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2006-235 G/PE < city SERVICES DEPARTMENT - y: y Capital Improvement Projects Encinitas District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 7, 2008 Attn: Wells Fargo Bank 276-A North El Camino Real Encinitas, California 92024 RE: Karen J Stephen 361 Rancho Santa Fe Road APN 256-023-37 Grading Permit 235-GI Final release of security Permit 235-GI authorized earthwork,private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved the grading and finaled the project. Therefore, release of the remaining security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 8097001468 in the amount of$ 20,207.75. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Si ely, Debra vechnician Fnance Manager y L bach i Engineering Financial Services Subdivision Engineering CC: Jay Lembach, Finance Manager Karen J Stephen Debra Geishart File Enc. 633-2700 � TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760- sp� recycled paper NGINEERING SERVICES DEPARTMENT city or Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering January 23, 2007 Attn: Wells Fargo Bank 276-A North El Camino Real Encinitas, California 92024 RE: Karen J Stephen 36t Rancho Santa Fe Road APN 256-023-37 Grading Permit 235-GI Partial release of security Permit 235-GI authorized earthwork,private drainage improvements, and erosion control, all as necessary to build described project. The Fid deposit os meritedroved rough grade. Therefore, release of a portion of the security s The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 8097001385 in the amount of$ 60,623.25. The document originals are enclosed. Should you have any questions or concerns,please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sincer ly, ' Debra Geishart y L mbach Finance Manager Engineering Technician Financial Services Subdivision Engineering CC: Jay Lembach, Finance Manager Karen J Stephen Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper TO:17604392866 P•2 DE-1-20-20W 04:03P FROrl: CpAS GEOTTECHNC� CO I December 20,2006 Karen Stephen 217 Cole Ranch Road fucc "'Encinitas,CA 92(124Subject: PF.OPOSED DRIVEWAY Steephen Residence , ;Es Lots 19-24,Block 31.Map No.297 E' 361 Rancho Santa Fe Road Encinitas,California Reference; PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Structure and Detached Garage 361 Rancho Santa Fe Road Encinitas, California Prepared by Coast Geotechnical Dated June 13,2006 Dear Ms. Stephen: As per our conversations with Gary Lipska,P.E.,it is our understanding that it is the owner's desire to keep the Large Eucalyptus tree in the proposed driveway area. Our Preliminary Geotechnical Investigation indicates that the driveway area is underlain by loose fill deposits,a bum zone,roots to 8.0 inches in diameter and alluvium. Our recommendations were to remove these settlement sensitive deposits and replace them with properly compacted fill, in order to support a designed pavement section presented in our Preliminary Geotechnical Report. 779 ACADRMY DRIVE • SOIANA BEACH.CALIFORNIA 92075 (858) 755-8622 • FAX(858) 755.9126 COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS June 13, 2006 2 � � n LS 9 i Karen Stephen i JUL I 217 Cole Ranch Road Encinitas, CA 92024 ENGINEERING SERVICES CITY OF ENCINITAS Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Structure and Detached Garage 361 Rancho Santa Fe Road Encinitas, California Dear Ms. Stephen: In response to your request and in accordance with our Proposal and Agreement dated March 7, 2006,we have performed a preliminary geologic and soils engineering investigation on the subject site for the proposed residential structure and detached garage. The findings of the investigation,laboratory test results and recommendations for site development and 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 y design and construction phases. However, certain geotechnical conditions will require mitigation including remedial grading for pad development. 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 submitte 4 L A Q�pVESS/pNq COAST GEOTEC "E ,�� Q`4� yP SIIV�y,.��`y�MIA .5- -08 opi2-231-07 CERTIFIED VithSinghanet,P. Mark Burwell, C. ENGINEERING y cF GQ' Engineering Geolo GEOLOGIST Geotechnical Engineer slur �/ECHN� FOF C AUF� 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Structure and Detached Garage 361 Rancho Santa Fe Road Encinitas, California Prepared For: Karen Stephen 217 Cole Ranch Road Encinitas, CA 92024 June 13, 2006 W.O. P-492036 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 10 A. BUILDING PAD-REMOVALS/RECOMPACTION 10 B. FOUNDATIONS 11 C. SLABS ON GRADE (INTERIOR AND EXTERIOR) 12 D. RETAINING WALLS 13 E. SETTLEMENT CHARACTERISTICS 13 F. SEISMIC CONSIDERATIONS 14 G. SEISMIC PARAMETERS 14 _. H. PROPOSED DRIVEWAY 15 I. UTILITY TRENCH 15 J. DRAINAGE I6 K. GEOTECHNICAL OBSERVATIONS 16 L. PLAN REVIEW 17 LIMITATIONS 17 REFERENCES 19 APPENDICES APPENDIX A LABORATORY TEST RESULTS EXPLORATORY TRENCH LOGS SITE PLAN APPENDIX B REGIONAL FAULT MAP SEISMIC DESIGN PARAMETERS DESIGN RESPONSE SPECTRUM APPENDIX C GRADING GUIDELINES Topo USA®5.0 _ = VICINITY MAP CI) t �In, - - -- ;, LIU X'. �n (fin i CO v U r QD- Olivenham BTH sr._ P, SUBJECT PROPERTY, r o' o f + Rp A f �O ,rf C,� i RY CT f Co o° 4Q2 2Q' LU T 2� Q �y, o Q4 � i1i 4; G L �o N f o fi 'f 7N Scale 1 :7,200 Data use subject to license. -- 0 2004 DeLorme.Topo USA®5.0. MN(O.OE( ° °° 1"=-600 Data Zoom 14-3 www.delorme.com Coast Geotechnical June 13, 2006 W.O. P-492036 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 residential development. SITE CONDITIONS The subject property is located north of Encinitas Boulevard,at the northeast corner of rancho Santa Fe Road and 7`h Street, in the Olivenhain district, city of Encinitas. The property descends from Rancho Santa Fe at a gradient of about 2:1 (horizontal to vertical) for approximately 4.0 to 5.0 - vertical feet, to two (2) relatively level graded pads. The pads accommodate an older residence, garage and accessory structure. The northeastern portion of the site descends to the southeast at a grade of approximately 4.0 to 5.0 percent. Relief on the site is approximately 8.0 to 10 vertical feet. The property is bounded along the south and east by developed residential lots, and along the north by 7`h Street. Vegetation includes grass, weeds and trees. Large Eucalyptus trees are present along 7th Street. Drainage is generally by sheet flow to the east and southeast. PROPOSED DEVELOPMENT Preliminary plans for development of the site were prepared by Brooks Design. The project includes Coast Geotechnical June 13,2006 W.O. P-492036 Page 6 the construction of a new residence along the eastern pad and a detached garage on the western pad. It is our understanding that the structures will be supported on conventional footings with slab on grade floors. SITE INVESTIGATION Site exploration included two (2) exploratory trenches excavated with a track-mounted mini- excavator to a maximum depth of 8.5 feet. 