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2006-218 SG COAST' GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS ,• February 10, 2006 I� li Bruce and Laurie Poole ! SEP 6 2006 640 Rancho Santa Fe Road L Encinitas, CA 92024 ENGINEERING SERVICES CITY OF ENCINITAS Subject: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Addition 640 Rancho Santa Fe Road Olivenhain, California Dear Mr. and Mrs. Poole: In response to your request and in accordance with our Proposal and Agreement dated October 18, 2005 we have performed a preliminary geologic and soils engineering investigation on the subject site for the proposed residential addition. 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 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 submitt e But? ��� COAST GEOTEC 2109 Chi rn T82 E� 5-31-06 �.t2.at.o7 �0 CERTIFIED Mark Burwell, C.E. ENGINEERING 'GEOLOGIST \Q. Vrthaya Singhanet, P. J+J GAG Engineering Geologis OFCAL�� Geotechnical Engineer OF CAI�FG��\� 779 ACADEMY DRIVE • SOLANA BEACH, CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Residential Addition 640 Rancho Santa Fe Road Olivenhain, California Prepared For: Bruce and Laurie Poole 640 Rancho Santa Fe Road Encinitas, CA 92024 February 10,2006 W.O. P-479115 Prepared By: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 TABLE OF CONTENTS VICINITY MAP 4 INTRODUCTION 5 SITE CONDITIONS 5 PROPOSED DEVELOPMENT 6 SITE INVESTIGATION 6 LABORATORY TESTING 6 GEOLOGIC CONDITIONS 7 CONCLUSIONS 10 RECOMMENDATIONS 11 A. REMOVALS/RECOMPACTION/GRADING 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 14 H. SEISMIC DESIGN PARAMETERS 15 I. UTILITY TRENCH 15 J. PRELIMINARY PAVEMENT DESIGN 16 K. DRAINAGE 17 L. GEOTECHNICAL OBSERVATIONS 17 M. PLAN REVIEW 17 LIMITATIONS 18 REFERENCES 20 APPENDICES APPENDIX A LABORATORY TEST RESULTS BORING LOGS SITE PLAN APPENDIX B REGIONAL FAULT MAP SEISMIC DESIGN PARAMETERS DESIGN RESPONSE SPECTRUM APPENDIX C GRADING GUIDELINES PLATE A Topo USA®5.0 ,: �--- <J VICINITY MAP AIL 1'V f r' StLV �L r t� I C Co I q'y�N t SUBJECT PROPERTY 0 F LN V' i gliv ain 1 (, q LN p o� I ICIV R C7, i 1 Data use subject to license. TM Scale 1 :6,4 ©2004 DeLorme.Topo USA®5.0. ,,r,(Mo e) www.delorme.com m 1"=533.3 ft Data Zoom 14-4 Coast Geotechnical February 10,2006 W.O. P-479115 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 addition. SITE CONDITIONS The subject property is located north of 9"'Street, along the west side of Rancho Santa Fe Road, in the Olivenhain district, city of Encinitas. The subject property includes a rectangular lot located at the western terminus of a long private driveway that serves several homes. The site consists of a relatively level graded pad that accommodates a single family residence. The southeastern portion of the pad is bounded by a variable height(3.0 to 6.0 feet)fill slope that descends at a gradient ranging from approximately 2:1 to 4:1 (horizontal to vertical)to adjacent developed residential lots. Vegetation in the southeastern portion of the site includes grass, shrubs and trees. Pad drainage appears to sheet flow to the north,however,some degree of drainage probably flows over the slopes. Coast Geotechnical February 10,2006 W.O. P-479115 Page 6 PROPOSED DEVELOPMENT Preliminary plans for the development of the site were prepared by Warren Scott Architecture. The project includes the construction of a three (3) car garage and addition in the southeastern portion of the pad. The two story structure will be supported on conventional footings with slab on grade floors. SITE INVESTIGATION Three(3)exploratory borings were drilled in the southeastern portion of the site to a maximum depth of 10 feet with a portable auger drill. 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. Coast Geotechnical February 10,2006 W.O. P-479115 Page 7 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 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/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 in the Coastal Plains Physiographic Province of San Diego. The property is underlain at depth by Eocene-age sedimentary rocks which have commonly been designated as Torrey Sandstone on published geologic maps. The sedimentary rock units are covered by fill deposits in the southeastern portion of the building pad. A brief description of the earth materials encountered on the site follows. Coast Geotechnical February 10,2006 W.O. P-479115 Page 8 Artificial Fill The southeastern portion of the building pad is underlain by a wedge-shaped fill mass that thickens to approximately 5.0 feet in the vicinity of Boring No. 1. The fill is composed of silty, fine and medium-grained sand with occasional crushed rock debris. In the vicinity of Boring No.3,it appears that the building footprint was overexcavated to an approximate depth of 4.0 feet. Selective testing suggests the fill is in a loose to moderately dense condition. Formational Rock Underlying the fill, slightly clayey fine and medium-grained sandstone was encountered. The sedimentary unit appears to correlate with Torrey Sandstone. The upper 2.0 feet of the sandstone is generally weathered but becomes increasingly dense with depth. Regionally,the sandstone strikes northeastward and dips gently to the southwest at 5 to 7 degrees. Expansive Soil Based on visual classification, the fill deposits and sandstone encountered on the site reflect an expansion potential in the low range. Expansive Soil Based on visual classification, the fill deposits and sandstone encountered on the site reflect an expansion potential in the low range. Coast Geotechnical February 10,2006 W.O. P-479115 Page 9 Groundwater No evidence of groundwater was 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 increased 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 l gY uist- ( q 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 5.6 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 Coast Geotechnical February 10,2006 W.O. P-479115 Page 10 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. Owing to the moderately dense nature of the underlying Pleistocene sands, 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 and seismically induced subsidence. 