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2002-7393 G/CN NGINEERING SER VICES DEPAR TMENT City o� R Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering June 16, 2004 A_ ttn: Southwest Community Bank 277 N. El Camino Real Encinitas, California 92024 RE: Blehm, Eric and Lorien 2160 Oxford Avenue APN 260-403-10,11 Grading permit 7393-G Final release of security Permit 7393-G authorized earthwork, private drainage improvements, and erosion control, all as necessary to build/prepare this project. The Field Inspector has approved this project. Therefore, a release of the remaining security deposit is warranted. Time Certificate of Deposit Account 018005736, in amount of$3,942.37, can hereby be released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Masih Maher JJy L ' bach Senior Civil Engineer Finance Manager Field Operations Financial Services cc Jay Lembach,Finance Manager Blehm,Eric and Lorien Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 '1-D[) 760-633-2700 recycled paper T City oNGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering June 2, 2003 Attn: Southwest Community Bank 277 N. El Camino Real Encinitas, California 92024 RE: Blehm, Eric and Lorien 2160 Oxford Avenue APN 260-403-10,11 Grading permit 7393-G Partial release of security Permit 7393-G authorized earthwork, private drainage improvements, and erosion control, all as necessary to build/prepare this project. The rough grading has been approved by the Field Inspector, therefore, a partial release of security. Certificate of Deposit Account 018004796, in the amount of$15,769.49, may be reduced by 25% to $3,942.37. The document original will be returned when the project is complete. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Sincerely, r� Masih Maher 6?y1fmbaVch Senior Civil Engineer Finance Manager Field Operations Financial Services CC Jay Lembach,Finance Manager Blehm,Eric and Lorien Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper City OoNGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep lem shment/Stormwater Compliance Subdivision Engineering Traffic Engineering June 23, 2003 Attn: Southwest Community Bank 277 N. El Camino Real Encinitas, California 92024 RE: Blehm, Eric and Lorien 2160 Oxford Avenue APN 260-403-10,11 Grading permit 7393-G Final release of security Permit 7393-G authorized earthwork, private drainage improvements, and erosion control, all as necessary to build/prepare this project. This security has been replaced by a new 25% CD therefore, this can be released in entirety. Certificate of Deposit Account 018004796, in the original amount of$15,769.49, and was reduced by 25% to $3,942.37, can hereby be released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Masih Maher ay Lembach Senior Civil Engineer Finance Manager Field Operations Financial Services CC Jay Lembach,Finance Manager Blehm,Eric and Lorien Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper ' am BARRY AND ASSOCIATES GEOTEEI-INICAL ENGINEERING P.O. Box 230348 Encinitas, CA 92023-0348 >FE2 (760)753-9940 December 7 , 1998 Mr. Dale Hansen 6178 Eastbrook Avenue Lakewood, California 92713 ( ' I�ftr ECSNICAL INVESTIGATION eft, ` E!UiCE� S bject,, -PRELIMINARY GEflT :� . �`�� ;�� `" Proposed Single Family Residence oxford Avenue Cardif f, california 92007 Dear Mr. Hansen, ` e request, v t chninvestigation l investigati at the subjectt site for r the proposed e single family residence. The findings of the investigation, laboratory test results and recommendations for grading -and foundation _design are presented in this report. From a geotechnical point of view, it is our opinion that the site is suitable for the proposed residence and garage, provided the recommendations in this report are implemented during the design and construction phase. 