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 Coast Geotechnical June 13,2006 W.O. P-492036 Page 7 samples. This information is useful in providing a gross picture of the soil consistency or variation 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 Dn,Density/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 enclosed Laboratory Test Results. GEOLOGIC CONDITIONS The subject property is located along the upper extent of the western flank of the Escondido Creek. The site is underlain at depth by sedimentary units of the Eocene age Del Mar Formation. The - sedimentary units are overlain by apparent slope wash/alluvial deposits and wedge-shaped fill deposits. A brief description of the earth materials observed on the site is discussed below. Artificial F111 jab Approximately 2.3 feet and 4.5 feet of fill was encountered in Trench Nos. 1 and 2, respectively. The fill is composed of tan to brown silty, fine and medium-grained sand. Additional till deposits are present along the descending slope which supports Rancho Santa Fe Road. Coast Geotechnical June 13,2006 W.O. P-492036 Page 8 Slope Wash/Alluvium (Qsw/Qal) Underlying the fill deposits,approximately 1.5 to 2.3 feet of grey to brown fine and medium-grained sand, to slightly clayey sand was encountered. Del Mar Formation (Td) Underlying the fill and alluvium,tan fine and medium-grained sand underlain by grey brown clayey sandstone with caliche stringers was encountered. The sedimentary units have been designated as the Del Mar formation on published geologic maps. Expansive Soil _ Based on our experience in the area and laboratory classification of selected samples, the fill and slope wash/alluvial deposits reflect an expansion potential in the low range. However, clayey rock units of the Del Mar formation are typically highly expansive. Groundwater No evidence of perched or high groundwater tables were observed,to the depth explored. However, 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. Coast Geotechnical June 13,2006 W.O. P-492036 Page 9 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 5.4 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 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 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 Earthquake Fault Analysis. 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. Coast Geotechnical June 13,2006 W.O. P-492036 Page 10 Owing to the recommended remedial grading, the moderately dense nature of the underlying sedimentary units 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. However, certain geotechnical conditions will require mitigation. 2) The existing fill and slope wash/alluvial deposits encountered on the site are not suitable for the support of structural footings or concrete flatwork in their present condition. 3) In order to provide a more uniform support for proposed footings and slabs, the earth - materials in the building pads should be removed to a minimum depth of 5.5 feet below the existing grade and replaced as properly compacted fill. The removals should extend at least 10 lateral feet beyond the building footprints. RECOMMENDATIONS Building Pad-Removals/Recompaction The existing fill and slope wash/al'kuvial deposits should be removed to a minimum depth of 5.5 feet Coast Geotechnical June 13,2006 W.O. P-492036 Page 11 below the existing grade and replaced as properly compacted fill. Removals should include the entire building pads extending a minimum of 10.0 feet beyond the building footprint, where applicable. Most of the existing earth deposits are generally suitable for reuse, provided they are cleared of all vegetation, 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 may be 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 and slope wash/alluvial deposits in areas of proposed concrete flatwork 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. Foundations The following design parameters are based on footings founded into non-expansive approved compacted fill deposits. Footings for the proposed residence and garage should be a minimum of 12 inches wide and founded a minimum of 18 inches below the lower most adjacent subgrade at the time of foundation construction for single-story and two-story structures. A 12 inch by 12 inch grade beam should be placed across the garage opening. Footings should be reinforced with a minimum Coast Geotechnical June 13,2006 W.O. P-492036 Page 12 of two No. 5 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 1500 pounds per square foot may be used for foundations at the recommended footing depths. 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 250 pounds per square foot, per foot of depth of ill penetrated to a maximum of 1500 pounds per square foot may be used. Slabs on Grade (Interior and Exterior) Slabs on grade should be a minimum of 5.0 inches thick and reinforced in both directions with No. 4 bars placed 18 inches on center in both directions. The slab should be underlain by a minimum 2.0-inch sand blanket. 