by a representative of this firm, prior to the placement of steel and forms. All fill should be placed while a representative of the geotechnical engineer is present to observe and test. Plan Review A copy of the final plans should be submitted to this office for review prior to the initiation of construction. Additional recommendations may be necessary at that time. LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they may be incorporated into plans. If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed unless on -site review is performed during the course of construction. The subsurface conditions, excavation characteristics and geologic structure described herein are based on individual exploratory excavations made on the subject property. The subsurface Coast Geotechnical March 10, 2005 W.O. P435104 Page 19 conditions, excavation characteristics and geologic structure discussed should in no way be construed to reflect any variations which may occur among the exploratory excavations. Please note that fluctuations in the level of groundwater may occur due to variations in rainfall, temperature and other factors not evident at the time measurements were made and reported herein. Coast Geotechnical assumes no responsibility for variations which may occur across the site. The conclusions and recommendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties. Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge. Consequently, the conclusions and recommendations of this report may be rendered wholly or partially invalid by events beyond our control. This report is therefore subject to review and should not be relied upon after the passage of two years. The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechnical field. However, in no respect do we guarantee the outcome of the project. This study has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party. This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechnical. Coast Geotechnical March 10, 2005 W.O. P- 435104 Page 20 1. Hays, Walter W., 1980, Procedures for Estimating Earthquake Ground Motions, Geological Survey Professional Paper 1114, 77 pages. 2. Petersen, Mark D. and others (DMG), Frankel, Arthur D. and others (USGS), 1996, Probabilistic Seismic Hazard Assessment for the State of California, California Division of Mines and Geology OFR 96 -08, United States Geological Survey OFR 96 -706. 3. Seed, H.B., and Idriss, I.M., 1970, A Simplified Procedure for Evaluating Soil Liquefaction Potential: Earthquake Engineering Research Center. 4. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, Plate 35D, Open -File Report 95 -04, Map Scale 1:24,000. 5. Treiman, J.A., 1984, The Rose Canyon Fault Zone, A Review and Analysis, California Division of Mines and Geology. MAPS /AERIAL PHOTOGRAPHS 1. California Division of Mines and Geology, 1994, Fault Activity Map of California, Scale I"=750,000'. 2. Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, 1996, DMG Open File Report 96 -02. 3. Love, Kevin, 2004, Site Plan and Sections, 1416 Summitt Avenue, Encinitas, California, Scale 1 " =10' and V" 4', respectively. 4. U.S.G.S., 7.5 Minute Quadrangle Topographic Map, Digitized, Variable Scale. RBA DA�nro unc a 5Or60444 GK oKnw.c puwvCW rt P 0 4y _ I� r Gr[(ApOV[ \ L D/•5"m Z w GK OKMAHG' N woneD use a Dra:.cove Stockpiled _ Deposits QA muwe of GK OKRM/.xG A N -- Y/ 1 DD (Cole by Ds U �} 4— IT - 1 - -- �af I I t Y k.. . b 1 Y W Ii•� T- -V PRO ER'TY LINE 97.E /Q I ?.L16, 38 PpoFT5Rrr u4e w„Di urx or GK tr2pNMG eaves sn+..m mwoart wKrnr Dwroue<a GK DVptl1M16 — A.Mi4 D13"[D Y O GKfMIMAxD I ' 5' ADIIl[M R[51Rr1U 66.84' ranReD xA.+m co.r�rsre DuKwA. —t — a C j 44 �1 F .r SITE PLAN SCALE: 1"=20' LEGEND SYMBOLS EXPLORATORY TRENCH LOCATION (approv) ,, CONTACT (approx.) GEOLOGIC UNITS of ARTIFICIAL FILL Qs RESIDUAL SOIL Qt TERRACE DEPOSITS COAST GEOTECHNICAL P-435104 APPENDIX A LABORATORY TEST RESULTS TABLE I Maximum Dry Density and Optimum Moisture Content (Laboratory Standard ASTM D- 1557 -91) Sample Max. Dry Optimum Location Density Moisture Content cf T -2 @ 1.0' -3.0' 128.6 10.2 TABLE II Field Dry Density and Moisture Content Sample Field Dry Field Moisture Location Density Content cf % T -1 @ 1.0' 101.0 10.0 T -1 @ 4.0' 98.9 13.3 T -1 @ 7.0' 96.4 11.5 T -1 @ 9.0' 110.5 9.0 T -2 @ 2.0' 101.8 15.4 T -2 @ 4.0' 107.2 8.9 T -2 @ 9.0' 92.4 12.1 T -3 @ 1.0' 104.8 7.7 T -3 @ 2.0' 99.8 10.3 T -3 @ 4.0' 104.1 6.0 P- 435104 0 o �- U Q N LOG OF ;X ' _.O tA' 'ORY ' 'RENCH NO. PROJECT NO. P- 435104 DATE EXCAVATED: 10 -29 -04 z 3 SURFACE ELEV.: 130' (approx.) ¢ wa LOGGED BY: MB DESCRIPTION 1e and medium - grained sand, slightly silty 101.0 a w x u 1.00 a off, 128.00 DESCRIPTION 1e and medium - grained sand, slightly silty 101.0 10.0 1.00 128.00 SP TERRACE DEPOSITS (Qt): 'ran 10 7g Zoo 127.00 Weathered in upper 1.5 -2.0' A 2'00 126.00 98.9 13.3 61 4.00 p125.00 5.00 12!.00 6.00 O z 127.00 96A 11.5 '•w 110.5 9.0 ` saoW I End of Trench @ 9.5' TRENCH SKETCH 25' Long, N70E as i at l s1 ]FT I I OF I COAST GEOTECHNICAL c X >- o F- v �i A y A � LOG OF EX ' -,ORATORY ' 'R :NCH NO. 2 PROJECT NO. P435104 DATE EXCAVATED: 10 -29 -04 a a o 3 p SURFACE ELEV.: 134' (appror.) m � a w LOGGED BY: MB 101.8 15.4 Z y .c O j 107.2 8.9 3 v 0 0 0 z 92.4 1 12.1 DESCRIPTION Tan In bra. fine and medium - Strained sand, v. maim, horse TERRACE DEPOSITS (Q0: Tan to Weathered in upper 1.5' TRENCH SKETCH 25' Long, EW 354 End of Trench (a? 9.5' sl11TI I OF I COAST GEOTECHNICAL A 101.8 15.4 Z y .c O j 107.2 8.9 3 v 0 0 0 z 92.4 1 12.1 DESCRIPTION Tan In bra. fine and medium - Strained sand, v. maim, horse TERRACE DEPOSITS (Q0: Tan to Weathered in upper 1.5' TRENCH SKETCH 25' Long, EW 354 End of Trench (a? 9.5' sl11TI I OF I COAST GEOTECHNICAL r o v 0 A � 104.81 7.7 LOG OF EX ' -jO ZATORY r ' Z :NC I NO.3 104.1 I 6.0 SI IF.h -1 1 ttf 1 v m i; d N 0 Fn d 3 v 0 0 t:7 0 Z DESCRIPTION SI II,(Qs): Brown fine and nwdium- grninod send, slightly silty SP I TERRACE DEPOsITS (Q0: Tan to Rcddish bm., tine and me Weathered in upper 1.5 -2.0' End of Trench (4� 9.5' TRENCH SKETCH 20' Long, N60E --- = Q - - = -- - ------ 7-;7_ COAST GEOTECHNICAL PROJECT NO. P- 435104 DATE EXCAVATED: 10 -29 -04 z o ¢ SURFACE ELEV.: 135'(approx) 3 W ( O w LOGGED BY: MB 104.1 I 6.0 SI IF.h -1 1 ttf 1 v m i; d N 0 Fn d 3 v 0 0 t:7 0 Z DESCRIPTION SI II,(Qs): Brown fine and nwdium- grninod send, slightly silty SP I TERRACE DEPOsITS (Q0: Tan to Rcddish bm., tine and me Weathered in upper 1.5 -2.0' End of Trench (4� 9.5' TRENCH SKETCH 20' Long, N60E --- = Q - - = -- - ------ 7-;7_ COAST GEOTECHNICAL SUBDRAIN DETAIL \ 1.5 FT_ MIN. - 5.0' MIN. —� Ip P. U. U. : •COMPACTED FILL I v a, ° Pp L FILTER FABRIC — II I— IOp ° IL I G p p I �Z � D o � 0° p f 3/4 INCH ROCK I D p D Pi 1 I, po VDI I 4 INCH DIA. PERFORATED PIPE 1.0% MIN. TO OUTLET COAST GEOTECHNICAL PLATE A TRANSITION LOT DETAILS CUT —FILL LOT EXISTING GROUND SURFACE i i :OMPACTED = ___ __ - OVEREXCAVATE AND RECOMPACT COMPETENT BEDROCK ,,,,—OR MATERIAL EVALUATED BY THE GEOTECHNICAL CONSULTANT CUT LOT 38" MIN.' EXISTING GROUND SURFACE SURFACE T J- - 1 r—'�_�REMOVE r UNSUITABLE �r MATERIAL M PA OVEREXCAVATE AND RECQMPACT COMPETENT BEDROCK OR MATERIAL EVALUATED-- BY THE GEOTECHNICAL CONSULTANT MIN. NOTE: Deeper or laterally more extensive overexcavation and recompactlon may be recommended by the peotechnlcel consultant based on actual field conditions encountered and locations of proposed Improvements 36'' MW 1 PLATE B APPENDIX B ;��.n w�Fy ®•F�y- r. -'�f' �Y�y"�F...-��1�.�; at`,,. \,ww�.�L ` � IJ y -° .:rl \-�. �� - REGIONAL FAULT MAP '' .,,�� ''ter._. � �'✓`.rC' -' \ - �� 'a��= I± — --� ' fT F, L.:.. •• I ",A,yk .,A \. -.:.i EXPLANATroN I '� '�.V�1 I♦ _ t..i1- ''��y \( � 'Y'nlv�.. �•�� a',r\ n...r..l.. m..w �F...tw.W .....t., .r��...M f E - py,('kl ♦ $ -YA - ,,. I , .i'•., \ ..�� «o.. wrt...�.x„ +.r.t...tr..m.sr ` Z A f ' `- -- ��•• Z .w�l.` JR ,� _� rr� i \ � , 1 Fir 1V r 1:� .n.x. �\�irct> �'�y�- .�t,,'� � G♦ ��a� I FAULT MSSIFlCATIOr'COLDR CODE �L, ��• �-TI %' • `1 \•- .1• ,1,' I. �, .%r _ I. r... 'A.: .\ et. i, r.,..y.. \ l � �. �y J ^�. .- -.r. -� �f„tl \ � !'�j �li .r...tKn + ✓.rt.. •^.+r«r Wxn...n.a _.rr..r �\ , •J'• \y PRA T11+�,1. �i \'l ,•� t ."y $�D +� \.. r.��.'.�t::.`. �...m •...r �n�.. •..r �.'I 0 u L f•.♦ 0 \6 e , � \ r. � :�..r/�(; t -� SF4LIAL NOTATN'MS yi �Y r __ y � �\ ,� ..- tr• VI y�+)./ - � 1 �t�,.,G�`'!,.,.� I r•wree. r.....— ...«r....�Wm .nl ,{ Q� \�Il\ �w. !'tea I,,�/ 1 J. ✓,P,N �.: .! .... 11. /(, \` w. \ \\ yy + � .% rn.,'..,.�j? / r 1 .. �'�f' 4 i,., i ,•w•r... r.lw a....._.rr..r��. ,....n« \ i..J lu 4L ipo IN G�JC �L< — .:, �' � . L : '\ \ • C` 1 y \r if! t . �. �• : � MO(iOD COAfT 0E07FC1/CAl i *hfi♦ ♦ *4 ♦Yaifkkk*k* * ** i • U B C S E I S 4 h • Version 1.03 ' ♦ i R *hi ♦YYaaalii *h*** * *k ** COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER: P- 435104 JOB NAME: SHAW FAULT - DATA -FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33.0319 SITE LONGITUDE: 117.2885 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SD NEAREST TYPE A FAULT: NAME: ELSINORE- JULIAN DISTANCE: 46.1 km NEAREST TYPE B FAULT: NAME: ROSE CANYON DISTANCE: 3.7 km NEAREST TYPE C FAULT: NAME: DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.1 Nv: 1.4 Ca: 0.50 Cv: 0.88 Ts: 0.705 To: 0.141 DATE: 02 -18 -2005 SUMMARY OF FAULT PARAMETERS Page 1 I APPROX.ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I(A,B,C)I (Mw) I -- (mm /yr) I(SS,DS,BT) ROSE CANYON 1 3.7 - - - - - -- I B 1 - - - - 6.9 1 1.50 1 SS NEWPORT- INGLEWOOD (Offshore) 1 19.0 1 B 1 6.9 1 1.50 1 SS CORONADO BANK 1 27.5 1 B 1 7.4 1 3.00 1 SS ELSINORE- JULIAN 1 46.1 I A 1 7.1 1 5.00 1 SS ELSINORE - TEMECULA 1 46.2 1 B 1 6.8 1 5.00 1 SS PALOS VERDES 1 66.6 1 0 1 7.1 1 3.00 1 SS EARTHQUAKE VALLEY 1 68.0 1 B 1 6.5 1 2.00 1 SS ELSINORE -GLEN IVY 1 68.2 1 B 1 6.8 1 5.00 1 SS SAN JACINTO -ANZA 1 82.8 1 A 1 7.2 1 12.00 1 SS SAN JACINTO -SAN JACINTO VALLEY 1 86.0 1 B 1 6.9 1 12.00 1 SS ELSINORE- COYOTE MOUNTAIN 1 86.7 1 B 1 6.8 1 4.00 1 SS SAN JACINTO- COYOTE CREEK I 86.8 1 B 1 6.8 1 4.00 1 SS NEWPORT - INGLEWOOD (L.A.Basin) 1 87.0 1 B 1 6.9 1 1.00 1 SS CHINO - CENTRAL AVE. (Elsinore) 1 90.8 1 B 1 6.7 1 1.00 1 DS ELSINORE- WHITTIER 1 97.0 1 B 1 6.8 1 2.50 1 SS SAN JACINTO - BORREGO 1 103.7 1 0 1 6.6 1 4.00 1 SS SAN JACINTO -SAN BERNARDINO 1 109.6 1 B 1 6.7 1 12.00 1 SS SAN ANDREAS - Southern 1 115.1 1 A 1 7.4 1 24.00 1 SS SAN JOSE 1 124.1 1 B 1 6.5 1 0.50 1 DS PINTO MOUNTAIN 1 125.7 1 B 1 7.0 1 2.50 1 SS SUPERSTITION MTN. (San Jacinto) 1 127.5 1 B 1 6.6 1 5.00 1 SS CUCAMONGA 1 128.3 1 A 1 7.0 1 5.00 1 DS SIERRA MADRE (Central) 1 128.4 1 B 1 7.0 1 3.00 1 DS BURNT MTN. 1 132.4 I B 1 6.5 1 0.60 1 SS ELMORE RANCH 1 133.7 1 B 1 6.6 1 1.00 1 SS SUPERSTITION HILLS (San Jacinto) 1 135.2 1 B 1 6.6 1 4.00 1 SS ELSINORE- LAGUNA SALADA 1 135.5 1 B 1 7.0 1 3.50 1 SS NORTH FRONTAL FAULT ZONE (West) 1 135.9 1 B 1 7.0 1 1.00 1 DS EUREKA PEAK 1 136.8 1 B 1 6.5 1 0.60 I SS CLEGHORN 1 138.2 1 B I 6.5 1 3.00 1 SS NORTH FRONTAL FAULT ZONE (East) 1 142.4 1 B I 6.7 1 0.50 1 DS RAYMOND 1 142.8 1 B 1 6.5 I 0.50 1 DS CLAMSHELL - SAWPIT 1 143.5 1 B 1 6.5 I 0.50 1 DS SAN ANDREAS - 1857 Rupture 1 144.0 1 A 1 7.8 I 34.00 1 SS VERDUGO 1 146.5 1 B 1 6.7 1 0.50 1 DS HOLLYWOOD 1 149.4 1 B 1 6.5 1 1.00 1 DS LANDERS 1 149.8 1 B 1 7.3 1 0.60 1 SS BRAWLEY SEISMIC ZONE 1 151.6 1 B 1 6.5 1 25.00 1 SS HELENDALE - S. LOCKHARDT 1 153.9 1 B 1 7.1 1 0.60 1 SS SANTA MONICA 1 156.6 1 B 1 6.6 1 1.00 1 DS LENWOOD- LOCKHART -OLD WOMAN SPRGS 1 159.1 1 B 1 7.3 1 0.60 1 SS MALIBU COAST 1 160.6 1 B 1 6.7 1 0.30 1 DS IMPERIAL 1 160.9 1 A 1 7.0 1 20.00 1 SS EMERSON So. - COPPER MTN. 1 162.0 I B 1 6.9 1 0.60 1 SS JOHNSON VALLEY (Northern) 1 163.1 1 B 1 6.7 1 0.60 1 SS SIERRA MADRE (San Fernando) 1 167.3 1 B 1 6.7 1 2.00 1 DS Page 2 --------------------------- SUMMARY OF FAULT PARAMETERS I APPROX.ISOURCE ABBREVIATED IDISTANCEI TYPE FAULT NAME I (km) I(A,B,C) ANACAPA -DUME SAN GABRIEL PISGAH- BULLION MTN.- MESQUIT CALICO - HIDALGO SANTA SUSANA HOLSER SIMI -SANTA ROSA OAK RIDGE (Onshore) GRAVEL HILLS - HARPER LAKE SAN CAYETANO BLACKWATER VENTURA - PITAS POINT SANTA YNEZ (East) SANTA CRUZ ISLAND M.RIDGE- ARROYO PARIDA -SANTA RED MOUNTAIN GARLOCK (West) PLEITO THRUST BIG PINE GARLOCK (East) SANTA ROSA ISLAND WHITE WOLF SANTA YNEZ (West) So. SIERRA NEVADA LITTLE LAKE OWL LAKE PANAMINT VALLEY TANK CANYON DEATH VALLEY (South) LOS ALAMOS -W. BASELINE LIONS HEAD DEATH VALLEY (Graben) SAN LUIS RANGE (S. Margin) SAN JUAN CASMALIA (Orcutt Frontal Fai OWENS VALLEY LOS OSOS HOSGRI HUNTER MTN. - SALINE VALLEY RINCONADA DEATH VALLEY (Northern) INDEPENDENCE BIRCH CREEK SAN ANDREAS (Creeping) WHITE MOUNTAINS DEEP SPRINGS 1 168.6 1 B 1 170.3 I B LK I 171.3 I e 1 175.8 1 B I 182.5 1 B 1 191.4 1 B 1 198.4 I B 1 199.5 I B 1 207.5 1 B 1 208.0 I B 1 223.0 1 B 1 226.2 1 B 1 227.8 1 B 1 233.3 1 B ANA 1 237.1 1 B I 239.9 1 B 1 244.8 1 A 1 249.8 1 B 1 255.3 I B 1 259.7 1 A 1 267.8 1 B 1 270.7 1 B 1 271.7 1 e 1 284.1 1 B 1 288.7 1 B 1 288.8 1 B 1 289.1 1 B 1 290.2 1 B 1 297.2 1 B 1 313.5 1 B 1 331.3 1 B 1 339.2 1 B 1 341.2 1 B 1 342.6 1 B 'it) 1 349.4 1 B 1 357.2 1 B 1 371.4 1 B 1 376.9 1 B 1 383.3 1 B 1 392.6 1 B 1 392.7 1 A 1 393.0 1 B 1 449.3 1 B 1 449.6 1 B 1 453.9 1 B 1 472.3 1 B MAX. MAG. (Mw) 7.3 7.0 7.1 7.1 6.6 6.5 6.7 6.9 6.9 6.8 6.9 6.8 7.0 6.8 6.7 6.8 7.1 6.8 6.7 7.3 6.9 7.2 6.9 7.1 6.7 6.5 7.2 6.5 6.9 6.8 6.6 6.9 7.0 7.0 6.5 7.6 6.8 7.3 7.0 7.3 7.2 6.9 6.5 5.0 7.1 SLIP RATE (mm /Yr) 3 1 0 0 5 0 1 4 0 6 0 1 2 1 0 2 6 2 0 7 1 2 2 0 0 2 2 1 4 0 0 4 0 1 0 1 0 2 2 1 5 0 0 34 1 0 00 00 60 60 00 40 00 00 60 00 60 00 00 00 40 00 00 00 80 00 00 00 00 10 70 00 50 00 00 70 02 00 20 00 25 50 50 50 50 00 00 20 70 00 00 80 I FAULT I TYPE I (SS,DS,BT) DS SS SS SS DS DS DS DS SS DS SS DS SS DS DS DS SS DS SS SS DS DS SS DS SS SS SS DS SS DS DS DS DS SS DS SS DS SS SS SS SS DS DS SS SS DS --------------------------- SUMMARY OF FAULT PARAMETERS Page 3 ------------ ----- - - -- -- ABBREVIATED FAULT NAME DEATH VALLEY (N. of Cucamongo) ROUND VALLEY (E. of S.N.Mtns.) FISH SLOUGH HILTON CREEK ORTIGALITA HARTLEY SPRINGS CALAVERAS (SO.of Calaveras MONTEREY BAY - TULARCITOS PALO COLORADO - SUR QUIEN SABE MONO LAKE ZAYANTE - VERGELES SAN ANDREAS (1906) SARGENT ROBINSON CREEK SAN GREGORIO GREENVILLE MONTE VISTA - SHANNON HAYWARD (SE Extension) ANTELOPE VALLEY HAYWARD (Total Length) CALAVERAS (NO.of Calaveras GENOA CONCORD - GREEN VALLEY RODGERS CREEK WEST NAPA POINT REYES HUNTING CREEK - BERRYESSA MAACAMA (South) COLLAYOMI BARTLETT SPRINGS MAACAMA (Central) MAACAMA (North) ROUND VALLEY (N. S.F.Bay) BATTLE CREEK LAKE MOUNTAIN GARBERVILLE - BRICELAND MENDOCINO FAULT ZONE LITTLE SALMON (Onshore) MAD RIVER CASCADIA SUBDUCTION ZONE McKINLEYVILLE TRINIDAD FICKLE HILL TABLE BLUFF LITTLE SALMON (Offshore) Res) Res) --------------------------------------------- I APPROX.ISOURCE I MAX. I SLIP I FAULT IDISTANCEI TYPE I MAG. I RATE I TYPE 1 (km) I(A, B, C) I (Mw) I (mm /yr) I(SS, DS, BT) 1 477.3 1 A 1 7.0 1 5.00 1 SS 1 484.4 1 B 1 6.8 1 1.00 1 DS 1 492.2 1 B 1 6.6 1 0.20 1 DS 1 510.5 1 B 1 6.7 1 2.50 1 DS 1 534.2 1 B 1 6.9 1 1.00 1 SS 1 534.8 1 B 1 6.6 1 0.50 1 DS 1 539.6 1 B 1 6.2 1 15.00 1 SS 1 541.9 1 B 1 7.1 1 0.50 1 DS 1 542.6 1 B 1 7.0 1 3.00 1 SS 1 552.9 1 B 1 6.5 1 1.00 1 SS 1 570.8 1 B 1 6.6 1 2.50 1 DS 1 571.3 1 B 1 6.8 1 0.10 1 SS 1 576.5 1 A 1 7.9 1 24.00 1 SS 1 576.7 1 B 1 6.8 1 3.00 1 SS 1 602.1 1 B 1 6.5 1 0.50 1 DS 1 617.3 1 A 1 7.3 1 5.00 1 SS 1 626.7 1 B 1 6.9 1 2.00 1 SS 1 626.8 1 B 1 6.5 1 0.40 1 DS 1 627.0 1 S 1 6.5 1 3.00 1 SS 1 642.4 1 B 1 6.7 1 0.80 1 DS 1 646.7 1 A 1 7.1 1 9.00 1 SS 1 646.7 1 B I 6.8 1 6.00 1 SS 1 667.8 1 B 1 .6.9 1 1.00 1 DS 1 694.6 1 B 1 6.9 1 6.00 1 SS 1 733.3 1 A 1 7.0 1 9.00 1 SS 1 734.3 1 B 1 6.5 1 1.00 1 SS 1 752.0 1 B 1 6.8 1 0.30 1 DS 1 756.9 1 B 1 6.9 1 6.00 1 SS 1 796.1 1 B 1 6.9 1 9.00 1 SS 1 813.1 1 B 1 6.5 1 0.60 1 SS 1 816.7 1 A I 7.1 1 6.00 1 SS 1 837.8 1 A 1 7.1 1 9.00 1 SS 1 897.4 1 A 1 7.1 1 9.00 1 SS 1 903.7 1 B 1 6.8 1 6.00 1 SS 1 927.5 1 B 1 6.5 1 0.50 1 OS 1 962.1 1 B 1 6.7 1 6.00 1 SS 1 979.2 1 B 1 6.9 1 9.00 1 SS 1 1035.4 1 A 1 7.4 1 35.00 1 DS 1 1042.2 1 A 1 7.0 1 5.00 1 DS 1 1045.1 1 B 1 7.1 1 0.70 1 DS 1 1049.0 1 A 1 8.3 1 35.00 1 DS 1 1055.5.1 B 1 7.0 1 0.60 1 DS 1 1057.0 1 B 1 7.3 1 2.50 1 DS 1 1057.4 1 B 1 6.9 1 0.60 1 DS 1 1062.8 1 B 1 7.0 1 0.60 1 DS 1 1076.1 1 B 1 7.1 1 1.00 1 DS DESIGN RESPONSE SPECTRUM 2.50 2.25 0.00 Seismic Zone: 0.4 Soil Profile: SD 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Period Seconds 2.00 v� 1.75 0 1.50 L 1.25 U Q 1.00 0.75 U 0.50 0.25 0.00 Seismic Zone: 0.4 Soil Profile: SD 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Period Seconds APPENDIX C GRADING GUIDELINES Gradingshould be performed to at least the minimum requirements of the governing agencies, Chapter 33 of the Uniform BuildingCode, the geotechnical reportand the guidelines presented below. All of the guidelines may not apply to a specific site and additional recommendations may be necessary during the grading phase. Site Clearing Trees, dense vegetation, and other deleterious materials should be removed from the site. Non - organic debris or concrete may be placed in deeper fill areas under direction of the Soils engineer. Subdrainne Duringgrading, the Geologist and Soils Engineer should evaluate the necessity of placing additional drains. All subdrainage systems should be observed by the Geologist and Soils Engineer during construction and prior to covering with compacted fill. Consideration should be given to having subdrains located by the project surveyors. Outlets should be located and protected. Treatment of Existing Ground All heavy vegetation, rubbish and other deleterious materials should be disposed of off site. 2. All surficial deposits including alluvium and colluvium should be removed unless otherwise indicated in the text of this report. Groundwater existing in the alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. Fill Placement Most site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see report). Highly organic or contaminated soil should not be used for compacted fill. (1) 2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils Engineer. 