2) The existing fill and weathered sandstone are unsuitable for the support of proposed foundations,concrete flatwork and pavement sections in their present condition.The existing fill and weathered sandstone in the building footprint and areas of exterior improvements should be removed and replaced as properly compacted fill. Coast Geotechnical February 10,2006 W.O. P-479115 Page 11 3) Care should be exercised by the grader in removals adjacent to the existing structure. A minimum 1:1 (horizontal to vertical) temporary slope should be provided where adjacent structures are present. Hand compaction equipment may be necessary in areas adjacent to existing foundations. Additional recommendations will be provided during the grading phase, in this regard. RECOMMENDATIONS Removals/Recomnaction/Grading The existing fill and weathered sandstone should be removed and replaced as properly compacted fill in building pads and areas of exterior improvements. Removals are estimated to be on the order of 3.5 to 5.5 feet in building envelopes and approximately 2.0 feet in areas of proposed driveways. Removals should be such that a minimum of 2.0 feet of approved fill underlies the base of proposed footings. However,additional depth may be required if any unforeseen conditions are encountered. t All fill should be keyed and benched into competent sandstone. Fill slopes should be overbuilt and cut back to a maximum gradient of 2:1 (horizontal to vertical). Removal should extend a minimum of 5.0 feet beyond the building envelope. The existing earth deposits are generally suitable for reuse, provided they are cleaned of all roots, vegetation, debris and rocks larger than 6.0 inches, and thoroughly mixed. Fill should be placed in 6.0 to 8.0 inch loose lifts,moistened as required to 1.0- 2.0 percent above optimum moisture, and compacted to a minimum of 90 percent of the laboratory maximum dry density. Additional recommendations will be presented should any unforeseen Coast Geotechnical February 10,2006 W.O. P-479115 Page 12 conditions be encountered during grading. Imported fill, if necessary, should be composed of nonexpansive granular deposits approved by the geotechnical engineer. Temporary Slopes/Excavation Characteristics Temporary excavations which exceed a vertical height of 3.5 feet should be trimmed to a gradient of 3/4:1 (horizontal to vertical) or less. Based on our experience, the sandstone is rippable with conventional heavy grading equipment in good working order. Care should be exercised in removals adjacent to the existing residence. A 1:1 (horizontal to vertical)temporary slope should be provided adjacent to the existing residence. Additional recommendations will be necessary during grading, in this regard. Foundations The following design parameters are based on an anticipated expansion potential in the low range. Footings for the proposed addition and garage should be a minimum of 12 inches wide and founded a minimum of 18 inches below the lower most adjacent grade 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 garage openings. The base of footings should be maintained a minimum of 10.0 lateral feet from the edge of the nearest slope. Footings should be reinforced with a minimum of four No.4 bars,two along the top of the footing and two 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. Coast Geotechnical February 10,2006 W.O. P-479115 Page 13 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 approved fill 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 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 4.0-inch clean 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 located in the center ofthe sand blanket. 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. - • Coast Geotechnical February 10,2006 W.O. P-479115 Page 14 Retainin Walls The following soil parameters may be used in the design of new 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 I/4 inch. 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. Coast Geotechnical February 10,2006 W.O. P-479115 Page 15 The Rose Canyon Fault Zone is the nearest known active fault,located approximately 5.6 miles west of the property, 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 0.34g and a repeatable ground acceleration of 0.22g. Seismic Design Parameters (1997 Uniform Building Code) Soil Profile Type - SD Seismic Zone - 4 Seismic Source - Type B Near Source Factor(N j - 1.0 Near source Acceleration Factor(NJ - 1.0 Seismic Coefficients Ca= 0.44 C,= 0.67 Design Response Spectrum T,=0.607 To=0.121 Nearest Type B Fault- 8.9 km UtiEV 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 February 10,2006 W.O. P-479115 Page 16 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. Preliminary Pavement Design The following pavement design is the minimum city standard and may need to be revised based on 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 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. Coast Geotechnical February 10,2006 W.O. P-479115 Page 17 Drainage Specific drainage patterns should be designed by the project designer or engineer. However, in general, pad water should be directed away from foundations and around the structure to the driveway. Roof water should be collected and conducted to hardscape or the street,via non-erodible devices. Pad water should not be allowed to pond or flow onto slopes. 