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, ~ Coast Geotechnical June 13, 2006 W.O. P-492036 Page 13 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 1.0 inch and '/4 inch, respectively. It should also be noted that long term secondary sett!ement due to irrigation and loads imposed by structures is anticipated to be I/4 inch. Coast Geotechnical June 13,2006 W.O. P-492036 Page 14 Seismic Considerations 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 5.4 rules 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 0.31 g and a repeatable ground acceleration of 0.20g. Seismic Parameters (1997 Uniform Building Code) Soil Profile Type - SD Seismic Zone - 4 Seismic Source - Type B Near Source Factor(N j - 1.1 Near source Acceleration Factor(NJ - 1.0 Seismic Coefficients Ca= 0.44 C,= 0.68 Design Response Spectrum T, =0.614 To= 0.123 Nearest B-Type Fault = 5.4 miles Coast Geotechnical June 13,2006 W.O. P-492036 Page 15 Proposed Driveway The following pavement section is preliminary and may need to be revised based on a review of grading plans and/or actual conditions encountered during grading. 4.0 inches of asphaltic paving or 5.0 inches of concrete on 6.0 inches of select base (Class 2) on 12 inches minimum of recompacted 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, or as near to 95 percent as feasible, of their laboratory maximum dry density. Significant roots up to 8.0 inches in diameter and a burn zone were encountered in Trench No. 1 (see Trench Log). 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. The invert of subsurface utility excavations paralleling footings should be located above the zone Coast Geotechnical June 13,2006 W.O. P-492036 Page 16 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. Drainaee 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 may be 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. Geotechnical Observations 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. Coast Geotechnical June 13,2006 W.O. P-492036 Page 17 Plan Review A copy of the grading and building 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 projact's architects and/or engineers so that the),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 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. Coast Geotechnical June 13,2006 W.O. P-492036 Page 18 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 _ e::perience 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 June 13,2006 W.O. P-492036 Page 19 REFERENCES 1. Hays,Walter W., 1980,Procedures for Estimating Earthquake Ground Motions,Geological Survey Professional Paper 1114, 7 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. Brooks Design, 2006, Site Plan, 361 Rancho Santa Fe Road, Encinitas, California, Scale 1"=20'. 2. California Division of Mines and Geology, 1994, Fault Activity Map of California, Scale 1"=750,000'. 3. Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, 1996, DMG Open File Report 96-02. 4. San Diego County Topographic/Orthophoto Survey, 1960/1985, Map No. 318-1695, Scale 1"=200'. 5. 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 (pcf) T-2 @ 1 . 0 ' -3 . 0 ' 124 . 8 10 . 8 TABLE II Field Dry Density and Moisture Content Sample Field Dry Field Moisture Location Density Content (pcf) % T-1 @ 2 . 5 ' 85 . 2 8 . 3 T-1 @ 4 . 5 ' 99 . 8 6 . 7 T-1 @ 8 . 0 ' 91 . 6 10 . 3 T-2 @ 3 . 0 ' 93 . 5 7 . 8 T-2 @ 5 . 0 ' 103 . 8 11 . 1 T-2 @ 8 . 0 ' 109 . 1 14 . 2 P-492036 LOG OF EXPLORATORY TRENCH NO. 1 -� PROJECT NO. P-492036 DATE EXCAVATED: 04-27-06 I z w z a SURFACE ELEV.: 125'(approx.) z w LOGGED BY: MB Q Q DESCRIPTION 125.00 0.00 ;? - SM FILL(af): Tan to bm. silty,fine and medium-grained sand 124.00 ��,•__ 1.00 3 5 S 123.00 .2."2:_: 'C 2.00 85 2 8 3 � .•,��a-� SW ALLUVIUM(Qal): Grey-Brn.fine and medium-grained san d 122.00 :i•:ttM U O 3.00 NPl12P1hF wwwww N 121.00 wwwiiw: cad 4.00 .� it iMM 99.8 6.7 120.00 O 5.00 -° = SW DEL MAR FORMATION(Td): Tan fine and medium-grained sand _ 119.00 HN�11 Z 6.00 II��Nlihlll� i'"Iwlwy 118.00 l ;I ; !q 7.0o ��y{{ 1 SC DEL MAR FORMATION(Td): Grey-Brn .clayey sand E, 117.00 Iwlwlwn 91.6 10.3 8.0o M;M iiuiigimii TRENCH SKETCH 18' of ef\ Roots to Burn Line \ Gal / T— �-- - si(El:r 1 of i COAST GEOTECHNICAL LOG OF EXPLORATORY TRENCH NO. 2 PROJECT NO. P-492036 DATE EXCAVATED: 04-27-06 ZO SURFACE ELEV.: 122' (approx.) 0 w 0 U U LOGGED BY: MB U DESCRIPTION 125.00 0.00 SM FILL(ai): Tan to brn. silty,fine and medium-grained sand ;A'AS 24.00 100 123.00 0.0.�. 'cl 2.00 SZ(:k 122.00 93.5 7.8 300 C 121.00 4.00 120.00 SW ALLUVIUM(Qal)- Grey-Brn. fine and medium-grained sand 5.00 103.8 11.1 0 fttt• C7 `00 a 119. x-r-MEX, 0 q"02MV. z 6.00 ftuftm 118.00 wa;wRi mmmii SW DEL MAR FORMATION(Td): Tan fine and medium-grained sand 700 ffim;_ w1mg! =0011 117.00 M MW 901 .00 • Rqp Sc DEL MAR FORMATION(Td): Grey-Brii. clayey sand 109.1 14.2 1 11117 ill 1111 M!i I TRENCH SKETCH z 18' ai Qal Td SHEET I OF I COAST GEOTECHNICAL 9£OZ6tb-d 'TVDINHDRIOHJ ISVOO (-xo.iddu) NOILVDO"I HONaXL QN ►�9arll ,OZ=«I :H rvDs 133HIS H1L ,O4/ b ? ' r k f4 .� n ' � I/ (iub Wf1IA11IZv Puslc'I II3 X9 Pa.za,:ca) (P.L) NOI.LdMO i ddw '13a `, m J a• Z 91 ;.;? Q VY 9 'X V1 z o O V � I a "n �~ { m Z-1 90 I o94/✓ �� APPENDIX B CALIFORNIA FAULT MAP STEPHEN 600 500 400 300 200 100 r o SI 0 -200 -300 -400 ' I -300 -200 -100 0 100 200 300 400 500 600 * * * U B C S E I S * * * Version 1.03 * *********************** COMPUTATION OF 1997 UNIFORM BUILDING CODE SEISMIC DESIGN PARAMETERS JOB NUMBER: P-492036 DATE: 06-09-2006 JOB NAME: STEPHEN FAULT-DATA-FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33.0434 SITE LONGITUDE: 117.2352 UBC SEISMIC ZONE: 0. 4 UBC SOIL PROFILE TYPE: SD NEAREST TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 42. 1 km NEAREST TYPE B FAULT:. NAME: ROSE CANYON DISTANCE: 8. 6 km NEAREST TYPE C FAULT: NAME: DISTANCE: 99999. 0 km SELECTED UBC SEISMIC COEFFICIENTS: Na. 1. 0 Nv: 1. 1 Ca: 0.44 Cv: 0. 68 - Ts: 0. 614 To: 0. 123 --------------------------- 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) ! (Mw) I (mm/yr) I (SS,DS,BT) ROSE CANYON I 8.6 I B I 6.9 I 1.50 I SS NEWPORT-INGLEWOOD (Offshore) I 22.0 I B I 6.9 I 1.50 I SS CORONADO BANK I 32.3 I B I 7.4 I 3.00 I SS ELSINORE-JULIAN I 42.1 I A I 7.1 ! 5.00 I SS ELSINORE-TEMECULA I 42.5 I B I 6.8 I 5.00 I SS EARTHQUAKE VALLEY I 62.8 i B I 6.5 I 2.00 1 SS ELSINORE-GLEN IVY I 67.5 I B I 6.8 I 5.00 1 S5 - PALOS VERDES I 70.7 I B I 7.1 I 3.00 i SS SAN JACINTO-ANZA I 78.6 I A I 7.2 I 12.00 I SS SAN JACINTO-COYOTE CREEK I 81.9 I B I 6.8 I 4.00 I SS ELSINORE-COYOTE MOUNTAIN I 81.9 i B ! 