2f -you have any questions, please contact us at (760) 753-9940 . Respectfully submitted, A.R. BARRY AND ASSOCI FEU, 1A � coo11` A.R. Bar . U Esp.3131102 Principal Engine a °, 2W OF�A1, PRELIMINARY GEOTECHNICAL INVESTIGATION Proposers Single Family Residences Oxford Avenue Cardiff, California 92007 Prepared For Dale Hansen 6178 Eastbraak Avenue Lakewood, California 92713 December 7, 1998 W.O. P-1637 Prepared By: A.R. BARRY AND ASSOCIATES P.O. Box 230348 Encinitas, CA 92023-0348 t TABLE OF CONTENTS INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 SITE CONDITIONS. . . . . . . . . . . . . . . . . . . . . . . .... .- ... . . . . . . . . . . . .2 PROPOSED DEVELOPMENT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 SITE INVESTIGATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2 LABORATORY TESTING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 GEOTECHNICAL CONDITIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 A. SOIL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 B. EXPANSIVE SOIL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 C. GROUNDWATER. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 D. LIQUEFACTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 CONCLUSIONS AND RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . .4 A. GENERAL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4 B. FOUNDATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4 D. SLABS 09 GRADE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 E. DRIVEWAY. . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . - - -5 G. DRAINAGE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 H. FOOTING INSPECTION . . . .-..-._.- .-.-. . . . . . . . . . . . . . . . . . .6 M I. PLAN REVIEW. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6 LIMITATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 APPE ICES APPENDIX A. . . . . . . . . . . .VICINITY MAP SITE PLANS BY ARCHITECT December 7, 198-8 W.O. #P-1637 Page 2 INTRODUCTION This report presents the results of our preliminary geotechnical Investigation. The purpose of this study is to evaluate the nature and characteristics of the earth materials underlying the property and their influence on the proposed single family residences. SITE CQ ITI®113$ The property is located on the west side of Oxford Avenue between. Liverpool Drive and Chesterfield Drive in Cardiff, California. The property slopes downward from Oxford Avenue to the west at a average slope of 18% to the alley to the west of the property. Y The adjacent lots to the north and south are developed with 2 story single family residences. Vegetation on the lot consists of dry w ed.s_ PROPOSED DEVELOPMENT Plans for the project were prepared by DZN Partners, Architecture, of Encinitas, California. The plans provide for a one and two story single family residence with two attached garages, one with access off Oxford Avenue and one with access off the alley. S1JZ IMVESTIGATI[1N Three-- backhoe trenches- were- excavated to a maximum depth of 10 ? r-.- Earth, materi-als encountered were visually classified and logged by our field engineer. Bulk samples were obtained and transported to member 7, 1998 W.O. *P-1637 Page 3 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 Logs. GEO �CH1VjCAL CONDITI�S The site contains gray silty clayey sand and sandy clay to the bottom of the excavations. Expansive soil Soils encountered in our trenches have a expansion potential in the mediumft to high range. 'Groundwater Zroundwater was not -encountered and -growdwater -relate-d-Problem are not anticipated during construction. Lictuertac inn The soils on the site are not considered subject to seismically induced liquefacti.on due to such factors as soil density, sand Particle size, and lack of groundwater. owl December 7, 1998 W.O. #P-1637 Page 4 CONCLUSIONS AND RECOMMEN TIONS General The on site soils are suitable for the proposed project and for the support of the proposed structures, provided the recommendations in �[ this report are implemented during the design and construction �1 phase. Foundation Footings for the ro P Posed residence and garage should be a miUiMuM of 15" wide and fOUnded a minimum of 1S" and 24-1 below grade for one and 2 story portions of the structure. Depth of retaining wall footings will determined by the