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. Plan --=w 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. Coast Geotechnical February 10,2006 W.O. P-479115 Page 18 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 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 Coast Geotechnical February 10,2006 W.O. P-479115 Page 19 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 ro'ects or p J extensions to this project except by agreement in writing with Coast Geotechnical. Coast Geotechnical February 10,2006 W.O. P-479115 Page 20 REFERENCES 1. 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. 2. Tan, S.S., and Giffen,D.G., 1995,Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, Plate 35E, Open-File Report 95-04, Map Scale 1:24,000. 3. 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 1"=750,0001 . 2. Geologic Map of the Encinitas and Rancho Santa Fe 7.5' Quadrangles, 1996, DMG Open File Report 96-02. 3. Scott, Warren, 2005, Site Plan, Poole Residence, 640 Rancho Santa Fe Road, Encinitas, California, Scale V= 4. U.S.G.S., 7.5 Minute Quadrangle Topographic Map, Digitized, Scale Variable. i i i i i i i i APPENDIX A i LABORATORY TEST RESULTS TABLE I Maximum Dry Density and Optimum Moisture Content (Laboratory Standard ASTM D-1557-91) Sample Location Max. Dry Density Optimum IP-C-fi- Moisture Content B-1 @ 2 . 0 ' -4 . 0 ' 126 . 2 10. 8 TAB---LE II Field Dry Density and Moisture Content Sample Field Dry Loc=ion Density Field Moisture -CR-C-f-L Content 0 B-1 @ 1 . 5 ' - B-1 @ 3 . 0 , 79 . 3 1085 7 . 5 . B-1 @ 5 . 0 ' 7 . 8 B-1 @ 7 . 0 ' 103 . 7 9 . 0 B-1 @ 8 . 51 102 . 0 11 . 9 105 . 6 13 . 9 B-2 @ 2 . 0 ' B-2 @ 5 . 0 ' 100 . 5 10 . 0 101 .2 10 . 9 B-3 @ 2 . 0 ' B-3 @ 5 . 0 ' 80 . 8 15 . 3 B-3 @ 7 . 0 , 108 . 3 11 . 4 110 . 0 13 . 8 P-479115 LOG OF EXPLORATORY BORING- NG NO. 1 DRILL RIG: PORTABLE BUCKET AUGER I I PROJECT NO. P-479115 BORING DIAMETER: 3.5" SURFACE ELEV.: 159' (Approximate) DATE DRILLED: 12-13-05 LOGGED BY: MB I I � I w w o ^ U � I I z i 3 UO v w O G Q a DO q O I 159.0 GEOLOGIC DESCRIPTION � 0.00 SM an FILL to gl Y T e -brn.fine and medium-grained sand,silty r:;i:;r•, 158.0 I _ 1.00 79.3 7.5 I 157.0 2.00 r 156.0 'f;' 108.5 1 7.8 3.00 .W1';'1*' > Note: Crushed rock encountered @ 3.5'-3.8',moved boring F p 155.0 4.00 154.0 103.7 ,1 9.0 � 5.00 .� I I TORREY SANDSTONE(Tt): Tan fine and medium-grain sandstone Slightly clayey I I I 153.0 6.00 :' I Weathered in upper 2'-3' 102.0 152.0 2.0 11.9 7.00 =: I I 161.0 a I 8.00 105.6 13.9 - clayey 150.0 :, .,-- 9.00 " I I I SHEET]OF 1 End of Boring @ 101 -- COAST GEOTECHNICAL L LOG OF EXPLORATORY BORING NO. 2 DRILL RIG: PORTABLE BUCKET AUGER PROJECT NO. P-479115 I BORING DIAMETER: 3.5" DATE DRILLED: 12-13-05 SURFACE ELEV.: 159' (Approximate) LOGGED BY: MB- I I i z i D I I W o .� u H x u x I o d '59.Od GEOLOGIC DESCRIPTION 0.00 r;¢ SM FILL(;li): Tan to Urn.fine and medium-grained san_,gilt} very moist i - 158.0 1.00 F H11H I _ 157.0 s 100.E 100 y __ 2.00 . -- TORKEY SANDSTnNF,(T0. Tan iiae and medium-grain sandstone ...... f Silty with red grey banding i 156.0 ----------- I i— 300 155.0 ...:........ I---- 400 L k �: ..� -,-ht1 clayey Sli �-- I g _- 154.0 .....•__„ 101.2 10.9 I 5.00 I i I i .. ........ i I I 1 I I .53.0 6- i End of Boring L 6.3' I SKEET 1 OF 1 -------- L_ _ _ COAST GEO T ECHNICAL LOG OF EXPLORATORY BORING N0. 3 DRILL RIG: PORTABLE BUCKET AUGER PROJECT NO. P-479115 I I BORING DIAMETER: 3.5" DATE DRILLED: 12-13-OS SURFACE ELEV.: 159' (Approximate) LOGGED BY: MB I I I � O I i U , o z ¢ W a Q I I a H a U r I Gn Q o CI 159.0 GEOLOGIC DESCRIPTION C 0.00 Tan fine and medium grained sand,silty 158.0 Apparent overexcavatior,for exist. structure �•«: 1.00 I 157.0 r: I 80.8 I 15.3 i 2.00 -< V. moist to wet 156.0 r- 3.00 '?b;- ; I Ci I � •`���s:, -- 1:5.0 �- a.00 I TO vRRE cANDSTOI�'E(Tt): Tan fire and medium-grain sandstone ! ! I o i C7 I Silty I Z 154.0 .......- I108.3 11.4 I 5.00 - - 153.0 - ------ �i I I ---.-. I V. moist in upper 2' � I 6.00 I-- 152.0 :.: :-: 110.0 i 13.8 I — 7.00 151.0 .... 8.00 .. End of Boring @ 8.5' SHEET I OF' -- �___ _ COAST GEOTECHNICAL U_ H o� O � CW7 a. E~ Q O x O U z c) d � oAv� H � w � ^N U y DO ICI U ® Cd r I � I Lu o a O o a I r `� / _ la I i ¢ C13 F-- I d \ U) � . I I Q I I U) I � � I I I I a-,a I I I I � I ' _ J I I I ' II I � I L — — — — — — — — — — — — — e I - APPENDIX B CALIFORNIA FAULT MAP POOLE 500 400 300 200 100 € SITE ®, 0 -200 T r, I i I I I- I i I I I 1 1 1 ; I I � -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-479115 DATE: 02-04-2006 JOB NAME: POOLE FAULT-DATA-FILE NAME: CDMGUBCR.DAT SITE COORDINATES: SITE LATITUDE: 33.0491 -. SITE LONGITUDE: 117.2355 UBC SEISMIC ZONE: 0.4 UBC SOIL PROFILE TYPE: SD NEAREST TYPE A FAULT: NAME: ELSINORE-JULIAN DISTANCE: 41.6 km NEAREST TYPE B FAULT: NAME: ROSE CANYON DISTANCE: 8.9 km NEAREST TYPE C FAULT: NAME: DISTANCE: 99999.0 km SELECTED UBC SEISMIC COEFFICIENTS: Na: 1.0 Nv: 1.0 Ca: 0.44 Cv: 0.67 Ts: 0.607 To: 0.121 --------------------------- SUMMARY OF FAULT PARAMETERS --------------------------- Page 1 ----------------------------------------------------------------------- I APPROX. ISOURCE MAX. SLIP FAULT ABBREVIATED IDISTANCEI TYPE I MAG. RATE I I TYPE FAULT NAME I (km) I (A,B,C) I (Mw) I (mm/yr) I (SS,DS,BT) ROSE CANYON I 8.9 I B I 6.9 I 1.50 I SS NEWPORT-INGLEWOOD (Offshore) I 21.6 I B I 6.9 I 1.50 I SS CORONADO BANK I 32.6 I B I 7.4 I 3.00 I SS ELSINORE-JULIAN I 41.6 I A I 7.1 I 5.00 I SS ELSINORE-TEMECULA I 41.9 I B I 6.8 5.00 SS EARTHQUAKE VALLEY I 62.7 I B I 6.5 I 2.00 I SS ELSINORE-GLEN IVY I 66.9 ( B I 6.8 I 5.00 I SS PALOS VERDES I 70.4 I B I 7.1 I 3.00 I SS SAN JACINTO-ANZA I 78.2 I A I 7.2 I 12.00 I SS SAN JACINTO-COYOTE CREEK I 81.6 I B I 6.8 I 4.00 I SS ELSINORE-COYOTE MOUNTAIN I 81.9 I B I 6.8 I 4.00 I SS SAN JACINTO-SAN JACINTO VALLEY I 82.4 I B I 