6.8 I 4.00 I SS SAN JACINTO-SAN JACINTO VALLEY I 82.9 I B I 6.9 I 12.00 I SS NEWPORT-INGLEWOOD (L.A.Basin) I 89.5 1 B 1 6.9 1 1.00 1 SS CHINO-CENTRAL AVE. (Elsinore) I 91.3 1 B 1 6.7 1 1.00 1 DS ELSINORE-WHITTIER I 97.6 I B I 6.8 I 2.50 I SS SAN JACINTO - BORREGO I 98.6 i B I 6.6 I 4.00 I SS SAN JACINTO-SAN BERNARDINO I 108.2 I B I 6.7 I 12.00 I SS SAN ANDREAS - Southern I 112.1 I A I 7.4 I 24.00 I SS PINTO MOUNTAIN I 122.5 I B I 7.0 I 2.50 I SS SUPERSTITION MTN. (San Jacinto) I 122.5 1 B 1 6.6 1 5.00 1 SS SAN JOSE I 124.6 I B I 6.5 I 0.50 I DS CUCAMONGA I 128.2 I A I 7.0 I 5.00 I DS BURNT MTN. I 128.3 I B I 6.5 I 0.60 I SS ELMORE RANCH I 128.7 I B I 6.6 I 1.00 I SS - SIERRA MADRE (Central) I 128.9 I B I 7.0 I 3.00 I DS SUPERSTITION HILLS (San Jacinto) I 130.3 I B I 6.6 I 4.00 I SS ELSINORE-LAGUNA SALADA I 131.0 I B ! 7.0 ( 3.50 I SS EUREKA PEAK 1 132.6 1 B 1 6.5 1 0.60 1 SS NORTH FRONTAL FAULT ZONE (West) I 134.4 I B I 7.0 I 1.00 I DS CLEGHORN I 136.9 I B I 6.5 I 3.00 I SS NORTH FRONTAL FAULT ZONE (East) I 139.7 I B I 6.7 I 0.50 I DS SAN ANDREAS - 1857 Rupture I 143.6 ! A I 7.8 I 34.00 I SS RAYMOND i 144.1 I B I 6.5 I 0.50 ! DS CLAMSHELL-SAWPIT I 144.3 I B ( 6.5 I 0.50 ! DS LANDERS I 146.0 I B I 7.3 1 0.60 1 SS BRAWLEY SEISMIC ZONE I 146.4 I B I 6.5 1 25.00 I SS VERDUGO ! 148.2 I B I 6.7 1 0.50 ; DS HOLLYWOOD I 151.4 I B 1 6.5 1 1.00 1 DS HELENDALE - S. LOCKHARDT I 151.5 I B I 7.1 I 0.60 1 3S IMPERIAL I 156.0 I A I 7.0 I 20.00 I SS LENWOOD-LOCKHART-OLD WOMAN SPRGS I 1.56.1 I B I 7.3 I 0.60 I SS EMERSON So. - COPPER MTN. 1 157.9 I B 1 6.9 1 0.6c 1 SS SANTA MONICA I 159.0 I B I 6.6 I 1.00 I DS JOHNSON VALLEY (Northern) ! 159.6 I B I 6.7 I 0.60 I SS MALIBU COAST I 163.3 I B I 6.7 I 0.30 I DS PISGAH-BULLION MTN.-MESQUITE LK I 167.0 I B I 7.1 I 0.60 I SS --------------------------- SUMMARY OF FAULT PARAMETERS --------------------------- Page 2 ------------------------------------------------------------------------------- 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) SIERRA MADRE (San Fernando) I 169.1 j B ( 6.7 I 2.00 I DS ANACAPA-DUME I 171.6 I B I 7.3 I 3.00 I DS CALICO - HIDALGO i 172.0 I B I 7.1 I 0.60 I SS SAN GABRIEL 172.0 I B I 7.0 I 1.00 I SS SANTA SUSANA I 184.6 I B I 6.6 I 5.00 I DS HOLSER I 193.5 I B I 6.5 I 0.40 I DS SIMI-SANTA ROSA I 201.1 I B I 6.7 I 1.00 I DS OAK. RIDGE (Onshore) 1 201.9 1 B I 6.9 1 4.00 1 DS GRAVEL HILLS - HARPER LAKE I 205.5 1 B I 6.9 I 0.50 I SS SAN CAYETANO I 210.3 1 B I 6.8 I 6.00 I DS " BLACKWATER I 221.2 I B I 6.9 I 0.60 I SS VENTURA - PITAS POINT I 229.2 I B I 6.8 ( 1.00 I DS SANTA YNEZ (East) I 230.1 1 B I 7.0 I 2.00 I SS SANTA CRUZ ISLAND j 237.2 I B I 6.8 1 1.00 I DS -- M.RIDGE-ARROYO PARIDA-SANTA ANA I 239.9 I B I 6.7 I 0.40 I DS RED MOUNTAIN ; 243.1 I B I 6.8 I 2.00 1 iS GARLOCK (West) I 246.0 I A 7.1 I 6.00 1 SS PLFITO THRUST 1 251.7 1 B I 6.8 1 2.00 1 DS BIG PINE I 257.6 I B I 6.7 I 0.80 I SS GARLOCK (East) I 259.8 I A I 7.3 I 7.00 i SS SANTA ROSA ISLAND I 271.8 I B I 6.9 I 1.00 I DS WHITE WOLF I 272.0 I B I 7.2 I 2.00 I DS SANTA YNEZ (West) I 275.0 1 13 1 6.9 I 2.00 I SS So. SIERRA NEVADA I 284.0 I B I 7.1 I O.io I DS OWL LAKE I 286.9 I B I 6.5 I 2.00 I SS PANAMINT VALLEY ( 287.2 I B I 7.2 I 2.50 I SS LITTLE LAKE ( 288.0 I B I 6.7 I 6.70 I SS TANK CANYON I 288.9 I B I 6.5 I 1.00 I DS DEATH VALLEY (South) I 294.6 1 B 1 6.9 1 4.00 1 SS LOS ALAMOS-W. BASELIP:E I 317.1 I B I 6.8 I 0.70 I DS LIONS HEAD I 334.7 I B I 6.6 I 0.C2 I DS -- DEATH VALLEY (Graben) I 337.3 I B I 6.9 I 4.00 1 DS SAN LUIS RANGE (S. Margin) I 344.5 j B I 7.0 I 0.20 I DS SAN JUAN i 345.4 I B I 7.0 I 1.00 1 SS CASMALIA (Orcutt Frontal Fault) 352.9 ( B I 6.5 I 0.25 ; DS OWENS VALLEY I 356.9 I B I 7.6 I 1.50 I SS LOS OSOS I 374.6 I B I �;.8 I 0.50 I DS HOSGRI 1 380.4 1 B 1 7.3 1 2.50 1 SS HUNTER MTN. - SALINE VALLEY 1 382.2 1 B 1 7.0 I 2.50 1 SS DEATH VALLEY (Northern) 1 391.0 1 A 1 7.2 1 5.00 1 SS INDEPENDENCE I 392.7 ; B I 6.9 1 0.20 I DS RINCONADA I 395.6 i B 1 7.3 I 1.00 I SS BIRCH CREEK I 449.2 i B I 5.5 I 0.70 I DS SAN ANDREAS (Creeping) I 452.0 1 B I 5.0 I 34.00 I 5S WHITE MOUNTAINS i 453.5 ( B I 7.1 I 1.00 I SS DEEP SPRINGS I 471.9 I B I 6.6 I 0.80 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) I 476.5 I A I 7.0 I 5.00 I SS ROUND VALLEY (E. of S.N.Mtns. ) I 484.5 I B 1 6.8 1 1.00 I DS FISH SLOUGH j 492.1 I B I 6.6 I 0.20 I DS HILTON CREEK I 510.6 I B I 6.7 I 2.50 I DS HARTLEY SPRINGS I 535.1 I B I 6.6 I 0.50 I DS ORTIGALITA I 536.4 ( B I 6.9 I 1.00 I SS CALAVERAS (So.of Calaveras Res) ! 542.0 ! B I 6.2 I 15.00 I SS MONTEREY BAY - TULARCITOS I 544.6 I B I 7.1 I 0.50 I DS PALO COLORADO - SUR I 545.5 I B I 7.0 I 3.00 I SS _ QUIEN SABE I 555.2 1 B 1 6.5 1 1.00 ! SS MONO LAKE I 571.1 I B 1 6.6 1 2.50 ! DS ZAYANTE-VERGELES I 573.7 I B I 6.8 1 0.10 1 SS SAN ANDREAS (1906, I 578.9 I A I 7.9 1 24.00 1 Ss SARGENT I 579.0 I B I 6.8 I 3.00 I SS - ROBINSON CREEK I 602.4 I B I 6.5 I 0.50 I DS SAN GREGORIO I 620.0 I A I 7.3 I 5.00 I SS GREENVIL.LE I 628.8 I B ! 6.9 I 2.00 i SS MONTE VISTA - SHANNON I 629.2 I B 1 6.5 1 0.40 ! DS - HAYWARD .(SE Extension) I 629.2 1 B 1 6.5 ( 3.00 I SS ANTELOPE VALLEY I 642.8 I B ! 6.7 I 0.80 I DS HAYWARD (Total Length) I 649.0 I A I 7.1 I 9.00 SS CALAVERAS (No.of Calaveras Res) I 649.0 ! B I 6.8 I 6.00 I SS - GENOA i 668.3 1 B 1 6.9 1 1.00 1 DS CONCORD - GREEN VALLEY I 696.7 I B I 6.9 1 6.00 1 SS RODGERS CREEK I 735.5 I A I 7.0 1 9.00 1 SS WEST NAPA I 736.4 I B I 6.5 I 1.00 1 SS POINT REYES I 754.4 1 B 1 6.8 I 0.30 1 D3 u HUNTING CREEK - BERRYESSA I 758.8 i B I 6.9 I 6.00 I SS MAACAMA (South) I 798.3 I B I 6.9 I 9.00 I SS COLLAYOMI I 815.1 I B I 6.5 ! 0.60 I SS BARTLETT SPRINGS I 818.5 I A 1 7.1 1 6.00 ! SS MAACAMA (Central) I 339.9 1 A 1 7.1 1 9.00 I SS MAACAN.A (Norrh) i 899.4 1 A 1 7.1 1 9.00 I SS ROUND VALLEY (N. S.F.Bay) I 905.5 I B I 6.8 I 6.00 I SS BATTLE CREEK I 928.6 I B I 6.5 I 0.50 ! DS "- LAKE MOUNTAIN I 964.0 I B ! 6.7 I 6.00 I SS GARBERVILLE-BRICELAND I 981.2 1 B I 6.9 I 9.00 I SS MENDOCINO FAULT ZONE 1037.5 ( A ! 7.4 I 3=.00 1 DS LITTLE SALMON (Onshore) 1 1044.1 I A I 7.0 I 5.00 i DS -- MAD RIVER 1 1046.9 I B 1 7.1 I 0.70 I DS CASCADIA SUBDUCTION ZONE 1 1051.2 I A I 8.3 I 35.00 I DS McKINLEYVILLE 1 1057.3 I B I 7.0 I 0.60 I DS TRINIDAD 1 1058.8 I B I 7.3 I 2.50 I DS FICKLE HILL I =059.3 I B I 6.9 I 0.60 1 DS TABLE BLUFF 1 1064.7 ! B I 7.0 I 0.60 I DS LITTLE SALMON (Offshore) i 1078.1 ! B I 7.1 1 1.00 I DS 0 LO vLO cyi _ � o v a o o � "' o N O LO w � o LO o U') o U*) o N N (6) uoileaalaooy lealoadg APPENDIX C GRADING GUIDELINES - Grading should 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. Subdrainage 1. During grading, the Geologist and Soils Engineer should evaluate the necessity of placing additional drains. 