structural engineer or 3 feet below the lowest adjacent grade. A 12-inch-by-l2-inch grade beam should be placed across the garage opening. Footings �I founded a minimum of 18- and 24" below grade may be designed for a f� bearing value of 1000 psf, and 1500 psf. The bearing values indicated above are for the total of dead and applied live loads. These value s may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces.. 1 Resistance to lateral load will be provided by friction acting at the base of foundations and passive earth pressure. A coefficient of friction of 0.2 should be used with dead-load forces. A passive Itearth pressure of 200 pounds per square foot, per foot of depth of . Mecmnber 7., 1998 W.O. #P-1637 Page 5 fill penetrated to a maximum of 1500 pounds should be used in the design. Minimum requirements for reinforcing steel should be 4-#5 bars, 2 placed' 31' from the bottom of- the footing and 2 placed 1. 5" below the top -of the tooting. Reinforcing =steel for the retalning Walls will be designed by the structural engineer with the soil par-ameter-s given in this -report. AIA12s on ara e Slab -on grade -should be a minimum of 5 inches thick -and -re-intoxced in both directions with Igo. 4 bars, placed 14 inches on center. This -assumes that .expnmsive soil will be present at f.in sb. grade. The slab should be underlain by a minimum 4-inch sand blanket which incorporates a minimum 6.0-mil Visqueen or equivalent moisture . barrier in its center, for moisture sensitive floors. utility trenches underlying the slab should be bedded in clean sand to at least one foot above the top of the conduit, then backfilled with the on-site granular materials, compacted to a minimum of 90 percent of the laboratory maximum dry density. However, sufficiently compacting the backfill deposits may damage or break shallow utility lines, `Therefore, minor settlement of the back -ill in the trenches is anticipated in these shallow areas. To reduce the possibility o-f cracks occu r ng, the slab should be provided with additional reinforcement to bridge the trenches. ■ December 7, 1998 W.O. #P-1637 P age 6 The following recommendations are submitted as -preliminary guidelines for pavement construction and are based on a non- expansive soils condition in the upper 12" of subgrade. Asphalt Concrete The driveway section should consist of 2.0 inches of asphalt over 4%.0 inches of Class II base. The Class II base and the upper .12 inches of the subgrade deposits should be compacted to a minims of 95 percent of the laboratory maximum dry density. The upper 12" of subgrade should consist of non-expansive soil. Paved areas should be protected from moisture migrating under pavement. Arainagg All roof water should be collected and conducted to the street or alley via non-e-rodible devices. Roof gutters are recommended. Pad water should be directed away from foundations and .around the residence to a suitable location. Pad water should not pond. Footing Tnsnections Structural footing excavations should be inspected by a representative of this firm prior to the placement of reinforcing . steel. December 7 1998 W.O. #P-1637 Page 7 Plan Review A copy of the final 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 project's architects and/or engineers so that they may be incorporated into the 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 or not modifications are needed. No responsibility for construction compliance with design concepts, specifications or recOmendations given in this report is assumed unless on-site ,review is performed during the course of construction. 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 1 December 7, 1998 W.O. #P-1637 Page 8 control. This report is therefore subject to review and should not be relied upon after the passage of three 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 artl p y an our general experience in the geotechnical field. If you have any questions, please call us at (760) 753-9940. This opportunity to be of service is greatly appreciated. Respectfully submitted, A.R. BARRY AND ASSOCIATES A.R. Bar :E, gi Principal n ° C".3i31in p E er ti �CA41 December 7, 1998 V.0. ##`P-_18T1 Page 9 L08 �Op LOMTO3t3 TAMICtMS TBE CH # "M CLASSIFICATION DESCRI PTION TP 1 0"6" CL/SM Top Soil-Dark brown clayey sand, damp, soft. V-3' SM & CL Gray silty fine to medium grained sandy clay, loose to moderately dense. 