6.9 I 12.00 I SS NEWPORT-INGLEWOOD (L.A.Basin) I 89.1 I B I 6.9 I 1.00 I SS CHINO-CENTRAL AVE. (Elsinore) I 90.7 I B I 6.7 I 1.00 I DS j ELSINORE-WHITTIER I 97.0 I B I 6.8 I 2.50 I SS SAN JACINTO - BORREGO I 98.5 I B I 6.6 I 4.00 I SS SAN JACINTO-SAN BERNARDINO I 107.6 I B I 6.7 I 12.00 I SS SAN ANDREAS - Southern I 111.5 I A I 7.4 I 24.00 I SS PINTO MOUNTAIN I 121.9 I B I 7.0 2.50 SS SUPERSTITION MTN. (San Jacinto) I 122.6 i B I 6.6 5.00 I SS SAN JOSE I 124.0 I B I 6.5 I 0.50 I DS CUCAMONGA I 127.5 I A I 7.0 I 5.00 I DS BURNT MTN. I 127.8 I B I 6.5 I 0.60 I SS SIERRA MADRE (Central) I 128.3 I B I 7.0 I 3.00 I DS ELMORE RANCH I 128.7 I B I 6.6 i 1.00 i SUPERSTITION HILLS (San Jacinto) I 130.3 I B I 6.6 4.00 SS ELSINORE-LAGUNA SALADA I 131.2 I B I 7.0 3.50 SS EUREKA PEAK I 132.2 I B I 6.5 I 0.60 I SS NORTH FRONTAL FAULT ZONE (West) I 133.8 I B I 7.0 I 1.00 I DS CLEGHORN I 136.3 I B I 6.5 I 3.00 I SS NORTH FRONTAL FAULT ZONE (East) I 139.1 I B I 6.7 I 0.50 I DS SAN ANDREAS - 1857 Rupture I 142.9 I A I 7.8 I 34.00 I SS RAYMOND I 143.5 I B I 6.5 I 0.50 I DS CLAMSHELL-SAWPIT I 143.7 I B I 6.5 0.50 DS LANDERS I 145.5 I B I 7.3 I 0.60 I SS BRAWLEY SEISMIC ZONE I 146.3 I B I 6.5 I 25.00 I SS VERDUGO I 147.7 I B I 6.7 I 0.50 I DS HOLLYWOOD I 150.8 I B I 6.5 I 1.00 I DS HELENDALE - S. LOCKHARDT I 150.9 I B I 7.1 0.60 SS LENWOOD-LOCKHART-OLD WOMAN SPRGS I 155.5 I B I 7.3 0.60 SS I IMPERIAL I 156.1 I A I 7.0 I 20.00 I SS EMERSON So. - COPPER MTN. I 157.4 I B I 6.9 0.60 SS SANTA MONICA I 158.5 I B I 6.6 I 1.00 I DS JOHNSON VALLEY (Northern) I 159.1 I B I 6.7 0.60 SS MALIBU COAST I 162.9 I B I 6.7 I 0.30 I DS PISGAH-BULLION MTN.-MESQUITE LK I 166.6 I B I 7.1 I 0.60 I SS --------------------------- SUMMARY OF FAULT PARAMETERS --------------------------- Page 2 ------------------------------------------------------------------------ I APPROX. ISOURCE MAX. I SLIP 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 168.6 I B I 6.7 I 2.00 I DS ANACAPA-DUME I 171.2 I B I 7.3 I 3.00 I DS SAN GABRIEL I 171.4 I B I 7.0 I 1.00 I SS CALICO - HIDALGO I 171.5 I B I 7.1 0.60 SS SANTA SUSANA I 184.1 I B I 6.6 I 5.00 I DS HOLSER I 193.0 I B I 6.5 I 0.40 I DS SIMI-SANTA ROSA I 200.6 I B I 6.7 I 1.00 I DS OAK RIDGE (Onshore) I 201.4 I B I 6.9 I 4.00 I DS GRAVEL HILLS - HARPER LAKE I 204.9 I B I 6.9 I 0.60 I SS SAN CAYETANO I 209.8 I B I 6.8 I 6.00 I DS BLACKWATER I 220.6 I B I 6.9 I 0.60 I SS VENTURA - PITAS POINT I 228.7 I B I 6.8 I 1.00 I DS SANTA YNEZ (East) I 229.6 I B I 7.0 I 2.00 I SS SANTA CRUZ ISLAND I 236.8 I B I 6.8 I 1.00 I DS M.RIDGE-ARROYO PARIDA-SANTA ANA I 239.4 I B I 6.7 I 0.40 I DS RED MOUNTAIN I 242.7 I B I 6.8 I 2.00 I DS GARLOCK (West) I 245.4 I A I 7.1 I 6.00 I SS PLEITO THRUST I 251.2 I B I 6.8 I 2.00 I DS -- BIG PINE I 257.0 I B I 6.7 I 0.80 I SS GARLOCK (East) I 259.2 I A I 7.3 I 7.00 I SS WHITE WOLF I 271.4 I B I 7.2 I 2.00 I DS SANTA ROSA ISLAND I 271.5 I B I 6.9 I 1.00 I DS SANTA YNEZ (West) I 274.6 I B I 6.9 I 2.00 I SS So. SIERRA NEVADA I 283.4 I B I 7.1 I 0.10 I DS OWL LAKE I 286.3 I B I 6.5 I 2.00 I SS PANAMINT VALLEY I 286.6 I B I 7.2 I 2.50 I SS LITTLE LAKE I 287.4 I B I 6.7 I 0.70 I SS TANK CANYON I 288.3 I B I 6.5 I 1.00 I DS DEATH VALLEY (South) I 294.0 I B I 6.9 4.00 SS LOS ALAMOS-W. BASELINE I 316.7 I B I 6.8 0.70 DS LIONS HEAD I 334.3 I B I 6.6 I 0.02 I DS DEATH VALLEY (Graben) I 336.6 I B I 6.9 I 4.00 I DS SAN LUIS RANGE (S. Margin) I 344.1 I B 7.0 I 0.20 I DS SAN JUAN I 344.9 I B I 7.0 I 1.00 I SS CASMALIA (Orcutt Frontal Fault) I 352.4 I B I 6.5 I 0.25 I DS OWENS VALLEY I 356.2 I B I 7.6 I 1.50 I SS LOS OSOS I 374.2 I B I 6.8 I 0.50 I DS HOSGRI I 380.0 I B I 7.3 I 2.50 I SS HUNTER MTN. - SALINE VALLEY I 381.6 I B I 7.0 I 2.50 I SS DEATH VALLEY (Northern) i 390.3 I A I 7.2 I 5.00 I SS INDEPENDENCE I 392.1 I B I 6.9 I 0.20 I DS RINCONADA I 395.2 I B I 7.3 I 1.00 I SS BIRCH CREEK I 448.6 I B I 6.5 I 0.70 I DS SAN ANDREAS (Creeping) I 451.5 I B I 5.0 I 34.00 I SS WHITE MOUNTAINS I 452.9 I B I 7.1 I 1.00 I SS DEEP SPRINGS I 471.2 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 475.8 I A I 7.0 I 5.00 I SS ROUND VALLEY (E. of S.N.Mtns.) I 483.8 I B I 6.8 I 1.00 I DS FISH SLOUGH I 491.4 I B I 6.6 I 0.20 I DS HILTON CREEK I 510.0 I B I 6.7 I 2.50 I DS HARTLEY SPRINGS I 534.4 I B I 6.6 I 0.50 I DS ORTIGALITA I 535.9 I B I 6.9 I 1.00 I SS CALAVERAS (So.of Calaveras Res) I 541.5 I B I 6.2 I 15.00 I SS MONTEREY BAY - TULARCITOS PALO COLORADO - SUR I 544.1 I B I 7.1 I 0.50 I DS QUIEN SABE I 545.1 I B I 7.0 I 3.00 I SS I 554.7 I B I 6.5 I 1.00 I SS MONO LAKE I 570.5 I B I 6.6 I 2.50 I DS ZAYANTE-VERGELES I 573.2 I B I 6.8 I 0.10 I SS SAN ANDREAS (1906) I 578.4 I A I 7.9 I 24.00 I SS SARGENT I 578.5 I B I 6.8 I 3.00 I SS ROBINSON CREEK I 601.8 I B I 6.5 I 0.50 I DS SAN GREGORIO I 619.5 I A I 7.3 I 5.00 I SS GREENVILLE I 628.2 I B I 6.9 I 2.00 I SS _. MONTE VISTA - SHANNON I 628.7 I B I 6.5 I 0.40 I DS HAYWARD (SE Extension) I 628.7 I B I 6.5 I 3.00 I SS ANTELOPE VALLEY I 642.2 I B I 6.7 I 0.80 I DS HAYWARD (Total Length) I 648.5 I A I 7.1 I 9.00 I SS CALAVERAS (NO.of Calaveras Res) I 648.5 I B I 6.8 I 6.00 I SS GENOA I 667.7 I B I 6.9 I 1.00 I DS CONCORD - GREEN VALLEY I 696.2 I B I 6.9 I 6.00 I SS RODGERS CREEK I 735.0 I A I 7.0 I 9.00 I SS WEST NAPA I 735.9 I B I 6.5 I 1.00 I SS POINT REYES I 753.9 I B I 6.8 I 0.30 I DS HUNTING CREEK - BERRYESSA I 758.3 I B I 6.9 6.00 SS MAACAMA (South) I 797.7 I B I 6.9 I 9.00 I COLLAYOMI I 814.6 I B I 6.5 I 0.60 I SS BARTLETT SPRINGS I 818.1 I A I 7.1 I 6.00 I SS MAACAMA (Central) I 839.4 I A I 7.1 I 9.00 I SS MAACAMA (North) I 898.9 I A I 7.1 I 9.00 I SS ROUND VALLEY (N. S.F.Bay) I 905.0 I B I 6.8 I 6.00 I SS BATTLE CREEK I 928.1 I B I 6.5 I 0.50 I DS LAKE MOUNTAIN I 963.5 I B I 6.7 I 6.00 I SS GARBERVILLE-BRICELAND I 980.6 I B I 6.9 i 9.00 I SS MENDOCINO FAULT ZONE 1 1037.0 