2. All subdrainage systems should be observed by the Geologist and Soils Engineer during construction and prior to covering with compacted fill. 3. Consideration should be given to having subdrains located by the project surveyors. Outlets should be located and protected. Treatment of Existing Ground 1. 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. 3. 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 1. 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. 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. 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. (2) 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. 9. 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 1. Observation of the fill placement should be provided by the Soils Engineer during the progress of grading. 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 may be made on the surface material to receive fill, as required by the Soils Engineer. (3) 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) FROM : WART ENGINEERING PHONE NO. : 760 632 7905 Apr. 18 2006 01:36PM P2 10. DOC # 2005-0906394 "COr!"S REQUESUD BY: New C-Atury Tide Company-San Diego Title IIIIIII IN 1111111111111111111111111 IN 111111111111111111111 IN 'aftOER MD.: 3054M13 EAM&W No.: 29050866-DV OCT 19, 2405 4:49 PM AND WHEW§tECCWZM MAIL TO: OFFICIAL RECORDS SAN UIE GO COUNTY RECORDERS OFFICE Kam Sbq*" GREGORYJ.SMITH,GOUNT'e RECORDER FEES: 862.50 0C. OC 237 We VWch F4121112 PAGES: 2 ph:W B CA -921W II A.P.N. 265-023-37 ---(SPACE ABOVW THISNAM GRANT DEED THE UNDERSIGNED GRANTORS)DEWM(S)that documentary transfer tax is$852.50(County)$.00(City) X computed on full value of property conveyed, or computed on full value less liens or encumbrances remaining at time of sale X Unincorporated Area,California FOR A VAWABLE CONSIDERATION, receipt of which Is hereby acknowledged, Irene Engelsberger, Trustee Under Declaration of Trust dated August 26, 1986,as to an undivided 50% interest, and,and Eva Maria Engelsberger, Trustee Under Declaration of Trust Dated December 21, 1999,as to an undivided b0%interest / Jean hereby GRANT(S)to Karenitephen, Mn of the mqlm MW* %I -3 June 28, 2W5 the following described real property in the Unincorporated Area,County of San Diego, State of California: Lots 19 through 24 inclusive. Sock 31,Olivenhain Townsite,in the County of San Diego,State of California,according to Map thereof No.287,filed in the Office of the County Recorder of San Diego County,August 21, 1385,as more particularly described in Exhi'bit"A'attached hereto and made a part hereof. %j Dated: September 27, 2005 �1 I STATE Of CAUFOPMA COUNTY OF on ajX' 5 before me M,44- SmA Irene Engelsberger,Trustee Personally appeared Personally known to we (or "oved to me on ft buis of siiitisfacwry Eva Maria Engelsberger,Trustee -f evidence) to be tho pemas C-homi neau Q CrOnd to the within ifttruftwnt W ac to me" exectmed S!11112 in tW authorized cape WmAdWy IiAliff RANH th1jrWumerK the POM ft emty upon bellelf of Canunhdon*1155m) merit sig ich Ith�oe�E �cted,exwuted the WOW PL*ft-C000ffdo WITNESS my hand and official sea]. ftnviewcow* Signature (rids area for aftim notary seal) Grant Deed-Indivildual(290) 10-04 MAIL TAX STATEMENTS AS DIRECTED ABOVE FROM DHART ENGINEERING PHONE NO. : 760 632 7905 Apr. 18 2006 01:37PM P3 Lots 19 through 24 inclusive, Block 31, Olivenhain Townsite,in the County of San Diego,State of California, according to Map Thereof No. 287, filed in the Office of the County Recorder of San Diego County,August 21,1856,together with that portion of the Northwest half of the Alley in said Block 31 adjoining said Lots on the Southeast and that portion of the Southwesterly 10.00 feet of 7"' Street adjoining said Lot 24 and said Northwest halt of the Alley on the Northeast as said portion of said Street and Alley were vacated by order of the Board of Supervisors of San Diego County,a certified copy of which recorded April 16,1974 as Pile No.74-095662. Excepting from said Southwesterly 10.00 feet of 74'Street,that portion lying Northwesterly of the Arc of a 20.00 foot radius curve,concave Southeasterly,which Is tangent to the Northeasterly line of said:.Southwasterly-Ao.00 fart and also tangent to a line..drawn parallel with and 51.00 feet Southeas4dyffom On center line of"D"$treat as shown•on said MaP. Page 1 FROM DHART ENGINEERING PHONE NO. 760 632 7905 Apr. 18 2006 01:38PM P4 SCHEDULE A Office file number: Policy number. File#3054568-ML CSP133675 Amount of insurance Premium [)ate of Policy $775,000.00 $2,314.00 October 19, 2005 at 04:49 P.M. 1. Name of insured: Karen J.Stephen,trustee of the Karen Jean Stephen Trust dated June 28,2005 2. The estate or interest in the land which is covered by this policy is: fee 3. Title to the estate or interest in the land is vested in: Karen J. Stephen,trustee of the Karen Jean Stephen Trust dated June 28,2005 4. The land referred to in this policy is situated in the State of California, County of San Diego, and is described as follows: See Attached Exhibit°A" This Policy Valid Only K Schedule 8 Is Attached. CLTA Standard CoversPa Policy(509)0505 F KUM : llHHK I bNu 1 NttK 1 NU HHUNE NU. !bb bJ2 IWt> Hpr. 18 ;2b10b W1:.S8 M N5 Policy No: CSP133675 File No.: 3054569 Schedule B CLTA Standard Coverage SCHEDULE B Exceptions From Coverage This policy does not insure against loss or damage (and the company will not pay costs, attorneys'fees or expenses)which arise by reason of: Part I 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. Proceedings by a public agency which may result in taxes or assessments, or notion of such proceedings, whether or not shown by the records of such agency by public 2. Any facts, rights, interests or claims which are not shown by the public records but which could be ascertained by an inspection of the land or which may be asserted by persons in possession thereof. 