3. If the moisture content or relative density varies from that acceptable to the Soils engineer, the Contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre - watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. b) Each six inch layer should be compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. In this case, the testing method is ASTM Test Designation D- 1557 -91. 4. Side -hill fills should have a minimum equipment -width key at their toe excavated through all surficial soil and into competent material (see report) and tilted back into the hill. As the fill is elevated, it should be benched through surficial deposits and into competent bedrock or other material deemed suitable by the Soils Engineer. 5. Rock fragments less than six inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine - grained material to surround the rocks; c) The distribution of the rocks is supervised by the Soils Engineer. 6. Rocks greater than six inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. 7. In clay soil large chunks or blocks are common; if in excess of six (6) inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break the up blocks. 8. The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuildingthe slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. (2) If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be 'pushed out" to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled approximately every 4 feet vertically as the slope is built Density tests should be taken periodically during grading on the Flat surface of the fill three to five feet horizontally from the face of the slope. In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. Finish grade testing of the slope should be performed after construction is complete. Each day the Contractor should receive a copy of the Soils Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day. Fill over cut slopes should be constructed in the following manner: a) All surficial soils and weathered rock materials should be removed at the cut -fill interface. b) A key at least 1 equipment width wide (see report) and tipped at least 1 foot into slope should be excavated into competent materials and observed by the Soils Engineer or his representative. c) The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. 10. Transition lots (cut and fill) and lots above stabilization fills should be capped with a four foot thick compacted fill blanket (or as indicated in the report). 11. Cut pads should be observed by the Geologist to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones,and /or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases. 12. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Grading Observation and Testing Observation of the fill placement should be provided by the Soils Engineer during the progress of grading. (3) In general, density tests would be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of the fill. In any event, an adequate number of field density tests should be made to evaluate if the required compaction and moisture content is generally being obtained. Density tests may be made on the surface material to receive fill, as required by the Soils Engineer. Cleanouts, processed ground to receive fill, key excavations,su bd rains and rock disposal should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for observation. 5. A Geologist should observe subdrain construction. A Geologist should observe benching prior to and during placement of fill. Utility Trench Backfill Utility trench backfill should be placed to the following standards: Ninety percent of the laboratory standard if native material is used as backfill. 2. As an alternative, clean sand may be utilized and flooded into place. No specific relative compaction would be required; however, observation, probing, and if deemed necessary, testing may be required. 3. Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing, should be compacted to 90 percent of the laboratory standard. Sand backfill, unless it is similar to the inplace fill, should not be allowed in these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. (4) t N 1 W E Sampo Engineering, Inc. Land Planning, Civil Engineering, Surveying, Mapping s DRAINAGE STUDY FOR GRADING PLAN FOR CASE # 04068 SHAW CONDOMINIUMS 1416 SUMMIT AVENUE ENCINITAS, CA APN: 260 - 620-73 JUL E 2005 July 8, 2005 j.n. 04 -118 1034 Second Sweet ♦ Encinitas, CA 92024 ♦ phone:760 -436-0660 ♦ fax:760- 436-0659 sampoengine r lQsbcglobal.net N i Sampo Enzineering, Inc. wee Land Planning, Civil Engineering, Surveying, Mapping I j.n. 04-118 S July 8, 2005 DRAINAGE STUDY FOR: Grading Plan 04 -068, Shaw Condominiums, 1416 Summit Avenue, Encinitas, CA, APN: 260- 620 -73 Criteria: 1. Use the current County of San Diego Hydrology Manual "Rational Method ". 2. Design for a 100 -year frequency storm using the County of San Diego 6 hour and 24 hour precipitation isopluvials. 3. Runoff coefficients are based on soil type "D ". "C" factors have been weighted based on the individual "C" factors for different surfaces (i.e. concrete= 0.95), and the areas of the individual surfaces. 4. Times of concentration (Tc) are determined from the urban overland flow formula. 5. Refer to the attached drainage map for basin areas and locations. Introduction: The subject property is located on the westerly side of Summit Avenue approximately one - quarter mile south of the intersection with Santa Fe Drive, in the City of Encinitas. The property is a panhandle lot and is currently vacant. The property descends from Summit Avenue at an approximate grade of ten percent to the westerly property line. The property directly to the east of the subject property, and a small amount of Summit Avenue right of way also drains to the west. An existing concrete brow ditch is located off -site, directly adjacent to the westerly property line along the northerly 50' of the property. The brow ditch conveys runoff from the subject property and to a catch basin that outlets to the west on private property near San Elijo Avenue. The existing drainage system is located in a private drainage easement in favor of the subject property. This project proposes to maintain the historical drainage patterns, and storm water will not be allowed to cross property lines onto private properties north and south of the subject property. 2. This project proposes to construct two new condominiums on the subject property. The project will include attached garages, flatwork, retaining walls, and planter areas. In addition, a new 16' wide concrete driveway will be constructed from Summit Avenue to the new condominiums, via the twenty -foot wide panhandle portion of the property. Surface runoff from the driveway will be directed into grass -lined swales located along the northerly and easterly property lines for post- construction BMP purposes. In addition, a detention basin along the westerly property line will be constructed so that the post- developed storm runoff does not exceed the pre - developed runoff rate. 1034 Second Street ♦ Encinitas, CA 92024 ♦ phone:760436 -0660 * fax:760 -436 -0659 sainpoengineeringI@sbcglobal.net DRAINAGE STUDY CALCULATOR JN: 04 -118 SHAW DATE: July 7, 2005 EXISTING -BASIN # 1 INITIALS: Jo DESCRIPTION: ALL OF THE SUBJECT PROPERTY AND PARCEL 1 OF PM 13635 INCLUDING PORTION OF PUBLIC RIGHT OF WAY DRAINING TOWARD THE WESTERLY PROPERTY LINE AND THE EXISTING BROW DITCH AND STORM DRAIN AREA = 21,585.00 SF= 0.496 AC. C = 0.3506874 SF) + 0.95(4711 SF) 21585 SF Tc = 1.8(1.1- .35)(220)^(1/2) (10)A(1/3) _ 1100-- 7.44(2.5)(9.29)A( -.645) _ m 20_02 = 9.29 2.15 4.42 IN /HR X00 = (0.48)(4.42 IN/HR)(0.496 AC) = 1.05 CFS JN: 04 -118 SHAW DATE: July 7, 2005 PROPOSED�BASIN # 1 INITIALS: JO DESCRIPTION: THE PANHANDLE PORTION OF THE SUBJECT PROPERTY INCLUDING 306 SQUARE FEET OF PUBLIC RIGHT OF WAY DRAINING TOWARD THE NORTHWESTERLY CORNER OF THE PROPERTY. AREA = 6,356.00 SF = 0.146 AC. C = 0.35(736 SF) + 0.95(5620 SF) = 0.88 6356 SF Tc1 = 1.8(1.1- .95)(80)A(1/2) 2.41 = = 1.05 (12)-(1/3) 2.29 Tc2 = DISTANCE = 40' = 0 22 VELOCITY 3 fps'60 s/min Tc = Tcl + Tc2 = 1.28 SAY (5.0) L = 7.44(2.5)(5.0)A( -.645) = 6.59 IN /HR goo E (0.88)(6.59 IN/HR)(0.146 AC) = 0.85 CFS DESCRIPTION: THE NORTHWESTERLY PORTION OF THE SUBJECT PROPERTY DRAINING TOWARD THE WESTERLY PROPERTY LINE AND THE CATCH BASIN LOCATED AT THE NORTHWEST CORNER OF THE SUBJECT PROPERTY AREA = 2,339.00 SF= 0.054 AC. C = 0,35(1177 SF) + 0.95(1162 SF) = 0.65 2339 SF Tc1 = 1.8(1.1- .35)(35)^(1121 7.99 _ = 3.84 (9) ^(113) 2.08 Tc2 = DISTANCE = 50, = 0.83 VELOCITY 1 fps'60 s/min Tc = Tc1 + Tc2 = 4.67 SAY (5.0) 1100 = 7.44(2.5)(5.0)A( -.645) = 6.59 IN /HR ioo E (0.65)(6.59 IN /HR)(0.054 AC) = 0.23 CFS DESCRIPTION: THE SOUTHWESTERLY PORTION OF THE SUBJECT PROPERTY DRAINING TOWARD THE CATCH BASIN LOCATED AT THE NORTHWEST CORNER OF THE SUBJECT PROPERTY AREA = 3,627.00 SF = 0.083 AC. C = 0.350191 $F) + 0.95(2436 SF) = 0.75 3627 SF Tc1 = 1.8(1.1- .35)(40)^(1/2) = 8.54 = 4.70 (6) ^(1/3) 1.82 Tc2 = DISTANCE = 40' = 0.67 VELOCITY 1 fps'60 slmin Tc = Tc1 + Tc2 = 5.37 1100 = 7.44(2.5)(5.5) ^( -.645) = 6.29 IN /HR QM -H (0.75)(6.29 IN /HR)(0.083 AC) = 0.39 CFS DESCRIPTION: PARCEL 1 OF PM 13635 INCLUDING PORTION OF PUBLIC RIGHT OF WAY DRAINING WEST ONTO THE PROPERTY AREA = 9,263.00 SF = 0.213 AC. C = 0.35(4552 SF) + 0.95(4711 SF) = 0.66 9263 SF TC = 1.8(1.1- .35)(82)A(1/2) 12_22 _ = 5.67 (10)^(113) 2.15 lioo = 7.44(2.5)(5.67)A( -.645) = 6.07 IN /HR goo = (0.66)(6.07 IN /HR)(0.213 AC) = 0.85 CFS 9-�1W O`l -;Ird 71510S - - - - - -- -- - = -- VkL - - -Vol _ - 2.��°L.29 M.�, �1.os - - - -- S`?�� ,P�.v_,,r�- 551. �`►"� -- RA Z7- __vmrdt�i__.,rlccessHr� ta�T,en Area. (5F) Att A,-r.54-)l Q SrbeAAE (CP) �� 67 67 L161 _670 PO Slor„wp �� 55/ _670 I 4 r AU :-Z� d = Y � 1 V 1, 0 C35 - - r > U.se 3 XS A In" MA Pvc V% 0. CFS' Y-T s X Brn5t4 CFS .3.-75/ esL .q CFS 0.92 Sly I il -If 4 Fr*, VN 0_ 4f ws I il -If 4 Rational Formula - Overland Time of Flow Nomograph FIow.FHB F I G U R E 3 -5 HazMaVCounty Hytlrogeology Manual/Overland 500 70 400 60 W LL I z U 300 z 50 Q F N 7 z C) 200 40 w a w i 3 0 100 30 z W O PAS 0 20 10 0 EXAMPLE: Given: Watercourse Distance (D) = 250 Feet Slope (s) = 0.5% 1.8 (1.1 -C) V T = Runoff Coefficient (C) = 0.70 xV —s Overland Flow Time (T) = 14.3 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 Rational Formula - Overland Time of Flow Nomograph FIow.FHB F I G U R E 3 -5 HazMaVCounty Hytlrogeology Manual/Overland orww County J a:s 0 b m a n � Laradla m Encinitas b 7 Cam by the See Solana Beads Del Mar Padfic Beall Mission Bends Omen Beads Point Loma r iversida County San di-xgo Co _ --4.t •.. 4.0 1- •'4.5 - - - -. SveEUah> � ;/ Saft I i`i Y5B-i ppi G I Campo CaVOITIlia Estados llatid� X C O M 2.75 --p�wl#lo Wells 2.75 3 V Ague Caliente Springs b \2.7'5 0 O 7 w County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hows Iscipluvial (inches) Map Notes Stateplane Projection, Zone6. NAD83 Creation Date June 22, 2001 NOTTO BE USED FOR DESIGN CALCULATIONS T �7 MLES ameO �e Riverside County % \ �� . o„ ` F 58n Didve'R.o:. La J0118 ! PadAc Beads Marion Beach "Loma Nil H ` 8.0 ` -- \Desotrso -- elf, i \ Campo ' , ' n68nOS * Camornia r Fstados Lk*Ws X ; G O M V m m C7 0 C `c County of San Diego Hydrology Manual Rainfall IsopIuvials 100 Year Rainfall Event - 24 Hours ISoplWial (inches) ft Notes Stameplare Pr*dJ on, ZonK NAD83 Creation Daft^ .Aare 22.2001 NOT TO BE USED FOR DESIGN CALCULATIONS 'r; 0 'S WES amec* me 7. ce Enanitas y a Cardiff by the Sea __ \ Be Solana ads + o'. Del Mar La J0118 ! PadAc Beads Marion Beach "Loma Nil H ` 8.0 ` -- \Desotrso -- elf, i \ Campo ' , ' n68nOS * Camornia r Fstados Lk*Ws X ; G O M V m m C7 0 C `c County of San Diego Hydrology Manual Rainfall IsopIuvials 100 Year Rainfall Event - 24 Hours ISoplWial (inches) ft Notes Stameplare Pr*dJ on, ZonK NAD83 Creation Daft^ .Aare 22.2001 NOT TO BE USED FOR DESIGN CALCULATIONS 'r; 0 'S WES amec* N" 0 5 10 20 I . Aa' NL'MI S C40F0 U uUIR I __.__- SOONINfNl rie I T. rl 6 e att.r� _ � A C B _ � i � 2 L' 'p 0.88 C lid7 �`�.J91NAY1 O I I A '($ 054 ;. AC ..r _..... Ora F 0b C 0165 \\ „. hw 658 1l On - 0.2.E CFS BASIN 4 I I _ i t A = 0.211 AC I r C =0 6.07 iN�FIR�' I Orm = 0.85 CFS 1 � Q I' BASIN I 'I� C 75__ 039 Orm - 0 CFS I I I� 6651 '� � 1 4 � v„ o 2 CITY OF EN ��/{$ ' ENGINEERING DEPARTMENT DRAWING N0, POST - DEVELOPMENT DRAINAGE MAP FOR : 91AW CUVO YId14 < E_ uavn^no-s�a g agxa �_� SHEET 1 OF 1 -4 -- N" r--c 20 s+aw cawawm "I° 1h,"I, a� i �I W I� i r r, w s+aw cawawm "I° 1h,"I, a� COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS September 12, 2005 David Shaw P.O. Box 206 Cardiff, CA 92007 Subject: SUBDRAIN RECOMMENDATION REVISION Proposed Residential Structures Flag Lot West Of 1422 Summitt Avenue Cardiff, California Reference: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Structures Flag Lot West Of 1422 Summitt Avenue Cardiff, California Prepared by Coast Geotechnical Dated March 10, 2005 Dear Mr. Shaw: At the time of our Preliminary Geotechnical Investigation, the proj ect grading plan was unavailable. Due to the westerly descending terrain of the "flag" lot and geotechnical conditions, a subdrain was recommended along the eastern portion of the property. A review of the current grading plan prepared by Sampo Engineering indicates that a retaining wall, ranging in height from 1.8 to 5.2 feet, is proposed along the eastern property line. The proposed wall should adequately intercept potential subsurface water provided an adequate backdrainage system is provided behind the wall. 779 ACADEMY DRIVE • SOIANA BEACH, CALIFORNIA 92075 (858) 755 -8622 • FAX (858) 755 -9126 Coast Geotechnical September 12, 2005 W.O. G435104 Page 2 The subdrain recommended in the Preliminary Geotechnical Report will be unnecessary, in this regard. If you have any questions regarding this report, please contact our office. Reference to our Job No. P- 435104 will help expedite a response to your inquiry. Respectfully submitted, COAST GEOTECBNj! lI / . 