I A I 7.4 I 35.00 I DS LITTLE SALMON (Onshore) 1 1043.6 I A I 7.0 5.00 DS MAD RIVER 1 1046.3 I B I 7.1 I 0.70 I DS CASCADIA SUBDUCTION ZONE 1 1050.7 I A I 8.3 I 35.00 I DS McKINLEYVILLE 1 1056.7 I B I 7.0 I 0.60 I DS TRINIDAD 1 1058.3 I B I 7.3 I 2.50 I DS FICKLE HILL 1 1058.7 I B I 6.9 I 0.60 I DS TABLE BLUFF 1 1064.2 I B I 7.0 I 0.60 I DS LITTLE SALMON (Offshore) 1 1077.5 I B I 7.1 I 1.00 I DS 0 _ Sri LO a/ o UQ w U-) 0 M Cf) - 0 -0 a CV5 a w � U U-) N U) O � O Q O 'L CL LO 0 (�] N � r w 111, o A ° _ 0 L 0 L oU') oLo oLo o LO N O I` LO N O I� LO N O N N N T- r r r O O O O (6) uoileaaIaOOy lealoadS 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. Subdraina,e 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. (1) 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) FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL EXISTING _ _ =r GROUND SURFACE =__ --- WORK TO BE DONE A. GENERAL 1. ALL WORK SHALL BE DONE IN ACCORDANCE W17H THESE PLANS, THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CON57RUC710N, THE DESIGN CONSTRUC77ON STANDARDS OF THE CITY OF ENCINITAS AND THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS. ANY CHANGES OR REVISIONS THEREFROM SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO ANY REQUEST FOR INSPECTON. 2 THE SOILS REPORT TITLED — PRELIMINARY GEOTECHNICAL INVESTIGATION -- PREPARED BY COAST 60TECHN,'C1L CONSULTING DATED FEBRUARY 10. 2006 SHALL BE CONSIDERED AS A PART OF THIS GRADING PLAN, ALL GRADING SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS AND SPECIFICATIONS CONTAINED IN 5410 REPORT. 3, APPROVAL OF THIS PLAN DOES NOT CONSTITUTE APPROVAL OF SIZES, LOCATION AND TYPE OF DRAINAGE FACILITIES, NOR OF IMPROVEMENTS WITHIN STREET R10HT -OF WAYS SEPARATE APPROVALS AND PERMITS FOR THESE SHALL BE REQUIRED IN CONJUNCTION WITH IMPROVEMENT PLANS 4. WRITTEN PERMISSION SHALL BE OBTAINED FOR ANY OFFSI7E GRADING, 5, CONTRACTOR SHALL TAKE ANY NECESSARY PRECAUTIONS REQUIRED TO PROTECT A(UACENT PROPERTIESDURING GRADING OPERATIONS ANYTHING DAMAMG£D OR DESTROYED SHALL BE REPLACED OR REPAIRED TO CONDITION EXISTING PRIOR TO GRADING, 6, THE DEVELOPER SHALL BE RESPONSIBLE THAT ANY MONUMENT OR BENCH MARK WHICH IS DISTURBED OR DESTROYED SHALL BE RE- ESTABLISHED AND REPLACED BY A REGISTERED CIVIL ENGINEER OR A LICENSED LAND SURVEYOR, 7 THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAGETY DEVICES INCLUDING SHORING, AND SHALL BE RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULA77ONS. 8, GRADING AND EQUIPMENT OPERATING WITHIN ONE -HALF (112) MILE OF A STRUC7URE FOR HUMAN OCCUPANCY SHALL NOT BE CONDUCTED BETWEEN THE HOURS OF 5:30 P.M. AND 7:30 AM NOR ON SATURDAYS, SUNDAYS AND CITY RECOGNIZED HOLIDAYS. 9, NO GRADING OPERATIONS SHALL COMMENCE UNTIL A PREGRADING MEETING HAS BEEN HELD ONSITE WITH THE FOLLOWING PEOPLE PRESENT* CITY INSPECTOR, CIVIL ENGINEER, SOILS ENGINEER, GRADING CONTRRACTOR AND PERMITTEE. THE PREGRAIDE MEETING SHALL BE SCHEDULED WITH THE CITY AT LEAST 48 HOURS IN ADVANCE BY CALLING (760) 633 -2600. 10. PRIOR TO HAULING DIRT OR CONSTRUCTION MATER TO ANY PROPOSED CONSTRUCTION S17F WITHIN THIS PROJECT THE DEVELOPER SHALL SUBMIT TO AND RECEIVE APPROVAL FROM 771E CITY ENGINEER FOR 77.E PROPOSED HAUL ROUTE. THE DEVELOPER SHALL COMPLY WITH ALL CONDITIONS AND REQUIREMENTS THE CITY ENGINEER MAY IMPOSE WITH REGARDS TO THE HAULING OPERATON, 11. UPON FINAL COMPLETION OF THE WORK UNDER THE GRADING PERMIT BUT PRIOR TO FINAL GRADING APPROVAL AND /OR FINAL RELEASE OF SECURITY, AN AS- GRADED CERTIFICATION SHALL BE PROVIDED STATING: 7HE GRADING UNDER PERMIT NO 1452-C. HAS BEEN PERFORMED IN SUBSTAN77AL CONFORMANCE WITH THE APPROVED GRADING PLAN OR AS SHOWN ON THE ATTACHED AS- CR.ADED PLAN" THIS STA7FMENT SHALL BE FOLLOWED BY THE DATE AND SIGNATURE OF THE CIVIL ENGINEER WHO CERTIFIES SUCH GRADING OPERATION 6 NOTIFICATIONS 1 E UTILITY THESE PLANS WERE OBTAINED BY A SEARCH OF AV LABLE RECORD UC ON To THE BEST OF OUR KNOWLEDGE THERE ARE NO EXISTING U77TITIES EXCEPT AS SHOWN ON 774£SE PLANS, HOWEVER: THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT ANY EXISTING UTILITIES OR STRUCTURES LOCA70 AT THE WORK SITE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE FOLLOWING OWNERS OF SAID UTILITIES OR STRUCTURES PRIOR TO ANY EXCAVATION, FOR VERIFICATION AND LOCATION OF U77YRES AND NOTIFICATION OF COMMENCEMENT OF WORK'' A, SEWER CARDIFF SANITATION DISTRICT — (760) 633 -2770 B. GAS & ELECTRIC - G WATER �tiU�uNH1:J 1-IU�li u)syrep Dt5r_- -1800- 227 -2600 (DIGA D. TELEPHONE I S COX COMMUNICATIONS (760) 806 -9809 E. CABLE N ADELPHTA COMMUNICATIONS (760) 931 -7000 2. CONTRACTOR SHALL NOTIFY THE CITY ENGINEER'S OFFICE 48 HOURS PRIOR TO BEGINNING ANY WORK ON THIS PROJECT. PHONE. (750) 633 -2600. 3• THE CONTRACTOR SHALL GIVE 24 HOURS NOTICE ON CALLS FOR INSPECTION, PHONE' (760) 633 -2600, ALL WORK PERFORMED WITHOUT BENEFIT OF INSPECTION WILL BE SUBJECT TO REJECTION AND REMOVAL C. GRADING 1. ALL GRADING SHALL BE OBSERVED AND TESTED BY A QUALIFIED SOILS ENGINEER OR UNDER HIS /HER DIRECTION. HE /SHE SHALL OBSERVE AND TEST THE EXCAVATION PLACEMENT AND COMPACTION OF FILLS AND 84CKFILLS AND COMPACTION OF TRENCHES. HE /SHE SHALL SUBMIT SOILS REPORTS AS REQUIRED AND WILL DETERMINE THE SUITABILITY OF ANY FILL MATERIAL UPON COMPLETION OF GRADING OPERATIONS HE /SHE SHALL STATE THAT OBSERVATIONS AND 7ESTS WERE MADE BY HIM /HER OR UNDER HIS /HER SUPERVISION AND THAT IN HIS /HER OPINION ALL EMBANKMENTS AND EXCAVATIONS WERE CONSTRUCTED IN ACCORDANCE WITH THE APPROVED GRADING PLANS AND THAT ALL EMBANKMENTS AND EXCVATIONS ARE ACCEPTABLE FOR THEIR INTENDED USE, 2. THE CONTRACTOR SHALL PROPERLY GRADE ALL EXCAVATED SURFACES TO PROVIDE POSITIVE DRAINAGE AND PREVENT PONDTNG OF WATER. HE /SHE SHALL CONTROL SURFACE WATER AND AVOID DAMAGE TO AO✓OIN /NG PROPERTIES OR TO FINISHED WORK ON THE SITE AND