39-8' SM & CL Alternating layers of 3� gray clay and Silty sand soft to moderatelly firm, damp. Bottom of excavation 8' no groundwater TP-2 0-6" CL/SM Top Soil-Brown silty sand, damp, loose CL Uter"ting layers of clay -and -rust colored silty sand. and sandy clay. Bottom of excavation 6. no groundwater TP-3 0'6" CL/SM Top Soil-Brown silty .sand., .damp, loose V-71 SM & CL Alternating layers of clay and rust colored silty sand. and sandy clay. Botttm 'Of excaVattion 6 no groundwate r 4 r � APPENDIX A l r r r r r r r r N r <7, �,, ; '. cam- - �► - 1 K - , t� i r'4t7. � 1r Min ^L I Pill- r r APPENDIX B 1 1 1 1 1 1 i 1 1 1 1 1 1 i to x CA X7•'•4 •• .''�. f..•'�s•• �•• •�'•� �•/' �/� C i j 'i�.,' fit"'• �•�'� `�� .'f /r i APPENDIX 8 RECOMMENDED GRADING SPECIFICATIONS GRADING INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled and placing and compacting fill soil to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report are a part of the recommended grading specifications and would supersede the provisions contained herein in case of conflict. INSPECTION AND TESTING A geotechnical engineer should be employed to observe and test the earthwork in accordance with these specifications. It will be necessary that the geotechnical engineer or his representative make adequate observations so that he may provide a memorandum that the work was or was not accomplished as specified. Deviations from these specifications will be permitted only upon written authorization from the geotechnical engineer. It should be the responsibility of the contractor to assist the geotechnical engineer and to keep him apprised of work schedules, changes and new information and data s - that he may provide the memorandum to the owner and governmental agency as required. If in the opinion of the geotechnical engineer, substandard conditions such -as questionable soil, poor moisture control, inadequate compaction, adverse weather, etc. are encountered, the contractor should stop construction until the conditions are remedied. Unless otherwise specified, fill material should be compacted by the contractor while near the Optimum moisture content to a density that is no less than 90 percent of the maximum dry density determined in accordance with ASTM Test No. D1557-78 or other density test methods that will yield equivalent results. CLEARING AND PREPARATION OF AREAS TO RECEIVE . FILh All trees, brush, grass and other objectionable material should be collected, piled and burned or otherwise disposed of by the Contractor so as to leave the areas that have been cleared with a neat and finished appearance, free from unsightly debris . APPENDIX $ Page 2 All vegetable matter and objectionable material should be removed by the contractor from the surface upon which the fill is to be placed, and any loose or porous soils should be removed or compacted to the depth determined by the geotechnical engineer. The surface should then be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. when the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal to 1 vertical) , the original ground should be stepped or benched as shown on the attached plate. EenChes should be cut to a firm, competent soil condition. The lower bench should be at least 10 feet wide and all other benches at least 6 feet wide, ground slopes flatter- than 20 percent should be benched when considered necessary by the geotechnical engineer. FILL MATERIAL materials for compacted soil should consist of any material imported or excavated from the cut areas that in the opinion of the geotechnical engineer is suitable for use in construction fills. The material should contain no rocks or hard lumps greater than 12 Inches in