5- V' Exp.5 -31 -06 "I Mark Burwell, C.E. CERTIFIED �r ENGINEERING Engineering Geologis A GEOLOGIST `Q COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGIS'T'S March 10, 2005 L) C I?lh!AS David Shaw +� JUL P.O. Box 206 Cardiff, CA 92007 OF F RE: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Structures Flag Lot West Of 1422 Summitt Avenue Cardiff, California Dear Mr. Shaw: In response to your request and in accordance with our Proposal and Agreement dated September 15, 2004, we have performed a preliminary geotechnical investigation on the subject site for the proposed residences. The findings of the investigation, laboratory test results and recommendations for foundation design are presented in this report. From a geologic and soils engineering point of view, it is our opinion that the site is suitable for the proposed development, provided the recommendations in this report are implemented during the design and construction phases. If you have any questions, please do not hesitate to contact us at (858) 755 -8622. This opportunity to be of service is appreciated. Respectfully COAST GE( YA�el)64 Mark Burwell, Engineering G PEA G 2109 Exp. 5-31-06 —. CERTIFIED ENGINEERING wr GEOLOGIST`P OF CAt tFO J vil Ge 779 ACADEMY DRIVE • SOIANA BEACH, CALIFORNIA 92075 (858) 755 -8622 • FAX (858) 7559126 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Structures Flag Lot West Of 1422 Summitt Avenue Cardiff, California Prepared For: David Shaw P.O. Box 206 Cardiff, CA 92007 March 10, 2005 W.O. P435104 Prepared By: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 TABLE OF CONTENTS VICINITY MAP 4 INTRODUCTION 5 SITE CONDITIONS 5 PROPOSED DEVELOPMENT 5 SITE INVESTIGATION 6 LABORATORY TESTING 6 GEOLOGIC CONDITIONS 7 CONCLUSIONS 10 RECOMMENDATIONS 1 I A. BUILDING PAD- REMOVALS/RECOMPACTION 11 B. TEMPORARY SLOPES/EXCAVATION CHARACTERISTICS 12 C. FOUNDATIONS 12 D. SLABS ON GRADE (INTERIOR AND EXTERIOR) 13 E. RETAINING WALLS 14 F. SETTLEMENT CHARACTERISTICS 14 G. SEISMIC CONSIDERATIONS 15 H. SEISMIC DESIGN PARAMETERS 15 I. PRELIMINARY PAVEMENT SECTION 16 J. UTILITY TRENCH 16 K SUBDRAIN 17 L. DRAINAGE 17 M. GEOTECHNICAL OBSERVATIONS 18 N. PLAN REVIEW 18 LIMITATIONS 18 REFERENCES 20 APPENDICES APPENDIX A LABORATORY TEST RESULTS EXPLORATORY TRENCH LOGS SUBDRAIN DETAIL, PLATE A TRANSITION LOT DETAILS, PLATE B SITE PLAN APPENDIX B REGIONAL FAULT MAP SEISMIC DESIGN PARAMETERS DESIGN RESPONSE SPECTRUM APPENDIX C GRADING GUIDELINES 8 t\ Id VICINITY MAP i ,50 i I Topo USA® 5.0 N g Data use subject to license m 2004 Delorme Topo USA® 5 0 . oelorme com 1' = 433 3 tl Data Zoom 154 Coast Geotechnical March 10, 2005 W.O. P- 435104 Page 5 INTRODUCTION This report presents the results of our geotechnical investigation on the subject property. The purpose of this study is to evaluate the nature and characteristics of the earth materials underlying the property, the engineering properties of the surficial deposits and their influence on the proposed residences. SITE CONDITIONS The subject property is located south of Santa Fe Drive, along the west side of Summit Avenue, in the Cardiff district, city of Encinitas. The subject property includes a flag lot situated behind a developed residential lot. The rectangular lot descends to the west at a grade of about 6.5 to 8.0 percent. However, previous grading has resulted in two (2) relatively level terraces. Relief on the site is a maximum of 13 vertical feet. The flag lot is bounded along the north, south , west and east by developed residential sites. With the exception of minor grass and weeds, the site is generally void of significant vegetation. Drainage is generally by sheet flow to the west. PROPOSED DEVELOPMENT Preliminary plans for development of the site were prepared by Kevin Love, Architecture. The project includes construction of two (2) new residences supported on conventional wall footings with Coast Geotechnical March 10, 2005 W.O. P- 435104 Page 6 slab on grade floors. Plans suggest that minor grading will be required for the split -level residences in the building envelope. Access will be via a long driveway which enters from Summitt Avenue. SITE INVESTIGATION Site exploration included three (3) exploratory trenches excavated to a maximum depth of 9.5 feet with a track- mounted mini - excavator. Earth materials encountered were visually classified and logged by our field engineering geologist. Undisturbed, representative samples of earth materials were obtained at selected intervals. Samples were obtained by driving a thin walled steel sampler into the desired strata. The samples are retained in brass rings of 2.5 inches outside diameter and 1.0 inches in height. The central portion of the sample is retained in close fitting, waterproof containers and transported to our laboratory for testing and analysis. LABORATORY TESTING Classification The field classification was verified through laboratory examination, in accordance with the Unified Soil Classification System. The final classification is shown on the enclosed Exploratory Logs. Moisture/Density The field moisture content and dry unit weight were determined for each of the undisturbed soil samples. This information is useful in providing a gross picture of the soil consistency or variation Coast Geotechnical March 10, 2005 W.O. P- 435104 Page 7 among exploratory excavations. The dry unit weight was determined in pounds per cubic foot. The field moisture content was determined as a percentage of the dry unit weight. Both are shown on the enclosed Laboratory Tests Results and Exploratory Logs. Maximum Dry Density and Optimum Moisture Content The maximum dry density and optimum moisture content were determined for selected samples of earth materials taken from the site. The laboratory standard tests were in accordance with ASTM D- 1557 -91. The results of the tests are presented in the Laboratory Test Results. GEOLOGIC CONDITIONS The subject property is located in the Coastal Plains Physiographic Province of San Diego. The property is underlain at relatively shallow depths by Pleistocene terrace deposits. The terrace deposits are underlain at depth by Eocene -age sedimentary rocks which have commonly been designated as the Torrey Sandstone and Del Mar Formation on published geologic maps. The terrace deposits are covered by soil deposits and, in part, by minor wedge- shaped fill deposits. A brief description of the earth materials encountered on the site follows. Artificial Fill No evidence of significant fill deposits was observed on the site. In the area of the intervening slope (Trench No. 2), a wedge - shaped fill mass was encountered. The maximum depth of fill is Coast Geotechnical March 10, 2005 W.O. P435104 Page 8 approximately 3.0 feet. The fill is composed of fine and medium - grained sand in a very moist and loose condition. A small stockpile of locally derived terrace deposits is present in the southwest portion of the site. Soil Approximately 6.0 to 18 inches of brown fine and medium - grained sand was encountered in Trench Nos. 3 and 1, respectively. The soil is generally moist and loose. The contact with the underlying terrace deposits is gradational. Terrace Deposits Underlying the surficial materials, poorly consolidated Pleistocene terrace deposits are present. The sediments are composed of tan to reddish brown, fine and medium - grained sand. It was noted that the upper 1.5 to 2.0 feet of the terrace deposits were weathered and generally in a moist condition. Regionally, the Pleistocene sands are considered flat -lying and are underlain at depth by Eocene -age sedimentary rock units. Expansive Soil Based on our experience in the area and previous laboratory testing of selected samples, the fill deposits and Pleistocene sands reflect an expansion potential in the low range. Coast Geotechnical Groundwater March 10, 2005 W.O. P435104 Page 9 No evidence of perched or high groundwater tables were encountered to the depth explored. However, recent rains have resulted in a very moist condition in the surficial deposits and the upper portion of the terrace deposits. It should be noted that seepage problems can develop after completion of construction. These seepage problems most often result from drainage alterations, landscaping and over - irrigation. In the event that seepage or saturated ground does occur, it has been our experience that they are most effectively handled on an individual basis. Tectonic Setting The site is located within the seismically active southern California region which is generally characterized by northwest trending Quaternary-age fault zones. Several of these fault zones and fault segments are classified as active by the California Division of Mines and Geology (Alquist- Priolo Earthquake Fault Zoning Act). Based on a review of published geologic maps, no known faults transverse the site. The nearest active fault is the offshore Rose Canyon Fault Zone located approximately 2.3 miles west of the site. It should be noted that the Rose Canyon Fault is not a continuous, well - defined feature but rather a zone of right stepping en echelon faults. The complex series of faults has been referred to as the Offshore Zone ofDeformation ( Woodward - Clyde, 1979) and is not fully understood. Several studies suggest that the Newport- Inglewood and the Rose Canyon faults are a continuous zone of en echelon faults (Treiman, 1984). Further studies along the complex offshore zone of faulting may indicate Coast Geotechnical March 10, 2005 W.O. P435104 Page 10 a potentially greater seismic risk than current data suggests. Other faults which could affect the site include the Coronado Bank, Elsinore, San Jacinto and San Andreas Faults. The proximity of major faults to the site and site parameters are shown on the enclosed Seismic Design Parameters. Liquefaction Potential Liquefaction is a process by which a sand mass loses its shearing strength completely and flows. The temporary transformation of the material into a fluid mass is often associated with ground motion resulting from an earthquake. Owing to the moderately dense nature of the underlying Pleistocene terrace deposits and the anticipated depth to groundwater, the potential for seismically induced liquefaction and soil instability is considered low. CONCLUSIONS 1) The subject property is located in an area that is relatively free of potential geologic hazards such as landsliding, liquefaction, high groundwater conditions and seismically induced subsidence. 1) The existing fill, soil and weathered terrace deposits are not suitable for the support of structural footings or concrete flatwork, in their present condition. Coast Geotechnical March 10, 2005 W.O. P- 435104 Page 11 3) The existing fill should be removed and replaced as properly compacted fill. The cut portion of the lot should be overexcavated and replaced with compacted fill. The intent is to provide uniform compacted fill for the support of footings and slabs on grade. 4) Our experience with this type of lot development and geotechnical conditions suggest that varying degrees of seepage can develop after construction. Post construction seepage and/or saturated ground conditions can adversely affect foundations and concrete flatwork. Therefore, special consideration should be provided for surface and subsurface drainage during the design and construction phases. A subdrain is recommended along the eastern side of the residences. RECOMMENDATIONS Building Pad- Removals/Recompaction The existing fill, soil and weathered terrace deposits should be removed and replaced as properly compacted fill in the building footprint. Removal depths are anticipated to be on the order of 3.5 feet. All fill should be keyed and benched into competent terrace deposits. The cut portion of the building pad should be overexcavated a minimum of 3.0 feet and recompacted. Removals should include the entire building pad extending a minimum of 5.0 feet beyond the building footprint. Removals should extend a minimum 10 lateral feet beyond the western building line. Most of the existing earth deposits are generally suitable for reuse, provided they are cleared of all vegetation, Coast Geotechnical March 10, 2005 W.O. P- 435104 Page 12 debris and thoroughly mixed. Prior to placement of fill, the base of the removal should be observed by a representative of this firm. Additional overexcavation and recommendations maybe necessary at that time. The exposed bottom should be scarified to a minimum depth of 6.0 inches, moistened as required and compacted to a minimum of 90 percent of the laboratory maximum dry density. Fill should be placed in 6.0 to 8.0 inch lifts, moistened to approximately 1.0 - 2.0 percent above optimum moisture content and compacted to a minimum of 90 percent of the laboratory maximum dry density. Fill, soil and weathered terrace deposits in areas of proposed concrete flatwork, exterior improvements and driveways should be removed and replaced as properly compacted fill. Imported fill, if necessary, should consist of non - expansive granular deposits approved by the geotechnical engineer. Temporary Slopes /Excavation Characteristics Temporary excavations above 4.0 feet should be trimmed to a gradient of 3/4:1 (horizontal to vertical) or less, depending upon conditions encountered during grading. The Pleistocene terrace deposits may contain hard concretion layers. However, based on our experience in the area, the sandstone is easily rippable with conventional heavy earth moving equipment in good working order. Foundations The following design parameters are based on footings founded into non - expansive approved compacted fill deposits or competent terrace deposits. Footings for the proposed residences and Coast Geotechnical March 10, 2005 W.O. P- 435104 Page 13 garages should be a minimum of 12 inches wide and founded a minimum of 12 inches and 18 inches into compacted fill for single -story and two -story structures, respectively. A 12 inch by 12 inch grade beam should be placed across the garage opening. Footings should be reinforced with a minimum of two No. 4 bars, one along the top of the footing and one along the base. Footing recommendations provided herein are based upon underlying soil conditions and are not intended to be in lieu of the project structural engineer's design. For design purposes, an allowable bearing value of 1700 pounds per square foot may be used for 12 inch deep footings and 2000 pounds per square foot may be used for 18 inch deep footings. The bearing value indicated above is for the total dead and frequently applied live loads. This value may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead -load forces. A passive earth pressure of 300 pounds per square foot, per foot of depth of fill or terrace deposits penetrated to a maximum of 2000 pounds per square foot may be used. Slabs on Grade (Interior and Exterior) Slabs on grade should be a minimum of 4.0 inches thick and reinforced in both directions with No. 3 bars placed 18 inches on center in both directions. The slab should be underlain by a minimum Coast Geotechnical March 10, 2005 W.O. P435104 Page 14 2.0 -inch sand blanket (S.E. greater than 30). Where moisture sensitive floors are used, a minimum 6.0 -mil Visqueen or equivalent moisture barrier should be placed over the sand blanket and covered by an additional two inches of sand. Utility trenches underlying the slab may be backfilled with on- site materials, compacted to a minimum of 90 percent of the laboratory maximum dry density. Slabs including exterior concrete flatwork should be reinforced as indicated above and provided with saw cuts /expansion joints, as recommended by the project structural engineer. All slabs should be cast over dense compacted subgrades. Retaining Walls Cantilever walls (yielding) retaining nonexpansive granular soils may be designed for an active- equivalent fluid pressure of 35 pounds per cubic foot. Restrained walls (nonyielding) should be designed for an "at- rest" equivalent fluid pressure of 58 pounds per cubic foot. Wall footings should be designed in accordance with the foundation design recommendations. All retaining walls should be provided with an adequate backdrainage system (Miradrain 6000 or equivalent is suggested). The soil parameters assume a level granular backfill compacted to a minimum of 90 percent of the laboratory maximum dry density. Settlement Characteristics Estimated total and differential settlement over a horizontal distance of 30 feet is expected to be on the order of 1/4 inch and % inch, respectively. It should also be noted that long term secondary settlement due to irrigation and loads imposed by structures is anticipated to be '/< inch. Coast Geotechnical Seismic Considerations March 10, 2005 W.O. P435104 Page 15 Although the likelihood of ground rupture on the site is remote, the property will be exposed to moderate to high levels of ground motion resulting from the release of energy should an earthquake occur along the numerous known and unknown faults in the region. The Rose Canyon Fault Zone located approximately 2.5 miles west of the site is the nearest known active fault and is considered the design earthquake for the site. A maximum probable event along the offshore segment of the Rose Canyon Fault is expected to produce a peak bedrock horizontal acceleration of 0.50g and a repeatable ground acceleration of 0.338. Seismic Design Parameters (1997 Uniform Building Code) Soil Profile Type - Sp Seismic Zone - 4 Seismic Source - Type B Near Source Factor (N,,) - 1.4 Near source Acceleration Factor (N,) - 1.1 Seismic Coefficients C. = 0.50 C, = 0.88 Design Response Spectrum T, = 0.705 To = 0.141 Nearest B -Type Fault = 2.3 miles Coast Geotechnical Preliminary Pavement Section March 10, 2005 W.O. P435104 Page 16 Previous testing suggests that the Pleistocene terrace deposits have an R -value of 43. The following pavement section is recommended for proposed driveways: 4.0 inches of asphaltic concrete or 5.0 inches of concrete on 6.0 inches of select base (Class 2) on 12 inches of compacted subgrade soils Subgrade soils should be compacted to the thickness indicated in the structural section and left in a condition to receive base materials. Class 2 base materials should have a minimum R -value of 78 and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to a minimum of 95 percent of their laboratory maximum dry density. The pavement section should be protected from water sources. Migration of water into subgrade deposits and base materials could result in pavement failure. Utility Trench We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. Imported or on -site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. Coast Geotechnical March 10, 2005 W.O. P435104 Page 17 The invert of subsurface utility excavations paralleling footings should be located above the zone of influence of these adjacent footings. This zone of influence is defined as the area below a 45 degree plane projected down from the nearest bottom edge of an adjacent footing. This can be accomplished by either deepening the footing, raising the invert elevation of the utility, or moving the utility or the footing away