3. Easements, liens or encumbrances,or claims thereof,which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortages in area, encroachments, or any other facts which a correct survey would disclose,and which are not shown by the public records. 5. (a) unpatented mining claims; (b)reservations or exceptions in patents or in acts authorizing the issuance thereof; (c) water rights, claims or title to water, whether or not the matters excepted under(a), (b), or(c)are shown by the public records. CLTA standafd Coverage Policy(W%06-M FROM DHART ENGINEERING PHONE NO. : 760 632 7905 Apr. 18 2006 01:38PM P6 Policy No: CSP133675 File No.: 3054569 schedule B CLTA SCHEDULE B Part 11 f. Property taxes,including any personal property taxes and any assessments collected with taxes,for the fiscal year ZOOS.2006. 1st Installment: $810.72 70.72(delinquent after April 18th) 2nd installment: $870.72 Penalty and Cost: $97.07 Exemption: $0 Code Area: 19289 Assessment No.: 265-023-37 2. An AssessmentlBond shown below: Series: 964 District: San Diego City For OMWO Water Storage Project Bond issued: 10/8411996 Said assessment is collected with the county/city property taxes. 3. The lien of supplemental or escaped assessments of property taxes,if any,made pursuant to the provisions of Part 0.6,Chapter 3.5 or Part 2,Chapter 3,Articles 3 and 4 respectively(commencing with Section 75)of the Revenue and Taxation Code of the State of California as a result of the transfer of title to the vestee named in schedule A;or as a result of changes in ownership or now construction occurring prior to date of policy. 4. Water rights,claims or title to water,whether or not shown by the public records. 5. Easements and rights Pursuant to any existing franchise or renewals thereof,or otherwise,at any time or from time to time,to construct,maintain,operate,replace- remove renew and enlarge lines of pipe,conduits,cables,wires,poles and other structures,equipment and fixtures for the operation of gas pipe lines,telegraphic and telephone lines and for the transportation or distribution of electrical energy and n, and for incidental purposes including access to protect the property upon,over and across the above described vacated street,and alley re easements ents and rights at any time and from time to time to construct,maintain,operate, remove and renew sanitary sewers,storm drains and appurtenant structures including access to protect the property from all hazards in,upon,over and across the above described vacated street and alley as said easements were reserved and excepted in Order of the Board of Supervisors of San Diego County,a certified copy of which recorded April 1974 as File No.74495662. CLTA SWdwd C Policy(5M)0545 FROM DHART ENGINEERING PHONE NO. : 760 632 7905 Apr. 18 2006 01:39PM P7 Policy No: CSP133675 File No.: 3054568 EXHIBIT"A" Lots 19 through 24 inclusive,Block 31,Olivenhain Townsite,in the County of San Diego,State of California, according to Map Thereof No. 287, filed in the Office of the County Recorder of San Diego County, August 21, 1555, together with that portion of the Northwest half of the Alley 00 said Block 31 adjoining said Lots on the Southeast and that portion of the Southwesterly 10. feet of 74' Street adjoining said Lot 24 and said Northwest half of the Alley on the Northeast as said portion of said Street and Alley were vacated by order of the Board of Supervisors of San Diego County,a certified copy of which recorded April 16,1974 as File No.74-095662. Excepting from said Southwesterly 10.00 feet of 70,Street,that portion lying Northwesterly of the Are of a 20,00 foot radius curve, concave Southeasterly, which is tangent to the Northeasterly line of said Southwesterly 10.00 feet and also tangent to a line drawn parallel with and 51.00 feet Southeasterly from the center line of"D"Street as shown on said Map. CLTA ShwWwd Coverage P0110Y(509)05-05 FROM DHART ENGINEERING PHOt E NO. : 760 632 7905 Apr. 18 2006 01:40PM P8 gTrvmwoy t6ErSor ==moo XZUO E'3o g abed Z'S9Z deli sossassti y3'o6azQ va8 =v*T}dr-t*Soa ! .It CO s tag Q pANCNO SANTA ( PF � f ,� • M w +.I w r w � w� i+l i. M m s m '�' _ 4 all r; pN • � � ( ,�� P y b w O � W(.p Iy,,� p � , . g w II I � �• � � ili Illil � -. ' x r, w^ A • '� CALF .r/s�es•ae RANCH (F STJ RO. s It 5 o _ _ 1/I/1IQT MMM CHANGES ' �: eau ow NE cur , x Q 0 9 °icy a V Y 4c O sew r 9- O a ae ae • of wx LOG gQII4WMV W Y /lM • a 9 ws Ma W Z• q MITI r • J • 09 , 4 a o ti �� 3 oxoN g > Estom 8 E s z �w C g 1 1 � ST o , ono O _j FROM DHART ENGINEERING pHONE No. : 760 632 7905 Apr. 18 2006 01:40PM P9 734 Vac, 73-51 No. 17 the fol- oe Taylor, seconded by Sworvisor liaisb, all 17D'IZCR of �� •`: los►is�$ rwolatioe is aderrpt,ds Daad,r lfo. 19, the Board adopted • 1974 lroard of StvenLfi Strast, W ►S, an etch S. 'te sad aheadon a portion t _ to Vasa OU amt. to ^B" Street. ian Blooles 31 ss►d . ai (9aa. 73=57) s t ; the'petitian of Save'rl9 and 1�17d east Zt00 P- ii 10, 1974, m.; mA Iharefor on Apt. _ b&f=f the'B and of StiPS- Ca1i�la, this lOC1a dal of . , at virooea • D 6o Go'"W7, celoflsaiil basdc- 2:00 pa+.i and erldeaca is an filed t� sad Pra'Par IM has•ben given as �°d by the Plansiio$ C�°atm, iu its report filed is! the office ! { of the Clark of the Bossed of gvpatvisora m irebsuaty �►. XVeo (Dolt NO- of the Ylasniing Daft"• � diet 454195),'494 !a uses', "a" Street, and Allays, ism su a w 31 and 06, , said Pox:ioa of be vacated, as zce9u,atad. and also rde a ed rata- i code that the V aeooaedhe ate' of the ooveaeO;mt 0ccorda ie with Seotioo 65402 cai p�990 rm*mmt to 10-- ti0a confo'r'ms to the Sea Diego Co>s,t7 cation, Purpose sad intent; and wFum S, it appea?ts that no written Psotast■ or objeotloos to said be posed vacation ham been files, a°d no oral protests or objeatioes beve been '} sail,; lx TRUUM i finds that due and proper notice Of teat The Board of SuPesvlaoss hareb7 ioe Of said toad �Ig on the sesointion of inteetian to vacate saidf said �� ' bas bean given as rcgaised 1►Y �• a+ that said post tive we as a Camt7 ibafter described 0 &eca,sazl for Praeant or paoapea higbMa7• : IT IS VIZUWM RMLVSD A11A Own= that the hearios be and it ie hereby closed, that said vaeatim is not evbjaet to tie ra�i � view pxaa„a. assmeb an it bes been dstsrmioed *�•� ca�taftt7 ripe of project viii not bave a sigaificaaat affect te.a wiz' 4 and ,.be Llat that certain poaecica of.said svad, haseinale,s Ls hereby vacated sad ab,ndonadz sWk/pAu NOS i . REOeR`OED REaI[tt drab a"d two' 110. 