size and should contain at least 40 percent of material smaller than 1/4 inch in size. (Materials greater than 6 inches in size should be placed by the contractor so that they are surrounded by compacted fines; no nesting of rocks will be permitted. ) No material of a perishable, spongy or otherwise improper nature should be used in filling. Material placed within 36 inches of rough grade should be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 3 percent when compacted (as specified later herein- far compacted fill) and soaked- under an_ axial pressure of 150 psf. Potentially expansive soils may be used in fills below a depth of 36 inches and should be compacted at a moisture greater than the OPtimum moisture content for the material. PLACING, SPREADING AND COMPACTING OF FILL Approved material should be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer should have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction to a minimum specified density with adequately sized equipment, either specifically designed for soil compaction or of proven reliability. compaction should be continuous over the entire area and the equipment should make APPENDIX B Page 3 sufficient trips to ensure that the desired density has been obtained throughout the fill. When macs-ture. content of the fill material is below that specified by the geotechnical engineer, water should be added by the contractor until the moisture content is as specified. When the moisture Content of the fill material is above that specified by the geotechnical engineer, the fill material should be aerated by the contractor by blading, mixing or other satisfactory methods until the moisture content is as specified. The surface of filly s-lope6- should- be7 compacted and there- should be- no excess loose soil on the slopes. UNIFIED SOIL CLASSIFICATION Identifying Criteria Group Symbol Soil Description COARSE-GRAINED (mare than 50 Percent larger than #200 sieve) ' Gravel (more than 50 percent GW Gravel, well-graded larger than #4 sieve but gravel-sand mixture, smaller than three inches) little or no fines Non-plastic GP Gravel, poorly. grad- ed gravel-sand mix- ture, little or no fines GM Gravel, silty, poor- ly graded, gravel- sand-silt mixtures GC Gravel, clayey, poorly graded, grav- el-sand-clay mixture Sands (more than 50 percent SW Sand, well-graded, smaller than #4 sieve) gravelly sands, little or no fines SP Sand, poorly graded, gravelly sands, little or no fines i APPENDIX- B- Page 4 SM Sand, silty, poorly graded, sand-clay mixtures FINE-GRAINED (more than 50 percent but smaller than #200 sieve) Ligtlid- limit- le-s-w- than 50 ML Silt, inorganic silt and fine sand, sandy silt or clayey-silt- sand mixtures with slight plasticity CL Okay, inorganic clay Of low to medium Plasticity, gravelly clays, sandy clays, silty clays, lean clays Liquid limit greater than 50 OL Silt, inorganic, silts and organic silt-clays of low Plasticity MH Silt, inorganic, silts micaceous or diatomaceous fine, sandy or silty soils elastic silts CH Clay, inorganic, clays of medium to high plasticity, fat clays 0H Clay, organic, clays of medium to high plasticity HIGHLY ORGANIC SOILS PT Peat, other highly organic swamp soils BARRY AND ASSOCIATES GEOTECHN/CAL ENGINEERING P.O. Box 230348 _ Encinitas, CA 92023-0348 (760) 753-9940 September 17, 2-0,01 �m lei r Mr. Eric Blehm 2270- Oxford- Avenue r Cardiff By The Sea, California 92007 Subject: GEOTECHNICAL UPDATE Between 2152 and 2166 Oxford Avenue Cardiff By The Sea, California 92007 References: PLANS PREPARED BY ETON S. MEIMRT, ARCHITECT PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single Family Residence Oxford Avenue Cardiff, California 92007 Dated 12/7/98 Dear Mr. Blehm, In response to your request, we have reviewed the above referenced plans and report in regards to the development of the referenced property. This updated evaluation is based on a Site inspection and review of the referenced plans and geotechnical report, dated December 7, 19-9-8 From a gefltechnical point of view, it is our Minion that the site is suitable for the proposed residence and garage, provided the recommndations in this report are implemented during the design and construction phase. If you have any questions, please contact us at (760) 753-9940. Respectfully submitted, A.R. HA Y SSOC A.R. AN 0eat.1-s Principal Engineer Ex0.3131102 aPcA;Ifd i i September 17, 2401 w.O.