from one another. Subdrain A subdrain located along the eastern portion of the property is recommended. A typical subdrain detail is enclosed as Plate A. The intent is to intercept potential subsurface seepage conditions associated with below street grade lots. Drainage Specific drainage patterns should be designed by the project designer. However, in general, pad water should be directed away from foundations. Roof water should be collected or transferred to hardscape. Pad water should not be allowed to pond. Vegetation adjacent to foundations should be avoided. If vegetation in these areas is desired, sealed planter boxes or drought resistant plants should be considered. Other alternatives maybe available, however, the intent is to reduce moisture from migrating into foundation subsoils. Irrigation should be limited to that amount necessary to sustain plant life. All drainage systems should be inspected and cleaned annually, prior to winter rains. Coast Geotechnical Geotechnical Observations March 10, 2005 W.O. P435104 Page 18 Structural footing excavations should be observed by a representative of this firm, prior to the placement of steel and forms. All fill should be placed while a representative of the geotechnical engineer is present to observe and test. Plan Review A copy of the final plans should be submitted to this office for review prior to the initiation of construction. Additional recommendations may be necessary at that time. LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they may be incorporated into plans. If conditions encountered during construction appear to differ from those described in this report, our office should be notified so that we may consider whether modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed unless on -site review is performed during the course of construction. The subsurface conditions, excavation characteristics and geologic structure described herein are based on individual exploratory excavations made on the subject property. The subsurface Coast Geotechnical March 10, 2005 W.O. P- 435104 Page 19 conditions, excavation characteristics and geologic structure discussed should in no way be construed to reflect any variations which may occur among the exploratory excavations. Please note that fluctuations in the level of groundwater may occur due to variations in rainfall, temperature and other factors not evident at the time measurements were made and reported herein. Coast Geotechnical assumes no responsibility for variations which may occur across the site. The conclusions and recommendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties. Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge. Consequently, the conclusions and recommendations of this report may be rendered wholly or partially invalid by events beyond our control. This report is therefore subject to review and should not be relied upon after the passage of two years. The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechnical field. However, in no respect do we guarantee the outcome of the project. This study has been provided solely for the benefit of the client and is in no way intended to benefit or extend any right or interest to any third party. This study is not to be used on other projects or extensions to this project except by agreement in writing with Coast Geotechnical. Coast Geotechnical REFERENCES March 10, 2005 W.O. P435104 Page 20 Hays, Walter W., 1980, Procedures for Estimating Earthquake Ground Motions, Geological Survey Professional Paper 1114, 77 pages. 2. Petersen, Mark D. and others (DMG), Frankel, Arthur D. and others (USGS), 1996, Probabilistic Seismic Hazard Assessment for the State of California, California Division of Mines and Geology OFR 96 -08, United States Geological Survey OFR 96 -706. 3. Seed, H.B., and Idriss, I.M., 1970, A Simplified Procedure for Evaluating Soil Liquefaction Potential: Earthquake Engineering Research Center. 4. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, Plate 35D, Open -File Report 95 -04, Map Scale 1:24,000. 5. Treiman, J.A., 1984, The Rose Canyon Fault Zone, A Review and Analysis, California Division of Mines and Geology. MAPS /AERIAL PHOTOGRAPHS 1. California Division of Mines and Geology, 1994, Fault Activity Map of California, Scale I"=750,000'. 2. Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, 1996, DMG Open File Report 96 -02. 3. Love, Kevin, 2004, Site Plan and Sections, 1416 Summitt Avenue, Encinitas, California, Scale 1 " =10' and 1 " =4', respectively. 4. U.S.G.S., 7.5 Minute Quadrangle Topographic Map, Digitized, Variable Scale. APPENDIX A LABORATORY TEST RESULTS TABLE I Maximum Dry Density and Optimum Moisture Content (Laboratory Standard ASTM D- 1557 -91) Sample Max. Dry Optimum Location Density Moisture Content (ocf) T -2 @ 1.0' -3.0' 128.6 10.2 TABLE II Field Dry Density and Moisture Content Sample Field Dry Field Moisture Location Density Content (pcf) % T -1 @ 1.0' 101.0 10.0 T -1 @ 4.0' 98.9 13.3 T -1 @ 7.0' 96.4 11.5 T -1 @ 9.0' 110.5 9.0 T -2 @ 2.0' 101.8 15.4 T -2 @ 4.0' 107.2 8.9 T -2 @ 9.0' 92.4 12.1 T -3 @ 1.0' 104.8 7.7 T -3 @ 2.0' 99.8 10.3 T -3 @ 4.0' 104.1 6.0 P- 435104 6 o a N 101.0 I 10.0 -jOG OF EXP FORA' 'ORY ' 'RENCH NO. 1 PROJECT NO. P- 435104 DATE EXCAVATED: 10 -29 -04 z 3 SURFACE ELEV.: 130' (approx.) W > 8 < w Uj U LOGGED BY: MB N L 1.n 98.9 13.3 3 v 0 0 C7 0 z 110.5 9.0 DESCRIPTION SP I TERRACE DEPOSITS (00: Tan to Weathered in upper 1.5 -2.0' TRENCH SKETCH 25' Long, N70E 1 as . . , at End of Trench id. 9.5' and si11 ?111 1 OF I COAST GEOTECHNICAL a x (y F w N L 1.n 98.9 13.3 3 v 0 0 C7 0 z 110.5 9.0 DESCRIPTION SP I TERRACE DEPOSITS (00: Tan to Weathered in upper 1.5 -2.0' TRENCH SKETCH 25' Long, N70E 1 as . . , at End of Trench id. 9.5' and si11 ?111 1 OF I COAST GEOTECHNICAL -jOG OF EX ' -jORATORY ' 'RENCH NO. 2 all -- Slllilil' I I1P I TRENCH SKETCH 25' Long, EW COAST GEOTECHNICAL PROJECT NO. P- 435104 DATE EXCAVATED: 10 -29 -04 _ x z 3 a SURFACE ELEV.: 134' (appror.) x w > 8 LOGGED BY: MB U h rn DESCRIPTION 134.00 0.00 ;;��••,��x• s SP FILL (at): Tan (ohm. Fine and medium- ned grei satki, v. motor, loose '33.OU 132M •, 2-w 101.8 15.4 'g Sj 131.00 3•W SP TERRACE DEI'OSffS (Q1): Ten to Ratdish brn., fine and mad- grained O 107.2 8.9 w a WW Weathered in upper LY •p' 129.00 5.00 0 t7 12I.00 6.w 0 z 127.00 7.00 M00 1.00 92.4 12.1 125.00 End of Trench @ 9.5' 9.W all -- Slllilil' I I1P I TRENCH SKETCH 25' Long, EW COAST GEOTECHNICAL c � o U A 104.8 I 7.7 99.8 I 10.3 104.1 1 6.0 .jOG OF JX ' FORA' 'ORY TRENCH N0.3 PROJECT NO. P- 435104 DATE EXCAVATED: 10 -29 -04 z 3 A SURFACE ELEV.: 135' (approx.) d LOGGED BY: MB a v m Z ti 0 3 v 9 DESCRIPTION "I ERMCE DEPOSITS (Qt): Tan to Wcathcred in upper 1.5 -2.0' TRENCH SKETCH 20' Long, N60E End of Trench Q 9.5' Smarr I OF I COAST GEOTECHNICAL SUBDRAIN DETAIL \ 1.5 FT. MIN. - 5.0' MIN. �f 0 �D.LL U.I COMPACTED FILL I v v D s D O LFILTER ° °� ' °p FABRIC -- ~ LL p D O N Z o 0 ri m i 0 D p D u p 3/4 INCH ROCK I � I pp JDII II- p D L 4 INCH DIA. PERFORATED PIPE 1.0% MIN. TO OUTLET COAST GEOTECHNICAL PLATE A M TRANSITION LOT DETAILS CUT -FILL LOT i i i EXISTING GROUND SURFACE MIN. �OVEREXCAVATE AND RECOMPACT COMPETENT BEDROCK f —OR MATERIAL EVALUATED BY THE GEOTECHNICAL CONSULTANT CUT LOT 36" MIN.* I EXISTING GROUND SURFACE T -i r J J r JREM VO E / UNSUITABLE MATERIAL — — ' OVEREXCAVATE AND RECOMPACT COMPETENT BEDROCK "_�CR MATERIAL EVALUATED BY THE GEOTECHNICAL CONSULTANT MIN. _- 3A' MW 'NOTE: Deeper or laterally more extensive overexcavatlon and recompaction may be recommended by the peotechnical consultant based on actual field conditions encountered and locations of proposed Improvements PLATE 8 I FvvW —. awxAre u �r DAD11m LIMC De Debt Aeart I (coleh =,Z � I GK Z .1 awm uxc a RCF ApOK Stockpiled _ Deposits DASnm uxe or eAK Ov[RXAxG m DUxm we a uK oK4uK it bYQs&r} �cG�Ylaf / rr r I of / \�y 110, bgrr Frog: ppo eRi"f LINE g7.5A Z% .A .tA / 2 0 co,aRCD 5T• cDxcare carver.'.. rF0rv1 i'r`f LW6 cDm.m �,AVm COKJR[ DIDVCWAY Mwm w muxep GK oK w D ED uxe Oe GK OJWIAxD I 5' Dy E. "Nmwe SITE PLAN Rik a o' c w� S_ SCALE: I"=20' LEGEND SYMBOLS EXPLORATORY TRENCH LOCATION (approx.) CONTACT (approx.) GEOLOGIC UNITS of ARTIFICIAL FILL Qs RESIDUAL SOIL Qt TERRACE DEPOSITS w D z w a F ti COAST GEOTECHNICAL P435104 I . D ED uxe Oe GK OJWIAxD I 5' Dy E. "Nmwe SITE PLAN Rik a o' c w� S_ SCALE: I"=20' LEGEND SYMBOLS EXPLORATORY TRENCH LOCATION (approx.) CONTACT (approx.) GEOLOGIC UNITS of ARTIFICIAL FILL Qs RESIDUAL SOIL Qt TERRACE DEPOSITS w D z w a F ti COAST GEOTECHNICAL P435104 APPENDIX B ,'f, i� Ap �.S ...«.; 1 �""`� r..'`'' a.•:.,.. -may _�w� ., - REGIONAL FAULT MAP ,b(;N.,•;.w. fw -,:P ^unite .• ��-y `}.. _- �-�,�� _a • ®— ✓ ^ t f }�• 1 I P 1.� �... -\ �R r. .•Li...,�J EXPLANATION f. .. i. �Na.�rtllf_S 4, y _ �;� 3�`... t \S .. 1 �.• �♦•\ IwQ�, u.ru.. •.......�. ++.r�r r.r�.r.rr >Y�rat ,-! �� .�• � S •.w F1 t.- ,`\ _ ".�� .+:.,w�.d.�w...~W_.:w r...'�...r. �.r � 1 V 1'r •• \• .a, `'�/w:.., i �' �� ` - - J FAULT CLASSIFICATION COLUR CURE `� \' -ter � � ,�' Lt - .{ � I ♦i��' " 1� � S�� « 1. ... ±�..` �\ l\�31 .� \� __� ^L- , J\ .+•,.i'� ... \ • \� . raw ,r- .- '<..w~w..:... «.............. `. -• ' (� ' i , � �'• w .JI3'' \'�.� `1 • .,\ \... •. ."�� w.r.r ww y +ra....wi.�ine,n : r- . -..~.. • _ -, `� . U E I \� `0\,I J� ••• a� �. / 1 '•1,:: r `{ �l'4 \ f' � .II � SPECIAL NOTATMS •��QJf'. 1 3 M A A A T \ l M A\ , ♦l `— I��1 , �`�,�.J�'/� y�� N. � /�• \ \. • i �+ ..L r ./V �� •�S i1 %, M.ur.�.W..n.•r +wrrr...rr�w- �``\ \\ \ \''t)1 \ \ \ Av , rte.:: 1 � I`��\ \ c�'� I �' ?' �kw 1' -. .'�- yr! .•�� L � o 12 24.a I.. GRAPHIC SCALE .. �• \ �� , \" 11 \. - - .L.. -. -• ..�MIXiCO COASTOEGTECMCAL a :aaaaaaaa+aaaaaa + + + + +a a a • U B C S E I S + + • Version 1.03 a r + + +a +aaa +aaarwa ♦aaaa + +. COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER: P- 435104 JOB NAME: SHAW FAULT- DATA -FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33.0319 SITE LONGITUDE: 117.2885 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SD NEAREST TYPE A FAULT: NAME: ELSINORE- JULIAN DISTANCE: 46.1 km NEAREST TYPE B FAULT: NAME: ROSE CANYON DISTANCE: 3.7 km NEAREST TYPE C FAULT: NAME: DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.1 Nv: 1.4 Ca: 0.50 Cv: 0.88 Ts: 0.705 To: 0.141 DATE: 02 -18 -2005 SUMMARY OF FAULT PARAMETERS _______ ______________ ______ Page 1 I APPROX.ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I(A,B,C)I (Mw) 1 (mm /yr) I(SS,DS,BT) ROSE CANYON 1 3.7 I B 1 6.9 I 1.50 1 SS NEWPORT- INGLEWOOD (Offshore) 1 19.0 1 B 1 6.9 1 1.50 1 SS CORONADO BANK 1 27.5 1 B 1 7.4 1 3.00 1 SS ELSINORE- JULIAN 1 46.1 1 A 1 7.1 1 5.00 1 SS ELSINORE- TEMECULA 1 46.2 1 B 1 6.8 1 5.00 1 SS PALOS VERDES 1 66.6 1 B 1 7.1 1 3.00 1 SS EARTHQUAKE VALLEY 1 68.0 1 B 1 6.5 1 2.00 1 SS ELSINORE -GLEN IVY 1 68.2 1 B 1 6.8 1 5.00 I, SS SAN JACINTO -ANZA 1 82.8 1 A 1 7.2 1 12.00 1 SS SAN JACINTO -SAN JACINTO VALLEY 1 86.0 1 B 1 6.9 1 12.00 1 SS ELSINORE- COYOTE MOUNTAIN 1 86.7 1 B 1 6.8 1 4.00 1 SS SAN JACINTO - COYOTE CREEK 1 86.8 1 B 1 6.8 1 4.00 1 SS NEWPORT- INGLEWOOD (L.A.Basin) 1 87.0 1 B 1 6.9 1 1.00 1 SS CHINO- CENTRAL AVE. (Elsinore) 1 90.8 1 B 1 6.7 1 1.00 1 DS ELSINORE-WHITTIER 1 97.0 1 B 1 6.8 1 2.50 1 SS SAN JACINTO - BORREGO 1 103.7 1 B 1 6.6 1 4.00 1 SS SAN JACINTO -SAN BERNARDINO 1 109.6 1 B 1 6.7 1 12.00 1 SS SAN ANDREAS - Southern 1 115.1 1 A 1 7.4 1 24.00 1 SS SAN JOSE 1 124.1 1 B 1 6.5 1 0.50 1 DS PINTO MOUNTAIN 1 125.7 1 B 1 7.0 1 2.50 1 SS SUPERSTITION MTN. (San Jacinto) 1 127.5 1 B 1 6.6 1 5.00 1 SS CUCAMONGA 1 128.3 1 A 1 7.0 1 5.00 1 IS SIERRA MADRE (Central) 1 128.4 1 B 1 7.0 1 3.00 1 IS BURNT MTN. 1 132.4 1 B 1 6.5 1 0.60 1 SS ELMORE RANCH 1 133.7 1 B 1 6.6 1 1.00 1 SS SUPERSTITION HILLS (San Jacinto) 1 135.2 1 B 1 6.6 1 4.00 1 SS ELSINORE - LAGUNA SALADA 1 135.5 1 B 1 7.0 1 3.50 1 SS NORTH FRONTAL FAULT ZONE (West) 1 135.9 1 B 1 7.0 1 1.00 1 DS EUREKA PEAK 1 136.8 1 B 1 6.5 1 0.60 1 SS CLEGHORN 1 138.2 1 B 1 6.5 1 3.00 1 SS NORTH FRONTAL FAULT ZONE (East) 1 142.4 1 B 1 6.7 1 0.50 1 DS RAYMOND 1 142.8 1 B 1 6.5 1 0.50 1 DS CLAMSHELL- SAWPIT 1 143.5 1 B 1 6.5 1 0.50 1 DS SAN ANDREAS - 1857 Rupture 1 144.0 1 A 1 7.8 1 34.00 1 SS VERDUGO 1 146.5 1 B 1 6.7 1 0.50 1 IS HOLLYWOOD 1 149.4 1 B 1 6.5 1 1.00 1 IS LANDERS 1 149.8 1 B 1 7.3 1 0.60 1 SS BRAWLEY SEISMIC ZONE 1 151.6 1 B 1 6.5 1 25.00 1 SS HELENDALE - S. LOCKHARDT 1 153.9 1 B 1 7.1 1 0.60 1 SS SANTA MONICA 1 156.6 1 B 1 6.6 1 1.00 1 DS LENWOOD- LOCKHART -OLD WOMAN SPRGS 1 159.1 1 B 1 7.3 1 0.60 1 SS MALIBU COAST 1 160.6 1 B 1 6.7 1 0.30 1 DS IMPERIAL 1 160.9 1 A 1 7.0 1 20.00 1 SS EMERSON So. - COPPER MTN. 1 162.0 1 B 1 6.9 1 0.60 1 SS JOHNSON VALLEY (Northern) 1 163.1 1 B 1 6.7 1 0.60 1 SS SIERRA MADRE (San Fernando) 1 167.3 1 B 1 6.7 1 2.00 1 DS SUMMARY OF FAULT PARAMETERS - -------------------- - -- - -- Page 2 ______________________________________________________ __ ___ ________ ___ ______ ___ I FAULT I TYPE I(SS,DS,BT) I DS I SS I SS I SS I DS I DS I DS I DS I SS I DS I SS I DS I SS I DS I DS I DS I SS I DS I SS I SS I DS I DS I SS I DS I SS I SS I SS I DS I SS I DS I DS I DS I DS I SS I DS I SS I DS I SS I SS I SS I SS I DS I DS I SS I SS I DS I APPROX.ISOURCE I MAX. I SLIP ABBREVIATED IDISTANCEI TYPE I MAG. I RATE FAULT NAME I (km) I(A,B,C)I (Mw) I (mm /yr) ANACAPA -DOME 1 168.6 I B 1 7.3 I 3.00 SAN GABRIEL 1 170.3 1 B 1 7.0 1 1.00 PISGAH- BULLION MTN.- MESQUITE LK 1 171.3 1 B 1 7.1 1 0.60 CALICO - HIDALGO 1 175.8 1 B 1 7.1 1 0.60 SANTA SUSANA 1 182.5 1 B 1 6.6 1 5.00 HOLSER 1 191.4 1 B 1 6.5 1 0.40 SIMI -SANTA ROSA 1 198.4 1 B 1 6.7 1 1.00 OAK RIDGE (Onshore) 1 199.5 1 B 1 6.9 1 4.00 GRAVEL HILLS - HARPER LAKE 1 207.5 1 B 1 6.9 1 0.60 SAN CAYETANO 1 208.0 1 B 1 6.8 1 6.00 BLACKWATER 1 223.0 1 B 1 6.9 1 0.60 VENTURA - PITAS POINT 1 226.2 1 B 1 6.8 1 1.00 SANTA YNEZ (East) 1 227.8 1 B 1 7.0 1 2.00 SANTA CRUZ ISLAND 1 233.3 1 B 1 6.8 1 1.00 M.RIDGE- ARROYO PARIDA -SANTA ANA 1 237.1 1 B 1 6.7 1 0.40 RED MOUNTAIN 1 239.9 1 B 1 6.8 1 2.00 GARLOCK (West) 1 244.8 1 A 1 7.1 1 6.00 PLEITO THRUST 1 249.8 1 B 1 6.8 1 2.00 BIG PINE 1 255.3 1 B 1 6.7 1 0.80 GARLOCK (East) 1 259.7 1 A 1 7.3 1 7.00 SANTA ROSA ISLAND 1 267.8 1 B 1 6.9 1 1.00 WHITE WOLF 1 270.7 1 B 1 7.2 1 2.00 SANTA YNEZ (West) 1 271.7 1 B 1 6.9 1 2.00 So. SIERRA NEVADA 1 284.1 1 B 1 7.1 1 0.10 LITTLE LAKE I 288.7 I B 1 6.7 1 0.70 OWL LAKE 1 288.8 1 B 1 6.5 1 2.00 PANAMINT VALLEY 1 289.1 1 B 1 7.2 1 2.50 TANK CANYON 1 290.2 1 B 1 6.5 1 1.00 DEATH VALLEY (South) 1 297.2 1 B 1 6.9 1 4.00 LOS ALAMOS -W. BASELINE 1 313.5 1 B 1 6.8 1 0.70 LIONS HEAD 1 331.3 1 B 1 6.6 1 0.02 DEATH VALLEY (Graben) 1 339.2 1 B 1 6.9 1 4.00 SAN LUIS RANGE (S. Margin) 1 341.2 1 B 1 7.0 1 0.20 SAN JUAN 1 342.6 1 B 1 7.0 1 1.00 CASMALIA (Orcutt Frontal Fault) 1 349.4 1 B 1 6.5 1 0.25 OWENS VALLEY 1 357.2 1 B 1 7.6 1 1.50 LOS OSOS 1 371.4 1 B 1 6.8 1 0.50 HOSGRI 1 376.9 1 B 1 7.3 1 2.50 HUNTER MTN. - SALINE VALLEY 1 383.3 1 B 1 7.0 1 2.50 RINCONADA 1 392.6 1 B 1 7.3 1 1.00 DEATH VALLEY (Northern) 1 392.7 1 A 1 7.2 1 5.00 INDEPENDENCE 1 393.0 1 B 1 6.9 1 0.20 BIRCH CREEK 1 449.3 1 B 1 6.5 1 0.70 SAN ANDREAS (Creeping) 1 449.6 1 B 1 5.0 1 34.00 WHITE MOUNTAINS 1 453.9 1 B 1 7.1 1 1.00 DEEP SPRINGS 1 472.3 1 B 1 6.6 1 0.80 I FAULT I TYPE I(SS,DS,BT) I DS I SS I SS I SS I DS I DS I DS I DS I SS I DS I SS I DS I SS I DS I DS I DS I SS I DS I SS I SS I DS I DS I SS I DS I SS I SS I SS I DS I SS I DS I DS I DS I DS I SS I DS I SS I DS I SS I SS I SS I SS I DS I DS I SS I SS I DS SUMMARY OF FAULT PARAMETERS Page 3 I APPROX.ISOURCE I MAX. I SLIP I FAULT ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE FAULT NAME I (km) I(A, B, C) I (Mw) I (mm /yr) I(SS, DS, BT) DEATH VALLEY (N. of Cucamongo) 1 477.3 1 A 1 7.0 1 5.00 1 SS ROUND VALLEY (E. of S.N.Mtns.) 1 484.4 1 B 1 6.8 1 1.00 1 DS FISH SLOUGH 1 492.2 1 B 1 6.6 1 0.20 1 DS HILTON CREEK 1 510.5 1 B 1 6.7 1 2.50 1 DS ORTIGALITA 1 534.2 1 B 1 6.9 1 1.00 1 SS HARTLEY SPRINGS 1 534.8 1 B 1 6.6 1 0.50 1 DS CALAVERAS (So.of Calaveras Res) 1 539.6 1 B 1 6.2 1 15.00 1 SS MONTEREY BAY - TULARCITOS 1 541.9 1 B 1 7.1 1 0.50 1 DS PALO COLORADO - SUR 1 542.6 1 B 1 7.0 1 3.00 1 SS QUIEN SABE 1 552.9 1 B 1 6.5 1 1.00 1 SS MONO LAKE 1 570.8 1 B 1 6.6 1 2.50 1 DS ZAYANTE - VERGELES 1 571.3 1 B 1 6.8 1 0.10 1 SS SAN ANDREAS (1906) 1 576.5 1 A 1 7.9 1 24.00 1 SS SARGENT 1 576.7 1 B 1 6.8 1 3.00 1 SS ROBINSON CREEK 1 602.1 1 B 1 6.5 1 0.50 1 DS SAN GREGORIO 1 617.3 1 A 1 7.3 1 5.00 1 SS GREENVILLE 1 626.7 1 B 1 6.9 1 2.00 1 SS MONTE VISTA - SHANNON 1 626.8 1 B 1 6.5 1 0.40 1 DS HAYWARD (SE Extension) 1 627.0 1 B 1 6.5 1 3.00 1 SS ANTELOPE VALLEY 1 642.4 1 B 1 6.7 1 0.80 1 DS HAYWARD (Total Length) 1 646.7 1 A 1 7.1 1 9.00 1 SS CALAVERAS (NO.of Calaveras Res) 1 646.7 1 B 1 6.8 1 6.00 1 SS GENOA 1 667.8 1 B 1 6.9 1 1.00 1 DS CONCORD - GREEN VALLEY 1 694.6 1 B 1 6.9 1 6.00 1 SS RODGERS CREEK 1 733.3 1 A 1 7.0 1 9.00 1 SS WEST NAPA 1 734.3 1 B 1 6.5 1 1.00 1 SS POINT REYES 1 752.0 1 B 1 6.8 1 0.30 1 DS HUNTING CREEK - BERRYESSA 1 756.9 1 B 1 6.9 1 6.00 1 SS MAACAMA (South) 1 796.1 1 B 1 6.9 1 9.00 1 SS COLLAYOMI 1 813.1 1 B 1 6.5 1 0.60 1 SS BARTLETT SPRINGS 1 816.7 1 A 1 7.1 1 6.00 1 SS MAACAMA (Central) 1 837.8 1 A 1 7.1 1 9.00 1 SS MAACAMA (North) 1 897.4 1 A 1 7.1 1 9.00 1 SS ROUND VALLEY (N. S.F.Bay) 1 903.7 1 B 1 6.8 1 6.00 1 SS BATTLE CREEK 1 927.5 1 B 1 615 1 0.50 1 DS LAKE MOUNTAIN 1 962.1 1 B 1 6.7 1 6.00 1 SS GARBERVILLE- BRICELAND 1 979.2 1 B 1 6.9 1 9.00 1 SS MENDOCINO FAULT ZONE 1 1035.4 1 A 1 7.4 1 35.00 1 DS LITTLE SALMON (Onshore) 1 1042.2 1 A 1 7.0 1 5.00 1 DS MAO RIVER 1 1045.1 1 B 1 7.1 1 0.70 1 DS CASCADIA SUBDUCTION ZONE 1 1049.0 1 A 1 8.3 1 35.00 1 DS McKINLEYVILLE 1 1055.5 1 B 1 7.0 1 0.60 1 DS TRINIDAD 1 1057.0 I B 1 7.3 1 2.50 1 DS FICKLE HILL 1 1057.4 1 B 1 6.9 1 0.60 1 DS TABLE BLUFF 1 1062.8 1 B 1 7.0 1 0.60 1 DS LITTLE SALMON (Offshore) 1 1076.1 1 B 1 7.1 1 1.00 1 DS DESIGN RESPONSE SPECTRUM Seismic Zone: 0.4 Soil Profile: SD 2.50 2.25 2.00 1.75 0 1.50 a) 1.25 U Q 1.00 0.75 U 0.50 0.25 0.00 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Period Seconds APPENDIX C GRADING GUIDELINES Gradingshould be performed to at least the minimum requirements of the governing agencies, Chapter 33 of the Uniform Building Code, the geotechnical report and the guidelines presented below. All of the guidelines may not apply to a specific site and additional recommendations may be necessary during the grading phase. Site Clearing Trees, dense vegetation, and other deleterious materials should be removed from the site. Non - organic debris or concrete may be placed in deeper fill areas under direction of the Soils engineer. Subdrainaee Duringgrading, the Geologist and Soils Engineer should evaluate the necessity of placing additional drains. All subdrainage systems should be observed by the Geologist and Soils Engineer during construction and prior to covering with compacted fill. Consideration should be given to having subdrains located by the project surveyors. outlets should be located and protected. Treatment of Existing Ground All heavy vegetation, rubbish and other deleterious materials should be disposed of off site. All surficial deposits including alluvium and colluvium should be removed unless otherwise indicated in the text of this report. Groundwater existing in the alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. Fill Placement Most site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see report). Highly organic or contaminated soil should not be used for compacted fill. (1) 2. Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soils Engineer. 3. If the moisture content or relative density varies from that acceptable to the Soils engineer, the Contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre - watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. b) Each six inch layer should be compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. In this case, the testing method is ASTM Test Designation D- 1557 -91. 4. Side -hill fills should have a minimum equipment -width key at their toe excavated through all surficial soil and into competent material (see report) and tilted back into the hill. As the fill is elevated, it should be benched through surficial deposits and into competent bedrock or other material deemed suitable by the Soils Engineer. 5. Rock fragments less than six inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine - grained material to surround the rocks; c) The distribution of the rocks is supervised by the Soils Engineer. 6. Rocks greater than six inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. 7. In clay soil large chunks or blocks are common; if in excess of six (6) inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break the up blocks. 8. The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. (2) If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction. Soil should not be "spilled" over the slope face nor should slopes be "pushed out' to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled approximately every 4 feet vertically as the slope is built. Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to three feet in the slope face to determine if the required compaction is being achieved. Finish grade testing of the slope should be performed after construction is complete. Each day the Contractor should receive a copy of the Soils Engineer's "Daily Field Engineering Report' which would indicate the results of field density tests that day. Fill over cut slopes should be constructed in the following manner: a) All surficial soils and weathered rock materials should be removed at the cut -fill interface. b) A key at least 1 equipment width wide (see report) and tipped at least 1 foot into slope should be excavated into competent materials and observed by the Soils Engineer or his representative. c) The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. 10. Transition lots (cut and fill) and lots above stabilization fills should be capped with a four foot thick compacted fill blanket (or as indicated in the report). 11. Cut pads should be observed by the Geologist to evaluate the need for overexcavation and replacement with fill. This maybe necessary to reduce water infiltration into highly fractured bedrock or other permeable zones,and /or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases. 12. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Grading Observation and Testing Observation of the fill placement should be provided by the Soils Engineer during the progress of grading. (3) 2. In general, density tests would be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of the fill. In any event, an adequate number of field density tests should be made to evaluate if the required compaction and moisture content is generally being obtained. 3. Density tests maybe made on the surface material to receive fill, as required by the Soils Engineer. 4. Cleanouts, processed ground to receive fill, key excavations,subdrains and rock disposal should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's responsibility to notify the Soils Engineer when such areas are ready for observation. 5. A Geologist should observe subdrain construction. 6. A Geologist should observe benching prior to and during placement of fill. Utility Trench Backfill Utility trench backfill should be placed to the following standards: 1. Ninety percent of the laboratory standard if native material is used as backfill. 2. As an alternative, clean sand may be utilized and flooded into place. No specific relative compaction would be required; however, observation, probing, and if deemed necessary, testing may be required. 3. Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing, should be compacted to 90 percent of the laboratory standard. Sand backfill, unless it is similar to the inplace fill, should not be allowed in these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. (4) Date: January 22, 2006 To: David Shaw From: Dennis and Jane Herrick Copy: City of Encinitas Engineering Department. JAN 23 2006 D EERING Subject: Request for permission to build a retaining wall on the Northwest comer of our property. Grading plan 9442G for project at 1416 Summit Ave. APN 260 - 620 -73. I understand you will begin grading of the property on Monday January 23, 2006. The plan calls for a wall of approximately six feet at the Southeast comer of your property. It is our understanding that the city requires you to obtain permission from us to build this wall. I further understand from your letter dated October 20, 2006 that you are asking for permission to grade, backfill and seal on our side of the wall. You're permission request states that the changes will run with the land and inure to future owners of the property. It further states that we indemnify and hold harmless the City of Encinitas and its officers, agents, and employees from property damage or bodily injury arising from the construction of the wall. We are surprised that you have not informed us directly or contacted us in person of your intention to begin grading without this permission. We learned of your intention yesterday January 21, 2006. We had thought that you might contact us in person to discuss this. At this point we can see no incentive for us to grant permission for this work or for us to indemnify and hold the city, its Officers, its agents and its employees harmless. If you would like to discuss this please contact us directly. r PACIFIC SANDS AM ESTATE P.O. Box 206 Cwyli f, CA. 92007 David P. Show Broker /Owner 760-436 -4134 office 760 -533 -0299 eel lanai! lJsh and 422(acox- 1re1 October 20, 2005 Dear Dennis, Thank you for your response to my letter, I will attempt to explain why the city requires permission letters. When ever a person builds a block wall to retain and if the wall is over three feet and maximum of six feet the City requires a permission letter from the adjoining property owner. The wall is retaining dirt at the south east comer. The top of the wall will be at grade. This means that the top of my wall will be at the base of your fence or at your ground level. When a backhoe digs the footing for the wall it may knock or scrape your dirt 4 -5 inches on your property line. This would leave room to form the footings inside my property line. Usually when property line walls are built they are inside the property line. My wall will be within my property line. At your North West comer the elevation is 140.4 to 140.5 the top of my wall is 140.5. The height of my wall on your side is 1 to 3 inches. The wall may need to be sealed and than back filled. I would assume the wall will be inside my property line 1 to 3 inches. The wall will be back filled so you will not see the wall so the finished side would only be towards my property. If you have any other concerns please feel free to call or write R s, avid Shaw Date: October 19, 2005 To: David Shaw CC: City of Encinitas From: Dennis Herricio Subject: Your request for permission to construct a wall on the property line between APN 260 - 620 -61-00 and APN 260-620- 73-00. Grading plan 9442G. It was not clear to me from your request what you are asking permission to do, so I'm not sure how we will respond, but before we decide we have a couple of questions. While it is true that the wall will be about two feet from our current fence. It is intended to be on the property line. 1. It is our understanding that a wall of this nature cannot exceed 6 feet. While the drawing shows the wall below 6 feet on your side it does not indicate the height of the wall on our side of the property line. Could you please provide this information? 2. As stated above, I'm not certain what you are asking permission to do, if the wall is below 6 feet as indicated. Could you please explain? I did go down to the city and they indicated you needed permission to enter onto our property to construct the wall. Is this what you are asking for and is it all you are asking for? 3. How will the wall be finished on our side? If you could provide the requested information it will be appreciated. F--4- 11 PACIFIC SANDS WEAL MATE P.O. Box 206 Cardiff, CA. 91007 DavidP.Shaw Broke /Omer 760 - 436 -1134 office 760 - 533 -0299 cell E-mail l)shmrl a22(dcomnil September 12, 2005 Dennis and Jane Herrick 1426 Summit Ave. Cardiff, Ca. 92007 Dear Dennis and Jane, The city has requested that I get permission papers from adjoining neighbors. I will be putting in a retaining wall near the North West comer of your property. I have enclosed a portion of the grading map and circled the area where my wall will be constructed. The wall will be about 2 feet from the comer of your white fence. You can see the property comer if you look over your fence. My grading plan is 9442G. I have enclosed two copies and a self addressed envelope for a return. I think they request it if the wall is 6 feet high. The drawing shows at you comer to be about 6 feet. Sincerely, David Shaw CLandArnerica Commonwealth Commonwealth Land Title Company 750 "B" Street Suite 3000 San Diego, CA 92101 Phone: (619) 233 -3000 Pacific Sands Real Estate Our File No: 03206128 - 609 - 611M P.O. Box 206 Commercial Title Officer: Nancy Jasper Cardiff, CA 92007 Phone: (619) 230 -6353 Phone: (619) 230 -6350 Fax: (619) 233 -4607 Attn: David Shaw Your Reference No: Summit Avenue Property Address: Vacant Land /Summit Avenue, Encinitas, California PRELIMINARY REPORT Dated as of June 27. 2005 at 7:30 a.m. In response to the above referenced application for a policy of title insurance, Commonwealth Land Title Company hereby reports that it is prepared to issue, or cause to be issued, as of the date hereof, a Policy or Policies of Title Insurance describing the land and the estate or interest therein hereinafter set forth, insuring against loss which may be sustained by reason of any defect, lien or encumbrance not shown or referred to as an Exception below or not excluded from coverage pursuant to the printed Schedules, Conditions and Stipulations of said policy forms. The printed Exceptions and Exclusion from the coverage and Limitations on Covered Risks of said Policy or Policies are set forth in Exhibit B attached. Limitations on Covered Risks applicable to the CLTA and ALTA Homeowner's Policies of Title Insurance which establish a Deductible Amount and a Maximum Dollar Limit of Liability for certain coverages are also set forth in Exhibit B. Copies of the Policy forms should be read. They are available from the office which issued this report. Please read the exceptions shown or referred to below and the exceptions and exclusions set forth in Exhibit B of this report carefully. The exceptions and exclusions are meant to provide you with notice of matters which are not covered under the terms of the title insurance policy and should be carefully considered. It is important to note that this preliminary report is not a written representation as to the condition of title and may not list all liens, defects, and encumbrances affecting title to the land. This report (and any supplements or amendments hereto) is issued solely for the purpose of facilitating the issuance of a policy of title insurance and no liability is assumed hereby. If it is desired that liability be assumed prior to the issuance of a policy of title insurance a Binder or Commitment should be requested. RU 11 JL i X D 115 CLTA Preliminary Report (Revised 11- 17 -04) ENGINEERING Page 1 1 CITY DF EN File No: 03206128 SCHEDULE A The form of policy of title insurance contemplated by this report is: CLTA Standard Owners ALTA Loan 1992 The estate or interest in the land hereinafter described or referred to covered by this report is: A FEE Title to said estate or interest at the date hereof is vested in: David P. Shaw, Trustee of the David Shaw Revocable Trust dated December 21, 2004 The land referred to herein is situated in the County of San Diego, State of California, and is described as follows: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF Pays 2 File No: 03206128 EXHIBIT "A" All that certain real property situated in the County of San Diego, State of California, described as follows: Parcel 2 of Parcel Map No. 13635, in the City of Encinitas, County of San Diego, State of California, filed in the Office of the County Recorder of San Diego County, January 14, 1985 as File No. 85- 010710 of Official Records. Page 3 File No. 03206128 SCHEDULE B At the date hereof Exceptions to coverage in addition to the printed exceptions and exclusions in said policy form would be as follows: A. Property taxes, including general and special taxes, personal property taxes, if any, and any assessments collected with taxes, to be levied for the fiscal year 2005 - 2006 which are a lien not yet payable. B. The lien of any special assessment or tax resulting from the inclusion of the property in a special assessment district or Mello -Roos Community Facilities District, which may exist by virtue of assessment maps or notices filed and /or recorded by any such district. Assessments, if any, arising from such assessment districts may be collected with the regular real property taxes. C. Supplemental or escaped assessments of property taxes, if any, assessed pursuant to the Revenue and Taxation Code of the State of California. 1. Rights of the public to use that portion of said land lying within a street, road, highway or alley. 2. A covenant and agreement Executed by: David P. Shaw & Suzanne Shaw In favor of: County of San Diego Recorded: November 1, 1984 as File No. 84- 412940 of Official Records Which among other things provides: Covenants for Street Improvements Reference Is made to said document for full particulars. Various matters including, but not limited to, requirements for developing or improving the land, proposed easements, covenants, conditions, restrictions and provisions set forth on Parcel Map No. 13635. 