SHALL TAKE REMEDIAL MEASURES TO PREVENT EROSION OF FRESHLY GRADED AREAS UNTIL SUCH TIME AS PERMANENT DRAINAGE AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED. 3. ALL AREAS TO HE FILLED SHALL BE PREPARED TO BE FILLED AND FILL SHALL HE PLACED IN ACCORDANCE WITH STANDARD SPECIFICATIONS ALL VEGETABLE MATTER AND OBJECTIONABLE MATERIAL SHALL BE REMOVED BY THE CONTRACTOR FROM 7HE SURFACE UPON WHICH 7HE FILL IS TO B£ PLACED, LOOSE FILL AND ALLUVIAL SOILS SHALL BE REMOVED TO SUITABLE FIRM NATURAL GROUND. THE EXPOSED SOILS SHALL BE SCARIFIED TO A DEPTH OF 6" AND THEN COMPACTED TO A MINIMUM OF 90 PERCENT IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PLACE, SPREAD, WATER, AND COMPACT THE FILL IN STRICT ACCORDANCE WITH SPECIFICATIONS PLANS PREPARED BY: 475 PRODUCTION STREET, SAN MARCOS, CA. 92078 PHONE (760) 736 -2040 FAX (760) 736 -4866 a 0 C CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME 3 SOLE & COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF q THE CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS & PROPERTY; o THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY & NOT TO BE LIMITED N TO NORMAL WORKING HOURS &CONSTRUCTION CONTRACTOR AGREES TO DEFEND, INDEMNIFY & HOLD CO. OF SAN DIEGO & DESIGN PROFESSIONAL HARMLESS FROM ANY & ALL LIABILITY, y REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, G EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL: �~ REVISIONS APPROVED DATE REFERENCES 3 11 C. GRADING (COW -D) 4, CUT AND FILL SLOPES SHALL BE CUT AND TRIMMED TO FINISH GRADE TO PRODUCE SMOOTH SURFACES AND UNIFORM CROSS SECTIONS. THE SLOPES OF IXCAVATIONS AND EMBANKMENTS SHALL BE SHAPED, PLANTED AND TRIMMED AS DIRECTED BY THE ENGINEER OF WORK AND LEFT IN A NEAT AND ORDERLY CON0177ON, ALL STONES, ROOTS AND OTHER WASTE MATTER EXPOSED OR EXCAVATION OR EMBANKMENT SLOPES WHICH ARE LIABLE TO BECOME LOOSENED SHALL BE REMOVED AND DISPOSED OF THE FOE AND TOP OF ALL SLOPES SHALL BE ROUNDED IN ACCORDANCE WITH THE GRADING ORDINANCE 5. ALL TREES, BRUSH, GRASS, AND OTHER OBJECTONABLE MATERIAL SHALL BE COLLECTED, PILED OR OTHERWISE DISPOSED OF OFF THE SITE BY THE CONTRACTOR SO AS TO LEAVE THE AREAS THAT HAVE BEEN CLEARED WITH A NEAT AND FINISHED APPEARANCE FREE FROM UNSICHTLY DEBRIS, APPROVAL OF LOCATION OF DEBRIS FILL SHALL BE SECURED FROM THE SOILS ENGINEER AND C17Y ENGINEER PRIOR TO THE DISPOSAL OF ANY SUCH MATERIAL, D. EROSION CONTROL 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT BRUCE POOLE AT X760) 632 -9222 24 HOURS. 2 EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON (OCTOBER 1 TO APRIL 15). ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE ON OCTOBER 1 AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS IMMINENT. J. DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF 7HE ENGINEERING INSPECTOR. 4, THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE C17Y ENGINEER AFTER EACH RUN -OFF PRODUCING RAINFALL. 5. THE CONTRACTOR SHALL INSTALL AD9177ONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO AN INCOMPLE7£ GRADING OPERATION OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 6. THE CON7RACTOR SHALL BE RESPONSIBLE AND SHAM TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC 7R£SPASS ONTO AREAS WHEN IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. 7 ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPOR47ED HEREON 8, GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORK DAY, 9, ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT 7HE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (401-.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL, 10. SHOULD GERMINA77ON OF HYDRO- SEEDED SLOPES FAIL TO PROVIDE EFFEC77VE COVERAGE OF GRADED SLOPES (90 9 COVERAGE) PRIOR TO NOVEMBER 15, THE SLOPES SHALL BE STABILIZED WITH PUNCHED STRAW INSTALLED IN ACCORDANCE WITH SECTION 35023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE STATE OF CAUFORNA DEPARTMENT OF CONSERVATION E. HYDRO —SEED 1, HYDRO- SEEDING SHALL BE APPLIED TO ALL SLOPES THAT ARE ORWED 6:1 (HORIZONTAL TO VERTICAL) OR STEEPER WHEN THEY ARE: A. THREE FEET OR MORE IN HEIGHT IN FILL AREAS B. 5 FEET OR MORE IN HEIGHT IN CUT AREAS, UNLESS SLOPE IS NOT SUBJECT TO EROSION DUE TO THE EROSION RESISTANT CHARACTER OF THE MATERIAL AS APPROVED BY THE CITY ENGINEER. 2, IRRICATION SHALL MAINTAIN FHE MOISTURE 1EVEL OF THE SOIL AT THE OPTIMUM LEVEL FOR THE GROWTH OF THE HYDRO- SEEDED GROWTH. 3 HYDRO- SEEDING MIX SHALL CONSIST OF ALL THE FOLLOWING 1, SEED MIX SHALL CONSIST OF NO LESS THAN: A. 20 IRS, PER ACRE OF ROSE CLOVER R 20 IRS, PERACRE OF ZORRO FESCUE C. 3 LBS, PER ACRE OF E SCHOOL CIA CALIFORNICA D. 4 LBS, PER ACRE OF ACHILLEA MILL£FOLIA E. 3 LBS PER ACRE OFALYSSUM (CARPET OF SNOW) F. 112 LB. PER; ACRE OF DIMORPHOLECA G ITEMS C, D, E, AND F OF THIS SUBSECTION MAY BE OMITTED ON LOCATIONS WHERE THE AREA BEING HYDRO - SEEDED IS NOT VISIBLE FROM EITHER A PUBLIC 57REET OR RESIDEN774L STRUCTURES. H ITEM "A" OF THIS SUBSECTION MUST BE INOCULATED WITH A NITROGEN FIXING L34CTERA AND APPLIED DRY EITHER BY DRILLING OR BROADCASTING BEFORE HYDRO - SEEDING. L ALL SEED MATERIALS SHALL BE TRANSPORTED TO THE JOB -SITE IN UNOPENED CONTAINERS WITH THE CAUFORNM DEPARTMENT OF FOOD AND CER77FTC4770N TAG ATTACHED 70, OR PRINTED ON S41D CONTAINERS J NON -PHYTO -TOXIC WETTING AGENTS MAYBE ADDED TO 7HE HYDRA -SEED SLURRY AT THE DISCRETION OF THE CONTRACTOR. 2, TYPE 1 MULCH APPLIED AT THE RATE OF NO LESS THAN 2, 000 LBS. PER ACRE. TYPE 6 MULCH (STRAW) MAY BE SUBSTITUTED, ALL OR PART FOR HYDRAULICALLY APPLIED FIBER MATERNAL WHEN STRAW IS USED IT MUST BE ANCHORED 70 THE SLOPE BY MECHANICALLY PUNCHING NO LESS THAN 50% OF THE STRAW INTO THE SOIL. J FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE SULFATE, 16 -20 -0, WI7H 159<' SULFUR APPLIED AT THE RATE OF 500 LBS PER ACRE AREAS TO BE HYDRO- SEEDED SHALL BE PREPARED PRIOR TO HYDRO- SEEDING BY, 1. ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMBINA77011 OF' A. TR40K_WALKING SLOPES STEEPER THAN 6:1. B. RIPPING AREAS THAT WILL NOT BREAK UP USING ITEM A "ABOVE. 2, CONDITIONING THE SOIL SO THAT IT IS SUITABLE FOR PLAN77NG BY.• A. ALUUSTING THE SURFACE SOIL MOISTURE TO PROVIDE A DAMP BUT NOT SATURATED SEED BED. B, TIE ADDITION OF SOIL AMENDMENTS, PH ADJUSTMENT, LEACHING OR COVERING SALINE SOILS TO PROVIDE VIABLE CONDITIONS FOR GROWTH, HYDRO- SEEDED AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNTIL THE PROJECT IS PERMANENTLY LANDSCAPED OR, FOR AREAS WHERE HYDRO- SEEDING IS 7HE PERMANENT LANDSCAPING, UNTIL THE PROJECT IS COMPLETED AND ALL SECURITY RELEASED. DATE BENCH MARK SCALE Description: CITY OF ENCINITAS' BENCHMARK NO. ENC -20, 2 -112" BRASS DISK Location: SW, COR, CONCC, PAD FOR F.H. E. SIDE HORIZONTAL AS NOTED RHO SANTA FE AND 100' S. £L CAMINO DEL NORTE VERTICAL AS NOTED Elev: 118:41' Datum: MS.L. STORM WATER POLLUTION CONTROL NOTES FOR GRADING AND BUILDING, PLANS CONCRETE WASHOUT - CON7RACTOR SHALL ESTABLISH AND USE AN ADEOUAAELYSIZED CONCRETE WASHOUT AREA TO CONTAIN WASHOUT WA57ES ON SITE. IT IS ILLEGAL TO WASH CONCRETE, SLURRY, MORTAR, STUCCO, PLASTER AND THE LIKE INTO THE STORMWATER CONVEYANCE SYSTEM OR ANY RECEMNG WATER, CONTRACTOR SHALL POST A SIGN DESTNARNG THE WASHOUT LOCATION. CONSTRUCTION SITE ACCESS - A STABILIZED CONS7RUCTION SITE ACCESS SHALL BE PROVIDED FOR VEHICLES EGRESS AND INGRESS TO PREVENT ]RACKING DIRT OFF SITE THIS SHAiL INCLUDE USING MATERIAL SUCH AS GRAVEL AND /OR CORRUGATED STEEL PANELS /PLATES CONSTRUCTION VEHICLES - A SPECIFIC AREA AWAY FROM GUT7ERS AND STORMDRAIN SHALL BE DESIGNATED FOR CONSTRUCTION VEHICLES PARKING, VEHICLE REFUELING, hD ROUTINE EQUIPMENT MAINTENANCE ALL MAJOR REPAIRS SHALL BE MADE OFF -SITE. EROSION CONTROL - EROSION CONTROL MUST BE PROVIDED FOR ALL EROSIV£'SURFACES SLOPED SURFACES ESPECIALLY SHALL BE PROTECTED AGAINST EROSION BY INSTALLING EROSION RESISTANT SURFACES SUCH AS EROSION CONTROL M475, ADEQUA7E GROUND COVER VEGETA770N, AND BONDED FIBER MATRIX - NO EXC.VA77ON AND GRADING ACTIVIT7£S ARE ALLOWED DURING WET WEATHER. - DIVERSION DIKES SHALL BE CONSTRUCTED TO CHANNEL RUNOFF AROUND THE CONSTRUCTION SITE. CONTRACTOR SHALL PROTECT CHANNELS AGAINST EROSION USING PERMANENT AND TEMPORARY EROSION CONTROL MEASURES - REMOVE EXISTING VEGETA77ON ONLY WHEN ABSOLUTELY NECESSARY. LARGE PROJECTS SHALL BE CONDUC70 IN PHASES TO AVOID UNNECESSARY REMOVAL OF THE NATURAL GROUND COVER, 00 NOT REMOVE TREES OR SHRUBS UNNECESSARILY; THEY HELP DECREASE EROSION. - TEMPORARY VEGETA77ON MUST BE PLANTED ON SLOPES OR WHERE CONSTRUC770N IS NOT IMM£DLOFLY PLANNED FOR EROSION CONTROL PURPOSES. EROSION SHALL BE PREVENTED BY PLANTING FAST - GROWING ANNUAL AND PERENNIAL GRASSES TO SHIELD AND BIND THE SOIL - PLANT PERMANENT VEGETATION AS SOON AS POSSIBLE, ONCE EXCAVA7ON AND GRADING ACTIVITIES ARE COMPLETE. - WATER USAGE FOR DUST CONTROL SHALL BE MINIMIZED, ON -WE CONSTRUCTON MATERIAL STORAGE - STORED MATERIALS SHALL BE CONTAINED IN A SECURE PLACE TO PREVENT SEEPAGE AND SPILLAGE. CONTRACTOR SHALL STORE 7HES£ PRODUCTS WHERE THEY WILL STAY DRY OUT OF THE RAIN, CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT FOR ALL FUEL STORED ON -SITE - ELIMINATE OR REDUCE POLLUTION OF STORMWATER FROM STOCKPILES KEPT ON -SITE. STOCKPILES MAY INCLUDE SOIL, PARING MATERIALS, ASPHALT CONCRETE, AGGREGATE BASE, ETC. STOCKPILES SHALL BE LOCATED AWAY FROM CONCENTRATED STORMWA7ER FLOWS AND STORMORAIN INLETS, STOCKPILES SHALL BE COVERED OR PROTECTED WITH SOIL STABILIZATION MEASURES AND PROVIDED WITH A 7EMPORARY SEDIMENT BARRIER AROUND THE PERIMETER AT ALL TIMES. TRAINING CONTRACTORS' EMPLOYEES WHO PERFORM CONS7RUCTION IN THE CITY OF ENCINITAS SHALL BE TRAINED 70 BE FAMILIAR' WITH FHE .CITY OF ENCINITAS STORMWA7ER POLLUTION CONTROL REQUIREMENTS. THESE 8MP. NOTES SHALL BE AVAILABLE TO EVERYONE WORKING ON SITE. THE PROPERTY OWNER(S) AND THE PRIME CONTRACTOR MUST INFORM SUBCONTRACTORS ABOUT STORMWATER REQUIREMENTS AND THEIR OWN RESPONSIB /LITI£S. WASTE MANAGEMENT CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY DISPOSING OF ALL WAS7F AND UNUSED CONSTRUCRON MATERIALS DUMPING OF UNUSED OR WASTE PRODUCTS ON THE GROUND, WHERE WATER CAN CARRY THEM INTO THE CONVEYANCE SY57FM IS STRICTLY PROHIBITED. - NO SEEPAGE FROM DUMPS7ERS SHALL BE DISCHARGED INTO STORMWATER. BERMS /DIKES SHALL BE PLACED AROUND DUMPS7ERS TO DIVERT 7HE NATURAL STORM RUNOFF. DUMPSTERS SHALL BE CHECKED fREQUENTLY FOR LEAKS DUMPS7FR LIDS SHALL REMAIN CLOSED AT ALL TIMES DUMPSTERS WITHOUT LIDS SHALL BE PLACED WITHIN S7RUC7URES WITH 1MPERV70US ROOFING OR COVERED WITH TARPS IN ORDER TO AVOID R41N CONTACT WITH ANY TRASH MATERIAL. MANY CONSTRUCTION MATERIALS, INCLUDING SOLVENTS, WATER -BASED PAINTS, VEHICLE FLUIDS, BROKEN ASPHALT AND CONCRETE, WOOD, AND CLEARED VEGETA77ON CAN BE RECYCLED, NON- RECYCLABLE MATERIALS MUST BE TAKEN TO AN APPROPR14TE LANDFILL OR DISPOSED OF AS HAZARDOUS WASTE FOR INFORMATION ON DISPOSAL OF HAZARDOUS MATERIAL, CALL THE HAZARDOUS WASTE H07LINE TOLL FREE AT (800) 714 -1195. FOR INFORMATION ON LANDFILLS AND TO ORDER DUMPSTRS CALL £DCO AT (760) 436 -4151. POLLUTANTS SHALL BE KEPT OFF EXPOSED SURFACES PLACE TRASH CANS AND RECYCLING RECEPTACLES AROUND THE SITE. PORTABLE TOILETS MUST BE IN GOOD WORKING ORDER AND CHECKED FREQUENRY FOR LEAKS, CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT AND LOCATE PORTABLE TOILETS AWAY FROM STORMORAIN INLETS ON PERVIOUS SURFACES ALL CONS7RUCTION DEBRIS SHALL BE KEPT AWAY FROM THE STREET, GUTTER, AND STORMDRAIN. CON7RACTOR MUST ROUTINELY CHECK AND CLEAN UP MATERIAL THAT MAY HAVE TRAVELED AWAY FROM CONSTRUCTION SI7E OWNER'S CERTIFICATE IT IS AGREED THAT FIELD CONDITIONS MAY REQUIRE CHANGES TO THESE PLANS, IT IS FURTHER AGREED THAT