#P-1637-1 Page 2 r SITE CONDITIONS Based on a visual inspection of the subject property and the adjacent properties, the site conditions remain essentially the same since- the time of - the- refere-na-ed-- preliminary, geotechnical investigation. P�OPOSFD DEVELOP Plans for the project were prepared- by Jon S. Mehnert, Archit-eccC: The plans provide for a two and three story single family residence g Y zdence with sub-terranean garage and basement area. 9ONC11USIc3nrsz AND U99MMUMIONS General Based on our review, the recommendations presented in the referenced report are compatible with the geotechnical conditions MY the s-it-0. Final building- glance should- be reviewed- by--this off ice- prior to submitting the plans to the county. PROTECTION OF ADJACENT PROPERTIES ■ Properties to the north and south of the subject site should be !` proteeted with shoring at the- property- line- in the- area of the- basement excavation. w September 17, 2001 W.O.#P-1637-1 Page 3 Seismic The review of available geologic maps including Maps of Known Active Faults Near-Source Zones in California and Adjacent Portions of Nevada published by ICAO (1996) indicate that the nearest active fault is the Rose Canyon Fault located approximately 4 kilometers south west of the subject Site. The Rose Canyon Fault is a class B fault capable of generating a magnitude 6,9 earthquake, The following 'seismic factors are in accordance with the 1997 Uniform Building Cods -Parameter -Fable 32 Factor seismic Zone Factor 16-1 Z 0.4 Sofa Profile Type 16-1 - SD Seismic Coefficient 16-Q Ca 0.44Na Seismic Coefficient 16-R Cv 0.64Nv Near Source Factor 16-S Na 1.1 Near Source Factor 16-T NV 1.33 Seismic Source Type _ B Maximum HOMOnt-- H&gni tude. . . . . . . . . .6.9: Slip -Rate, R. . . . . . . . . . . . . . . . . . . . .2.5 mm/yr. _ September 17, 2001 W.O. #P-1637-1 Page 4 Liouefacti�o In accordance with reference #4 (Planning scenario For A Major Earthquake, San Diego-Tijuana Metropolitan Area, published by the California Department- of- Conservation-, Division- of Mines- and- Geology) the site is not located in an area of seismically induced liquefaction. The soils on the site are not considered subject to seismically induced -14-cluefaction based on such factors as soil density, soil type, and Zack of groundwater. FoupdAtion Footings for the proposed residence outside the basement area should be a minimum of IS"- wide and f - -"- - ound-ecl a minimum- orf 18 and 24" below grade for 2 and 3 story portions of the structure. A 12- inch-by-l2-inch grade beam should be placed across the garage apening. FOOtings founded a minimum of 18" and 24" below grade may be designed for a gearing value of 1500 psf. and 2000 psf. The bearing values indicated above are for the total of dead and applied live loads. These values may be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces . t 3eptemLer17, 2001 W.O. P-1637-1 Page 5 Resistance to lateral load will be provided by friction acting at the base of foundations and passive earth pressure. A coefficient of friction of 0.2 should be used with dead-load forces . A passive earth pressure of 250 pounds per square foot, per foot of depth of .fill penetrated to a maximum of 2400 pounds should be used in the design. Minimum requirements for reinforcing steel should be 4-#5 bars, 2 placed 3" from the bottom of the footing and 2 placed 1.5" below the top of the footing, Reinforcing steel for the retaining walls will be designed by the structural engineer with the soil parameters given in this report. Slabs on grade Slab on grade should be a minimum of 5 inches thick and reinforced in both directions with No. t bars, placed I8-- inches on center. This