17 AN 16 0 u IN"TO 6110174 Adj/Rog. i , raw 1 of 3 pages i �a s ND Fm j i •,yp is -WJ I 1 4 bscription: San Diego,C► Doeaas+ent-Year,QpCiD 2974.93662 Page 1 of __• �.:_�::' FROM WART ENGINEERING PF10NE N0. : 760 632 7905 Apr. 18 2006 01:41PM P10 • r i T 7 W5 -.7 • /A the i F Ce near'line or t,• •' teat of"s"Stra\ts Wa4ewt l Us NrtUirastaty tP. ReeoidM .;+ Ssfdivistef ed►]eddt 71. 36 and ;a•rap col!67 as raoertad swth—s Y am 1. r►eCie 71 as shorne,��tihee�a x\�aee o de Cosatf► a�[i C w o y So mR• 3utr of isle ssysa,h sc•�•=NWU of tine of • feet trifle pt sko�inr feet of Pu Sweden,•�� 'EiYttrlr of Stmt, a • •ro i tut 1•j� nttotola tj ealar nM t>,as c , o radius Carves�!'�astorly of and Pus�ol the 3" patanoe of 10•feae '", cAar distaxee or to feat of sa11\teek.37• tad a late a Pater lift of sold Mm*31. of tad Parallel with on ihtrti+oas 1 as Soawns�'ly of said to feet radius coe•ve. asrtlsn ewe•�pdieulW dsste peek sett • SOx sverl7 No sa wxat to a$ootketstarty•line of meter M e*sa sari irlt staaee of 10 feat rArtreasterly of aM P� WifghsyN gorthoosterly liso of said!lock 3l. 31 as Sviamterly 10 feet of"Ea Street add Tpst9�er witL the 141 sio.-�as t 1s tAe,df/e�e/ tM Wa!ttr - shorn on coloau altvea tin. i Sfeorder of said COMM. Of Ike al1w if 6lfck 36 s !: allp in aleck 31. and that moron Ofasterly lint of tot 132, •.Towner with all of t!a lion of jha - •• lytap Soathtrly of the iaki e�ly_Pr°1°aea L „ of said 61ock 36. �'g: _ i '� 1 ►1fn9 r1 GPs s�itt ee thaw tw1y11pe o fsrrd lo�okf' cam distance of l0:.rt Sexlbwestaly of and Parallel :i aid a ist line of said 61oe1:'.S. . ' teat po:tten 1rtnA ly of a 26 Rest radial' • Also fm"tims' f'0P t to a life a s•arPe+wh�ar 1 sold v oc aar�e Wo ISM AeesterlY MW queen tartly of a prallel with ]0 fsss porums ousv or�distasae parallel?31\ SeatMtstarfy list of said a, wi 3l' • L' \]lee Pe+•x t .. tot!I.•ee►•lins of!b" l4aat. radius cars 1• • ' Also oseaPtla9 ttmtefroa that Psrtiar]yie9 6e � iro1 of 20 r dissu;e of 19 feet o]ins conam iArtAaost8rly reagent to o line a PerMaii ��11 gOutlrasterly o►and Parallel with the So urly and yof S, l rdt hxeid costa~of a Pe dicular distance of it feet Soxthns >io 17 4/r/74 Adj/Rft- I1tt1 lisp 2 of 3 Pages .p !: LP 2a Mo Ca► Docent-year.DocZD 1974.95662 Pager: 2 - Ueaczipticn: San Diego. _ - -^—.- — {•I vacation and aboodoombat easements) d rs*tts c3dat whiso-oar reamals thereofi ok otboMise, at Mw time, } •or film time to time, to v astraet, maudwa, operate, zapimos, room, react+ ; OW m►laxV liras of piPa, t' adoits, CAM , Viroa, poles and otlwr strwtft AS,� a Woolont and fixtures for toe eperrtim of tSw pipe telm aiph halm and for 1be trmsspaart+!.'Som or distriwtion of electrical and rater amad 1C0r i,meideatal yrurposas itme><ndim: aoeess to piretaet the�fsvms an i Ards ta, upon, awr and•sc nm the abmv desoribed pmuoas of Udw►sys proposed ; tb tme welted mad sL:asdomcdf,and 1: Omm AID I7= 7 w ft" weatisa sad aDrndaime at aasementa-and ruts ,mt Ow timo and from time to time to Construct, maintain, oparaee, rep3am:m, romovC. ;: • "d mrenm► saaitwxy samrs,,storm drahm mad appwtmmt stro moves'Including am" ! to Protect am trom all boxords m(pm►, ever mad aamm,tb* above deradbed-Zprt°ns- �of 1"Q+wU's proposed to be vacated mad s�d. i PASSED AM ADOPTED by tbs Board of Supsrvisors of tbs.Coamty of Sam !' p!a®v. Stara of CmliZa"ja, this 10th day of Apzil, 1974 by lobs+ f1DUCw- In votive: ��:: h• A>ILB: Supervisors Walsh, Om:ide and Taylor WOM: Saporviaosi Nano AMUr: Supervisors Bromm mad Sear + Wn Of CATATOW" l so. a temp of loss DISP Z. iar[s D. GRWAYS.,Cleft of tha mesrt of K Ole jCamay of Sm.Olow. ftatm at t a>"Waim. Motir Certify that i hwo a aposri tbs latsrssaS cap trstL the , asiWmal romolatias pm■� sad ad+i•� h said Som - st s _, � tbaasad. at the elan ami i>y.etas vote tbstaim stated. AdAb oelpaai;ss'a ,•ti:a s: am fAL is fol;leyot that ehr acs eostaimm a fall. tee sad ootaaet tswmsstript eA&"t— mma �ii' tbarant.' ' ` Fw • .•, d tEbe sod of tumid Mwxd of ssNarmrlm-- tbia lOtb ad 1 74 I ' •.1 . hroffaof D. anewrls ' t�; •`_ :`;'" Clerf( oaf lobo !! /msamd;�f lapssvimon I Dorm ■o. 17 4110174 Adj/Mg. i •�: h!1 ; Zags 3 of! 3 Pats w • . ` ii ►scraption: Sam DSego,CA Docameat-Year.DOCID 1974.95662 Pago: 3 of }- - - :der: mart Comugnt: - - - - ._+L.— TTd WdZh:TO 90OZ BT '-Add S064 Z£9 09L 'i]Pl 3NOHd ON183311JN3 I&dH(I W0SA FROM : DHART ENGINEERING PHONE NO. : 760 632 7905 Apr. 18 2006 01:42PM P12 £30 £ -_- 1 _ _ _ ___ - - _ _ Z-59Z V:QS-sdBul 69SK0 r- ' Y -J a �AbCND SANTA 'i fE y = 14 I I r g4 1 N w •+• a v I w a I o(-- is; •qtr u. s• � u +a � w � � � � 3ks -GLOW r_ I _ WIN pe -y r —— —Ts:lo— i�•7i— .ts- — 'T�s .l ,�' yf/m0! 711 t } r eft �Y CHANGES 1 }yp ant + a. s o P e ; ooa td Y ov Imow, 1 N v. t 1 N 1 1 I Re le ie I z N A"Am LAW W ItOfFI�11M" i � - • i r_ few o s w � � b ON W•_. east Jaw 1 ike 1 I -+� , rq i I z: �' c 1 , 14 1 i +1v s aU- I 'i HYDROLOGY AND HYDRAULICS REPORT FOR D Karen Stephen �} 217 Cole Ranch Road 11 SEP 1 1 2006 Olivenhain, CA 92024 ENGINEERING SERVICES Ci;Y Of ENCINI?AS PROJECT Stephen Residence Lots 19-24, Block 31, Map No. 287 City of Encinitas APN 265-023-37 PREPARED BY: Aquaterra Engineering Inc. 1843 Campesino Place Oceanside, CA 92054 tele: 760-439-2802 fax: 760-439-2866 September 11, 2006 Prepa u r the supe i ' n of: QRpFESS/pN Gary Lip-L-A RCE 230 Date �Ips,��Eye Exp. 12/31/06 No.23060 `r>q CIVIL P��P �'OF CA1-�� Hydrology & Hydraulics Report City of Encinitas This Hydraulics and Hydrology Report was prepared using the following Manuals: Hydrology Manual, Dated June 2003, County of San Diego Drainage of Highway Pavements, U.S. Dept. of Transportation The Rational Method was used to determine the 100 yr. storm Q values. The Rational Method uses the following formula to establish 100 year flow: Q = CIA where, Q = the peak runoff in cubic feet per second C = Runoff coefficient representing the ratio of runoff to rainfall I = time average intensity in inches per hour A = Area of the subbasin in acres HYDROLOGY REPORT Aquaterra Engineering Inc. PROJECT C�� ,Z T DATE: LOU -- _ -- - - - -- -- -- --- - - -- t�.3. yam. 1!