4. An offer, and the rejection of said offer subject to the provisions of Section 66477.2 of the Government Code of the State of California, for the dedication of the right to extend and maintain drainage facilities and excavation and embankment slopes beyond the limits of the existing right of way, as shown on the Map of said tract which provides that a rejected offer of dedication shall remain open and subject to future acceptance. Page 4 File No: 03206128 5. A deed of trust to secure performance under an agreement referred to therein, and any other obligations secured thereby Dated: November 23, 1983 Trustor: David P. Shaw and Suzanne L. Shaw, husband and wife Trustee: California World Title Company, a California Corporation Beneficiary: San Dieguito Union High School District Recorded: December 1, 1983 as File No. 83- 435985 of Official Records Affects the herein - described land and other land. 6. An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to: City of Encinitas Purpose: Drainage Recorded: June 25, 1996 as File No. 1996 - 0319321 of Official Records Affects: said land more particularly described therein. 7. Matters which may be disclosed by an inspection or by a survey of said land that is satisfactory to this Company, or by inquiry of the parties in possession thereof. 8. Any rights, interests or claims of the parties in possession of said land, including but not limited to those based on an unrecorded agreement, contract or lease. 9. Any easements not disclosed by those public records which impart constructive notice and which are not visible and apparent from an inspection of the surface of said land. 10. Discrepancies, conflicts in boundary lines, shortage in area, encroachments or any other facts which a correct survey would disclose, and which are not shown by the public records. END OF SCHEDULE B EXCEPTIONS PLEASE REFER TO THE "NOTES AND REQUIREMENTS SECTION" WHICH FOLLOWS FOR INFORMATION NECESSARY TO COMPLETE THIS TRANSACTION Page 5 File No: 03206128 REQUIREMENTS SECTION: REQ NO. 1: The Company will require a statement of information from the parties named below In order to complete this report, based on the effect of documents, proceedings, liens, decrees, or other matters which do not specifically describe said land, but which, if any do exist, may affect the title or Impose liens or encumbrances thereon. Parties Buyers /Sellers REQ NO.2: The Company will require that it be provided with either (i) a complete copy of the trust agreement and any amendments thereto certified by the trustee(s) to be a true and complete copy with respect to the hereinafter named trust, or (ii) a Certification, pursuant to California Probate Code Section 18100.5, executed by all of the current trustee(s) of the hereinafter named trust, a form of which is attached. Trust: the David Shaw Revocable Trust dated December 21, 2004 REQ NO.3: The Company will require that it be provided with either (i) a complete copy of the trust agreement and any amendments thereto certified by the trustee(s) to be a true and complete copy with respect to the hereinafter named trust, or (il) a Certification, pursuant to California Probate Code Section 18100.5, executed by all of the current trustee(s) of the hereinafter named trust, a form of which is attached. Trust: the Shaw Family Trust dated July 2, 1985 REQ N0.4: Prior to the issuance of any further title evidence this Company will require a court certified copy of the final judgment for the dissolution of marriage of David P. Shaw, an unmarried man. Page 6 File No: 03206128 INFORMATIONAL NOTES SECTION NOTE NO. 1: Privacy notice (15 U.S.C. 6801 and 16 CFR part 313): We collect nonpublic personal information about you from information you provide on forms and documents and from other people such as your lender, real estate agent, attorney, escrow, etc. We do not disclose any nonpublic personal information about our customers or former customers to anyone, except as permitted by law. We restrict access to nonpublic personal information about you to those employees who need to know that Information in order to provide products or services to you. We maintain physical, electronic and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. NOTE NO. 2: The information on the attached plat is provided for your convenience as a guide to the general location of the subject property. The accuracy of this plat is not guaranteed, nor is it a part of any policy, report or guarantee to which it may be attached. NOTE NO. 3: California Insurance code section 12413.1 regulates the disbursement of escrow and sub - escrow funds by title companies. The law requires that funds be deposited in the title company escrow account and available for withdrawal prior to disbursement. Funds deposited with the company by wire transfer may be disbursed upon receipt. Funds deposited with the company via cashier's check or teller's check drawn on a California based bank may be disbursed on the next business day after the day of deposit. If funds are deposited with the company by other methods, recording and /or disbursement may be delayed. All escrow and sub - escrow funds received by the company will be deposited with other escrow funds in one or more non - interest bearing escrow accounts of the company in a financial Institution selected by the company. The company may receive certain direct or indirect benefits from the financial Institution by reason of the deposit of such funds or the maintenance of such accounts with such financial institution, and the company shall have no obligation to account to the depositing party in any manner for the value of, or to pay to such party, any benefit received by the company. Those benefits may Include, without limitation, credits allowed by such financial Institution on loans to the company or its parent company and earnings on Investments made with the proceeds of such loans, accounting, reporting and other services and products of such financial Institution. Such benefits shall be deemed additional compensation of the company for Its services in connection with the escrow or sub - escrow. WIRING INSTRUCTIONS FOR THIS OFFICE ARE: Union Bank 530 "B" Street San Diego, CA 92101 ABA # 122 - 000 -496 Credit To: Commonwealth Land Title Company - San Diego County Account #9100899563 7 �Qr3�ZrP�F:�:IrT'�: i PLEASE INDICATE COMMONWEALTH LAND TITLE COMPANY ESCROW OR TITLE ORDER NUMBER Page 7 File No: 03206128 NOTE NO. 4: The charges which the company will make for next day messenger services (i.e. Federal Express, UPS, DHL, Airborne, Express mail, etc.) Are $15.00 per letter, standard overnight service, and $25.00 for larger size packages and /or priority delivery services. Such charges include the cost of such messenger service and the company's expenses for arranging such messenger service and its overhead and profit. Special messenger services will be billed at the cost of such services. There will be no additional charge for pick -up or delivery of packages via the company's regularly scheduled messenger runs. NOTE NO. S. The charge for a policy of title insurance, when issued through this title order, will be based on BASIC RATE . NOTE NO. 6. THIS COMPANY REQUIRES CURRENT BENEFICIARY DEMANDS PRIOR TO CLOSING. If the demand is expired and a current demand cannot be obtained, our requirements will be as follows: (a) If this Company accepts a verbal update on the demand, we may hold an amount equal to one monthly mortgage payment. This hold will be in addition to the verbal hold the tender may have stipulated. (b) If this Company cannot obtain a verbal update on the demand, we will either pay off the expired demand, or wait for the amended demand, at our discretion. (c) All payoff figures are verified at closing. If the customer's last payment was made within 15 days of closing, our Payoff Department may hold one month's payment to insure check has cleared the bank (unless a copy of the cancelled check is provided, in which case there will be no hold). NOTE NO. 7: The only conveyances affecting said land, which recorded within 6 months of the date of this report, are as follows Grantor: David P. Shaw, an unmarried man, as his sole and separate property Grantee: David P. Shaw, Trustee of the David Shaw Revocable Trust dated December 21, 2004 Recorded: March 16, 2005 as Instrument No. 2005- 0215943 of Official Records NOTE NO. 8: Property taxes, including general and special taxes, personal property taxes, if any, and any assessments collected with taxes, for the fiscal year shown below, are paid. For proration purposes the amounts are: Fiscal year 2004 -2005 1st Installment: $659.36 Paid 2nd Installment: $659.36 Paid Exemption: $_0_ Code Area: 19006 Assessment No.: 260- 620 -73 -00 Typist: es4 Date Typed: July 5, 2005 Page 8 Exhibit B (R". I1 -17-04) CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY —1990 EXCLUSIONS FROM COVERAGE lib folbwuR umtlm m e T, .W atduded G® the wvmege oftlu. Policy bd Poe CCUmuty mill rbt pry bu «AmDagq eoem, attarryi Lm a apmies whrh arise W ra.cn eL I f.) brylv,a�mvapa�esdd rgnNim CmcWmti Ga retl®hdbMulmsumif m" �« d' eteeo . «rvpJemu>rcatr::+htg.nsJ.una. PduDitmem r<wDe to G)u,c �xc++w.'r. wag a esyoymesd time lok (R1lbeLocta. �vmm a baaemdmry mpo.m,mtf tae a hmsSe enobd m the lurd(tu) •.epuanat m ownmJr� a. ahmge w th<dbtmtwu a ma of the mm a airy vmld ofwhkh Ere hndm «wr . part; a Crv) mvemmanW protestim, a me eRat of mY viDmbon oftlwe mw♦ aduturua or Sovmunmml raumeam, except to Ere edea that. roes d th m( vx tb.rof a •rota Df • dcfue, km a mnmdece rmabtg fim • violatim a aBrged Vbmem a(famtg do lard Ire bmi rtc«dd b Ec Public crowd. m O.b of Poky N) Arry larmuratW GMw< P n adWad M (a) abDre, cocep b Ere Way Utm .raga of Ec utxiec Ibeeof a rnhee o(• dclecL Tim « mcwdance raJmyt from • malaeon a dkgd vmmtum aRectbtg du Imul hu I:een rwmd<d u, N<Ptdb record. at Ab ofPohry 3 Righm of cla. durum lan, m , aLi f cxmee< UmeoLda barn rmrrded m Eu pdaic rtmrda d Dam Df Pdky. WI trot exelWatg GrxP mcrnge my tditlg wNch Ian «eurtd ptia [o Lbb of PDkry which. be b ai cm tee cydrb of a IWCtuen he whm wiNM lataw'kdec l (a) w lieu, mmmdarcn. in the cb c r a Elm racer. (q w t k,nu a net wcmdd m the public tic i in m Arc of Policy, 9 ate of mBaed, tamed a lw tru b by Ee suumed akunanr N) ran bmxm b ,1 c Ciniant y, m raardd ut the public record. m Date of Policy, hl Imorvn b the irumed cleurma aM rot durb.d m wrttrtq b the CumpanY by Etc vumd cmurwn pow b Ec tine Ecwwdcmunmtbees, anaawac w- dw policy, (c) Rnrdmg m ro )our a dmtmge t Ne ofP �mor (d) .1mcM1Vtg a agar aubmpumttD Aul of Policy, or (e) moulai harehmf6win Jthektm.ed of th. u p9d vd liar roatgageafan, of me miiamruvmad f Ntti policy a thunbrm,WN of the km tithe vowed aria . c Ix bag, a ofEC bmWtry a 4ihve of the wand m Dab of Policy, a the vbdkry «magna of any vbe<quesr[ awe of be mdebbhuae b mnWly cob the , ity or chum bacvw mf fttaa en emu m wh'rcl the Ivd a, auamd 5 Inotoctu « Milli!. k d. ry of f11e IMJI of the Y1OY[d raMlRiR<. «C)lan EIC(CO C. whMLl tlYb DW OL Ele Mt M�II <VdeAC� by Ele ab1Y� !I TIIPRC Yd Y bBS� lµel LLtaR' ar &1)' farY1RIQ [itlhl aomxmr «man m lamg mw n AnY cJ ain which aria+i m of tk for maceort nacl, m ,h road Etc aWe a bmm msmd b' tlu pobry a the tramumn escorting dtc micro of ilia iawd tide, by rcasar of tic cPe.eon of Ilic fcdmel benWpt y, cute vuah+nrcy a umimr credimn' �ighb W. EXCEPTIONS FROM COVERAGE — SCHEDULE 1L PART I Thu pdby does not uume mait lac adamage (mil Ec Cmput, will M pay roam, enmri +'fm« acpaue) which magic by raver of 1 Tazm a amesmnmu which w rot dawn u aomrtg lima by Em mxrrde of wry t♦wtg arahaity Nd kria tun a a.uunteb on cal progeny or by Etc patina reaNe. ProcAdmga by • pubkc egecy .ha may r.a b tacai maauamau. aavid«. of auch proaedto whelk. car not dbwnby do Heada ofetdt ymoy a by the publicr.de. 3. Any taco, righq mtenq aembu which are rbt drawn by do public record. but M sadd Ee ucafmvd by an map ammo of the land or which ray Ix ametd by paean. an pme.eiatIlmmf J. F ..dk bw or mmamta t «dame tbermC which me rot ahoma by dw Pak accord.. d. Dwxi imt radlrcb in boundmy time, ahortW in ma, owna.dumtb, a any atha mean which a cone smcry wcw l Cagclace, and witch me not ahown M Ec ptnne bead,. S. (b) Drtpatead m byf dabu; N) rnuvacwu «aapeorw n patmb «m A<b amh« tic agwmtue bamf, (c) roam rtghu, cmmu a nm a+ ram, wlrrdte a trot the rtmma excNtd mtda (O, (b) a (<) orb shai by Ec public reunde. CLTA HOMEOWNER'S POLICY OF TITLE INSURANCE (I012LLL3) ALTA HOMEOWNER'S POLICY OF TITLE INSURANCE EXCLUSIONS In add,eonb th E.wepoatcm Srhedile R.Ym m not iru.ad.gurut loci av4 wiarcyc' fe and e,aiaeues ma kb% Goan: 1 CrovarunetW ponce Dave. ud Ec eaeteta or viohtion afanY mw a Bovmenmt regWNOn. "Rw meludee adumwq mwe mid regrdeeau cmcenetg ♦ nmm b mrm, y are mr p d vnrw'anerm m tic Lad W mvum L anvlan0add prMesEOn Th.P..♦..:,., does rag Wait m•ialaoores atkadmCmeeoftheD4.15.1,11or dNe viomvm «mfawrm[angorabthe Prone Recwde mEc Policy Au. Thu Exahtciof door not limit the aorora ca, my art f Cwed , ci Id, IJ, 16, IT a Zd. 3 Tne mitre d Yam etertag annm.4 a my pa[ oC6aq b be Qx1Ml[fa'l vt a«ordan« wah .ppbcabk btuldug rodeo. Th. FarJUmt due ant e'PIY b vidauau of buadmg coda J rbdae of Ec v J The dgdb ngk wp m the Pudic Reoada m Ne Pdiy Dtle. hkc Ec lsdby mrdeamg iCmbc. e. • node afaecimg tlu right appan u, the Public Rnarde at the Pokry pu<, a b. the takitg lmppatd befaethe POnry dab udubia.tiKm Yw JYw btwgld the WdtrNtwa btatv'vtg ofthe blmg. d RW Em me inomi allowed, a egmed boy Yamot 0 UsmrotgcYapprubthe Pudic Rmad.', b. Eutmetrown to Ymmthe POl wDUe, bur, rocb US, m4x thy eppermtls Publw 0.tmrbmthe Policy Ab, d tlut awhutamba b Yau,a d tlW bra oactar allmr Your Policy Ate -gtagdm rva cord gte eovca.Re dessarbedb CDVed Rink ]. b4) ]].lJ, Id «Z3. J Palma fit h Vahan [u Yax T6k, 6 IAak da ht ♦ m any land atmde Em arc NeafaaEY desaabd and rtfined b m pmapq,h l of 1rltax1Ye A; and b. betrbt., dkygmwdawayc Net tondt the lord. Tau. Fx Ituim den nM limit tlu <DVCnge MenTM m Co.'med Ruk 11 a 18. I,IMDATIONS M COVERED RISKS Yam uumaae fa th<folkavtg Caevd Rah u Ivwd m the Dins'. CDVeage Rtummtt u follow.. For Cwad Rick 14,15.16 ad I k You D Zila AmaW MOur M.vmun Dollar Lunt of LuWdy drown an Sch.dWe A. The ddumbY moteva ad nmmamD loWr Ivnha dcwm m SdcAde Amen folbwe'. iasPnfuc 9Ic AMg 1 9Y 1=9fLiability Cmaaad Rlak N: 1% a Pdky Aaesar age S3<DD Slam (wtirLcver is kss) Ca.mr6 RIak 15: 1% A PdkT Aaaat a S5'm smew (wda Y Ime) Cara..6 Rmk 16: I% of Pdk7 Amaart or 15,NE sn'm (wlvcicca alas) C. Rmk IS: 1% d Pal" Aawwru a$ Z—W Sb9N (wbchea u ka) AMERICAN LAND TITLE ASSOCIATION RESIDENTIAL TITLE INSURANCE POLICY (6 -IS7) EXCLUSIONS In madam m to Ec Fi apauw in Schnmk B. Y. me ma vmad ag.vut bag cam, alt mcyi 4e. mW uwimi rnulta, Gan. I GavamreW yontt grog ad the oeagmce w vioWion Df any mw a gwenunmt regd.tim. nm belwm bmlduy; ad lornrg adinmroa ad aloe mw ud reguheau conamurtg. Wdw Inrprwenmbm Or Wd Imrd di.. E ,nrormaavd aotMbn Thag ..I. door not apply to tiolaeam a Eu waaanant of these matma which appax to do p a lac iced. 0 Polity 1:wc File No 03206128 Th. evlman dm M tle sar." rvsv.F aaaibd ums 13 ud 13 ofCOVere Tvk Rukt,. The right W We dx Lrd by oo dermi" it urdac, • As ofewereW th, *h1.pPar, in du public rmord, on the Policy Dore Theta Vbappmedp Wthe PolitylineudubuAaWmYmifymbmWhtticl widwWWnwu "ofrbcbleu" Tdk ll . • Thor are anted, .lowed, a agent W by Yw • lMrehrwn Wyagbumtbu.mhPeibcy D.b -inch. tley.ppwndntle Pidvr Rands • not rwuR in no low. W you 11w fuu.Hea you bde.der me Policy Dye- mu dm wt IvM de kba W moms lira ew p in Iren 8 of Cawed Title Rlsb Failure to py vaue fa y0 tale It, d. right. • To ury Ind outside the uw sp.&.By describe aM n leaed io in I= 3 of SebeduleA OR In root; I]vA or wawways Wu touch your lard Thu e81.. dm riot Ihmt the "chess coverage b Itmi 5 of Cowed Tale R.I. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY (10-17 -93) WITH ALTA ENDORSEMENT -FORM 1 COVERAGE EXCLUSIONS FROM COVERAGE The fo Wwing maw. a W..W erIkWW 6. will rut M loss or dmuge, watt. snonwyY fm ".punch which wl.e by te.son of 1. (.) uiy law. ordinutee or earenmtnibi tegolsnat (ineWAtig Wt not landed W buldmg ant ninon" kw,, ordirunce, or regukooru) rmiew, , re) uL mig, rohidur, er afatng W (i) me use or onAtuent of be WW; (o) the rluracb, damiams or baton ofay ®pwmmd now or hernfla ereuW m the kW: (m). wpamm m owrwdap or • drps in me dorms or era of th lend aany per lof which the td's a wu a PW4 a(iv) mvvormmw porecfim. a the effort of wy v latim of dose lawn, aduwm or g mum" bgW.tione,"coot to the atent WI • twtko of die Nonemna diaeofa • noto. der defeL lien or enctmbrurw rau®g ham • ItoUb. a adcged mlaton affROr" me land hu been mcordel b the p.bb, recalls 0 Dae of PoI, (b) Arty gwaaomul po4e ,ow. not e,c W by (.). boss, .cep W the aomd glut. nohee dUic aeroso memfor . molds of. dell t lien or urn ®buwc radon" ban a vnbWn or allege vmW., eff tang the lend her been ro,orded in de pblu, "cads u Dab of Polity. I. Righb of ermmed domun tnlru none of the "erdse dwreof hu been reworded m Oe pdgk temda u Ate of Policy, but not "chiding ban ooim a ury Wong which her occur a prior W Ate of Pubey which would h burdmg on me nghu of a xxchwa fa swlue widnut biowkdge. ). Dolan, lien. vawtbratra.. . skim, a other ttsnea. I.) cooled, suHe dl, iasuud rn egad W b the vuured daau.ne, (b) mt known to the Cmg,my, sad rceoed in the pibh n oerh a We dPdwy. lint (town to die Intro d dwn.m ud not dl"ed m wtiW W me Ca by die bused dwtwit liar W die data die uuoge cuonmt bearne un ured under do+ polies'; (c) 1nWWV in no sou or cl w to the awad ckmsa, (d) atuchmg m waled tab. uW W Dane of Pabey (c%wept b de extern d u eu Pettey owua the ,aouty of th hen Of de ou,00d mortgage wn ury undor, Ion for arviet , iaba or mawid a to the eoamt irwauee..ffmded lnat u to s.saupaw fa wort vptwmmb under cashiretim or [ .