assumes that expansive soil will be present at finish grade. The slaw should be underlain by a minimum 4-inch sand blanket which incorporates a minimum 6.0-mil visqueen or equivalent moisture barrier in its center, for moisture sensitive floors. Utility trenches underlying the slab should be bedded in clean sand to at least one foot above the top of the conduit, then backfilled with the on-site granular materials, compacted to a minimum of 90 percent of the laboratory maximum dry density. However, sufficiently compacting-the backfil-1 deposits may damage or break September 17, 2401 W.O. #P-1537-1 Page 5 shallow utility lines . Wherefore, minor settlement of the backf ill in the trenches is anticipated in these shallow areas. To reduce the possibility of cracks occurring, the slab should be provided with additional reinforcement to bridge the trenches. Retainina Walls Retaining walls should be designed in accordance with the following soil perimeters: -$quivalent Fluid Pressure jp.-e.#.) Conditions Level 2:1 Slope Active 35 45 At-Rest 45 90 Passive 250 -- 1 For the design of restrained basement walls an additional lateral force of 6H should be added to the active pressure. Wall footings M should be designed in accordance with the foundation design recommendations. -AIl retaining walls -should be -provided-with an ade�pate backdrainage system. Footinu Inspections Structural footing excavations should be inspected by a representative of this firm prior to the placement of reinforcing rr steel. I September 17, -2001 W.O. P-1637-1 Page -7 Plan Review R copy of the final building plans should be submitted to this office for review, prior to the initiation of construction. Additional recomendations may be necessary at that time. LIMITATIONS This report is presented with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they may be incorporated into the 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 or not 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. L 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 September 17, 2001 W.O.#P-1637-1 Page 8 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 alter the assn a of three P $ 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. If you have any questions, please call us at (760) 7539940. .Respectfully submitted, A.R. BARRY SSO tR - 4 A.R. Barry, P.R. X E19.s/auoz - Principal Enginee *r �a ,c�' r+ OPCA4* � . � r .. e a ,mNy. BARRY AND ASSOCIATES GEOTECHNICAC ENGWEERfiVG P.O aft=348 EncinKa.CA 92023-0348 (780) 753-9W November S, 2001 Mr. Jon S. Mehnert, Architect 1209 Tell River Nary San Marcos, California Subject: ssGil Correction *28 Proposed Blehm Residence 80tv"A 2152 and 2165 Oxford Avenue Cardltf -By-The- Sea-, California- 9-200- noar lair. Meehnert, In r051Yvnse to X8012 correction #28, two additional tests were pierto]t 'KT ON It s-oil sample taken- from the-Bite. I. Expansion Index. . . . . . . 86 2. Plastic Sudex. . . . . . . . . 37 If you have any questions, please contact us at (760) 753- 0. Respectfully subM4 t x. Ass A.R. Sarry, P.s. FrinCipil 2mine Ea► 3131102 OF(,� BARRY AND ASSOCIATES GEOTECHNICAL ENGWEEAINC ...,„. . P.O. Box 230348 Encinitas, CA 92023-0348 'o -�� f� � a Li.iC;A' (760)763--9940 November 28, 2001 Eric Blehm 2270 Oxford Ave. Cardiff By The Sea California 92001 SUBJZCT: VL" R-WIRW PROPOSED SINGLE FAMILY RESIDENCE -Between 2152 and 2166 Oxford Avenue Cardiff By The Sea, California 92007 REFRRRUCCES: 1. Structural Plans by Lamda Engineering Consultants 2. Preliminary Geotechnical Investigation Proposed Single Fami-ly Residence Oxford Ave. Crrrdi-ff, California 92007 Prepared by Barry and Associates 3, Geotechnica3 update, Dated September 17, 2001 Dear Mr. Blehm, As requested, we have reviewed the preliminary geotechnical report, foundation plan, details and- specifications for the proposed single family residence. The plans incorporate the recomendations presented in the above referenced report. All of the applicable recommendations presented in the preliminary geotechnical report should- be- implemented