- J S f! t ._i ---- --- - - - --- - -_ f7 L t t 14 , - t n,. _ r t S,, '- — -- Aquaterra Engineering Inc. PROJECT T "� , DATE: t j � ,. , 1 i I � - i t J. * - i i F5 - LL 1 I L t , Will Sam Mi _ _ •re + �f� _ � ■w�■ir'ii.f� f1Fi■/6 ��fi A�■ii ■ , .�iiitR■ C � m �i�,. ■�ilti P; ■ f 'r G `aw i■ , II1Fi.i/ j ig RIM ow PI iSIR iSSdEJ';. SOf�� if.ii�»■■7 .� K �, yt,� *■■ - .175■lTlt P !r' �� 11p ■� i. �■■�fi, /E rif3li :rs,-. nfti! -wxv -�Yr2Q!■ �■ /�rll: J �W sU�:s�:i� srs,ara s��w-ate ■■�acr s i'43i _� ME j '� 1lrs�1i1 �_�t► ji`t alRs U ♦„ %Aia ir + :afI1tS"" EI SV MOM I!Nivits z � wAJta.Lsoti.� t� ; ■■ � - �nZ i ■ - ` ■ ■ ■ �®i■ " � / � ■ iii 1 IMM No lit■�� • ■i ■f ■■ f/ • I db - " 1 • ISM TAN i - �ftff a j'j �iRSi ' ff� ■fi�ffl�.IL`rif.ut t �lilIs am IWMA M ". ISr let it 4f 7 fB ir■ff! SON ■ ;ff ,ems f f� iy3G MIN ML \ !1 f ��pfflll�, �t`�' ern}.�. •.t.i,-. rte. !�i"�lpf iff ff IF 7fffaj - ��:•�- 3rY.�'.-y �it!►4� War X�uv+f UL Is IN Ono ►- fib r�f� c, f �w - �� t� � ,�Ah ff am f ■ ff 7 �fff. lfsf f ff ff .f ffil wf •., •c o. c*� r C> m 0% m en d C �t vy .n .c w n c- c- o0 09 av OR mC4 A o 0 0 0 0 0 6 0 0 o c o 0 o o we � oa �40- a 'o C'l i tp oa v r o as co cc �t n U an a 'r "t Vi va .o .o n- ct eo 0o as 'C3 o ci co 0 0 0 0 0 0 c3 o c o 0 o mr a m o R vs 0. _ p �p N *s'! N o3 co r- O fit' et l� to a pa N M C` n co 0o 0o ao O as p CS O C7 o O O o O O O O O CD CS V � m CA o t oo oo cwt vs !No �O do o e�* e*s = �o� c a c� cn cn v v *n as W t� oo ao 0o m o0 0 o c p o 0 0 0 0 0 0 0 0 0 0 -a ° m-fl v pq C3 a o a •n o o +n o va a o vi o o vs is o .o - crs GO s, b m A c D is � o � rs m m of m m m � n cs JEAaaAAAA � � w^ V c o o C+. -4 cn o c�v � m m ' o $cm O ,r N N �' l� .. .. .. p a. tv. r a a a a Z D O a as es v s°s $ p� a° t` -°o T Ts a a a 3 m @ m oar ra San Diego County Hydrology Manual Section: Date: June 2003 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. able 3-2 provides limits of the length (Maximum Length (LM)}-of sheet flow to be used in Hydrology studies. Initial T;values based on average C values for the Laud Use Element are also included. These values can be used in planning and design applications as described below_ Exceptions may be approved by the -Regulating Agency" when submitted with a_ detailed study. Table 3-2 AIAMMUM OVERLAND FLOW LENGTH (Lm) &INITIAL TIP" OF C i Element* DU/ .5% 1% 20/a 3% 5% 10'/a Acre LM T; LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 132 70 12.5 85 109 100 103 100 8.7 100 6.9 LDR 1 50 122 70 11.5 85 10.0 100 9S 100 8.0 100 6.4 LDR 2 50 113 70 10.5 85 92 1001 8.8 1001 7.4 100 5.8 LDR 2.9 50 I-0.7 70 10.0 '85- 1 8.8 951 8.1 100 7.0 100 5.6 MDR 4.3 1 50110.2 701 9.6 80 8.1 95T 7.8 100 6.7 . 1001 5.3 MI R 7.3 l 501 9.2 651 8.4 80 7.4 95 7.0 1 100 6.0 1€30 4.8 ?vsZ?R 103.9 501 0.7 65 7.9 80 6.91 90 6.4 10o 5.7 1030 4.5 i IMR 14.5 50 8.2 65 1 7.4 80 6.5 90 6.0 100 5-41100 4.3 HD 24 50 i 6.7 651 6.1 75 5.1 90 1 4.9 ' 95 i 4-3 IE?�► � 3.5 HDR 43 50 5-31 65 # 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 1 50 53 � 60 4S 75 4.0 351 3.8 95 3.4 100 { 2.7 G. Cam ,� 50 4.7 601 4.1 75 3.6 85 3.41 90 2.9 100 2.4 O.P.iCorn 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 5-0 4.2 60 3.7 70 3.1 801 2.9 90 2.6 10'0 2.2 Geaerall. 50 3.7 1 60 32 70 2.7 80 2.61 90 23 100 1.9 *See Table 3-1 fir more detailed description v 3-12 - - .f 'arm B " - _ - , • 1�{ JYk.iilF�►it 1:.'.r'.1 �lir�-.St�a�-iii tr.- - �l/t� ft—�t-tf•—�-/�/�IIIS1J.t'/��tfr////�/.tY[l[f['/liili=R/a=f♦. �� iws—�®iris�.—.s.e_rss►Ii-S<♦it♦�[t�[.Yrfl.ii iiiiE/i=7♦, t•—rLStI rM NW,l�i'��.r��r Lt•.t�luvuiaiii-sa--l/t �itElfr _ rIE/�)I)fiE fl/� IA�f•�f11i\'.f fil ilEEi==)�r� _�� 1��>•ffiffff)1fifl�Jfl ff•f♦�f1>fl r�f�)171■/i■f l!■■11)))=� �1!i!� �.�!!f��I s—s��f1.f�ra f/�fir•f��J•E n/rJ n f!!■11■fi))i1f=>♦', �f•� . - �i=i'=��/�/`��t►�s��/f�ir.nttn<lat t wwwmm p _>•� i�rtrSJGNLAWAM �,1ttJ�'AM NARLA r IMININUR:iiilt WrAWW mwmmmw>•��IIItLtfti�RRRammm•Rt m rIWAPFA �i>•//WiI/MEDIAAIIt moonQ t>•� 1•lIMNWi1.Li/sll��t�t/�/�Ii111111IifllM on mum IM lE rw rw►/�/w lt►/�l r��r�■11111111111�1�!>tls�� =7 _= __ fffll•ffi ff�f��'"AWAi W,WMW N==NWA��[��iiiu�eiuiiitiPS�l�flllf= fffls.[�fff�f�fff�!'�s/ .ti'>ffl/)�Jfffff-rwlf•al Er/f�f>fif�el�[!f!■flEE■E31=lifF= del!-a sss•—s_awr.res.��e_!�>_-s.ra�E J•ss•�.�1�.[![[lafiEia=»�ati'P ill ll��-�taL�e•L�l�t�w lrt�t—/[ltsl�s_�btt�r[��.1[[lli iil iZiii zw=— - t�RiiitR--l--it. -1 � [[111aii�iti— f•[—�-t—IL�r�'/I/tl lta�l�.tir�l�-- tf♦i-Y--�LAJt��. At-'�t�l�r•i C.�t-1 � ti-�tts•tft/��• 1[l[)Sii/�-/-� , WW WAl��ra��[��'1��E�nillfff tlfl EE fffl•flifR f f ffflUr 1AWAl■tflr f1 Am 1f11�f�lffffff�[��.f� >tfl1��fr /1 1171!■!1a■=1)) f1 f�ff.�yAr,WA/A�f ilia f-'I fff�f�I�.ff)fsfl��fi ff�/11 tlLfllfilflill=ll=llj� - Cm=,WAi/tWAW,W 1 )rir.Mf��J1�sf�ti=i'its IflEfftf�iII■!ni!■11■E))Of1 Mmtilt't/AWm r/'.XWA i I ff•Wt= ��f� i'lf•ff' ■F1f■t■i!R■R■■1tit>t� l ill i1/:!.!Jf►�rtJ��f)'�r�iffy S�ii1 i1ff=i fff!i1•tIZ■!l■161■R■RW=!r Ste)/>!/f•=/�i�J i��fffl�=��fiffi=ii•iFlf*tl[>i11111)ii)t WAIFAW Vir�r�l ;R�r��iRfA l��l�tll!lIfE1</RiiRB!)t]! ��'.I/r/.M /IMr�itr �� W��R�=tlll�tiliRRRRit•R(l•i ► ■ PAFAr WAWA Sri'�1=►A=j% ��r[llrIIIIE��t><n■ �rs ri�ul�s��al�ul�r�■i�r•t�r•r•■�r��llnui��an■ ii w�r�!�r;�.��.��■■ri��! ��>•1•�lulllriiinit[�i�■ - rs�rri�r�>rr.�� >•i■�rrmrrrrr�r��E��i■ ri_F)�r��;ar.��■r�� n�■rr■��rl�nnru��u��■ �rf/�I�//1��t��,t��t��!♦IlirrlrrRU#0�/�■ ��ar�rar,��r��rr��ruu��i��errrrr�uin��■ .. ring m PAN uumt•m� fill IIIIIIIIIIIIIN■ s�r��r�t<i■■r.�rt.aau■r��t•��t.��r•■r�r�ir�t�N��[��i AEA Famit To s v1 To s T1�ofs wo p N L i , F - Gloom" As TO 4 909th . law 10s ♦ an syi~♦ 9• t � 00 1 MD 2w 1 Ylw Riot s/ IN i +� is m aros K so as 2 ♦♦ iz 'ass 30 Im ♦` I= s 20 tol9 s sM . wi = rr on 3w i s �o dE L To �{�omia otr(�ron afl�fpl�grs�tjanQ�rpid� F"I 6 II B*W - iins Of C+o/10 91�Of1 1�s�fltlifOlfOtt of . . or 11aYr1 sins(1!�!or Ndud Mblsplwdo HYDRAULICS REPORT Aquaterra Engineering Inc. PROJECT DATE: d9 j p� -- ---- -- - - -- - - - - - - lz 4 - 7 - -- Z .. I i --- --- - - --- -- - - -- ---- - - Aquaferra Engineering Inc. PROJECT `j l 7 j DATE: / n w1d l l ✓ !!! ((( `..F :!S..'�.r.-.,?- 4 � L,.-...-' _`�.__��_ - ) f �• t_� �y f \ --� /-C.1--'z` r --- ----'--- � W •• � �_.-.-'gym 1 J U• ��_ - �• - - a