*W u Dole of Pettey); or (c) muting in lows or dutuge which would not love bem suebincd if lh notice ebinwn lull pd v.WC fm du insured mangspc. .. IhrddamNUry oftbe lien of tlw bumd rn.,WW beam- ofth nubility or bilge of the imued a D.b of Polky, or the htbility or hulac afmy subsoguatt own of the udiebbdiw, W oa,Wly wim .pphabb des,, bsma law fthe Wte m which the land s smwM. S. limbmty or madarmbli y of du lion of the maned tnatg.ge, m elms dweoC whet mix an of We trwe.soon cvidved by die visaed matpnge w s b.sd tom truly or wry cawmw weds po vent or bush to )ending law. b. Airy anNbry lam fa smites, kboi or tnum.ls I. die clean efp only of .try u.tuu.y lien fa serviow, Liar or oi.desk wer We lien of die need maigw) uiwtg ffao m bnpnwenwit a chat tebteC W tho I.nd wdndu is minted 4w ud oomniaicad wbaquent W hk of Policy and u not bnutad m whole m in pm by ptoeeoda of me ndwtedneu touted try the mwred nion'se wnch u DW of Pahcy dw m.rad her.dvawed or u oblapted to a h.ree. ]. MY' stint wnwh area ant odds truuu:oon awW" me mom ofhere nus"aga vuad Dy du Policy, Cy rwseti a[tle opmhon o(kder.l baeJetipry, Nate mwivmry, or wniW cremtars' r"hU laws, mat bs.d m u) me b.rs.cuoo crab" de intent of die tiuwcd mortgagee bent" denied a fraudilu¢ were ,owe or fraudulent trau W, or (o) du submduuoat of de imam orut, minus uwtt au. tmilt old.a,,inedwn efthe doehnw ofegwubk,.bordnut,n; or Cut) the duu.com cretin" die linen Of din costae eon". ho" dcuned a prc (.) WU dyaaadtbewmmerddbwf".. (b) afwib tered.ombgttprt wmeb.puchuu bow valteaajudgmmtalien aditor. IM above policy Wrens mry be issue W afford who Swim( COVerme or Egende Coeerage. In additon W tic above llii is front Cwmge. d. EBCem. dent C e in a Swderd aw v wlicy will .W oaWde the f.downig Gainn Fcopoou EXCEPTIONS FROM COVERAGE Thn policy don wt.sue.pow lea a dory (wd de Cawpmy wN not m wen, era rays' law"moon) aefvh use by recur of I. Taxes a..saurin wludi erenot sluwniueeshu I stets by the mends ofmy wung snthmry des butch bgw or asra®mb an rd ROp.1, or by die public records. I'MON&W by• lubh•om<Y wt,,oh ni Ysoh m Wait, a...wmvtn, a nolim ofnrrh pooeedbigs,wbdv or nnod shown by de sewsds ofa h agetwy a by the ptbk recce &. '. My bW..9blk oaecAt. l.. bh ere not shorn by de PAW rands lint winch c.Wd h u bymoupecoon of the lend or whin. be asserbd by Pew. in pOSaeim diaeof 3. Eoeenb, Yew w wainnw m,ew dims drum[ wfrh sow not shown by the piRu amsdc. d. Ducrepueiw, cor&A; in boandwy bus, Ywrtsge in era, nwaa.cfmaiy or u odor fun wlxh a eornect a would duclou, vid whun m me drown b the pudic gaud, 5. f.) Unptmtd rtntmtg clams; (b) may.tors or im ptws b PStmu or e AM authanmtg the .nwee then( (e) wide ryyuu, cbnw or tdk W wide, whnbn er not the matte "aped ode (.A (b e, (c)ereh. W die whlac small.. A.MFMCAN LAND TITLE ASSOCIATION OWNER'S POLICY (IR 17 -92) EXCLUSIONS FROM COVERAGE 11e fotbw." maim ere expady eu d down de, awv.ge of tins pdiry.W theCm tr171 Wm law ahmsge, COrb, dlanyi' fm a cnpmnw whin uses by ream of I. (.) MY Law. ordnbrwe or gw+nmwiW aguWwn (mol.&W lit rww hunted b bWdb" sW svrm" kws, otthuwiew, a rove ) cWW. regulmu,. pr.hibumig a seism, W (i) me "raunchy, a ayeymea of the WA Cu) ins ch.r.aer, dmie , a locsbon ofury its now a here.dot el.W on the bid; fm) a mp. mow...h, a.ch.W m die dinmi.aw or uw of the Ind or ury punt of which the Ind u or wits . Lurk or (iv) ntvoamudsl pniftg a or du affw of wry vioboai of dice kws, adnwwa a Boren nntig r o,,uion, excop to dw onmt tht . rota of de mforcmo. dvmfer a nobs d. defect, non or ammo r ultz* boon a vWhimn or ahgd vioI tM affect" die Ind sus been mwrded m de public record. a Doc of Policy (b) My gei. W pony power rot excluded by I.) above, except to the "lint Out. rioters of die crier ue tleneof a. rwnoe of. defat, lien m owimibaue rmdbtg fen . vwliam a allege vwlarm affects" the Wd has tent recorded in die wbhc road a Ate of Policy. 2. R"hs of egunmt do nmi u.de rotes of de crams tlmeofiw b "crudes m h pibnc rend. a Dore of Pubry. lam rot "dude" from coVeraRe wiY Wow" wf Wh her onvred ono; b hie of PoWy which would h budmg on de nghb of a per Ju.c fa value wid ieut krwwlege. 3 Afetk lens, etrambueq dome chin. a Ome mamas (.) mated, suffend,.ssuine a "geed W by due awe aeuoun' (b) m known W de Cmpny, M gmwded n ih pW W swords a b1b of Policy. bd known b de imbe dunes¢ wid nor docbeed of wntmd W me Cornfwry b' the nnurd durtura prWr W de deb de vuWed ckmiwt here en nwacd under dus polity; (c) ""Wank, in m low m d..W In lie uuurd oWriwit, (d) awl." or en," tib.ryimi W Dab of Policy. a (e) tnuW" m bu or duty wbicA would mt herc been surtmwd ifihe evad d.mmrt lid pW Value fa tle anti or.wm mooed by this polity. a. Airy dim which v M of the taeutOn vest.". die wad die more a hderul maned by de policy, by roswn ofd. oration of faded budxupWY. sae imolvouY, or dmdu aediWa' righk kwq dnl w b..e on (i) me transacoov a "W" de mac a.tawd vuiine by dna policy law" demie. bw.A. co islitt a bob= the Wusfer, rn (o) me h.ruacton cram" die state a newt oisae by the pity brat" de®d a godsons nawh asap wbec the pefermWl truu(er resWis from me faihae: (a) to.odY rewrd die vumanmt O(trwufer;a ro) d.wh geeadaton W inM1Urt n�Eae W . pa line for.whte a ajdpiwa a laen eredb The above policy loon may be iuuel W .Hord eaha Studard Cevape a Enaidd Coverage In .ddibon to tic alive Fadwioru b® Carnage, the Fnapuau ban Coverage m . Swdud Cwege Polity wi0.ko vdude de Ulowu" (er nor F ceptiwu. EXCEPTIONS FROM COVERAGE Thu pour)' does riot nuae ymu lo.; a cl y (.W me Catmmy will not pay ono, ma. ebow air er ) whirl uue by rwson of 1. Term a sesumiaw whwb m ten shown .•mitt^" lie by die rend. ofmY non" snthomy mat kviw tsar or assermnam m red popery a by the ptblac records File No: 03206128 2. Any haby • b* u aaw -,I- r-wY J, —m sua «.s.n.naa «rmhw or.aN Pmoe•dr1g.. wb.ma y rot town M 4e mob of..rdl.gaw be a by the by remrro 1. Famns,nghs.'vdaas «cldm Murk art mt.0 hby.notf byIS, ubhc xco bcumtwsd bymvupecEOn orNe Wdar wiwh mnr ...whd by Pveau�n Poroeion etveo[ 3. Fiwuw,im.aewmbmm. «ud tlweoC whww as rnt.hown by tlu p161w rcoad.. e. Dwaeparua, an0i.b n bomday lira. ahartage h ma, amwbmaiu. «ury' oNa fads wdurN a coned survey would dwebse, aM which ue wl.hown M me pobk[ ta«de. 5. p)1.6�.laad®ntg ew®.:(b)rmv.aalsaer « ptau vl pdaman Acs mlmvgth �lmwe NaeoE(c)wrstighs , cwva atVl[bwder, whmlaatlo[me0m. mepad sdn(a). (b) a (c) se.hwm by the puNw emxde ALTA EXPANDED COVERAGE RESIDENTIAL LOAN POLICY (111/13/01) EXCLUSIONS FROM COVERAGE lice foUb rimes m a,.ray u3.ded from the orange ufthw policy ad the Cmpsly will not pry la. or dti a oab. dwatry.' fes or aWSUS which .be by roan of 1 (.) MY I. , ordvmme or gorcmmmW reguwt on C hdmg WE n« hrruled b bnyhQ and ]murp 1. a, adumwa, or «guwtiuru) ravwtmg, xguwi prohlaby a rttwo%b (7 t!x acatOQwy, uu, or amjoymett of the L..1d;(d)the eNeada, dunauuolu or kwaest ofmw impmvmlmt now or he.aga amW m dx Wd;(w) a.elmdim in own dup a. Hof Ns dmeldptu« men. afthe lard or any Peal of Ne lad u «wv a pm, «(iv) oro «, mw pmterooq or the coat of my tiowb«1.(� ww; advunca «gmxuwmW rcluwlboru, e.aq b flu want tlw. ears of the orilur a ft..(or . man of. dews, llm or awlmlbvwe ru.hvlg @an. vw anon or .11Vxi viowisr.Qtdup the lad ha bem road d m Ne Pubic Rmord. d 0.0 of Polin'. Thu cchuim don rtot grew the mvaage Rovid d urda C aW Riaka 1; 13, 14. .rd Iti of lhu ph, (b] AM go Ettl pots powanw uddW by(.)ttWM mrecptbme eaav tlr.rotis ofthc aaasc Nam( «.m0. ef•dered,lim «awwibrwws reedma iwv. vmwtwnaagaW viawmn dI ww urt law hu Dan rcaedW N Ne Pubic Roam d Gate of rolicy. Thss ae.luemn doe. rlol bnul the mvets;e provwW nWa CoverW Rieke I ], Il, 10. and 16 of Nu Policy. 1 Rafhu ofeei wdavuw 1md rlon t1 of the e.f c t Namfhe bem noadW n tk Wbic Rand. e1 Il.w of Pdry, but rnt e.cLtdhlg from cove.ge .rry Wvp whlrh ha eeclmW pmr b L1ee of PotirywhiLwaYdbebir 0 an de un& of.pvclu.a fa nWe rithwtKmw)edge. 3. Defau.bvs,eneuub or.,:w 0by ma«Mrmtwra. (.) no, wQ e4.wmed o.grmdo by Nehmued Chvrunt. (b) tmt Brownb Ne Cauudbrbt .1,..m Ned.UR vrd.0 0.sofMxy. bn Rmwnb Nc IrsmW OunimtudIM dxlo.edmwnmrgb Elbe Covgwry by 1u booed (]evw pwr to th dew Nc lit. ord bewoe.nmarred vdaIlu. poky, (c) rn'rmB b ro)a.admge b d. fPCldmt. (d) ds.hmg ar ae.kd.uberyu h to Due m lmty (b P.t ttraPd door not ..it the ninth proud tl cadetb, I..o Risks S. 16, IB, 19, 111, 11, 11, 23,214. 15 W 16), a (e) re.ulhrgb lo. «dmgewfv wowcnothaveben -- oftJin t,orCwhvolud padvdue ix NeImuW Mortgage. a. ..Oy uh Wpb bk im ofNe 1. Maftheg< . toftluvubitya(Wive of the WmWd0.s ofPoicy, «the vubilgafaihve olanY SUb.eeptm[owrm ofNe ildrbteb,ess.b amply wgh wuEnfo a bday buvtw caw. o Wuotxte n whwh tl.e L..d d okoa w. ). Invtlwip• «uneJ«a.bditY ofNe im of the buurc t or buthgc, a cldrn tllaeo4 which arise out of tlu truuectierl evideued by We Lowed Mortgage and u ia.ed upon mury. rxap u povdW m Cowed Rwk 21, a vry a.smc aeA1 prole tw1 a bWh tt IvW1g Yw. 6. Rd prapvly ssu a a.smatb of mY eoverrmav+l ertboub which beanie a irn on dx Leb mlrapuett b Ode ofPOiry Ttis ucluvm dm rot imd Ne eovaags prwded uMe wvaW MY d.cn of Nvalidiy, uncalbroabdtly eft «YCk of pmdy ofltle tin oftlulwy T as olm u b adv.rres a madific.tiau vide .M Ne WUrW g, gmwidgr Nd NC Veuc ebuwn in grl.edwe A e m Iwpa tlw awnm aftls abb «nlaW eovaW by tlu poky. llw adtuien door rbt Ioml the covmage psovdW ht Caveed Rork 8. e. Lack o(Adr6Y Ofthe lim ofmc WwW MOrlg geubaachaW every advarwe rnWe.Ra Dsw of PdicY, ad dl vitaat.haryed tllacorL OVa inu,nmrmbtevu ud odw m.nm.Qcding Ne ev.bv ofwlech.rz Known b tlw imgW a (b) The tout .(the adva0., a (b) Retwe.� smile d temu MhunmvW Ma pwhk mCaNe rtic.(moved cltaged, Jthe rile ofhvuwugredau. resWl ofthe modifiumnthm rtwiWd Wve ben offt bcfac Ne modificdim. i1d. acludon duce rot Ivnu Ne.ovv.g<ptwdod vm C'oveW Rik e. 9. lW fdlme of tlw rnidmid.budm<, a mry 1*xtr«t NaeoCw Hue ben coatruaW before. on a afla Date of Polwy h eaordula ww1 yplkwbk buidbg ardu. This u.lmion den rlot gply b viowbom o(bdlQirtp opdea if rnw < o(Ne viowion ap(sars in tlx Pubbc Red.de d 0.w ofPoticy File No: 03206128 N C o� N~ 10 n r I n n e o m n N 4�a I! O m Z4 r ua� �n c Nan pro / o �i ~ru fts'm NO: 0 D Y d e Z9 -09Z RECORDED AT REQUEST OF: ) 3 FIDELITY NATIONAL TITLE. ) 1 AND WHEN RECORDED MAIL TO. ) MAIL TAX STATEMENT TO: ) L OCEAN VIEWS, LLC 1 233 Coast Blvd., #2 ) rr La .Jolla, CA 92037 l ) q'7 00J 09 -7 ell sp a wry» k DOC 9.1997- 070053 10— JUN -1997 00 =00 Ail ORANfT DIED Whh Reservatlon of Easement Us. Ora,• c3W- b20"73 THE UNDERSIGNED GRANTORS DECLARES DOCUMENTARY TRANSFER TAX Is $843,50 (7) City of Endnitas Parcel No. 280- 820 -21.00 & 250 - 620.20 ( ) Computed on full value of property conveyed, or N Corrtputad on fait value less value of Ws or encumbrances remaining at time of sale, and FOR A VALUABLE CONSIDERATION, receipt of which Ls hereby admowfedged, DAVID P. SHAW and SUZANNE L. Sfi,4W, Co- Trustees of ft Shaw Family Trust under Trust dated July 2, 1985, PAUL A. NEVMRK, a Married Man, as his We and separate property and SCOTT M. JORDAN, a.Married Man, as hit sole and separate property. hereby GRANTS to OCEAN VIEWS LLC, the Wowing described real property In the city of Enclnk4s, County of San Diego. State of California: i!E l �: Parcels 1, 2. 3 and 4, In the City of EncWlas, County of San Diego, State of Califomie, as shown. on Parcel hap No. 17859, recorded May 28, 1997, in the Office ft County Recorder of San Diego County. GRANTOR, DAVID P. SHAW and SUZANNE L SHAW, Co- Trustees of the Shaw Famtty Tnrst under Trust dated July 2. 1985, RESERVES however to themselves, their helm, adminlsbawm, suocessor haws, successors and assigns, at and for an appurtenance to the real property herefrla ter described, and for any part thereof, a OFFICIAL REMM Six DIEGO EOINIT ROD= 'S OFFICE 6RE6011 go. Mon tam RF'- 9.00 FEES= 6&°..50 AFr. ?.Do *W IF? Loo OCr 20.00 19: 643.50 ORANfT DIED Whh Reservatlon of Easement Us. Ora,• c3W- b20"73 THE UNDERSIGNED GRANTORS DECLARES DOCUMENTARY TRANSFER TAX Is $843,50 (7) City of Endnitas Parcel No. 280- 820 -21.00 & 250 - 620.20 ( ) Computed on full value of property conveyed, or N Corrtputad on fait value less value of Ws or encumbrances remaining at time of sale, and FOR A VALUABLE CONSIDERATION, receipt of which Ls hereby admowfedged, DAVID P. SHAW and SUZANNE L. Sfi,4W, Co- Trustees of ft Shaw Family Trust under Trust dated July 2, 1985, PAUL A. NEVMRK, a Married Man, as his We and separate property and SCOTT M. JORDAN, a.Married Man, as hit sole and separate property. hereby GRANTS to OCEAN VIEWS LLC, the Wowing described real property In the city of Enclnk4s, County of San Diego. State of California: i!E l �: Parcels 1, 2. 3 and 4, In the City of EncWlas, County of San Diego, State of Califomie, as shown. on Parcel hap No. 17859, recorded May 28, 1997, in the Office ft County Recorder of San Diego County. GRANTOR, DAVID P. SHAW and SUZANNE L SHAW, Co- Trustees of the Shaw Famtty Tnrst under Trust dated July 2. 1985, RESERVES however to themselves, their helm, adminlsbawm, suocessor haws, successors and assigns, at and for an appurtenance to the real property herefrla ter described, and for any part thereof, a JRN'31 2005 15:36 FR FIF TY NATL TITLE619 298 743E 1 1760944990E P.03 7.039 Private easement for sewer and storm drains, with the right at any time to lay and construct storm drains and sewers in and on the Northerly 5.00 feet of Parcels 2 and 4; together w+th the Sotrthwty 5.00 feet of Parcels 1 and 3, in the Cis of ErrCinitas. County of San Diego, State of California. as shown on Parcel Map No. 17859, recorded on May 28. 1997, In the Office of the County Recorder of San Diego County; with the additional right to enter on the property granted herein for Ingress and egress purposes for maintenance, repair and InSPwtfon of the easement area, sewer and storm drains, when ever such repair, mainterartc6 and inspection are neoessary. DAVID P. SHAW and SUMNE L. SHAW, Co-Trustees of the Shaw Famlhj Trust under Trust dated July 2, 1985, their hairs successor trustees, successors and assigns shall be responsible for the expenses of' construction, maintenance and repairs required for the sewer and storm drains and for any damage done to the e of the Weir of the sewer real property by reason Of such construction, maintenance and sewer storm drains. Tf1a �p rc"e to which such reserved easement is an aPPunenance is described of Ifor 2 of Parcel Map No. 13635, In the City of Encinitas, County of San Diego, State of CaFfornle, flied in the Office of the County Recorder of San Diego County on January tam 1985, as flte / page No 85- 010710 of official records. Dated: 1997 David P. Shaw and Co- Thrstess of the Shaw ta 9 Trust L. Shaw under Tn1st Dated July 2, 1.985 i By: -.