during the construction phase. Should any unforistoon geotechnical conditions be encountered during cc, ttruction, additional recommendations may be necessary at that time. Should you have any questions please .contact us at (760) 753-9940. Respectfull ubmitt A.R. R XffiS . It. -Bar , -P. Principal mine a;a 3131102 CH (O*F ACAS �nairieeritici & 5jrve iricj CIVIL ENGINEERS PLANNERS LAND SURVEYORS 990 VALE TERRACE DRIVE VISTA, CA 92084-5212 M0 724-7674 0) 724-8424 FAX Email: dhlowen®mindspring.com HYDROLOGY AND HYDRAULIC CALCULATIONS FOR: Grading Plans for Blehm Residence APR 0 , £ Encinitas A A.P.N. 260-403-109 11 OWNER: Eric Blehm 2270 Oxford Avenue Encinitas, CA 92007 PREPARED BY: DAVID H. 31915 ;� No. 3191 m i MY LICENSE EX S: 12/31/04 12� , ClU1� 03/27/02 DATE • LAND SURVEYS • PARCEL MAPS • SUBDIVISIONS • FEMA CERTIFICATIONS • GRADING PLANS • PERCOLATION TESTING Sheet 2 DRAINAGE AREA: "A" LAND AREA = 0.1148 ACRES Delta H = 21 FEET LENGTH = 0.02254 miles TIME OF CONCENTRATION = 10.604 MINUTES COEFFICIENT OF RUNOFF: C = 0.55 INTENSITY = 4.056 Q100 = 0.26 C.F.S. RECOMMENDATIONS: Use 4" PVC site drains with PVC inlets. All inlets to have grates that are pedestrian grade. ACS- �ngineerinq & SrvegjN 990 Vale Terrace Drive, Vista CA 92084 (760) 724-7674 Land Use A B D Residential: Single Family .40 .45 .50 .55 Multi-Units .45 .50 .60 .70 Mobile Homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial 12' 80% Impervious .70 .75 .80 .85 Industrial 12' 90% Impervious .80 .85 .90 .95 NOTES: "1 Soil Group maps are available at the offices of the Department of Public Works. 12' Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50 For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50 x 0.85 = 0.53 80 IV-1 APPENDIX Updated 4, USE EQUATION: Area "A", L=0.02254 miles, H=21.0 feet, t,= 10.604 minutes N EQLlAT/DN C11._YLJ1 -3BS Fief Tc � y J 5000 T = Timc of conccntrntion f000 L - Lenyth Of M21ei--rhod H - Dift'erenca in G/evativ17 al W g 3000 c/Pectirs S/ox /ine T L itli/mss �GGt //arils Minutes 1000 4 240 3 /BD /D /000 9DIo sao z /0v 700 loo \ lag 9 SCO \ s 0 \ BO 4100 �� 4 70 �3 J J 60 40 \ 310 /00 J SDA� leD \ ie 40 2000 \ \ l2 /8010 \ 3v NOTE 1600 JO FOR NATURAL WATERSHEDS /2100 B 20 ADD TEN MINUTES TO Il /10010 7 COMPUTED TIME OF CON- 900 CENTRATION_ BOO z=—===_ USE EQUATION TO CALCULATE INTENSITY [ Iloo = 7.44MAD-0.645) Area "A": Where P6 =2.5, t, =D = 10.604 minutes, 1100 =4.056 � c:•.+ at L N O 4J 4- - ,0 L N v v v i rn-0 a°+ > ,, ONO x z r Oi U 0 H c .4 CA 44 10 d J?7 'b 0. r in F4 0 'rDV to C C U d d q d. Nr Qr�4 0 d .0 Y-. L # L V d a O 4j 1.r > G7 d 4=r E v - h aim v01 c -.C- �j L � N � O1CL 3 Oc O ° N A C c CL Y�N d 'O O +i d O O N O 2 �O r •.-� O A a w O 4� d 42 4J is c C m 4J 4J.- d = 40 b 4J O • i 4, C L Y 4J 4, r C N U O O L G b U O. C. Y C U d Y \lu d J N C!C: U i U U L =.C! y . r O. 4+4J 1.�7 S- G+-► L L 4J N a-r l! Cr C • a C C L f]4� d t 4-b r d C 0.:2 — 0 41 r 0. 4i � Q Z°L d M L b ZE 'O & ror. � ap, s v E V► O a d 4r %a N t0 O E L N 3 4a p _ 4.,4+ 3 a-+ Y! 4� d ■ 7 ■ U u-N!-,�C �444 4J d a C�G Fr-4ti ,r m 6 �-CC 4J U Cn CL O N t•'f —cr Q O .-+ N Cl) 6-Hour Precipitation (inches) �O/V;tn rh v N - LLA _.i O W - _ - - - o 4. a ..t .f rt ,.. • 0 APPENDIX XI IV-A-24 to C2 1�41 WIL .7 C2 C-4 c."3 Ln co !7.� Ln� 16— fl-M Lai Co - CIL, CZ A-d N. Lrb 0 K Ln met OU CD CD CL N. Lr% " I C:)�-� LU cli IK C3 gLI OZ 0 0 0 T- < O ui ul 6 Z D C, C) O uj -j 9z) .3 02 11-A-7 .. � r 11 � • t 1 /�rl rl �" 1r a,/•-aV r y n' r •'� , 1 u r I C5 A.1 cm Cm LAJ.� Q ems•,- c� ��. _ � � \� y I!! C=j r a CD CN cm go 2 M O p < CZ ! t 3 _ W f C J �L Y 7. � /// Vl $I O U Cl O U z U H �— (t O lu z I I I I ( I z ^""--�- 1-+ A N a. G O < 00 U`_' af t1_ z d F- tin o ;n i M O < Q O W O v _ Z < O O W -a M , UOtL '- w L ti ti u 6 a a. "fix✓ r : ww- ` � A VA' VW 1-M Xi wzo tom' ; '. `�•.0 'a !" `,i* g K rs —'A w a� .• tea. i � y : ;� � � x' 5` -`} r R .-A,,f �-+now, ry � �• � 7 max, s � �, Y w Miss ion r.r Y F .{ y � ��' ,�w� I ty A�� +qa b �2' •rs „� 4, i� • v v �J�� 'S,":: �1�w �°`` ' FYI � �' �' �'� ', t �