THE OWNER (DEVELOPER) SHALL HAVE A REGISTERED CIVIL ENGINEER MAKE SUCH CHANGES, ALTERATIONS OR ADDITIONS TO THESE PLANS WHICH THE CITY ENGINEER DETERMINES ARE NECESSARY FOR AND DESIRABLE FOR THE PROPER COMPLETION OF THE IMPROVEMENTS, 1 HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLIGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER ALL GRADING ACTIVITY AND ADVISE OF THE COMPACTION AND STABILITY OF THE SITE. SIGNATURE I DATE: `%-I -06 BRUCE 75 THE UNDERSIGNED ENGINEER AGREES THAT THE WORK PERFORMED BY THE ENGINEER SHALL COMPLY WITH THE GENERALLY ACCEPTED STANDARDS AND PRACTICES OF THE ENGINEER'S TRADE OR PROFESSION, THE ENGINEER FURTHER AGREES THAT THE WORK PERFORMED HEREIN SHALL BE IN ACCORDANCE WITH THE RULES AND REGULATIONS REQUIRED BY THE CITY OF ENCINITAS THE ENGINEER AGREES THAT ANY PLANCHECK OR REVIEW PERFORMED BY THE CITY OF ENCINITAS IN ITS CAPACITY AS A PUBLIC ENTITY FOR THE PLANS PREPARED BY THE ENGINEER IS NOT A DETERMINATION BY THE CITY OF ENCINITAS OF THE TECHNICAL SUFFICIENCY OR ADEQUACY OF THE PLANS OR DESIGN, AND IT THEREFORE DOES NOT RELIEVE THE ENGINEER OF RESPONSIBILITY FOR THE PLANS OR DESIGN OF IMPROVEMENTS BASED THEREON THE ENGINEER AGREES TO INDEMNIFY AND HOLD HARMLESS THE CITY OF ENCINITAS AND ITS OFFICERS, AGENTS, AND EMPLOYEES FROM PROPERTY DAMAGE OR BODILY INJURY ARISING SOLELY FROM THE NEGLIGENT ACTS, ERRORS, OR OMISSIONS OF THE ENGINEER AND HIS /HER AGENTS OR EMPLOYEES ACTING WITHIN THE COURSE AND SCOPE OF SUCH AGENCY AND EMPLOYMENT AND ARISING OUT OF THE WORK PERFORMED BY THE ENGINEER. BY - / DATE.' �Z' t)a pFESSI RICHARD W, HARTLEY eR w.Z� RCE NO 20934 p No. 20934 SPEAR & ASSOCIATES, INC. it P. -30-07 475 PRODUC77ON STREET SAN MARCOS, CA. 92078 rlq CIVIC ��� (760)736 -2040 <` OF OAL\E PROJECT NO. 05 -290 SOILS ENGINEERS CERTIFICATE T, IY4ek .9g weUI V fA4V Soigha A REGISTERED CIVIL ENGINEER IN THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION BETWEEN THE DATES 7 --T-o1, AND 2-14-,54- ONE COMPLETE COPY OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN.SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. FURTHERMORE, I HAVE REVIEWED THESE GRADING PLANS AND CERTIFY THAT THE RECOMMENDATIONS INCLUDE) 7N 7HE SOILS REPORT FOR THIS PROJECT HAVE BEEN INCORPORATED IN THE GRADIN7'' PLANS AND SPECIFICATIONS. p :, X.' // s' SIGNED.- k6 fob/ J tddw � ems® �P .2109 Exp. 5 -31 -08 RCE NO.: CECIL_ /oT E 79Z CERTIFIED ENGINEERING EXP. DATE.' r-31-00 , /e 31-b 7�GEOLOGIST COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLIGIS7S c OF CAl CFO 779 ACADEMY DRIVE SOLANA BEACH, CA. 92075 (858) 755 -8622 FAX (858) 755 -9126 -an IMPERVIOUS PAVEMENT GARAGE 835 S.F. DRIVEWAY 2752 S.F. DRIVEWAY (REMOVED) 2859 S.F. NET INCREASE IN IMPERVIOUS AREA 532 SF. 782 Exp. 12-31-07 R 0 WORK TO BE DONE: IMPROVEMENTS CONSIST OF THE FOLLOWING WORK TO BE DONE ACCORDING TO THESE PLANS; THE CURRENT SAN DIEGO COUNTY DEPARTMENT OF PUBLIC WORKS STANDARD SPECIFICATIONS AND SPECIAL PROVISIONS FOR IMPROVEMENT OF SUBDIVISION STREETS AND STANDARD REFERENCE DRAWINGS. LEGEND IMPROVEMENTS STD. DWG. PROPERTY BOUNDARY EXISTING CONTOURS PROPOSED SPOT ELEVATIONS EXISTING SPOT ELEVATIONS FLOW ARROWS SILT FENCE Q SC -1 CIN�TASY -� �N -R- i �� S LEGAL DESCRIPTION QUANTITY TEE vIN.'l IT !. MAP NO SCALE TBM: 1147, J -6 A PORTION OF BLOCK 50 IN THE COLONY OF OLIVENHAIN, CITY OF ENCINITAS, ACCORDING MAP THEREOF NO. 326, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, JULY 18, 1885. APN: 265 - 355 -07 -00 SITE ADDRESS 640 RANCHO SANTA FE ROAD ENCINITAS, CA 92024 -6542 PERMITTEE BRUCE AND LAURIE POOLE 640 RANCHO SANTA FE ROAD ENCINITAS, CA. 92024 -6542 (760) 632 -9222 EARTHWORK: CUT = 50 C.Y. FILL = 50 C,Y. IMPORT /EXPORT = 0 C. Y. REMEDIAL = 150 C. Y. G k V D $ 62006 D I GALERT CALL BEFORE YOU DIG 1- 800 - 227 -2600 48 HOURS NOTICE REQUIRED vp !8961h6 c� I F-1 O CITY OF ENCINITAS ENGINEERING SERVICES DEPARTMENT DRAWING N0. EZ SPECIAL DISTRICT W PLANS PREPARED UNDER SUPERVISION OF SIMPLIFIED GRADING AND EROSION CONTROL PLAN FOR: 218 -SG � W DATE ;NO ley 640 RANCHO SANTA FE ROAD z o z R.C.E. 2 934 IC ARD W, HART EY EXP. 9 -30 -07 SHEET 1 OF 3 z WORK PROJECT NO. PC #----- - - - - -- w Q ,I I I F s z a o 0 nt 0 C.� 0 U OZ) co H CO �Z^ O 0 arc roc° P4 w �4 wUz w z�z cD o 0 0 wQ� a a m 0 N N N b 0 s N N F 0 a AND STORM WATER POLLUTION / CO / N 2 i 1 0 S�3'7 10 5 0 10 20 30 SCALE. • 1 " = 10' REVISIONS JOB N0, PREVENTION PLAN APPROVED DATE REFERENCES DATE BENCH MARK SCALE Description: CITY OF £NCINITAS BENCHMARK N0, 1G ENC -20, 2 -112" BRASS DISK Location: S.W. COR, CONC, PAD FOR F.H. E. SIDE HORIZONTAL AS NOTED RHO SANTA FE AND 100' S EL CAMINO DEL NORTE VERTICAL AS NOTED Elev. I fB41 ' Datum: M.SL, SPECIAL DISTRICT PLANS PREPARED UNDER SUPERVISION OF DATE C.E . N .; 934 RICHARD W. RAPT LEY EXP. 9 -30 -07 F� ONTD CURB GS OVERLAP I _ __��� 3 FT (0.9 M) MIN. RUNOFF ACTS A!�S SPILLWAY THREE ENDS OVERLAPPEDEL BAGS GRAVEL BAGS NO SCALE 1. SET POSTS AND EXCAVATE A 4 BY 4 IN (10 BY 10 CM) TRENCH UPSLOPE FROM AND ALONG THE LINE OF POSTS. 101" —`I I 4 IN (1O CM) 2. ATTACH THE FILTER FABRIC TO 3, BACKFILL AND COMPACT THE THE FENCE AND EXTEND IT EXCAVATED SOIL, INTO THE TRENCH. ((( III I III I I I FILTER FABRIC Q�) III I I I �y m SILT FENCE NO SCALE 1 -1/2' CRUSHED ROCK PUBLIC TRAVELLED ROADWAY 50'MIN, PROFIL 8' MIN. PUBLIC TRAVELLED EXISTING GROUND ROADWAY ' 24RA 14'MINPLAN PROVIDE APPROPRIATE TRANSITION BETWEEN STABILIZED CONSTRUCTION ENTRANCE AND PUBLIC TRAVELLED ROADWAY c� 0 STABILIZED CONSTRUCTION ENTRANCE NO SCALE U 4 w. y No 20934 EXP. 9 -30 -07 �✓le. CIVIC. n�l� CITY OF EN(:::INITAS ENGINEERING SERVICES DEPAR I SIMPLIFIED GRADING AND EROSION CONTROL PLAN FOR: 640 RANCHO SANTA FE ROAD WORK PROJECT NO. j o q o� �w I �C\j Ln �Ew;�� Q4 C2 =n' C�2 V1� I O G cO DRAWING N0, V) .. 218 -SG w w zoz = SHEET 3 OF 3 =0 cl- Lij