- • AVID .SHAW, Co- Trustee SSUU7flfVNE L. SHAW 0;o- Trustee ;A'U�L;A N I�j /7T ' R 2035 L= /4.03' it s� r r / 5,00' �I EASE•�/IE�V % Aktz''A Recording Requested By: ) City of Encinitas ) When recorded Mail to: ) City Clerk ) City of Encinitas ) 505 South Vulcan Avenue ) Encinitas, CA 92024 ) FOR THE BENEFIT OF THE CITY SPACE ABOVE FOR RECORDERS USE ONLY DRAINAGE EASMENT Assessor's Parcel No. 260 - 620 -73 Project No.: 04 -068 M1N/DR/CDP W.O. 9442 -G David P. Shaw, Trustee of the David Shaw Revocable Trust dated December 21 2004, hereinafter designated Grantor, does hereby grant, bargain, convey and release unto the City of Encinitas, herein designated the Grantee, its successors and assigns, a perpetual easement and right -of —way upon, through, under over and across the hereinafter described real property for the installation, construction maintenance, repair, replacement, reconstruction and inspection of a public storm drain and all structures incidental thereto, and for the flowage of any waters in, over, upon or through said right - of -way. Together with perpetual right to remove trees, bushes, undergrowth, and any other obstruction interfering with the use of said easement and right -of -way by the Grantee, its successors or assigns. To have and to hold said easement and right -of -way unto itself and unto its successors and assigns forever together with the right to convey said easement, or any portion of said easement, to other Public Agencies. Said easement is more fully described in ATTACHMENT `B" If in the course of maintaining storm drain facilities, the existing appurtenances above, below, on or across said easement are removed or damaged by the City of Encinitas, and or assignees, the City of Encinitas will replace said appurtenances to their original condition. The real property referred to herein above and made subject to said easement and right - of -way by this grant is situated in the City of Encinitas, County of San Diego, State of California and is particularly described as follows: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE, The Grantee, its successors and assigns, shall be responsible for operating, maintaining, and keeping in good repair the above described works of improvement. There is reserved to the Grantor, his successors and assigns, the right and privilege to use the above described land of the Grantor at any time, in any manner and for any purpose, not inconsistent with the full use and enjoyment by the Grantee, its successors and assigns, of the rights and privileges herein granted. Dated this ( 2— day of 2007 l�� Da ' P. Paw Trustee Signature of Owners to be notarized Attach the appropriate acknowledgements. I certify on behalf of the City of Encinitas, pursuant to authority conferred by Resolution No. 94 -107 of said council adopted on November 9, 1994 that The City of Encinitas accepts and consents to the making of the forgoing DRAINAGE EASMENT Dedication and consents to recordation thereof by its duly authorized officer. Date 9,1 1,3/C By: U 01, ot Peter Cota- Robles Director of Engineering Services City of Encinitas ATTACHMENT `B" LEGAL DESCRIPTION (STORM DRAIN AREA) That portion of Parcel 2 of Parcel Map number 13635 in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County, January 14, 1985 as file No. 85- 010710 of Official Records, more particularly described as follows: Beginning at the northeast corner of said Parcel 2 being a point on the westerly sideline of Summit Avenue being a point on a 2035 foot radius curve, thence southerly along the said sideline and curve 10.30 feet thought a central angle of 0° 16'57" to a point on a line 10.00 feet southerly measured a right angles to the northerly line of said Parcel 2, thence westerly along said parallel line South 66° 47' 18" West a distance of 107.17 feet, thence leaving said parallel line North 23° 42' 51" West 5.00 feet to a point 5.00 feet southerly and measured at right angles from the northerly line of said Parcel 2, thence parallel with said northerly line South 66° 47' 18" West 97.54 feet to the westerly line of said Parcel 2, thence along said westerly line North 23° 42' 51" West 5.00 feet to the northerly line of said Parcel 2, thence along said northerly line North 66° 47' 18" East 206.38 feet to the Point of Beginning. EXHIBIT "A" LEGAL DESCRIPTION Parcel 2 of Parcel Map No. 13635, in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County January 14, 1985, as file No. 85- 010710 of Official Records E)X IIBIT "A" LEGAL DESCRIPTION Parcel 2 of Parcel Map No. 13635, in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County January 14, 1985, as file No. 85- 010710 of Official Records / aw,iT 8 Za3 7 ATTACHMENT `B" LEGAL DESCRIPTION (STORM DRAIN AREA) That portion of Parcel 2 of Parcel Map number 13635 in the City of Encinitas, County of San Diego, State of California, filed in the office of the County Recorder of San Diego County, January 14, 1985 as file No. 85- 010710 of Official Records, more particularly described as follows: Beginning at the northeast comer of said Parcel 2 being a point on the westerly sideline of Summit Avenue being a point on a 2035 foot radius curve, thence southerly along the said sideline and curve 10.30 feet thought a central angle of 0' 16'57" to a point on a line 10.00 feet southerly measured a right angles to the northerly line of said Parcel 2, thence westerly along said parallel line South 66° 47' 18" West a distance of 107.17 feet, thence leaving said parallel line North 23' 42' 5 F West 5.00 feet to a point 5.00 feet southerly and measured at fight angles from the northerly line of said Parcel 2, thence parallel with said northerly line South 66° 47' 18" West 97.54 feet to the westerly line of said Parcel 2, thence along said westerly line North 23° 42' 51" West 5.00 feet to the northerly line of said Parcel 2, thence along said northerly line North 66° 47' 18" East 206.38 feet to the Point of Beginning. AvWs� 2 1qt�7 ATTACHMENT `B" L i S J, IN fl � it i� ✓ 5,00' ACEA /✓u &rs7 8 O W STATE OF CALIFORNIA COUNTY OF San Diego } SS: On 1,4 / °Z I/ before me, �l 1� a Notary IJublIc, personally appeared (or proved to me on the basis of satisfactory evidence) to be the person(s) whose names are subscribed to the within Instrument and acknowledged to me tha /she they executed the same in s er /their authorized capacity(ies), and that btf 1 /her /their signature(s) on the instrument the-orson(s), or the entity upon behalf of which the eison(s) acted, executed the instrument. my hand and official seal. STATE OF CALIFORNIA COUNTY OF San Diego } SS: MARY ANNE KELLER �urtuvuauc6uurS4xu N a Mr Ca Ext0S[wk 6• r (This area for official notarial seal) On je* 130 -106 Z before me,;�, ltil/iJA 4 • /U /L L?a y?, a Notary Public, personally appeared i& M/Z C Di/4- R06[.f5 e wn tom (or proved to me on the basis of satisfactory evidence) to be the erson(s) whose name re sub ribed to the within instrument and acknowledged to me that�e /they executed the same i is r /their authorized capacity(ies), and that by j Aer /their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature of Notary P)dbiic @RANDA G. MILUOUR 1 COmmiSub •17096b1 Notary 7ubIK • Cawom{a San Diego Coumly My Commission Exp. Jan. 6, 2011 RANDA G. M{,LJDUR gwiktlM t1 fONi� S iw OIaM �M7� Ear. Jwc 6. 2011 (This area for official notarial seal) Fick Capital Improvement Projects CifnI District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering November 22, 2005 David P. Shaw c/o Pacific Sands Construction P.O. Box 206 Cardiff, CA 92007 Re: Grading Application 9442 -G Case No. 04-068 CDP A.P.N. 260-620-73 1416 Summit Ave. Permit issuance requirements This correspondence shall serve to briefly summarize the Engineering Permit process for drawing 9442 -G. The approved Drawings will remain valid for one year. If the Permit is not issued within six months from the date of approval of the drawings, the drawings are subject to review by City staff for compliance to current codes and regulations. The security for the grading plan (9442 -G) shall be posted simultaneously. In order to obtain the necessary Engineering Permits to construct per this Drawing, you will need to satisfy the requirements below. All necessary items must be submitted in one complete package at the time of permit issuance. (1) Provide 4 print sets of the approved drawing 9442 -G. Provide 2 copies of Soils Report titled "Preliminary Geotechnical Investigation, Proposed Residential Structures, Flag Lot West of 1442 Summit Avenue, Cardiff, California" prepared by Coast Geotechnical, dated March 10, 2005. Provide 2 copies of Conditions of Approval for CDP 04 -068. (2) Post Security Deposits as follows: (a) GRADING PERMIT 9479 -G in the amount of $77.876.59 to guarantee both performance and labor and materials for earthwork, drainage, retaining walls, private improvements, and erosion control. Up to 80% of the amount in 2(a) may be in the form of an auto - renewing Performance Bond, and, in the case of deferred monuments, a Labor and Materials Bond, issued by a State of California licensed surety company. Twenty percent of the amount in 2(a) has to be in the form of cash, certificates of deposit, a letter of credit, or an assignment of account. Any financial instrument's format is subject to approval and must list the City of Encinitas as a Certificate Holder. TEL 760633 -2600 / FAx 760 -633 -2627 505 S. Vulcan Avenue. Enciniw, California 920243633 TDD 760 -633 -2700 0 recycled paper (3) Pay non - refundable Inspection Fees and flood control fees: Permit Type Permit No. Amount Grading (inspection) 9442 -G $3,893.83 Flood Control 9442 -G $880.32 C -10 Electrical Lighting/signals C -12 Grading & Paving Any surface, certain drain - basins /channels The flood control fee is assessed at a rate of $0.21 /SF of impervious surface area as created per the approved plans. All of the fees and requirements as shown above must be submitted as one package at time of application for a permit, with the exception of sureties that are required to be posted prior to recording of a map. (4) Provide the name, address, telephone number, and state license number and type of the construction contractor. Construction of public improvements is restricted to qualified contractors who posses a state license as listed below. Type Description Work to be Done A General Engineering Any & all C -8 Concrete Aron /curb/ utter /ram /sidewalk C -10 Electrical Lighting/signals C -12 Grading & Paving Any surface, certain drain - basins /channels C -27 Landscaping Plan ting/irrigation /fencing & other amenities C -29 Masonry Retaining walls C -32 Parking &Highway Improvement Sig nage /striping/safety C -34 Pipeline Sanitary sewer /storm drain The contractor must also meet the minimum insurance requirements as stated on the accompanying handout. The applicant may be also obligated to provide proof of insurance, with the City of Encinitas listed as co- insured, which should meet the criteria in the handout as well in the executed covenants regarding improvements. (5) Permits are valid for no more than one year 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 9442 -G. Once the Engineering Permits are issued, advance notice of 48 hours must be given prior to you or your contractor scheduling the mandatory pre - construction meeting. For more details see General Notes number 9- (drawing 9442 -G). A separate Right -of -way Construction Permit will be required for any work in the public right-of-way or any public easements, if applicable. Typically, this work may include excavation, backfill, and resurfacing to install electric, gas, telephone, and cable television lines, and set their vaults and pedestals. A Permit Fee of $150.00 per application, and a site plan, preferably the work order issued by the public utility, will be required. The contractor license and insurance requirements will remain unchanged. Permits must be issued at least 48 hours in advance of the start of work. Haul Routes, Traffic Control Plans, and Transportation Permits are handled by the Traffic Engineering Division -see note number 36 on Grading Plan. For more details, contact Raymond Guarnes, Engineering Technician, at (760) 633 -2704. Security Release: Please allow 4 weeks for release of any securities. Any cash releases will be mailed to the above address unless otherwise notified and all letters mailed to financial institution will be copied to above owner. Any financial release will be initiated after final approval from the Engineering inspector. Construction changes, prepared by the Engineer of Work, should be submitted to the Engineering Services Department as redlined mark -ups on 3 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. As- builts of Drawing 9442 -G, prepared by the Engineer of Work will be required prior to Final Grading acceptance by Engineering Services. Satisfactory completion of Final Inspection is a prerequisite to full release of the Security Deposit assigned to any Grading Permit. This letter does not change owner or successor -in- interest obligations. If there should be a substantial delay in the start of your project, please request an update. Should you have questions regarding bonding, please call Debra Geishart at (760) 633 -2779. Should you have any other questions, please contact me at (760) 633 -2780, or you may wish to visit the Engineering Counter at the Civic Center. Sincerely, cz:> Ruben Macabitas Assistant Civil Engineer cc Sampo Engineering Debbie Geishart, Engineering Technician Greg Shields, Senior Civil Engineer Masih Maher, Senior Civil Engineer permit/file enc Application Requirements for Proof of Insurance Utility Trench Resurfacing Detail Security Obligation Agreements (various) Date: October 19, 2005 To: David Shaw CC: City of Encinitas From: Dennis Herricko Subject: Your request for permission to construct a wall on the property line between APN 260 - 620 -61 -00 and APN 260 - 620- 73 -00. Grading plan 9442G. It was not clear to me from your request what you are asking permission to do, so I'm not sure how we will respond, but before we decide we have a couple of questions. While it is true that the wall will be about two feet from our current fence. It is intended to be on the property line. 1. It is our understanding that a wall of this nature cannot exceed 6 feet. While the drawing shows the wall below 6 feet on your side it does not indicate the height of the wall on our side of the property line. Could you please provide this information? 2. As stated above, I'm not certain what you are asking permission to do, if the wall is below 6 feet as indicated_ Could you please explain? I did go down to the city and they indicated you needed permission to enter onto our property to construct the wall. Is this what you are asking for and is it all you are asking for? 3. How will the wall be finished on our side? If you could provide the requested information it will be appreciated. V'-- ra PACIFIC SANDS MALL ESTATE P.O. B3 106 Carifi(f, CA. 92007 David P. Shaw BrokerlOwp er 760 - 436 -4134 office 760 -533 -0299 od1 F mail Dshawl a22(a'coxnel September 12, 2005 Dennis and Jane Herrick 1426 Summit Ave. Cardiff, Ca, 92007 Dear Dennis and Jane, The city has requested that I get permission papers from adjoining neighbors. I will be putting in a retaining wall near the North West comer of your property. I have enclosed a portion of the grading map and circled the area where my wall will be constructed. The wall will be about 2 feet from the corner of your white fence. You can see the property comer if you look over your fence. My grading plan is 9442G. I have enclosed two copies and a self addressed envelope for a return. I think they request it if the wall is 6 feet high. The drawing shows at you comer to be about 6 feet. Sincerely, David Shaw N t Sampo EnEineerin2, Inc. L9' ®—r Land Plannin B. Civil Engineering, Surveying, Mapping I s October 10, 2005 page 1 of 1 Duane Thompson City of Encinitas Engineering Department 505 South Vulcan Avenue Encinitas, CA 92024 -3633 Subject: Grading Plan for 1416 Summit Avenue, Cardiff, Grading Plan No. 9442 -G Dear Duane, The on -site impervious surface area for the proposed driveway and flatwork as shown on the referenced grading plan prepared by our office is 4830 square feet. Please contact our office if you have questions or need additional information. Sincerely, Vince Sampo, PE, PLS President Li i ' r OCT 1 1 2005 I 1034 Second Street ♦ Encinitas, CA 92024 ♦ phone:760- 436 -0660 • fax:760436 -0659 sampoengineeringI@sbcglobal.net N w — ® ►e Sampo En6neeriniOnc. Land Planning, Civil Engineering, Surveying, Mapping 1 s page 1 of 1 CITY OF ENCINITAS j.n. 04 -118 ENGINEER'S ESTIMATE FOR PRIVATE October 10, 2005 IMPROVEMENTS FOR SHAW CONDOMINIUMS 1416 SUMMIT AVENUE ENCINITAS, CA APN: 260 - 620 -73 DESCRIPTION Grading (excavation & embankment) Grading (export) 5" PCC driveway Masonry retaining wall (SDRSD C -2) 6" private storm drain pipe (SDR -35 min.) 8" private storm drain pipe (SDR -35 min.) 10" private storm drain pipe (SDR -35 min.) 6" dia'NDS' grate and drain 12' sq 'Brooks' catch basin & grate (private) 18" sq. 'NDS' grate & drain (private) Grass Swale with turf reinforcement Erosion control Gravelbags Silt fence Stabilized construction entrance QTY UNIT COST 65 LF $30.00 150 CY $20.00 180 CY $27.50 4192 SF $5.00 1096 SF $29.65 63 LF $20.00 65 LF $30.00 30 LF $30.00 2 EA $50.00 1 EA $300.00 6 EA $150.00 1 LS $500.00 375 EA $1.10 605 LF $1.60 400 SF $5.25 SUBTOTAL TOTAL $3,000.00 $4,950.00 $20,960.00 $32,496.40 $1,260.00 $1,950.00 $900.00 $100.00 $300.00 $900.00 $500.00 $412.50 $968.00 $2,100.00 $70,796.90 10% CONTINGENCY $7,079.69 TOTAL - 77 876.59 D�� u vl� � OCT 1 2005 � �l r. 1034 Second Street Encinitas, CA 92024 phone: (760) 436 -0660 fax: (760) 436-0659 sampoengineering 1 @sbcglobal.net N i W Sampo EnOneerin2jnc. E Land Planning, Civil Engineering, Surveying Mapping s page 1 of 1 CITY OF ENCINITAS j.n. 04 -118 ENGINEER'S ESTIMATE July 8, 2005 FOR SHAW CONDOMINIUMS 1416 SUMMIT AVENUE ENCINITAS, CA APW 260- 620 -73 DESCRIPTION Grading (excavation & embankment) Grading (export) Masonry retaining wall (SDRSD C -2) 6" private storm drain pipe (SDR -35 min.) 8" private storm drain pipe (SDR -35 min.) 10" private storm drain pipe (SDR -35 min.) 6" dia'NDS' grate and drain 12' sq 'Brooks' catch basin & grate (private) 18" sq.'NDS' grate & drain (private) Erosion control Gravelbags Silt fence Stabilized construction entrance QTY UNIT COST 150 CY $20.00 180 CY $27.50 1096 SF $29.65 63 LF $20.00 65 LF $30.00 30 LF $30.00 2 EA $50.00 1 EA $300.00 6 EA $150.00 375 EA 605 LF 400 SF : .11 fli�:u.:E!'tIN] SER'.'IC ,, $1.10 $1.60 $5.25 SUBTOTAL 10% CONTINGENCY TOTAL TOTAL $3,000.00 $4,950.00 $32,496.40 $1,260.00 $1,950.00 $900.00 $100.00 $300.00 $900.00 $412.50 $968.00 $2,100.00 $49,336.90 $4,933.69 $54,270.59 1034 Second Street Encinitas, CA 92024 phone: (760) 436-0660 fax: (760) 436 -0659 sampoengineenng 1 Csbcglobai. net